P0001AT1.pdf

S&ME, INC. / 6190 Enterprise Court / Dublin, OH 43016 / p 614.793.2226 / f 614.793.2410 / www.smeinc.com

December 16, 2013

1171-13-106P

DLA Installation Support

3990 East Broad Street

Columbus, Ohio 43213

Attention: Mr. Jonathan Barbour

Reference: Geotechnical Drilling, Laboratory Testing, and Engineering Services

CSC-14711 Building 20 Drainage Repair

Defense Supply Center Columbus, Ohio

Dear Mr. Barbour:

S&ME, Inc. (S&ME) has completed geotechnical drilling, laboratory testing, and analyses for the above referenced project in accordance with our proposal dated September 25, 2013, which was authorized by Defense Logistics Agency (DLA) Installation Support on

November 4, 2013. For this project, our scope of work included a total of one (1) boring, laboratory testing, analysis for a micropile design for allowable axial compressive and uplift capacity, and a summary report of results. Our observations, laboratory data, and micropile analysis associated with the investigation are herewith submitted.

PROJECT DESCRIPTION

S&ME understands that DLA plans to repair foundations for the Building 20 staircase, ramp, and terrace. This work is being done as part of the DSCC FY13 Facilities Sustainment, Restoration, and Modernization (SRM) program. Topographic mapping suggest that elevation at the site is approximately El. 799 to EL. 801 above mean sea level.

FIELD WORK

On November 18, 2013, S&ME was on-site and performed one (1) soil boring (designated as

Boring B-1) at a location marked in the field by DLA. The approximate location of the boring is shown on the Plan of Borings submitted as Plate 1. The top of boring elevation was estimated from Google Earth®.

A truck-mounted drill rig using a 3 ¼-inch inside diameter (I.D.) hollow-stem auger was used to advance the boring to a depth of 20.5 feet. Disturbed, but representative, soil samples were attempted at continuous intervals using a 2-inch or 2 ½-O.D. split-barrel sampler. The sampler was lowered to the bottom of the boring and then driven 18 inches into the soil with blows from a 140 pound hammer freely falling 30 inches (Standard Penetration Test, ASTM

D-1586). Split-barrel samples were examined immediately after recovery and representative portions of each sample were placed in air-tight jars and retained for subsequent laboratory testing. Particular attention was given to the texture, moisture content, and consistency of

SP4702-14-R-0004

AMENDMENT P0001

ATTACHMENT 1

Geotechnical Drilling, Laboratory Testing and Engineering Services S&ME Project No. 1171-13-106P Building 20, DSCC – Columbus, Ohio December 16, 2013 each sample. Additionally, the boring was checked for the presence of groundwater during sampling and at the completion of the drilling operations. Following the completion of the groundwater level readings, the boring was backfilled with a mixture of soil cuttings and bentonite chips. The samples collected during the field exploration were returned to the laboratory for visual examination and selected laboratory testing.

LABORATORY TESTING

In the laboratory, all samples were visually identified. In addition, a laboratory testing program was performed and is summarized in Table 1 below:

Table 1: Requested Laboratory Testing

Test Standard Quantity

Sieve analysis / hydrometer ASTM D 422 3

Atterberg Limits ASTM D 4318 3

Moisture Content ASTM D 2216 3

Based upon the results of the laboratory testing program, soil descriptions contained on the field log were modified, if necessary and the laboratory-corrected log is submitted as Plate 3.

A summary of laboratory test results is presented on Plate 4, and results of the Atterberg

Limits and grain size analyses are presented on Plates 5 through 8.

Soils described in this report have been classified generally in accordance with the Unified

Soil Classification System. However, the system has been augmented by the use of special adjectives to designate the approximate percentages of minor soil components. An explanation of the symbols and terms used on the boring log and definitions of the special adjectives used to denote the minor soil components are presented on Plate 2.

FINDINGS

General Subsurface Stratigraphy

In general, existing fill was encountered to a depth of 17 feet below the existing ground surface. The existing fill consisted of very-loose to loose granular soils (i.e., sand and/or gravel) and medium-stiff to hard silty clay soil containing varying amounts of granular soils.

At a depth of 17 feet, natural soils were encountered consisting of hard clayey silt overlying dense gravel with sand and clayey silt.

Groundwater Observations

Groundwater was not encountered in the boring performed for this investigation. Upon completion of drilling, the boring was noted as being “dry,” that is to say no measurable amount of water had collected in the borehole prior to backfilling.

