Appendix H - Soil Report.pdf

Report on Geotechnical Investigation

Detroit Arsenal Fuel Tank

6501 East

Eleven Mile Road

Warren, Macomb County, Michigan 48091

Latitude 42.496085˚ N

Longitude 83.041857˚ W

Prepared for:

Anderson, Eckstein & Westrick, Inc.

51301 Schoenherr Road

Shelby Township, Michigan 48315

G2 Project No. 240102

July 19, 2024

Mr. Scott P. Kelley, RA, NCARB, LEED AP

Senior Architect

Anderson, Eckstein & Westrick, Inc.

51301 Schoenherr Road

Shelby Township, Michigan 48315

Re: Report on Geotechnical Investigation

Detroit Arsenal Fuel Tank

6501 East Eleven Mile Road

Warren, Macomb County, Michigan 48091

Dear Mr. Kelley:

In accordance with your request, we have completed a geotechnical investigation for the proposed site improvements within the Detroit Arsenal Army Garrison in the City of Warren, Michigan. This report presents the results of our field investigation, our observations and analyses, and our recommendations for subgrade preparation, foundation design, and construction considerations as they relate to the geotechnical conditions at the site.

We appreciate the opportunity to be of service to Anderson, Eckstein and Westrick Inc. and look forward to discussing the recommendations presented herein. In the meantime, if you have any questions regarding this report or any other matter pertaining to the project, please call us.

Sincerely, G2 Consulting Group, LLC

Ethan T. Talabo, E.I.T.

Staff Engineer

Noel J. Hargrave-Thomas, P.E.

Principal

Jason B. Stoops, P.E.

Associate / Project Manager

ETT/NJHT/JBS/ljv

Enclosures

EXECUTIVE SUMMARY

The proposed project includes removal of the existing 500-gallon diesel tank, overhead canopy, and underlying pavement within the Detroit Arsenal Army Garrison along Bradley Drive in Warren, Michigan.

We understand a new foundation and pad will be constructed to support an approximately 112 square foot, 5,000-gallon diesel tank.

Approximately 8 inches of silty sand topsoil is present at the ground surface of soil boring B-1.

Approximately 10 inches of Portland cement concrete and 8 inches of aggregate base are present at the ground surface of soil boring B-2. Medium compact gravelly sand fill underlies the topsoil within boring

B-1 and extends to an approximate depth of 3 feet. Native medium silty clay with trace organic matter underlies the fill within boring B-1 and extends to an approximate depth of 5-1/2 feet. Stiff to very stiff silty clay is present below the silty clay with trace organic matter and pavement section within boring B-2 and extends to the explored depth of 15 feet within boring B-1 and 8 feet within boring B-2. Medium compact gravelly sand underlies the silty clay within boring B-2 and extends to an approximate depth of

13 feet. Very stiff silty clay is present below the gravelly sand and extends to the explored depth of 15 feet. Groundwater was observed during drilling operations at approximate depths of 3-1/2 and 8-1/2 feet below existing grade. Upon completion of drilling, groundwater was measured within boring B-1 at an approximate depth of 6 feet below existing grade. Groundwater was not observed upon completion of drilling operations within boring B-2.

At the start of earthwork operations, any pavements, vegetation, and topsoil should be completely removed from within the limits of the proposed fuel tank pad. Following satisfactory removal of any pavements, vegetation, or topsoil, and prior to placement of any engineered fill, areas where the subgrade consists of granular soils should be thoroughly proof compacted using a large smooth drum roller making a minimum of 10 passes in two perpendicular directions. Where cohesive soils are present, we recommend the exposed subgrade be proof rolled using a fully loaded tri-axle dump truck.

Any unstable or unsuitable areas noted during proof compacting operations should be improved by additional compaction or removed and replaced with engineered fill.

We recommend the proposed fuel tank pad be supported on conventional shallow foundations, such as a turned down slab with a perimeter strip foundation. We recommend strip foundations extend through any existing fill soils and the native medium silty clay with trace organic matter within soil boring B-1 and bear on the underlying very stiff silty clay. A net allowable soil bearing pressure of 3,000 psf may be used for design of strip foundations bearing on the very stiff silty clay. Exterior footings must extend to a minimum depth of 3-1/2 feet below finished grade elevations for protection against frost penetration. We recommend a geotechnical engineer or qualified technician be on-site during construction to observe the excavations, measure the bearing depths, and verify the adequacy of the bearing soils.

