Geotechnical Report.PDF

MAXIM

TECHNOLOGIES, INC.®

GEOTECHNTCAL EXPLORATION PROGRAM

PROPOSED USDA FOREST SERVICE

HOUGHTON BELOW GROUND EXPERIMENTAL FACILITY

HOUGHTON, MICHIGAN

MAXIM #4331708

November 2 2004

From:

Maxim Technologies 1837 County Highway J

Chippewa Falls, WI 54729-6519

Requested by:

Ayres Associates Attn: Mr. Robert Brown

3433 Oakwood Hills Parkway P.O. Box 1590

Eau Claire, WI 54701

1837 County Highway J • Chippewa Falls, WI 54729 • Telephone ; 715/832 -0282 • Fax: 7151832-0541

AS A MUTUAL PROTECTION TO CLIENTS , THE PUBLIC , AND OURSELVES , ALL MAXIM TECHNOLOGIES , INC.' REPORTS ARE SUBMITTED AS THE CONFIDENTIAL INFORMATION OF CLIENTS , AND AUTHORIZATION FOR PUBLICATION OF STATEMENT , CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS

IS RESERVED PENDING OUR PRIOR WRITTEN APPROVAL.

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TECHNOLOGIES INC`^

Iw

November,?, 2004

Ayres Associates Attn: Mr. Robert Brown P.O. Box 1590 Eau Claire, WI 54702-1590

SUBJ: Geotechnical Exploration Program Proposed USDA Forest Service

Houghton Below Ground Experimental Facility Houghton, Michigan

MAXIM #4331708

Dear Mr. Brown, Per your request, we have conducted a subsurface exploration program for the above referenced project. We are sending you three copies of this report. This work was performed in accordance with your acceptance of our July 20, 2004, proposal (Maxim #P4332430).

This report summarizes our exploration and findings, and presents our recommendations for site development and design. The soil samples obtained in the field will be retained at our office for one month. The samples will then be discarded unless we are requested to hold them for a longer period.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we can be of further assistance as this project develops, please contact us at (715) 832-0282.

Sincerely, MAXIM TECHNOLOGIES, Gregory J. Stelmack, P.E.

Geotechnical Manager for Western Wisconsin Chippewa Falls Office Manager

GJS/bjk

Attachments

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Project #4331708

TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 PROJECT INFORMATION

2.0 EXPLORATION PROGRAM RESULTS

2.1 SCOPE ...... ............................................................................................. 5

2.2 SURFACE CONDITIONS

2.3 SUBSURFACE CONDITIONS

2.4 WATER LEVEL OBSERVATIONS

2,5 LABORATORY TEST PROGRAM

3.0 DISCUSSION AND RECOMMENDATIONS

3.1 DISCUSSION AND SITE PREPARATION

3.2 FOUNDATION RECOMMENDATIONS

3.3 CONCRETE FLOOR SLABS

3.4 SITE DRAINAGE AND DEWATERING

3.5 FILL AND BACKFILL

3.6 ROCK EXCAVATION

4.0 CONSTRUCTION CONSIDERATIONS

4.1 EXCAVATIONS

4.2 OBSERVATION AND TESTING

5.0 STANDARD OF CARE

APPENDIX

Construction Observations and Testing Field Exploration Procedures

Boring Location Plan Logs of Test Borings

Laboratory Test Results

General Notes Classification of Soils for Engineering Purposes

Important Information about Your Geotechnical Engineering Report

1837 County Highway J • Chippewa Falls, WI 54729 • Telephone: 715/832 -0282 • Fax: 715 /832-0541

AS A MUTUAL PROTECTION TO CLIENTS, THE PUBLIC , AND OURSELVES, ALL MAXIM TECHNOLOGIES , INC.* REPORTS ARE SUBMITTED AS THE CONFIDENTIAL INFORMATION OF CLIENTS , AND AUTHORIZATION FOR PUBLICATION OF STATEMENT , CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS

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REPORT OF GEOTECHNICAL EXPLORATION PROGRAM

PROPOSED USDA FOREST SERVICE

HOUGHTON BELOW GROUND EXPERIMENTAL FACILITY

HOUGHTON, MICHIGAN

MAXIM #4331708

1.0 INTRODUCTION

This report has been prepared to aid in the evaluation and design of the proposed USDA Forest

Service's Below Ground Experimental Facility, to be constructed at the existing Forestry

Sciences Laboratory site located at 410 Macinnes Drive, in Houghton, Michigan. This report includes geotechnical exploration data, groundwater information, laboratory and engineering analysis, recommendations for foundation design and construction, and other information that may affect construction and earthwork operations for the proposed project.

The primary purpose of the geotechnical exploration was to determine the stratigraphy and physical properties of the soils underlying the site, particularly the strength and deformation characteristics, so that satisfactory and economical foundation systems may be designed for the proposed structures.

The analysis and recommendations presented in this report are based upon our interpretation of the subsurface information revealed by the test borings. The report does not reflect variations in subsurface conditions which may exist between or beyond these borings. Variations in soil and groundwater conditions should be expected, the nature and extent of which might not become evident until construction is undertaken. If variations are encountered, or the scope of the project altered, we should be consulted for additional recommendations.

This report is intended for geotechnical purposes only, and not to document or detect the presence, or absence, of any environmental conditions at the site, or to perform an environmental assessment of the site.

