(revised 01/30/03) - sitemason, inc. 30 acre tract clarkrange... · professional sef'\lic6...

$: (Revised 01/30/03) - Sitemason, Inc. 30 Acre Tract Clarkrange... · Professional Sef'\lIC6 Industries, Inc -lSI South 5th Street · NashVille, ... information, as well as final building$
Los-l In/ormation ~~ • . To Build On

EngIneering • Consulting • Testing

Mr. Walt Page

May31.2012

Fenlress Counly Induslrial Development Board P.O. Box 1294 Jamestown, Tennessee 38556

Dear Mr. Page:

Re: Preliminary Geotechnical Engineering Services Report Proposed 30 Acre T racl Clarkrange Regional Business Park Fentress County, Tennessee PSI File No. 0358475

Professional Service Industries, Inc. is pleased to transmit our Preliminary Geotechnical Engineering Services Report for the 30 Acre Tract. This report includes the resulls of field and laboratory testing, and recommendations for foundation and pavement deSign, as well as general s~e development.

We appreciate the opportunity to perform this Geotechnical Study and look forward to continued participation during the design and constnuction phases of this project. If you have any questions pertaining to this report, or if we may be of further service, please contact our office.

Respectfully submitted,

PROFESSIONAL SERVICE INDUSTRIES, INC.

Nicholas K. Miller, E.I. Staff Professional

NKM/JOGIWFH/bb

~o8~~~ Principal Consultant

Wayne F. Hamack, P.E. Senior Vice President

Professional Sef'\lIC6 Industries, Inc - lSI South 5th Street · NashVille, TN 37206 ' Phone 515/244·8990 · Fax 6151242·1618

PRELIMINARY GEOTECHNICAL ENGINEERING SERVICES REPORT

30 Acre Tract Clarkrange Regional Business Park

Fentress County. Tennessee

PSI File No. 0358475

PREPARED FOR

Mr. Walt Page Fentress County Industrial Development Board

P.O. Box 1294 Jamestown, Tennessee 38556

May 31 . 2012

BY

PROFESSIONAL SERVICE INDUSTRIES. INC.

Nicholas K. Miller. E.I. Staff Professional

Wayne F. Harnack. P.E. Senior Vice President

TABLE OF CONTENTS

Page No.

PROJECT INFORMATION ................................................................................................. 1

Project Authorization ..................................................................................... 1

Project Description ........................................................................................ 1 Purpose and Scope of Services .................................................................... 1

SITE AND SUBSURFACE CONDITIONS .......................................................................... 2

Site Location and Description ........................................................................ 2 Site Geology .................................................................................................. 2 Subsurface Conditions .................................................................................. 2

Groundwater Information ............................................................................... 4

EVALUATION AND RECOMMENDATIONS ...................................................................... 4

Geotechnical Discussion ............................................................................... 4 Preliminary Site Preparation .......................................................................... 4 Preliminary Foundation Recommendations ................................................... 5

Geologic Hazards .......................................................................................... 5

CONSTRUCTION CONSIDERATIONS .............................................................................. 5

Moisture Sensitive Soils/Weather Related Concerns .................................... 6 Drainage and Groundwater Concerns ........................................................... 6

Excavations ................................................................................................... 6

REPORT LIMITATIONS ...................................................................................................... 7

APPENDIX BORING LOCATION PLAN GENERAL NOTES BORING LOGS

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________________________________________________________________________________________________________________________ Fentress County Industrial Development Board Professional Service Industries, Inc.

PROJECT INFORMATION Project Authorization Professional Service Industries, Inc. (PSI) has completed a preliminary geotechnical exploration for the proposed 30 Acre Tract in Fentress County, Tennessee. Our services were authorized by Mr. Scott Sandman of Fentress County Industrial Development Board on May 4, 2012 by signing our proposal. This exploration was accomplished in general accordance with PSI Proposal No. 358-68702 dated May 2, 2012. Project Description Project information was provided by Mr. Walt Page of the Fentress County Industrial Development Board on April 26, 2012. We have also been furnished with drawings depicting the site. Based on the noted information, we understand the proposed construction will be as follows: Building • Assumed Several One to Two Story Structures • Assumed less than 200 Kip Column Loads • Assumed less than 6 KLF Continuous Loads • Grade Supported Floor Slab Information regarding site cut and fill requirements have not been developed. Once this information, as well as final building types and locations, are available, additional borings will be required to finalize our exploration. The preliminary geotechnical recommendations presented in this report are based on the available project information, building location, and the subsurface materials described in this report. If any of the noted information is incorrect, please inform PSI in writing so that we may amend the recommendations presented in this report if appropriate and if desired by the client. PSI will not be responsible for the implementation of its recommendations when it is not notified of changes in the project. Purpose and Scope of Services The purpose of this preliminary geotechnical exploration was to determine the various soil profile components, determine the general engineering characteristics of the materials encountered, provide information to the design engineers and architects which could be used to formulate preliminary design criteria, and to aid in the development of a more comprehensive program for obtaining final design information. The scope of services did not include an environmental assessment for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock,