Alternately, provided the tank slab can move throughout the year, the tank can be supported on a thickened slab. The upper cohesive soils have a relatively high moisture content and will heave the slab in the winter and settle the slab in the spring. We anticipate the existing soils that pass the subgrade preparation procedures described in the SITE PREPARATION section of this report may be used to support the exterior slab. We recommend a subgrade modulus (k) of up to 110 pounds per cubic inch

(pci) for design of exterior slabs supported on the aforementioned soils. However, the slab supported on a perimeter foundation must be designed to transfer the slab loads to the turned down slab perimeter foundations.

Do not consider this summary separate from the entire text of this report, with all the conclusions and qualifications mentioned herein. Details of our analysis and recommendations are discussed in the following sections and in the Appendix of this report.

PROJECT DESCRIPTION

The proposed project includes removal of the existing 500-gallon diesel tank, overhead canopy, and underlying pavement within the Detroit Arsenal Army Garrison along Bradley Drive in Warren, Michigan.

We understand a new foundation and pad will be constructed to support an approximately 112 square foot, 5,000-gallon diesel tank.

Based on the provided structural loading information, we understand the proposed tank will have a full weight of 50 kips. Based on the Demolition and Proposed Plans prepared by Anderson, Eckstein and

Westrick, Inc. (AEW), Work Order No. DTA015023, Contract No. IGSA W34WAA-IGSA-USAG-DTA-24-001, Sheet C101, dated May 22, 2024, the proposed grades will match existing grades of approximately

618.3 feet. If any changes are made to the proposed grades or loading conditions, G2 should be notified to reevaluate the recommendations presented within this report.

SCOPE OF SERVICES

The field operations, laboratory testing, and engineering report preparation were performed under the direction and supervision of a licensed professional engineer. Our services were performed according to generally accepted standards and procedures in the practice of geotechnical engineering in this area.

Our scope of services for this project is as follows:

1. We drilled two (2) soil borings within the vicinity of the proposed fuel tank storage, extending to a depth of 20 feet below existing grade each.

2. We performed laboratory testing, including soil classification, natural moisture content, organic matter content (loss-on-ignition), and unconfined compressive strength determinations.

3. We prepared this engineering report. Our report includes recommendations regarding tank foundation types suitable for the soil conditions encountered, allowable bearing capacity of the anticipated bearing soil, estimated settlement, and construction considerations related to the proposed development.

FIELD OPERATIONS

AEW, in conjunction with G2 Consulting Group, LLC (G2), selected the number, depth, and locations of the soil borings. The soil boring locations were determined in the field by measuring from existing features and using conventional taping methods. The approximate soil boring location is shown on the

Soil Boring Location Plan, Plate No. 1. The ground surface elevations at the boring locations were interpolated from spot elevations presented on the aforementioned Demolition and Proposed Plans prepared by AEW.

The soil borings were drilled using a truck-mounted rotary drilling rig. Continuous-flight, 2-1/4 inch inside diameter, hollow-stem augers were used to advance the borehole to the explored depths. Soil samples were obtained at intervals of 2-1/2 feet within the upper 10 feet and at intervals of 5 feet below that depth. These samples were obtained by the Standard Penetration Test Method (ASTM D 1586), which involves driving a 2-inch diameter split-spoon sampler into the soil with a 140-pound weight falling 30 inches. The sampler is generally driven three successive 6-inch increments, with the number of blows for each increment recorded. The number of blows required to advance the sampler the last 12 inches is termed the Standard Penetration Resistance (N). Blow counts for each six-inch increment and resulting N-values are presented on the individual soil boring logs.

The soil samples were placed in sealed containers in the field and brought to our laboratory for testing and classification. During field operations, drilling representatives maintained a soil boring log of the subsurface conditions, including changes in stratigraphy and observed groundwater levels. The final boring logs are based on the field logs supplemented by laboratory soil classification and test results.

The soil boring was backfilled with auger cuttings and asphaltic cold patch, as necessary, upon completion of drilling operations.

LABORATORY TESTING

Representative soil samples were subjected to laboratory testing to determine soil parameters pertinent to foundation design and site preparation. An experienced geotechnical engineer classified the samples in general conformance with the Unified Soil Classification System.