1837 County Highway J • Chippewa Falls, WI 54729 • Telephone : 7151832-0282 • Fax: 715/832-0541

AS A MUTUAL PROTECTION TO CLIENTS , THE PUBLIC, AND OURSELVES , ALL MAXIM TECHNOLOGIES , INC.' REPORTS ARE SUBMITTED AS THE CONFIDENTIAL INFORMATION OF CLIENTS , AND AUTHORIZATION FOR PUBLICATION OF STATEMENT , CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS

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1.1 Project Information

It is understood that the proposed project would include the construction of a Natural Forest

Rhizotron and a Mesocosm Experimental Facility. The proposed 70' by 10' by 8' deep, below grade Rhizotron structure will be rectangular, and will be used as an observatory. The

Mesocosm Experimental Facility will consist of an 80' by 10' open bin housing unit with interior walkway. Details for the project are not fully known, but we anticipate that the structures will be wood framed, with conventional shallow foundations and slab-on-grade floors. Wall and column loads were not provided, however, for structures of this type and size, we anticipate that maximum wall and column loads will not exceed 2 kips per lineal foot, and up to 50 kips, respectively.

The potential structure locations generally slope downward to the north, but we understand that the structures will be partially below grade, constructed into the existing grade to be used as subsurface observatories. Our recommendations are based on these assumptions.

Mr. Robert Brown representing Ayres Associates provided authorization for Maxim

Technologies to perform the subsurface exploration at this site.

2.0 EXPLORATION PROGRAM RESULTS

2.1 Scope

Between September 21 and 22, 2004, a total of 12 standard penetration soil borings and 2 flight auger confirmatory borings were drilled within the estimated footprints of the proposed structures. The borings were drilled with a truck mounted CME 55 drill rig to depths of approximately 4 feet and auger refusal to 15 feet below the existing ground surface. The number and locations of the borings were provided by Mr. Robert Brown with Ayres Associates. A boring location diagram is included in the Appendix.

1837 County Highway J • Chippewa Falls, WI 54729 • Telephone : 715/832-0282 • Fax: 7151832-0541

AS A MUTUAL PROTECTION TO CLIENTS, THE PUBLIC , AND OURSELVES, ALL MAXIM TECHNOLOGIES , INC.' REPORTS ARE SUBMITTED AS THE CONFIDENTIAL INFORMATION OF CLIENTS , AND AUTHORIZATION FOR PUBLICATION OF STATEMENT , CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS

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The samples recovered from the borings were visually classified in the field by our crew chief, checked in our laboratory by a soil technician , and reviewed by a geotechnical engineer. The soils were classified in accordance with the Unified Soil Classification System (USCS). Final boring logs prepared for each boring are included in the Appendix.

The surface elevations at the boring locations were taken at the time of drilling by Maxim

Technologies personnel using conventional leveling techniques, and are recorded on the boring logs. The elevations were referenced to the first floor of the existing laboratory using a temporary benchmark elevation of 100.0 feet.

Water level measurements taken in the boreholes during and upon completion of drilling are indicated on the boring logs. The borings were then abandoned with bentonite in accordance with the Wisconsin Administrative Code.

2.2 Surface Conditions

The surface of the site is grass, weed, and heavily tree covered, and has a significant downward slope toward the north. The elevations at the boring locations range from 90.7' at boring B-2, to

113.8' at boring B-7. Site drainage is through infiltration and surface runoff into low lying areas to the north.

2.3 Subsurface Conditions

The borings encountered between 3" and 7" of topsoil covering the site. The topsoil is underlain by native till deposits, consisting primarily of interbedded layers of loose to medium dense and very dense, fine to medium and coarse grained sands, sands with silt, sandy silts, and silty sands, containing variable fractions of fine to coarse grained gravel, prior to encountering granite bedrock. Some gravel with silt and sand was also present just above the bedrock surface. The granite bedrock was generally slightly weathered near the surface, and ranged in depth from approximately 4 feet to 12 feet below the existing ground surface. Detailed descriptions of the soils encountered are provided on the boring logs.

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AS A MUTUAL PROTECTION TO CLIENTS . THE PUBLIC , AND OURSELVES , ALL MAXIM TECHNOLOGIES , INC.' REPORTS ARE SUBMITTED AS THE CONFIDENTIAL INFORMATION OF CLIENTS , AND AUTHORIZATION FOR PUBLICATION OF STATEMENT , CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS

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2.4 Water Level Observations

Groundwater was not encountered in any of the borings through the depth explored. In relatively pervious soils, as were encountered at this site, borehole levels are usually reliable indications of the water level at the time the work was performed. However, groundwater will fluctuate with the season and prevailing precipitation.

2.5 Laboratory Test Program

The laboratory-testing program included visual classification of the soils in accordance with the

Unified Soil Classification System (USCS), Grain Size Analysis, and moisture content testing.

The laboratory testing program was conducted in general accordance with applicable ASTM specifications, and the results are provided on the boring logs.

3.0 DISCUSSION AND RECOMMENDATIONS

Our recommendations for foundation design and construction are based on our understanding of the project as described in Section 1.1. If this information is incorrect or changes, we should be notified so that we can review our recommendations and revise them if necessary.

3.1 Discussion and Site Preparation

In our opinion, the upper level subsurface soils are suitable for the planned construction, with the proposed structures supported on conventional spread and continuous footings bearing at typical depths necessary for frost protection. However, the presence of shallow, and very sound, granite bedrock will most likely dictate the location of the subsurface observatories. The granite bedrock will be difficult to remove without excessively disturbing the surrounding areas - most likely requiring heavy excavating equipment, rock cutting and jack hammering, splitting, and blasting techniques.

1837 County Highway J • Chippewa Falls, WI 54729 • Telephone : 7151832 -0282 • Fax: 7151832-0541

AS A MUTUAL PROTECTION TO CLIENTS , THE PUBLIC , AND OURSELVES , ALL MAXIM TECHNOLOGIES , INC.* REPORTS ARE SUBMITTED AS THE CONFIDENTIALINFORMATION OF CLIENTS . AND AUTHORIZATION FOR PUBLICATION OF STATEMENT , CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS

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In structural areas, we recommend that the approximate 3 to 7 inches of topsoil and organics be removed. Following stripping, we recommend that the existing subgrade be thoroughly compacted with a large vibratory roller. Any loose, yielding, or pumping soils identified during compaction will require stabilization with stone, drying and additional compaction, or undercutting and replacement with engineered fill.