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surface water, groundwater, or air, on, or below, or around this site. Any statement in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. Prior to development of this site, an environmental assessment is advisable. PSI did not provide any service to investigate or detect the presence of moisture, mold or other biological contaminates in or around any structure, or any service that was designed or intended to prevent or lower the risk of the occurrence of the amplification of the same. Client acknowledges that mold is ubiquitous to the environment with mold amplification occurring when building materials are impacted by moisture. Client further acknowledges that site conditions are outside of PSI’s control, and that mold amplification will likely occur, or continue to occur, in the presence of moisture. As such, PSI cannot and shall not be held responsible for the occurrence or recurrence of mold amplification.

SITE AND SUBSURFACE CONDITIONS Site Location and Description The 30 acre site for the proposed Clarkrange Regional Business Park is located on Norman Road north of Highway 62 in Fentress County, Tennessee. The site is identified as tracts 2,3,4,5, and 6 on the February 2010 version of the Preliminary Layout of the Clarkrange Regional Business Park as provided by the client. At the time of our field activities the site was gently sloping and heavily wooded with creeks and streams observed running through the site. The use of a dozer was required to clear access paths and provide mobility assistance to all boring locations. The surficial soils were soft to firm at the time of the field exploration. Our truck mounted-drill rig experienced some difficulty in moving about the site. Site Geology The Jones Knob Geologic Quadrangle Map indicated that this site is underlain by Rockcastle Sandstone. This formation is typically fine grained and thin bedded and grades downward into conglomeratic sandstone. The conglomeratic sandstone is typically coarse grained and medium to very thick bedded. Shale containing Nemo coal is present near the middle of the formation. The thickness of the formation is between 100 and 190 feet. Subsurface Conditions The site subsurface conditions were explored with 15 soil test borings, drilled across the site. The boring locations and depths were selected by PSI. The borings were located in the field by PSI personnel by measuring distances from known site reference points. The

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borings were advanced utilizing solid flight auger drilling methods and soil samples were routinely obtained during the drilling process. Drilling and sampling techniques were accomplished generally in accordance with ASTM procedures. Select soil samples were tested in the laboratory to determine material properties for our evaluation. Laboratory testing was accomplished generally in accordance with ASTM procedures. The subsurface conditions identified by the 15 borings primarily include lean clay and sandstone. These materials are described in more detail in the following paragraphs. Borings encountered 3 to 13 inches of topsoil. Lean clay was encountered to a depth of 2 feet in borings B-2, B-4, B-8, B-10, and B-12. Boring B-13 and B-14 encountered lean clay to a depth of 3½ feet and boring B-9 to a depth of 4½ feet. The SPT N-values generally indicated the material was very soft to firm. Moisture contents ranged from about 12 to 30 percent. Sandstone was encountered and generally extended to refusal depth of the borings. The sandstone that was encountered was penetrable by the augers to an extent; however, the split spoon sampling tools could not be advanced through the sandstone and yielded little to no recovery. Layers of clayey sand, sand, silty clay and silt were encountered at varying depths. Refusal was encountered at depths ranging from 2½ feet at boring B-1 to 10½ feet at borings B-12 and B-13. Refusal is a designation applied to any material that cannot be penetrated by the power auger and is normally indicative of a very hard or very dense material, such as large boulders or the upper surface of bedrock. Rock coring was beyond the scope of this exploration; therefore, the character and continuity of the refusal materials could not be determined. 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.