SP4702-14-R-0004

Geotechnical Drilling, Laboratory Testing and Engineering Services S&ME Project No. 1171-13-106P

ANALYSES AND RECOMMENDATIONS

We understand that DLA desires to design micropile for support of repair work associated with the Building 20 project. DLA has indicated that the vertical load per pile will not exceed 35 kips. Given this load and the conditions encountered in Boring B-1, S&ME recommends the following:

An 8-inch diameter, cased, and fully grouted micropile having a minimum length of

25 feet and extended a minimum of 6 feet into the natural hard clayey silt or dense gravel should provide an allowable vertical capacity of 35 kips.

The minimum spacing should be 6 times the diameter.

It is unknown how many piles will be needed for the repair work. FHWA Mircropile

Design & Construction Manual suggests that at least one ultimate or verification test be conducted prior to beginning micropile installation. Additional tests should be conducted if significantly different soil types are encountered as construction proceeds.

The above micropile recommendation also considers that no additional fill will be placed resulting in any sort of additional down drag load.

Boring B-1 was terminated at a depth of 20 feet in accordance with the authorized scope of work. The recommendations above include extending the micropile beyond the depth of the boring. The recommendations consider that the natural soil conditions are as good or better with depth. If different conditions are encountered in the field, then S&ME should be retained to review the information and revise recommendations accordingly.

FINAL CONSIDERATIONS

The observations, laboratory data, and recommendations discussed in this letter report are based on conditions as they exist at the time of our field investigation. Actual subsurface conditions around and beyond the boring might differ from those encountered at the boring location.

This report was written for our client, Defense Logistics Agency. This report may not be relied upon for use in other projects, additions to the current project, or any other purpose for which the material was not strictly intended by S&ME without S&ME’s express written permission.

SP4702-14-R-0004

Geotechnical Drilling, Laboratory Testing and Engineering Services S&ME Project No. 1171-13-106P

We appreciate having been given the opportunity to be of service on this project. If you require additional assistance or have any questions, please feel free to contact our office at any time.

Respectfully submitted, S&ME, Inc.

Dublin, Ohio

Christopher R. West, E.I. Bethanie L. Meek, P.E.

Staff Professional Senior Engineer

Submitted: 1 electronic copy (pdf) via email to Jonathan.Barbour@dla.mil

APPENDIX

Plan of Borings .................................................................................................................Plate 1

Explanation of Symbols and Terms Used on Boring Logs...............................................Plate 2

Boring Log ........................................................................................................................Plate 3

Summary of Laboratory Test Results ...............................................................................Plate 4

Atterberg Limits’ Results ..................................................................................................Plate 5

Gradation Curves ............................................................................................Plates 6 through 8

Approved By:

Drawn By:

Drawing Date:

Last Updated:

Project:

Scale:

S

M E

F i l e n a m e

I D

E P

T S c a d d D r a w i n g s B

S T

P r o j e c t s G e o t e c h n i c a l P

P

B o r i n g

P l a n s d w g

L a y o u t

L a y o u t x

12-13-2013

ENGINEERING FIRM. 03530

WWW.SMEINC.COM

CRW

BLM

1171-13-106P

BORING LAYOUT

DSCC MICROPILE BORING

COLUMBUS, OHIO

PLATE 1

11-20-2013

1:1

BORING NUMBER

AND LOCATION

B-1

LEGEND

B-1

SP4702-14-R-0004

PLATE 2

EXPLANATION OF SYMBOLS AND TERMS USED ON BORING LOGS

FOR SAMPLING AND DESCRIPTION OF SOIL

SAMPLING DATA

- Blocked-in "SAMPLES" column indicates sample was attempted and recovered within this depth interval.

- Sample was attempted within this interval but not recovered.

2/5/9 - The number of blows required for each 6-inch increment of penetration of a "Standard" 2-inch O.D. split-barrel sampler, driven a distance of 18 inches by a 140-pound hammer freely falling 30 inches. Addition of one of the following symbols indicates the use of a split-barrel other than the 2" O.D. sampler:

2S - 2½"O.D. split-barrel sampler

3S - 3" O.D. split-barrel sampler

P - Shelby tube sampler, 3" O.D., hydraulically pushed.

R - Refusal of sampler in very-hard or dense soil, or on a resistant surface.

50-2" - Number of blows (50) to drive a split-barrel sampler a certain number of inches (2), other than the normal 6-inch increment.

S/D - Split-barrel sampler (S) advanced by weight of drill rods (D), S/H - Split-barrel sampler (S) advanced by combined weight of rods and drive hammer (H).