If structural fill is required, we recommend that a well graded, granular material with less than

12% passing the #200 sieve be utilized. However, any excavated on-site sands, sands with silt, or silty sands will also be adequate, if available. Structural fill should be placed and compacted in lifts not to exceed eight inches in thickness to a minimum of 95% of ASTM D1557, the

Modified Proctor. Field density tests should be performed by Maxim during placement of earth fill to confirm that compaction is in accordance with the project specifications.

3.2 Foundation Recommendations

Following the site preparation outlined above, it is our opinion that the structures can be supported on conventional foundations bearing either within the native tills using a maximum net allowable soil bearing pressure of 3,000 pounds per square foot (psf), or on granite bedrock having an allowable bearing pressure of up to 10,000 psf. However, to prevent disproportionately small footings, we recommend minimum footing widths of 30 inches and 18 inches for column and wall footings, respectively, even if these dimensions result in a bearing pressure less than the recommended allowable.

Perimeter footings exposed to seasonal temperature variations should be placed a minimum of four feet below the final exterior grade to provide for frost protection. Footings in non-heated areas should be located at least five feet below grade. Interior footings in heated areas may be placed at the minimum depth necessary for floor slab and utility clearance. The excavations should be kept as dry as practical during construction.

1837 County Highway J • Chippewa Falls, WI 54729 • Telephone : 7151832 -0282 • Fax: 715/832-0541

AS A MUTUAL PROTECTION TO CLIENTS , THE PUBLIC, AND OURSELVES , ALL MAXIM TECHNOLOGIES , INC.' REPORTS ARE SUBMITTED AS THE CONFIDENTIALINFORMATION OF CLIENTS , AND AUTHORIZATION FOR PUBLICATION OF STATEMENT , CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS

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Some irregularity of the sandstone bedrock surface should be expected across the site. Excavations extending into the partially weathered and sound granite bedrock will likely result in some overexcavation and an irregular bearing surface. We recommend that foundation concrete be poured in contact with the rock surface, or the excavation bottom leveled with lean concrete or granular fill.

Foundations constructed in accordance with the above recommendations should experience total and differential settlements of less than I".

3.3 Concrete Floor Slabs

Subgrade preparation, fill material, and placement of fill required to achieve floor slab elevations should conform to that described in Section 3.1.

In addition, a six inch layer of clean (less than 5% passing a #200 sieve) granular fill is recommended directly below slab-on-grade floors. If the granite bedrock is encountered within the floor slab area, a thicker "cushion" of granular fill should be considered beneath the floor, to lessen the potential for cracking due to shallow, sloping, or irregular rock formations. The granular fill should be compacted to 95% of ASTM D1557, Modified Proctor. This layer will aid in providing a capillary moisture break below the concrete slab. We also recommend that a moisture vapor retarding material be considered under all areas where floors will have moisture sensitive coverings, or where stored materials are moisture sensitive.

A subgrade modulus of 150 psi/in may be used in the design of the floor slab provided that the site is prepared as outlined in Section 3.1 above.

3.4 Site Drainage and Dewatering

Groundwater was not encountered in any of the soil borings through the depth explored.

Therefore, difficulty with groundwater control in shallow excavations is not anticipated. A sump pump should be sufficient to control any surface water that might collect in foundation excavations.

1837 County Highway J • Chippewa Falls, WI 54729 • Telephone : 715/832 -0282 • Fax: 715/832-0541

AS A MUTUAL PROTECTION TO CLIENTS , THE PUBLIC , AND OURSELVES , ALL MAXIM TECHNOLOGIES , INC.- REPORTS ARE SUBMITTED AS THE CONFIDENTIAL INFORMATION OF CLIENTS , AND AUTHORIZATION FOR PUBLICATION OF STATEMENT , CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS

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Water collected in footing trenches should be removed prior to foundation construction. Any material softened by standing water should be stabilized, or removed and replaced prior to resuming construction activities. Site grades should be maintained during construction to prevent water flow toward excavations and the construction area.

3.5 Fill and Backfill

For areas supporting structural elements, fill type and placement should conform to the recommendations included in Section 3.1 of this report. Areas not supporting structural elements should be placed in eight-inch lifts and compacted to 90% of the maximum dry density as determined by the ASTM D1557 method of compaction. Finished grades adjacent the buildings, where there is no pavement or structural components, should be adequately sloped to provide positive surface drainage away from the structures.

3.6 Rock Excavation

As noted above, to achieve the anticipated floor elevations for the structures, up to 5 feet of rock cut will be required. The boring logs indicate that the granite bedrock is only slightly weathered near the surface and competent through depth. Rock removal will most likely require the use of large excavation equipment for ripping, rock cutting and jack hammering, blasting, and/or other rock splitting techniques. Refer to the attached boring logs for additional subsurface information.

4.0 CONSTRUCTION CONSIDERATIONS

4.1 Excavations

All excavations must comply with the requirements of OSHA 29 CFR, part 1926, Subpart P, "Excavations and Trenches". This document states that the excavation safety is the responsibility of the contractor. Reference to this OSHA requirement should be included in the

Project Specifications.

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AS A MUTUAL PROTECTION TO CLIENTS , THE PUBLIC , AND OURSELVES , ALL MAXIM TECHNOLOGIES, INC.' REPORTS ARE SUBMITTED AS THE CONFIDENTIALINFORMATION OF CLIENTS , AND AUTHORIZATION FOR PUBLICATION OF STATEMENT , CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS

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4.2 Observation and Testing

As noted above, Maxim should be retained to monitor excavation operations, as well as, both fill and concrete placement during construction. This is to observe compliance with the design concept, specifications and recommendations, and to allow design changes in the event that subsurface conditions differ from those anticipated. Please refer to the Appendix for additional recommendations regarding "Site Observation and Testing".