Laboratory testing included natural moisture content and unconfined compressive strength. The unconfined compressive strengths were determined by ASTM Test Method D 2166 and using a spring-loaded hand penetrometer. Per ASTM Test Method D 2166, the unconfined compressive strength of cohesive soils is determined by axially loading a small cylindrical soil sample under a slow rate of strain.

The unconfined compressive strength is defined as the maximum stress applied to the soil sample before shear failure. If shear failure does not occur prior to a total strain of 15 percent, the unconfined compressive strength is defined as the stress at a total strain of 15 percent. The hand penetrometer estimates the unconfined compressive strength to a maximum of 4-1/2 tons per square foot (tsf) by measuring the resistance of the soil sample to the penetration of a calibrated spring-loaded cylinder.

The results of the laboratory tests are indicated on the boring log at the depths the samples were obtained. The unconfined compressive strength results using test method D 2166 are also presented graphically on Figure No. 3. We will hold the soil samples for 60 days from the date of this report. If you would like the samples, please let us know.

SITE DESCRIPTION

The proposed site is located within the Detroit Arsenal Army Garrison along Bradley Drive in the City of

Warren, Michigan. The existing fuel tank is resting on Portland cement concrete pavement with an overhead canopy. The area west of the fuel tank is grass covered with a tree, and a bituminous concrete pavement parking lot is present west beyond the grass area. Bradley Drive is present south of the existing fuel tank and consists of bituminous concrete pavement. Site grades are generally flat and gentle slope downward towards storm drainage structures present to the east and south. Surrounding properties are generally martial and industrial in nature.

SOIL CONDITIONS

Approximately 8 inches of silty sand topsoil is present at the ground surface of soil boring B-1.

Approximately 10 inches of Portland cement concrete is present at the ground surface of soil boring B-2.

Sand and gravel aggregate base is present below the Portland cement concrete and extends to an approximate depth of 1-1/2 feet. Gravelly sand fill underlies the topsoil within boring B-1 and extends to an approximate depth of 3 feet. Native silty clay with trace organic matter underlies the fill within boring B-1 and extends to an approximate depth of 5-1/2 feet. Silty clay is present below the silty clay with trace organic matter within boring B-1 extending to the explored depth of 15 feet and within B-2 extending to a depth of 8 feet. Gravelly sand underlies the silty clay within boring B-2 extending to an approximate depth of 13 feet. Silty clay is present below the gravelly sand and extends to the explored depth of 15 feet.

The gravelly sand fill is medium compact with a Standard Penetration Test (SPT) N-value of 11 blows per foot (bpf). The underlying silty clay with trace organic matter within boring B-1 is medium in consistency with a natural moisture content of 32 percent, an organic matter content of 3.0 percent, and an unconfined compressive strength of 1,060 pounds per square foot (psf). The silty clay is stiff to very stiff with a natural moisture content of 13 to 24 percent and unconfined compressive strengths ranging from 3,000 to 6,000 psf. The underlying gravelly sand is medium compact in relative density with a SPT

N-value of 21 bpf. The silty clay is very stiff in consistency with a natural moisture content of 13 percent and an unconfined compressive strength of 4,000 psf.

The Soil Boring Location Plan, Plate No. 1, and Soil Boring Logs, Figure Nos. 1 and 2, are presented in the

Appendix. The soil profiles described above are generalized descriptions of the conditions encountered at the boring locations. The unconfined compressive strength results using ASTM Test Method D 2166 are also presented graphically on Figure No. 3. General Notes Terminology defining the nomenclature used on the soil boring logs and elsewhere in this report is presented on Figure No. 4.

GROUNDWATER CONDITIONS

Groundwater observations were made during and upon completion of drilling operations. Groundwater was observed during drilling operations at approximate depths of 3-1/2 and 8-1/2 feet below existing grade. Upon completion of drilling, groundwater was measured within boring B-1 at an approximate depth of 6 feet below existing grade. Groundwater was not observed upon completion of drilling operations within boring B-2.

Fluctuations in perched and long-term groundwater levels should be anticipated due to seasonal variations and following periods of prolonged precipitation. It should be noted that groundwater observations made during drilling operations in predominantly cohesive soils are not necessarily indicative of the static groundwater level. This is due to the low permeability of such soils and the tendency of drilling operations to seal off the natural paths of groundwater flow.