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Groundwater Information Groundwater was not encountered upon completion of drilling, indicating that the stabilized groundwater level at the site at the time of the exploration was either below the terminated depths of the borings, or that the soils encountered were relatively impermeable. Although groundwater was not encountered at this time, it is possible for groundwater to exist within the depths explored during other times of the year depending upon climatic and rainfall conditions. Additionally, discontinuous zones of perched water may exist within the overburden materials and/or at the contact with bedrock. The groundwater information presented in this report is the information that was collected at the time of our field activities. We recommend that the Contractor determine the actual groundwater level at the site at the time of the construction activities.

EVALUATION AND RECOMMENDATIONS Geotechnical Discussion Standard Penetration Test N-values ranging from 2 to 6 blows per foot were encountered in the upper 2 to 4 feet in our borings. These values indicate softer soils that will likely pump during proofrolling activities and that are not generally suitable for support of shallow foundations or other structural elements without remediation. Additionally, due to the heavily wooded nature of the site, the clearing activities will likely disturb the upper 2 to 4 feet at the site. Reprocessing of the disturbed soils will be required. We recommend that prior to construction the site be thoroughly proofrolled to identify any unsuitable soils. Any area observed to rut or deflect under the moving load should be undercut to a depth determined by a representative of the geotechnical engineer. We anticipate that some over excavation and replacement in conjunction with in-place soil densification will be required and should be budgeted. Once final site and grading plans are complete for the project site, additional borings will be required to finalize this geotechnical report. Preliminary Site Preparation We recommend that topsoil, vegetation, roots, and any soft soils in the construction areas be stripped from the site and either wasted or stockpiled for later use in landscaping (subject to the approval of the landscape architect). Depths of topsoil in our borings ranged from 3 to 13 inches. It is not unusual for topsoil thickness to vary from these values between our boring locations. The depth of removal should be determined by a representative of the geotechnical engineer at the time of construction. We further note that not all upper surficial dark brown materials are topsoil and may not require removal. Should depths of topsoil removal vary from our reported depths at the boring locations, our

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personnel should be contacted prior to additional removal. Any existing septic tanks and associated field lines should also be removed. After stripping and excavating to the proposed subgrade level, as required, the building and parking areas should be proof-rolled with a tandem axle dump truck or similar rubber tired vehicle. Soils that are observed to rut or deflect excessively under the moving load should be undercut and replaced with properly compacted fill. The proof-rolling and undercutting activities should be observed by a representative of the geotechnical engineer and should be accomplished during a period of dry weather. Preliminary Foundation Recommendations The level of grading will dictate whether foundations bear on natural soil, structural fill, or bedrock. Again, softer soils were encountered in the upper 2 to 4 feet at the site. Some over-excavation and replacement will likely be required. Once the site is properly prepared, we anticipate that the planned construction can be supported on conventional spread footing foundations bearing on approved natural soils, properly compacted structural fill or the upper bedrock surface. Spread footings most likely will be designed for allowable soil bearing pressures between 2,000 psf and 3,000 psf. Higher rock bearing capacities can most likely be attained if bedrock is encountered during site grading or if foundations are extended to rock. Minimum dimensions of 24 inches for column footings and 18 inches for continuous footings should be used in foundation design to minimize the possibility of a local bearing capacity failure. Footings should be located at a depth of at least 18 inches below the final exterior grade to provide adequate frost protection. Geologic Hazards Our site reconnaissance did not identify any on-site sinkholes. However, the Jones Knob Geologic Quadrangle Map indicated sinkholes mapped in the vicinity of the site. The present state-of-the-art of geotechnical engineering does not permit accurate prediction of where or when sinkholes will occur. Site grading should be established to provide positive drainage both during and after construction so as to minimize the potential for future sinkhole development. During construction the grading contractor should be alert to any indication of possible sinkhole activity. Any sinkholes encountered during the site grading should be repaired under the direction of the geotechnical engineer.

CONSTRUCTION CONSIDERATIONS PSI should be retained to provide observation and testing of construction activities involved in the foundations, earthwork, and related activities of this project. PSI cannot accept responsibility for any conditions, which deviated from those, described in this report, nor for the performance of the foundations if not engaged to also provide construction observation and testing for this project.