5.0 STANDARD OF CARE

The recommendations contained in this report represent our professional opinions. These opinions were arrived at in accordance with currently accepted engineering practices at this time and location. Other than this no warranty is implied or intended.

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This report was prepared by: GREGORY,I •, %

ST 'ELMACK :

37085

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Gregory J. Stelmack

WI .. ^^ •'

Geotechnical Manager for Weste *1 c tU go

Chippewa Falls Office Manager loss

1837 County Highway J • Chippewa Falls, WI 54729 • Telephone : 7151832 -0282 • Fax: 715/832-0541

AS A MUTUAL PROTECTION TO CLIENTS , THE PUBLIC , AND OURSELVES , ALL MAXIM TECHNOLOGIES , INC.' REPORTS ARE SUBMITTED AS THE CONFIDENTIALINFORMATION OF CLIENTS . AND AUTHORIZATION FOR PUBLICATION OF STATEMENT , CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS

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APPENDIX

Construction Observations and Testing

Field Exploration Procedures

Boring Location Plan

Logs of Test Borings

Laboratory Test Results

General Notes

Classification of Soils for Engineering Purposes

Important Information about Your Geotechnical Engineering Report

1837 County Highway J • Chippewa Falls, WI 54729 • Telephone : 7151832 -0282 • Fax: 7151832-0541

AS A MUTUAL PROTECTION TO CLIENTS , THE PUBLIC , AND OURSELVES , ALL MAXIM TECHNOLOGIES , INC.* REPORTS ARE SUBMITTED AS THE CONFIDENTIALINFORMATION OF CLIENTS . AND AUTHORIZATION FOR PUBLICATION OF STATEMENT , CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS

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CONSTRUCTION OBSERVATIONS AND TESTING

The recommendations made in this report have been made based on the subsurface conditions found in the test boring locations. It is possible that there are soil and groundwater conditions on site that were not detected by those borings. Consequently, on-site observation during construction is considered integral to the successful implementation of the recommendations.

We recommend that the completed excavation and prepared subgrade be observed and tested by a Maxim soils engineer/technician prior to fill placement or construction of any foundation elements. These observations are necessary to judge if all unsuitable materials have been removed from within the planned construction area, and that an appropriate degree of lateral oversize has been provided for in those areas where fill will be placed below the bottom of the foundation grade.

Placement of Fill

We recommend a representative number of field density tests be taken in all engineered fill placement to aid in judging its suitability. We suggest that a minimum of one density test be performed for at least every 1,500 square feet of engineered fill placed for every 1' of fill depth.

Additional tests should be taken where confined areas are compacted. Proposed fill material should be submitted to our laboratory for testing to verify compliance with our recommendations and project specifications.

If construction proceeds during cold weather, frost conditions may present a problem. Because frozen soils undergo a moisture/volume expansion, frozen soils never be used as fill material, nor should fill soils be placed over frozen material.

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AS A MUTUAL PROTECTION TO CLIENTS, THE PUBLIC , AND OURSELVES , ALL MAXIM TECHNOLOGIES, INC.' REPORTS ARE SUBMITTED AS THE CONFIDENTIAL INFORMATION OF CLIENTS , AND AUTHORIZATION FOR PUBLICATION OF STATEMENT , CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS

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FIELD EXPLORATION PROCEDURES

Soil Sampling

Soil sampling was performed in accordance with ASTM D1586-84. Using this procedure, a 2" outside diameter split barrel sampler is driven into the soil by a 140-lb. weight falling 30". After an initial set of 6", the number of blows required to drive the sampler an additional 12" is known as the standard penetration resistance value, or "N" value. The "N" value is an index of the relative density of cohesionless soils and the consistency of cohesive soils. If thin wall tube samples were obtained, they were acquired in accordance with ASTM D1578-83 where indicated by an appropriate symbol on the boring logs. Rock core samples, if taken, were obtained by rotary drilling in accordance with ASTM D2113-87. Power auger borings, if performed, were done in general accordance with ASTM D1452-90.

Soil Classification

As the samples were obtained in the field, they were visually and manually classified by the crew chief in accordance with ASTM D 2487. Representative portions of the samples were then returned to our laboratory for further examination and for verification of the field classification.

Logs of the borings indicating the depth and identification of the various strata, the "N" value, water level information, and pertinent information regarding the method of maintaining and advancing the drill holes are attached. Charts illustrating the soil classification procedure, the descriptive terminology, and the symbols used on the boring logs are also included in the

Appendix.

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AS A MUTUAL PROTECTION TO CLIENTS, THE PUBLIC , AND OURSELVES , ALL MAXIM TECHNOLOGIES , INC.' REPORTS ARE SUBMITTED AS THE CONFIDENTIALINFORMATION OF CLIENTS , AND AUTHORIZATION FOR PUBLICATION OF STATEMENT , CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS

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CONSTRUCTION OBSERVATIONS AND TESTING

AND

FIELD EXPLORATION PROCEDURES

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AS A MUTUAL PROTECTION TO CLIENTS , THE PUBLIC , AND OURSELVES , ALL MAXIM TECHNOLOGIES , INC.- REPORTS ARE SUBMITTED AS THE CONFIDENTIALINFORMATION OF CLIENTS , AND AUTHORIZATION FOR PUBLICATION OF STATEMENT , CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS

15 RESERVED PENDING OUR PRIOR WRITTEN APPROVAL.-

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LOGS OF TEST BORINGS

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LUG OF TEST BO RING

J OB NO. 4331708 VERTICAL SCALE 1" = 2.3' BORI NG NO. B-1

PROJEOTPrnPOSed Belowgr ound Experimental Faci li1y v•, Hoa¢htnn cbigan

DEPTH DESCRIPTION OF MATERIAL

GEOLOGIC

N SAMPLE LABO RATORY TE STS

FEET SURFACE ELEVATION 92,5 _

ORIGIN CR WL NO. TYPE W D LL PL or

0.4 TOPSOIL (4") Topsoil 16 1 SB

ROD

SILTY SAND WITH FINE GRAVEL AND Till FRACTURED ROCK, reddish brown, moist, medium dense to loose (SM)