SITE PREPARATION

We anticipate earthwork operations are expected to consist of removing any existing pavement, vegetation, and topsoil within the location of the proposed structure, proof compacting the existing granular subgrade soil, proof rolling areas of cohesive subgrade, excavating for the slab foundation, and preparing the site for exterior slab support. We recommend all earthwork operations be performed in accordance with comprehensive specifications and be properly monitored in the field by qualified personnel under the direction of a licensed professional engineer.

At the start of earthwork operations, any pavements, vegetation, and topsoil should be completely removed from within the limits of the proposed fuel tank pad. Following satisfactory removal of any pavements, vegetation, or topsoil, and prior to placement of any engineered fill, areas where the subgrade consists of granular soils should be thoroughly proof compacted using a large smooth drum roller making a minimum of 10 passes in two perpendicular directions. Where cohesive soils are present, we recommend the exposed subgrade be proof rolled using a fully loaded tri-axle dump truck.

Any unstable or unsuitable areas noted during proof compacting operations should be improved by additional compaction or removed and replaced with engineered fill.

Engineered fill should be free of organic matter, frozen soil, clods, or other harmful material. The fill should be placed in uniform horizontal layers, not more than 9 inches in loose thickness. The engineered fill should be compacted to achieve a density of at least 95 percent of the maximum dry density as determined by the Modified Proctor compaction test (ASTM D 1557). For cohesive engineered fill material, we recommend placing and compacting the material within 1 percent below or 3 percent above optimum moisture content. Granular fill may be compacted within 2 percent above or below optimum moisture content. Frozen material should not be used as fill, nor should fill be placed on a frozen subgrade.

SLAB FOUNDATION RECOMMENDATIONS

We recommend the proposed fuel tank pad be supported on a turned down slab foundation with a perimeter strip foundation. We recommend strip foundations extend through any existing fill soils and the native medium silty clay with trace organic matter within soil boring B-1 and bear on the underlying very stiff silty clay. A net allowable soil bearing pressure of 3,000 psf may be used for design of strip foundations bearing on the very stiff silty clay. Exterior footings must extend to a minimum depth of

3-1/2 feet below finished grade elevations for protection against frost penetration. We recommend a geotechnical engineer or qualified technician be on-site during construction to observe the excavations, measure the bearing depths, and verify the adequacy of the bearing soils.

The perimeter strip footings should be at least 12 inches in width. To achieve a change in the level of strip footings, the footings should be gradually stepped at a grade no steeper than two units horizontal to one unit vertical.

If the recommendations outlined in this report are adhered to, total and differential settlements for the completed structure should be within 1 inch and 1/2 inch, respectively. We expect settlements of these magnitudes are within tolerable limits for the type of structure proposed. We recommend all foundations be suitably reinforced to minimize the effects of differential settlements associated with local variations in subsoil conditions.

EXTERIOR SLAB RECOMMENDATIONS

Alternate to supporting the proposed tank on a turned down slab with a perimeter foundation and providing some slab settlement can be tolerated, the proposed tank can be supported on a thickened slab. The upper cohesive soils have relatively high moisture contents and will heave in the winter months and settle in the spring. This subsequent movement can apply stress to below grade piping if present.

We anticipate the existing soils that pass the subgrade preparation procedures described in the SITE

PREPARATION section of this report may be used to support the exterior slab. We recommend a subgrade modulus (k) of up to 110 pounds per cubic inch (pci) for design of exterior slabs supported on the aforementioned soils.

CONSTRUCTION CONSIDERATIONS

Groundwater was encountered at approximate depths ranging from 3-1/2 to 8-1/2 feet during drilling operations. We anticipate the encountered groundwater is perched atop the silty clay; therefore, we do not anticipate any significant groundwater accumulations will occur in the foundation excavations at the depths anticipated for this project. In general, we expect accumulations of surface runoff water in spread footing excavations should be controllable with pumping from properly constructed sumps.