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Moisture Sensitive Soils/Weather Related Concerns The upper fine-grained soils encountered at this site may be sensitive to disturbances caused by construction traffic and changes in moisture content. During wet weather periods, increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. In addition, soils which become wet may be slow to dry and thus significantly retard the progress of grading and compaction activities. It will, therefore, be advantageous to perform earthwork and foundation construction activities during dry weather. Drainage and Groundwater Concerns Water should not be allowed to collect in the foundation excavation, on floor slab areas, or on prepared subgrades of the construction area either during or after construction. Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff. Positive site surface drainage should be provided to reduce infiltration of surface water around the perimeter of the building and beneath the floor slabs. The grades should be sloped away from the building and surface drainage should be collected and discharged such that water is not permitted to infiltrate the backfill and floor slab areas of the building. Groundwater was not encountered in the borings at the time of soil drilling. However, it is possible that seasonal variations will cause fluctuations or a water table to be present in the upper soils at a later time. Additionally, perched water may be encountered in discontinuous zones within the overburden and/or near the contact with bedrock. Any water accumulation should be removed from excavations by pumping. Should excessive and uncontrolled amounts of seepage occur, the geotechnical engineer should be consulted.

Excavations Auger refusal materials were encountered at depths of 2½ to 10½ feet below the existing grade in all of the borings. Auger refusal conditions generally correspond to materials, which require blasting for removal. Typically, soils penetrated by augers can be removed with conventional earthmoving equipment. However, excavation equipment varies, and field refusal conditions may vary. Generally, the weathering process is erratic and variations in the rock profile can occur in small lateral distances. Therefore, it is possible that some partially weathered rock and/or rock pinnacles or ledges requiring difficult excavation techniques may be encountered in site areas between our boring locations. We caution against extensive overblasting in building areas (blasting below finished grade) during the site grading operations. Overblasting typically damages below grade bedrock by fracturing or heaving the rock from its original position.

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This often creates difficulties for foundations and floor slabs supported on these materials by creating voids in the rock unit and greatly reducing the support capacity. Any areas damaged by overshooting should be evaluated by the geotechnical engineer to determine appropriate corrective measures, but will require the full depth removal of the blasted material.

In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to better insure the safety of workmen entering trenches or excavations. It is mandated by this federal regulation that excavations, whether they be utility trenches, basement excavations or footing excavations, be constructed in accordance with the new OSHA guidelines. It is our understanding that these regulations are being strictly enforced and if they are not closely followed, the owner and the contractor could be liable for substantial penalties. The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person", as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. We are providing this information solely as a service to our client. PSI does not assume responsibility for construction site safety or the contractor's or other parties compliance with local, state, and federal safety or other regulations.

REPORT LIMITATIONS The preliminary recommendations submitted in this report are based on the available subsurface information obtained by PSI and anticipated usage of the site furnished by Mr. Walt Page for the proposed project. Once building types, structural loads, traffic loading, building locations, etc. are known, PSI should be retained to perform additional exploration to allow the development of a final geotechnical report. This report has been prepared for the exclusive use of the Fentress County Industrial Development Board for the specific application to the proposed 30 Acre Site (tracts 2, 3, 4, 5, and 6) of the Clarkrange Regional Business Park in Fentress County, Tennessee.


APPENDIX

Project Name: Clarkrange Regional Business Park 30 Acre Tract

Project Location: Fentress County, Tennessee

PSI Project # : 0358475

Client: Fentress County Industrial Development Board

Date: May, 2012

Boring Location

Plan751 South 5th Street

Nashville, Tennessee 37206

APPROXIMATE BORING LOCATION

B-1

B-2

B-7

B-3

B-8

B-12

B-4

B-9

B-13

B-5

B-10

B-14

B-6

B-11

B-15

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.

1-1-1N=2

12

1 6" TOPSOIL

SANDSTONE. (Driller Description Only)

Auger Refusal 2.5 Feet

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)Station: N/AOffset: N/A

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

Dep

th, (

feet

)

Sample Types:

STRENGTH, tsf

None

None

N/A

0358475Clarkrange Region Business ParkNorman RoadFentress, TN

AdditionalRemarks

US

CS

Cla

ssifi

catio

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Boring Location:

0

Qp

Sheet 1 of 1

0

Professional Service Industries, Inc.751 South 5th StreetNashville, TN 37206Telephone: (615) 244-8990Fax: (615) 242-1618

Sam

ple

Typ

e

2.0

While Drilling

Upon Completion

Delay

Drilling Method:Sampling Method:Hammer Type:

0

WATER LEVELS

Moi

stur

e, %

MoistureMATERIAL DESCRIPTION

STANDARD PENETRATIONTEST DATA

N in blows/ft

PSI Job No.:Project:Location:

Latitude:Longitude:Drill Rig: CME-55Remarks:

Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

SP

T B

low

s pe

r 6-

inch

(S

S)

Qu

Auger Cutting

Split-Spoon

Rock Core

Sam

ple

No.