8 2 SB

3.0 SANDY SILT WITH FINE GRAVEL, reddish MA brown, moist, loose (ML)

4.0

SILTY SAND WITH COARSE GRAVEL 26 3 SB

AND FRACTURED ROCK, reddish brown, -' moist, medium dense (SM)

6.0

FINE GRAVEL WITH SILT AND SAND, 20 4 SB MA

reddish brown, moist, medium dense to very dense (GW-GM)

• 110 5 SB

9.5 Auger Refusal on Presumed Bedrock @ 9.5' Bedrock

L

WATER LEVEL MEASUREMENTS STARSTART 9-21-04 COMPLETE 9-21-04

DATE TIME

SAMPLED CASING CAVE-IN WATERBAILED DEPTHS METHOD @

DEPTH DEPTH DEPTH LEVEL 3.25" HSA 0' to 9.5'

-21-0 9 .5 8 N/A NONE

-21-0 9.5 NONE 9.5 NONE

EAST: NORTH:

CREW CHIEF Fields

LUU OF TEST BORING

JOB NO. 4331708 VERTICAL SCALE 1" = 2.3' BORING NO. B-2

PROJECT^o IOW ro and Fxnerimental Fa ili v,___HQ-ughtoR igan

DEPTH DESCRIPTION OF MATERIAL

GEOLOGIC N SAMPLE LABORATORY TESTS

FEET SURFACE ELEVATION 90.7

ORIGIN

or

CR WL NO. TYPE W D LL

PL

Q"

0.4 TOPSOIL 5"( ) Topsoil 9 1 SB

or

ROD

SILTY SAND WITH COARSE GRAVEL, Till reddish brown, moist, loose (SM)

8 2 SB MA

4.3 5 3

SILTY SAND WITH FINE GRAVEL, light

SB

brown, moist, loose (SM)

6.0 SAND WITH A LITTLE FINE GRAVEL, fine 4 4 SB to medium grained, light brown, moist, loose

MA

(SP)

7 5 SB

9.0

SILTY SAND WITH A LITTLE FINE

GRAVEL, reddish brown, moist, very dense

(SM)

42 6 SB MA

11.8 WEATHERED GRANITE, gray and red, moist, very dense

117/.8 7 SB

15.0 Auger Refusal on Presumed Bedrock @ 15' Bedrock

WATER LEVEL MEASUREMENTS START 9-21-04 COMPLETE 9-21-04

DATE TIME SAMPLED

DEPTH

CASING

DEPTH

CAVE-IN

DEPTH BAILED DEPTHS WATER METHOD

LEVEL 3.25" HSA 0' to 15'

-21-094 14 .3 13 N/A NONE

-21-0 14 .3 NONE 4.8 NONE_

EAST: NORTH:

nologies

LOG OF TEST BORING

Vtrc i K-AL J(AL b BOR ING NO. B-2A

PROJ ECTPrQpQ_ed Relowgro nd F xn imcntat FaC_11 ,l HQUghtnn^igan

DEPTH DESCRIPTION OF MATERIAL

GEOLOGIC

N SAMPLE LABORATORY TE STS

FEET SURFACE ELEVATION 90.7 ORIGIN

or

CR WL NO. TYPE W D LL PL o s

BLIND DRILL TO 13'

r

RQD

13.0 End of Boring @ 13'

WATER LEVEL MEASUREMENTS START 9-21-04 COMPLETE 9-21-04

DATE TIME

SAMPLED CASING CAVE-IN

BAILED DEPTHS WATER METHOD @

DEPTH DEPTH DEPTH LEVEL 6" FA 0' to 15'

JOB NO. 4331708 VERTICAL SCALE I"=2.3' BORING NO. B-3

PROJECTPrODOC ed BeIOWground-Experimental Facil1tV; Ho1>ighton-,VGs7iigan

DEPTH DESCRIPTION OF MATERIAL

GEOLOGIC

N SAMPLE LABO RATORY TE STS

FEET - SURFACE ELEVATION 95,0

ORIGIN CR WL NO TYPE W D LL PL or

0.4 TOPSOIL (4") To soilp 11 I

SB

ROD

SILTY SAND WITH A LITTLE FINE Till GRAVEL, reddish brown, moist, medium dense

(SM)

2.0 GRAVEL WITH SILT AND SAND, reddish 64 2 SB MA brown, moist, very dense (GP-GM)

3.8 Auger Refusal on Presumed Bedrock @. 3.8' Bedrock

WATER LEVEL MEASUREMENTS START 9-21-04 COMPLETE 9-21-04

DATE TIME SAMPLED CASING CAVE-IN

BAILED DEPTHS WATER METHOD

DEPTH DEPTH DEPTH LEVEL 3.25" HSA 0 ' to 3.8'

-21-0 3 .8 2 N/A NONE

-21-0 3 .8 NONE 3 NONE

EAST. NORTH:

JOB NO. 4331708 VERTICAL SCALE 1'1=2.31 BORING NO. B-3A

PROJECTPr0p_ sed Be10Wgr(M Experimental Faeility -^ -ughtQn, M

DEPTH DESCRIPTION OF MATERIAL

GEOLOGIC N SAMPLE LABORATORY TE STS

FEET SURFACE ELEVATION 95.0

ORIGIN

or CR WL NO TYPE W D. LL PL or

BLIND DRILL TO 4' ROD

4.0 Flight Auger Refusal on Presumed Bedrock @

4'

WATER LEVEL MEASUREMENTS START 9-21-04 COMPLETE 9-21-04

LDXTE TIME SAMPLED CASING CAVE - IN

BAILED DEPTHS WATER

METHOD

DEPTH DEPTH DEPTH LEVEL 6 " FA O' to 4'

EAST : NORTH:

Maxim Technologies

JOB NO. 4331708 VERTICAL SCALE I" = 2.3' BORING NO. B-4

PROJECTpro rased Below round Experimental Fa ik; HO^gliton-,^iigan

(DEPTH DESCRIPTION OF MATERIAL

GEOLOGIC N SAMPLE LABORATORY TESTS

F SURFACE ELEVATION 93.6

ORIGIN CRr WL NO TYPE W D LL PL or

0.4 TOPSOIL (3") -'- Topsoil 9

1 SB

RQD

SILTY SAND WITH COARSE GRAVEL Till AND FRACTURED ROCK, reddish brown, moist, loose to very dense

80 2 SB MA

X105 3 SR

5.5 Auger Refusal on Presumed Bedrock @ 5.5' Bedrock

WATER LEVEL MEASUREMENTS START 9-22-04 COMPLETE 9-22-04

DATE TIME SAMPLED CASING CAVE-IN

BAILED DEPTHS WATER METHOD @

DEPTH DEPTH DEPTH LEVEL 3.2.5" HSA 0' to 4'

-22-0 5 .5 4 1 N/A NONE

-22-0 5.5 NONE 5.5 NONE

EAST: NORTH:

nn ------- -- - , CREW CHIEF Fields ogles

JOB NO

VC" I II.NL JI,ALt 1" L BORING NO. B-5_ed ^ ',, ,,PROJECTprOp 1pwgronnd Fxperim entaLEa_cil *-Hough>jnn, ^igan

DEPTH DESCRIPTION OF MATERIAL

GEOLOGIC N SAMPLE LABORATO RY TESTS

FEET i- SURFACE ELEVATION 93.8

ORIGIN

or CR WL Na TYPE W D LL PL or

0.4 TOPSOIL (4") Topsoil 15 1 SB

RQD

SILTY SAND WITH COARSE GRAVEL, Till brown, moist , medium dense (SM)

2.3

SILTY SAND WITH COARSE GRAVEL

88 2 S13 MA

AND FRACTURED ROCK, gray and red, moist, very dense (SM)

3.7 Auger Refusal on Presumed Bedrock @ 3.7' Bedrock

L

WATER LEVEL MEASUREMENTS START 9-22-04 COMPLETE 9-22-04

DATE TIME SAMPLED

DEPTH

CASING

DEPTH

CAVE-IN

DEPTH BAILED DEPTHS WATER METHOD @

LEVEL 3.25" HSA O't0 3 7'-22-0 3 .7 2 N/A NONE

-22-0 3 .7 NONE 3.7 NONE

EAST: NORTH

JOB NO

V I: M I It.HL .71.F1Lt F' = L.3' BORING NO. B-6 PROJECTPrf fed Belo ground +,xperimental Faculty H^ l _ght ii J\J Jligan

DEPTH DESCRIPTION OF MATERIAL

GEOLOGIC N SAMPLE LABORATORY TESTS

FEET r-- SURFACE ELEVATION 95.6

- ORIGIN

or

CR WL NO. TYPE W D LL PL

QU

or

0.4 TOPSOIL (4") = Topsoil 12 1 SB

M

RO D

ASILTY SAND WITH A LITTLE FINE Till

GRAVEL, brown, moist, medium dense (SM)

2.0

SAND WITH SILT AND COARSE GRAVEL, 55 2 SB

fine to coarse grained, brown, moist, very dense

MA

(SP-SM)

75/.2 3 SB

4.8

Auger Refusal on Presumed Bedrock @ 4.8' Bedrock

WATER LEVEL MEASUREMENTS START 9-22-04 COMPLETE 9-22-04

DATE TIME SAMPLED CASING CAVE-IN

BAILED DEPTHS WATER METHOD

DEPTH DEPTH DEPTH LEVEL 3.25 " HSA 0' to 4 8 '

-22-0 4.7 4 N/A NONE

-22-0 4.7 NONE 4.5 NONE

EAST: NORTH:

axim Technologies

JOB NO. 4331708 VERTICAL SCALE I"=2.3' BORING NO. B-7

PROJECTpmD O Ced Belpwgro nd Experimeita]-Fact ty; Hough o i Michigan

DEPTH DESCRIPTION OF MATERIAL

GEOLOGIC N SAMPLE LABO RATO RY TE STS

FEET - SURFACE ELEVATION 113.8

ORIGIN

or

CR WL NO TYPE W D LL PL

Qr or

0.4 TOPSOIL (5") Topso il 6

1 SB

ROD

MA

SILTY SAND WITH FINE GRAVEL, reddish Till brown, moist, loose (SM)

2.0 SILTY SAND WITH FINE GRAVEL, light 16 2 SB MA brown to brown, moist, medium dense to very dense (SM)

10 3 SB

6.2 Auger Refusal on Presumed Bedrock 6.2' Bedrock

501.2 4 SB

i

WATER LEVEL MEASUREMENTS START 9-22-04 COMPLETE 9-22-04

DATE TIME SAMPLED

DEPTH

CASING

DEPTH

CAVE-IN

D BAILED DEPTHS WATER METHOD @

EPTH LEVEL 3.25" HSA 0' to 6'

-22- 6.2 6 N/A NONE

-22-0 6.2 NONE 6 NONE

EAST: NORTH:

ies

JOB NO. 4331708 VERTICAL SCALE 1" = 2.3 ' BORING NO. B-8

PROJECTT nosed Belo ound_Exnerimental Facile; Hought.an,-Mi higan

DEPTH DESCRIPTION OF MATERIAL N SAMPLE LABORATORY TESTSGEOLOGIC

or

FEET SURFACE ELEVATION 112.0

ORIGIN CR WL NO TYPE or D LL i PL r

ROD

0.4 1 TOPSOIL (5 ) Topsoil 5 1 SB SILTY SAND WITH FINE GRAVEL , brown, Till moist , loose (SM)