Given the granular nature of the soils to an approximate depth of 3 feet below existing grade within boring B-1, we anticipate caving and sloughing of the shallow foundation excavations may occur. We recommend the contractor be prepared to slope the sides of the excavations, over excavate, and form the foundations, as necessary. The sides of the foundations should be constructed straight and vertical to reduce the risk of frozen soil adhering to the concrete and raising the foundations. All excavations should be backfilled with engineered fill when supporting overlying structures such as floor slabs.

GENERAL COMMENTS

We have formulated the evaluations and recommendations presented in this report relative to site preparation and slab foundations on the basis of data provided to us relating to the location and proposed use of the site. Any significant change in this data should be brought to our attention for review and evaluation with respect to the prevailing subsurface conditions.

The scope of the present investigation was limited to evaluation of subsurface conditions for the support of proposed building and other related aspects of the development. No chemical, environmental or hydrogeological testing or analyses were included in the scope of this investigation.

We base the analyses and recommendations submitted in this report upon the data from the soil boring performed at the approximate location shown on the Soil Boring Location Plan, Plate No. 1. This report does not reflect variations that may occur away from the actual boring location. The nature and extent of any such variations may not become clear until the time of construction. If significant variations then become evident, it may be necessary for us to re-evaluate our report recommendations.

Accordingly, we recommend G2 Consulting Group, LLC observe all geotechnical related work, including foundation construction, subgrade preparation, and engineered fill placement. G2 Consulting Group, LLC will perform the appropriate testing to confirm the geotechnical conditions given in the report are found during construction.

APPENDIX

Soil Boring Location Plan Plate No. 1

Soil Boring Logs Figure Nos. 1 and 2

Unconfined Compressive Strength Test Figure No. 3

General Notes Terminology Figure No. 4

Scale: NTS

Soil Boring Location Plan

Date: 07/05/24

Drawn by: ETT

Project No. 240102

Plate No. 1

Detroit Arsenal Fuel Tank 6501 East Eleven Mile Road

Warren, Michigan 48091

Legend

Soil borings drilled by 2G Drilling on June 24, 2024

B-1

B-2

S-1

S-2

S-3

S-4

S-5

1/12"

32.2

12.8

21.6

12.9

89 1060

6000*

3000*

5000*

0.7

3.0

5.5

8.0

15.0

Topsoil: Brown Silty Sand (8 inches)

Fill: Medium Compact Gravelly Sand with trace silt

Medium Brown and Bluish Gray Silty Clay with trace sand, gravel, and organic matter (Organic Matter Content = 3.0%)

Very Stiff Brown Silty Clay with trace sand and gravel

Stiff to Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 15 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

IN

G

.G

PJ

G

C O

N

SU

LT

IN

G D

A T

A T

EM

PL

A T

E.

G

D T

/1

/2

Soil Boring No. B-1

SUBSURFACE PROFILE

Figure No. 1

Water Level Observation:

3-1/2 feet during drilling operations; 6 feet upon completion

Notes:

W.O.H. - Weight of Hammer Borehole collapsed at 12 ft after auger removal

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings

PRO-

FILE

DEPTH

( ft)

G2 Project No. 240102

Project Name:

Project Location:

Detroit Arsenal Fuel Tank

6501 East Eleven Mile Road Warren, Michigan 48091

GROUND SURFACE ELEVATION: 618.2 ft ±

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside diameter hollow stem augers

15 ft June 24, 2024

2G Drilling A. Guzdzial

ELEV.

( ft)

613.2

608.2

603.2

598.2

593.2

Latitude: N/A Longitude: N/A

S-1

S-2

S-3

S-4

S-5

20.0

23.5

15.7

12.5

5000*

3000*

5000*

4000*

0.8

1.5

3.0

5.5

8.0

13.0

15.0

Portland Cement Concrete (10 inches)

Aggregate Base: Gray Sand and Gravel (8 inches)

Very Stiff Brown and Bluish Gray Silty Clay with trace sand and gravel

Stiff Brown and Gray Silty Clay with trace sand and gravel

Very Stiff Brown Silty Clay with trace sand and gravel

Medium Compact Brown Gravelly Sand with trace silt, occasional clay clods

Very Stiff Gray Silty Clay with trace sand and gravel

End of Boring @ 15 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

IN

G

G

C O

N

SU

LT

IN

G D

A T

A T

EM

PL

A T

E.