Gra

phic

Log

LOG OF BORING B-1

50

Completion Depth:Date Boring Started:Date Boring Completed:Logged By:Drilling Contractor:

2.5 ft5/18/125/18/12KRPSI, Inc.

Hollow Stem Auger SSAutomatic

>>

30CL

1-1-1N=2

1 2

Clearing4" TOPSOILBrown Lean CLAY with roots, moist, very soft.

Light Red Weathered SANDSTONE. (DrillerDescription Only)


PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches



Dep

th, (

feet

)

Sample Types:

STRENGTH, tsf

None

None

N/A


AdditionalRemarks

US

CS

Cla

ssifi

catio

n

Boring Location:

0

Qp

Sheet 1 of 1

0

5


Sam

ple

Typ

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2.0

While Drilling

Upon Completion

Delay


0

WATER LEVELS

Moi

stur

e, %



N in blows/ft



Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

SP

T B

low

s pe

r 6-

inch

(S

S)

Qu

Auger Cutting

Split-Spoon

Rock Core

Sam

ple

No.

Gra

phic

Log

LOG OF BORING B-2

50


6.2 ft5/18/125/18/12KRPSI, Inc.


11

12

14

SC

SP

2-3-4N=7

3-4-4N=8

1/50pr

1

2

3

4

2

2

0

5" ClearingDark Yellow Brown Clayey SAND with traceweathered sandstone, moist, loose.

Light Red SAND. (Driller Description Only)


PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches



Dep

th, (

feet

)

Sample Types:

STRENGTH, tsf

None

None

N/A


AdditionalRemarks

US

CS

Cla

ssifi

catio

n

Boring Location:

0

Qp

Sheet 1 of 1

0

5


Sam

ple

Typ

e

2.0

While Drilling

Upon Completion

Delay


0

WATER LEVELS

Moi

stur

e, %



N in blows/ft



Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

SP

T B

low

s pe

r 6-

inch

(S

S)

Qu

Auger Cutting

Split-Spoon

Rock Core

Sam

ple

No.

Gra

phic

Log

LOG OF BORING B-3

50


8.1 ft5/18/125/18/12KRPSI, Inc.


>>

>>

24CL

1-1-1N=2

1

2

2

5" ClearingBrown Lean CLAY with roots and sand, moist,very soft.



PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches



Dep

th, (

feet

)

Sample Types:

STRENGTH, tsf

None

None

N/A


AdditionalRemarks

US

CS

Cla

ssifi

catio

n

Boring Location:

0

Qp

Sheet 1 of 1

0

5


Sam

ple

Typ

e

2.0

While Drilling

Upon Completion

Delay


0

WATER LEVELS

Moi

stur

e, %



N in blows/ft



Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

SP

T B

low

s pe

r 6-

inch

(S

S)

Qu

Auger Cutting

Split-Spoon

Rock Core

Sam

ple

No.

Gra

phic

Log

LOG OF BORING B-4

50


6.5 ft5/18/125/18/12KRPSI, Inc.


>>

1-1-1N=2

1/50pr

1

2

2

5" Clearing13" TOPSOIL, very soft.

SANDSTONE. (Driller Note Only)


PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches



Dep

th, (

feet

)

Sample Types:

STRENGTH, tsf

None

None

N/A


AdditionalRemarks

US

CS

Cla

ssifi

catio

n

Boring Location:

0

Qp

Sheet 1 of 1

0

5


Sam

ple

Typ

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2.0

While Drilling

Upon Completion

Delay


0

WATER LEVELS

Moi

stur

e, %



N in blows/ft



Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

SP

T B

low

s pe

r 6-

inch

(S

S)

Qu

Auger Cutting

Split-Spoon

Rock Core

Sam

ple

No.

Gra

phic

Log

LOG OF BORING B-5

50


5.7 ft5/18/125/18/12KRPSI, Inc.


>>

9SP

5-4-6N=10

1

5" Clearing6" TOPSOIL

Dark Yellow Brown to Light Red SAND withtrace clay, dry, stiff.



PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches



Dep

th, (

feet

)

Sample Types:

STRENGTH, tsf

None

None

N/A


AdditionalRemarks

US

CS

Cla

ssifi

catio

n

Boring Location:

0

Qp

Sheet 1 of 1

0


Sam

ple

Typ

e

2.0

While Drilling

Upon Completion

Delay


0

WATER LEVELS

Moi

stur

e, %



N in blows/ft



Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

SP

T B

low

s pe

r 6-

inch

(S

S)

Qu

Auger Cutting

Split-Spoon

Rock Core

Sam

ple

No.

Gra

phic

Log

LOG OF BORING B-6

50


4.3 ft5/18/125/18/12KRPSI, Inc.


5" ClearingSANDSTONE. (Driller Note Only)


PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches



Dep

th, (

feet

)

Sample Types:

STRENGTH, tsf

None

None

N/A


AdditionalRemarks

US

CS

Cla

ssifi

catio

n

Boring Location:

0

Qp

Sheet 1 of 1

0


Sam

ple

Typ

e

2.0

While Drilling

Upon Completion

Delay


0

WATER LEVELS

Moi

stur

e, %



N in blows/ft



Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

SP

T B

low

s pe

r 6-

inch

(S

S)

Qu

Auger Cutting

Split-Spoon

Rock Core

Sam

ple

No.

Gra

phic

Log

LOG OF BORING B-7

50


4.0 ft5/18/125/18/12KRPSI, Inc.


24CL1-1-1N=2

1 18

5" Clearing3" TOPSOILBrown Lean CLAY with roots, moist, very soft.



PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches



Dep

th, (

feet

)

Sample Types:

STRENGTH, tsf

None

None

N/A


AdditionalRemarks

US

CS

Cla

ssifi

catio

n

Boring Location:

0

Qp

Sheet 1 of 1

0

5


Sam

ple

Typ

e

2.0

While Drilling

Upon Completion

Delay


0

WATER LEVELS

Moi

stur

e, %



N in blows/ft



Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

SP

T B

low

s pe

r 6-

inch

(S

S)

Qu

Auger Cutting

Split-Spoon

Rock Core

Sam

ple

No.

Gra

phic

Log

LOG OF BORING B-8

50


6.0 ft5/18/125/18/12KRPSI, Inc.


16

17

20

CL-ML

CL

1-1-2N=3

2-2-2N=4

6/50PR

1

2

3

12

12

6

5" ClearingBrown Silty CLAY with roots and sand, moist,soft.

Dark Yellow Brown Lean CLAY with silt andsand, moist, soft.



PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches



Dep

th, (

feet

)

Sample Types:

STRENGTH, tsf

None

None

N/A


AdditionalRemarks

US

CS

Cla

ssifi

catio

n

Boring Location:

0

Qp

Sheet 1 of 1

0

5


Sam

ple

Typ

e

2.0

While Drilling

Upon Completion

Delay


0

WATER LEVELS

Moi

stur

e, %



N in blows/ft



Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

SP

T B

low

s pe

r 6-

inch

(S

S)

Qu

Auger Cutting

Split-Spoon

Rock Core

Sam

ple

No.

Gra

phic

Log

LOG OF BORING B-9

50


7.0 ft5/18/125/18/12KRPSI, Inc.


>>

20CL1-1-1N=2

1 18

5" ClearingDark Yellow Brown Lean CLAY with roots,moist, very soft.

SANDSTONE (Driller Note Only)


PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches



Dep

th, (

feet

)

Sample Types:

STRENGTH, tsf

None

None

N/A


AdditionalRemarks

US

CS

Cla

ssifi

catio

n

Boring Location:

0

Qp

Sheet 1 of 1

0


Sam

ple

Typ

e

2.0

While Drilling

Upon Completion

Delay


0

WATER LEVELS

Moi

stur

e, %



N in blows/ft



Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

SP

T B

low

s pe

r 6-

inch

(S

S)

Qu

Auger Cutting

Split-Spoon

Rock Core

Sam

ple

No.

Gra

phic

Log

LOG OF BORING B-10

50


4.8 ft5/18/125/18/12KRPSI, Inc.