2.0 GRAVEL WITH SILT AND SAND, brown, SB MA moist , loose (GP-GM)

4.0

SILTY SAND WITH COARSE GRAVEL 51 SB MA

AND FRACTURED ROCK, light brown, moist, very dense (SM)

5.8 End of Boring (a.) 5.8'

WATER LEVEL MEASUREMENTS

SAMPLED CASING CAVE-IN

DATE TIME DEPTH DEPTH DEPTH BAILED DEPTHS

Bedrock

WATER

LEVEL

START 9-22-04

METHOD

3.25" HSA 0' to 4'

COMPLETE 9-22-04

P-22-04 1 5.7 1 4 1 N/A

9-22-04 5.7 5.5NONE

NONE

NONE

EAST: NORTH:

I JOB NO . 4331708 VERTICAL SCALE 111=2.3' BORING NO. B-9

PROJECTQpto`ed BeIOW2rund Exnerimen al Facility, igan

DEPTH DESCRIPTION OF MATERIAL GEOLOGIC

N SAMPLE LABORATORY TESTS

FEET SURFACE ELEVATION 110.0

ORIGIN

or

CR WL NO TYPE W D LL PL

Qu or.

RQD

TOPSOIL (7") Topsoil 20 1 SB 0.6

SILTY SAND WITH FINE GRAVEL, brown, Till moist, medium dense (SM)

2.0 SAND WITH SILT AND FINE GRAVEL, fine 57 2 SB MA to medium grained , brown, moist , very dense

(SP-SM)

3.8

4.2 WEATHERED GRANITE, reddish brown, Bedrock

75/ 2moist , very dense . 3 SB

Auger Refusal on Presumed Bedrock @ 4.2'

WATER LEVEL MEASUREMENTS START 9-22-04 COMPLETE 9-22-04

DATE TIME SAMPLED CASING CAVE- IN

BAILED DEPTHS WATER METHOD @

DEPTH DEPTH DEPTH LEVEL 3.25" HSA 0' to 4'

-22-0 4 .2 4 N/A NONE

-22-0 4 .2 NONE 4 NONE

EAST: NORTH

JOB NO. 4331708 VERTICAL SCALE I"=2.3' BORING NO. B-10

PROJECTPr0pOSed ReloWgroun d Experimental Facility;Hough i lgan

DEPTH DESCRIPTION OF MATERIAL GEOLOGIC N SAMPLE LABORATORY TESTS

FEET SURFACE ELEVATION 108.8

ORIGIN CR WL NO . TYPE W D LL PL

Qu or

ROD

SILTY SAND WITH FINE GRAVEL, some Till 7 1 SB MA organics , brown, moist, loose (SM)

2.0

SILTY SAND WITH COARSE GRAVEL 16 2 SB

AND FRACTURED ROCK, brown , moist, medium dense (SM)

4.0 GRAVEL WITH SILT AND SAND, brown, 23 3 SB MA moist, medium dense to very dense (GP-GM) 0

6.2 Auger Refusal on Presumed Bedrock (u- 6.2' Bedrock

75/.2 4 SB

WATER LEVEL MEASUREMENTS START 9-22-04 COMPLETE 9-22-04

DATE TIME SAMPLED CASING CAVE-IN

BAILED DEPTHS WATER METHOD

DEPTH DEPTH DEPTH LEVEL 3,25" HSA 0' to 6'

-22-0 6 . 2 6 N/A NONE

-22-0 6 . 2 NONE 6 NONE

JOB NO. 4331708 VERTICAL SCALE 1"=2.3' BORING NO. B-11

PROJECTprO.posed Relow round Fperimental Facilit_y_; Hough on, ^igan

DEPTH DESCRIPTION OF MATERIAL

GEOLOGIC N SAMPLE LABORATORY TESTS

FEET

- SURFACE ELEVATION 106.9 ORIGIN

or

CR WL NO. TYPE W D LL PL

Q° or

RQD

0.4 TOPSOIL (3 ) =-_ Topsoil 10 1 SB

SILTY SAND WITH A LITTLE FINE ` Till GRAVEL, brown, moist, dense (SM)

2.0

SILTY SAND WITH COARSE GRAVEL 32 2 SB MA

AND FRACTURED ROCK, brown, moist, medium dense (SM)

4.4 20 3 SB MA

SILTY SAND, light brown, moist, medium dense to very dense (SM)

751.1 4 SB

6.8

Auger Refusal on Presumed Bedrock @ 6.8' Bedrock

WATER LEVEL MEASUREMENTS START 9-22-04 COMPLETE 9-22-04

DATE SAMPLED CASING CAVE-IN WATERTIME BAILED DEPTHS METHOD @

DEPTH DEPTH DEPTH LEVEL 3.25" HSA 0' to 6'

-22-0 6.7 6 N/A NONE

-22-0 6.7 NONE 6 NONE

EAST: NORTH: _

JOB NO. 4331708 VERTICAL SCALE I"=2.3' BORING NO. B-12

PROJECT Pro T e, Belowgrqun 4perimental Fac>Ilitv_• Hou s]l On IN1i iigan

DEPTH DESCRIPTION OF MATERIAL

GEOLOGIC N SAMPLE LABORATORY TESTS

FEET SURFACE ELEVATION 94.0

ORIGIN

or

CR WL NO. TYPE W D LL PIL

Qu or

0.4 TOPSOIL (3") Topsoil 22 1 SB

ROD

SILTY SAND WITH FINE GRAVEL, brown, Till moist, medium dense (SM)

2.0

SILTY SAND WITH FINE GRAVEL AND 13 2 SB MA

FRACTURED ROCK, light brown, moist, medium dense (SM)

3.5 SANDY SILT, brown, moist, medium dense

4 3 (ML). 100 3 SB

SILTY SAND WITH A LITTLE FINE MA

GRAVEL AND FRACTURED ROCK, light _ brown to brown, moist, very dense (SM)