G

/2

Soil Boring No. B-2

SUBSURFACE PROFILE

Figure No. 2

Water Level Observation:

8-1/2 feet during drilling operations; dry upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings

PRO-

FILE

DEPTH

( ft)

G2 Project No. 240102

Project Name:

Project Location:

Detroit Arsenal Fuel Tank

6501 East Eleven Mile Road Warren, Michigan 48091

GROUND SURFACE ELEVATION: 618.4 ft ±

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside diameter hollow stem augers

15 ft June 24, 2024

2G Drilling A. Guzdzial

ELEV.

( ft)

613.4

608.4

603.4

598.4

593.4

Latitude: N/A Longitude: N/A

1,000

1,100

0 4 8 12 16

UNCONFINED COMPRESSIVE STRENGTH TEST

Figure No. 3

ST

R

ES

S, p sf

STRAIN, %

32 89 1060

Project Name:

240102G2 Project No.:

Detroit Arsenal Fuel Tank

Project Location: 6501 East Eleven Mile Road Warren, Michigan 48091

Classification MC% UC

B-1 S-2 Brown and Bluish Gray Silty Clay

Specimen

U S_

U N

C O

N

FI

N

ED

G

C O

N

SU

LT

IN

G D

A T

A T

EM

PL

A T

E.

G

/2

Figure No. 4

GENERAL NOTES TERMINOLOGY

Unless otherwise noted, all terms herein refer to the Standard Definitions presented in ASTM 653.

PARTICLE SIZE

Boulders - greater than 12 inches Cobbles - 3 inches to 12 inches Gravel - Coarse - 3/4 inches to 3 inches

- Fine - No. 4 to 3/4 inches Sand - Coarse - No. 10 to No. 4

- Medium - No. 40 to No. 10

- Fine - No. 200 to No. 40 Silt - 0.005mm to 0.074mm Clay - Less than 0.005mm

CLASSIFICATION

The major soil constituent is the principal noun, i.e. clay, silt, sand, gravel. The second major soil constituent and other minor constituents are reported as follows:

Second Major Constituent (percent by weight)

Minor Constituent (percent by weight)

Trace - 1 to 12% Trace - 1 to 12% Adjective - 12 to 35% Little - 12 to 23% And - over 35% Some - 23 to 33%

COHESIVE SOILS

If clay content is sufficient so that clay dominates soil properties, clay becomes the principal noun with the other major soil constituent as modifier, i.e. sandy clay. Other minor soil constituents may be included in accordance with the classification breakdown for cohesionless soils, i.e. silty clay, trace sand, little gravel.

Consistency

Unconfined Compressive Strength (psf)

Approximate Range of (N)

Very Soft Below 500 0 - 2 Soft 500 - 1,000 3 - 4

Medium 1,000 - 2,000 5 - 8 Stiff 2,000 - 4,000 9 - 15

Very Stiff 4,000 - 8,000 16 - 30 Hard 8,000 - 16,000 31 - 50

Very Hard Over 16,000 Over 50

Consistency of cohesive soils is based upon an evaluation of the observed resistance to deformation under load and not upon the Standard Penetration Resistance (N).

COHESIONLESS SOILS

Density Classification Relative Density % Approximate Range of (N) Very Loose 0 - 15 0 - 4

Loose 16 - 35 5 - 10 Medium Compact 36 - 65 11 - 30

Compact 66 - 85 31 - 50 Very Compact 86 - 100 Over 50

Relative Density of cohesionless soils is based upon the evaluation of the Standard Penetration Resistance (N), modified as required for depth effects, sampling effects, etc.

SAMPLE DESIGNATIONS

AS - Auger Sample – Cuttings directly from auger flight BS - Bottle or Bag Samples S - Split Spoon Sample - ASTM D 1586 LS - Liner Sample with liner insert 3 inches in length ST - Shelby Tube sample - 3 inch diameter unless otherwise noted PS - Piston Sample - 3 inch diameter unless otherwise noted RC - Rock Core - NX core unless otherwise noted

STANDARD PENETRATION TEST (ASTM D 1586) - A 2.0 inch outside-diameter, 1-3/8 inch inside-diameter split barrel sampler is driven into undisturbed soil by means of a 140-pound weight falling freely through a vertical distance of 30 inches. The sampler is normally driven three successive 6-inch increments. The total number of blows required for the final 12 inches of penetration is the Standard Penetration Resistance (N).