SOIL DESCRIPTIONS

All soils have been classified basically in accordance with the Unified Soil Classification System, but this system has been augmented by the use of special adjectives to designate the approximate percentages of minor components as follows:

Adjective

Percent by Weight trace little some "and"

1 to 10 11 to 20 21 to 35 36 to 50

The following terms are used to describe density and consistency of soils:

Term (Granular Soils)

Blows per foot (N60)

Very-loose Loose

Medium-dense Dense

Very-dense

Less than 5

5 to 10 11 to 30 31 to 50 Over 50

Term (Cohesive Soils)

Qu (tsf)

Very-soft

Soft Medium-stiff

Stiff Very-stiff

Hard

Less than 0.25

0.25 to 0.5

0.5 to 1.0

1.0 to 2.0

2.0 to 4.0 Over 4.0

FILL: Very-stiff to hard brown mottled with gray silty clay, some fine to coarse sand, trace fine to coarse gravel, contains limestone fragments.

FILL: Loose brown and gray fine to coarse sand, some fine to coarse gravel, "and" clayey silt.

FILL: Very-loose brown and gray fine to coarse gravel, some fine to coarse sand, some silty clay.

FILL: Very-loose brown fine to coarse gravel, some fine to coarse sand, "and" silty clay.

FILL: Medium-stiff to stiff brown and gray silty clay, some fine to coarse sand, some fine to coarse gravel.

FILL: Very-loose dark-brown and dark-gray fine to coarse sand, little fine gravel, "and" silty clay.

FILL: Stiff to very-stiff brown silty clay, some fine to coarse sand, some fine to coarse gravel.

FILL: Very-loose brown fine to coarse gravel, some fine to coarse sand, "and" silty clay.

FILL: Hard gray clayey silt, some fine to coarse sand, trace fine gravel.

Hard gray clayey silt, some fine to coarse sand, trace fine gravel. Sample contained one 1-1/2" gravel piece.

Dense orange gray fine to coarse gravel, some fine to coarse sand, "and" clayey silt.

- No seepage encountered.

- Encountered cobbles at 17.0'.

- Boring located by DLA Installation Support.

- Elevation estimated from Google Earth® and should be considered approximate.

SH

798.5

797.0

795.5

793.5

791.5

790.0

788.5

785.5

784.0

782.0

780.5

G

G

G

H=4.0-4.25

H=.75-1.5

H=1.5-2.0

H=4.0-4.5+

H=4.5+

Curves

3-1/4" I.D. Hollow-stem Auger F

E E

T

Separate

LOCATION:

NATURAL MOISTURE CONTENT

"Dry"

At Completion 11/18/2013

Caved at 10.3 11/18/13

.76

Truck

55(AW)

WATER NOTE:

DATE:

N U

M B

E R

E L

E V

C

N R E

C

D

S A

M

PL

E

S A

M P

L E

LIQUID LIMITPLASTIC LIMIT

NATURAL CONSISTENCY INDEX

Q Unit Dry Wt (pcf)

DESCRIPTION

LOG OF BORING NO. B-1

DSCC, COLUMBUS, OH

WATER LEVEL: H

DRILLING METHOD:

SAMPLER(S):

Drill Rig Number :

20.5'

Gradation

TEST

D E

P T

H

T

MICROPILE BORING BUILDING 20

See Plate 2 of Appendix.

G

S A

M P

L E

Drill Rod Energy Ratio :

10 20 30 40

Uncon Comp

E F

F O

R T

Penetrometer (tsf)

Consol.

See 02/19/13

2" O.D. Split-barrel Sampler

Relative Dens (%)

RESULTS

Last Calibration Date :W

3-1/4" I.D. Hollow-stem Auger

Triax Comp

DATE:

S A

M P

L E

ELEVATION:

SYMBOLS USED TO INDICATE TEST RESULTS

COMPLETION DEPTH:

11/18/13

PLATE 3

JOB: 1171-13-106P

N E

W D

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SP4702-14-R-0004

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SUM REG

SP4702-14-R-0004

0 20 40 60 80 100

ASTM ClassificationSpecimen Id. Depth MC

CLAYEY SAND with GRAVEL SC

CLAYEY SAND with GRAVEL SC

SANDY LEAN CLAY CL

CL CH

LL

B-1

B-1

B-1

P L A S T I C I T Y

I N D E X

CL-ML ML MH

DATE 12/13/13JOB NO. 1171-13-106P

PROJECT MICROPILE BORING BUILDING 20

LOCATION DSCC, COLUMBUS, OH

LIQUID LIMIT (LL)

PL PI Fines

PLATE 5

39.8

49.2

64.4

3.25

10.25

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ATTERBERG LIMITS' RESULTS - ASTM D4318

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SP4702-14-R-0004

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SP4702-14-R-0004