5" ClearingSANDSTONE. (Driller Note Only)


PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches



Dep

th, (

feet

)

Sample Types:

STRENGTH, tsf

None

None

N/A


AdditionalRemarks

US

CS

Cla

ssifi

catio

n

Boring Location:

0

Qp

Sheet 1 of 1

0


Sam

ple

Typ

e

2.0

While Drilling

Upon Completion

Delay


0

WATER LEVELS

Moi

stur

e, %



N in blows/ft



Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

SP

T B

low

s pe

r 6-

inch

(S

S)

Qu

Auger Cutting

Split-Spoon

Rock Core

Sam

ple

No.

Gra

phic

Log

LOG OF BORING B-11

50


3.5 ft5/18/125/18/12KRPSI, Inc.


16

14

23

CL

ML

SC

1-1-2N=3

2-2-3N=5

4-1/50PR

1

2

3

18

18

12

5" ClearingBrown Lean CLAY with silt, sand and traceroots, moist, soft.

Dark Yellow Brown SILT with sand, moist,firm.

Brown Clayey SAND, moist.



PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches



Dep

th, (

feet

)

Sample Types:

STRENGTH, tsf

None

None

N/A


AdditionalRemarks

US

CS

Cla

ssifi

catio

n

Boring Location:

0

Qp

Sheet 1 of 1

0

5

10


Sam

ple

Typ

e

2.0

While Drilling

Upon Completion

Delay


0

WATER LEVELS

Moi

stur

e, %



N in blows/ft



Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

SP

T B

low

s pe

r 6-

inch

(S

S)

Qu

Auger Cutting

Split-Spoon

Rock Core

Sam

ple

No.

Gra

phic

Log

LOG OF BORING B-12

50


10.5 ft5/18/125/18/12KRPSI, Inc.


>>

12

13

CL

CL

1-1-3N=4

3-3-3N=6

1

2

18

18

5" ClearingDark Yellow Brown Lean CLAY/SILT withsand, moist, soft.

Dark Yellow Brown Lean CLAY with sand andsilt, moist, firm.



PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches



Dep

th, (

feet

)

Sample Types:

STRENGTH, tsf

None

None

N/A


AdditionalRemarks

US

CS

Cla

ssifi

catio

n

Boring Location:

0

Qp

Sheet 1 of 1

0

5

10


Sam

ple

Typ

e

2.0

While Drilling

Upon Completion

Delay


0

WATER LEVELS

Moi

stur

e, %



N in blows/ft



Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

SP

T B

low

s pe

r 6-

inch

(S

S)

Qu

Auger Cutting

Split-Spoon

Rock Core

Sam

ple

No.

Gra

phic

Log

LOG OF BORING B-13

50


10.7 ft5/18/125/18/12KRPSI, Inc.


SC

CL

1-2-2N=4

1-2-1N=3

1

2

18

12

Brown Clayey SAND, moist, very loose.

Brown to Dark Yellow Brown Lean CLAY withsand and roots, moist, soft.



PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches



Dep

th, (

feet

)

Sample Types:

STRENGTH, tsf

None

None

N/A


AdditionalRemarks

US

CS

Cla

ssifi

catio

n

Boring Location:

0

Qp

Sheet 1 of 1

0

5


Sam

ple

Typ

e

2.0

While Drilling

Upon Completion

Delay


0

WATER LEVELS

Moi

stur

e, %



N in blows/ft



Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

SP

T B

low

s pe

r 6-

inch

(S

S)

Qu

Auger Cutting

Split-Spoon

Rock Core

Sam

ple

No.

Gra

phic

Log

LOG OF BORING B-14

50


7.2 ft5/18/125/18/12KRPSI, Inc.


14ML

1-2-3N=5

1 18

5" ClearingDark Yellow Brown SILT with sand and clay,moist, firm.



PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches



Dep

th, (

feet

)

Sample Types:

STRENGTH, tsf

None

None

N/A


AdditionalRemarks

US

CS

Cla

ssifi

catio

n

Boring Location:

0

Qp

Sheet 1 of 1

0

5


Sam

ple

Typ

e

2.0

While Drilling

Upon Completion

Delay


0

WATER LEVELS

Moi

stur

e, %



N in blows/ft



Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

SP

T B

low

s pe

r 6-

inch

(S

S)

Qu

Auger Cutting

Split-Spoon

Rock Core

Sam

ple

No.

Gra

phic

Log

LOG OF BORING B-15

50


5.2 ft5/18/125/18/12KRPSI, Inc.


(revised 01/30/03) - sitemason, inc. 30 acre tract clarkrange... · professional sef'\lic6...

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