75/.2 4 SB

6.8

Auger Refusal on Presumed Bedrock @ 6.8' Bedrock

WATER LEVEL MEASUREMENTS START 9-22-04 COMPLETE 9-22-04

DATE TIME

SAMPLED

DEPTH

CASING

DEPTH

CAVE-IN

DEPTH BAILED DEPTHS WATER

LEVEL

METHOD @

3.25" HSA 0' to 6'

-22-0 6.7 6 N/A NONE

-22-0 6.7 NONE 6 NONE

LABORATORY TEST RESULTS

1837 County Highway J • Chippewa Falls , WI 54729 • Telephone : 7151832 -0282 • Fax: 715/832-0541

AS A MUTUAL PROTECTION TO CLIENTS , THE PUBLIC , AND OURSELVES, ALL MAXIM TECHNOLOGIES , INC.01 REPORTS ARE SUBMITTED AS THE CONFIDENTIALINFORMATION OF CLIENTS, AND AUTHORIZATION FOR PUBLICATION OF STATEMENT , CONCLUSIONS OR EXTRACTIONS FROM OR REGARDING OUR REPORTS

O:UVORD.DOCIC LOTECHVAy,c,USDAh.u?btonExpl7 DR 9OC

GRAIN SIZE DISTRIBUTION TEST DATA

Client : Ayres Associates

Project: Belowground Experimental Facility Houghton, Michigan

Project Number : 4331708

Sample Data

Source:

Sample No.:

Elev . or Depth : Sample Length ( in./cm.):

Location : Boring #1, 2' - 4'

Description : Sandy Silt with fine gravel, reddish brown Liquid Limit : Plastic Limit:

USCS Classification : ML AASHTO Classification : A-4(0) Testing Remarks:

Mechanical Analysis Data

Initial Dry sample and tare= 114.40 Tare = 0.00 Dry sample weight = 114.40 Tare for cumulative weight retained= .00

Sieve Cumul . Wt. Percent

.75 inch retained

0.00 finer 100.0

.375 inch 1.90 98.3 # 4 3.00 97.4 # 10 4.30 96.2 # 40 14.30 87.5 # 100 29.20 74.5 # 200 40.20 64.9

Fractional Components

Gravel /Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL = 2.6

% FINES = 64.9

D85= 0.34

% SAND = 32.5

Particle Size Distribution Report

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COBBLES % GRAVEL % SAND %S ILT % CLAY

0.0 56.1 34.4 9.5

LL PL D85 D60 D50 D30 D15 D10 Cc Cu 0 27.6 16.6 7.06 1.27 0.204 0.0836 1.15 198.70

MATE RIAL DESCRIPTION USCS AASHTO

o Fine Gravel with silt and sand, reddish brown GW-GM A-l-a

Project No . 4331708 Client : Ayres Associates

Project : Belowground Experimental Facility

Houghton, Michigan o Location : Boring #1, 6' - 8'

Remarks:

C

MAXIM TECHNOLOGIES Figure

Project : Belowground Experimental Facility

Houghton, Michigan Project Number : 4331708

Sample Data

Source:

Sample No.:

Elev . or Depth :

Sample Length(in./cm.):

Location : Boring #1, 6' - 8' Description : Fine Gravel with silt and sand, reddish brown Liquid Limit :

Plastic Limit:

USCS Classification : GW-GM AASHTO Classification: A-1-a Testing Remarks:

Mechanical Analysis Data

Initial Dry sample and tare= 275.90 Tare = 0.00 Dry sample weight = 275.90 Tare for cumulative weight retained= 00 Sieve Cumul. Wt.

Percent retained finer 2 inch 0.00 100.0 1 inch 54.40 80.3 .75 inch 107.90 60.9 .375 inch 125.20 54 6 # 4 154.70

43.9

# 10 181.60 34.2 # 40 218.90 20.7 # 100 240.00 13.0 # 200 249.80 9.5

Fractional Components

Gravel /Sand based on #4 Sand/Fines based on #200

$ COBBLES = % GRAVEL = 56.1 $ SAND = 34 4.$ FINES = 9.5

D85= 27.55 D60= 16.61 D50= 7.06 D30= 1.27 D15= 0.20 D10= 0.08 Cc= 1.1548 Cu= 198.6962

= Maxim Technologies

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RAIN SIZE - mm

F COBBLES % GRAVEL % SAND %S ILT % CLAY

0.0 19.2 67.3 13.5

LL PL D85 D60 D50 D30 D15 D10 Cc Cu

6.94 0.474 0.332 0.181 0.0847

MATE RIAL DESCRIPTION USCS AASHTO

C, Silty Sand with coarse gravel, reddish brown SM A-2-4(0)

Project No. 4331708 Client : Ayres Associates Remarks:

Project: Belowground Experimental Facility

Houghton, Michigan o Location : Boring #2, 5"-2'

Project : Belowground Experimental Facility

Houghton, Michigan

Project Number : 4331708

Sample Data

Source:

Sample No.:

Elev . or Depth : Sample Length(in./cm.):

Location : Boring #2, 5"-2'

Description : Silty Sand with coarse gravel, reddish brown

Liquid Limit : Plastic Limit:

USCS Classification : SM AASHTO Classification : A-2-4(0)

Testing Remarks:

Mechanical Analysis Data

Initial

Dry sample and tare= 183.00 Tare = 0.00 Dry sample weight = 183.00 Tare for cumulative weight retained= .00

Sieve Cumul . Wt. Percent

1 inch retained

0.00 finer 100.0

.75 inch 10.90 94.0

.375 inch 22.00 88.0 # 4 35.20 80.8

# 10 46.80 74.4

# 40 78.10 57.3 # 100 137.60 24.8

# 200 158.30 13.5

Fractional Components

Gravel /Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL = 19.2 % SAND = 67.3

% FINES = 13.5

D85= 6.94 D60= 0 .47 D50= 0.33 D30= 0 .18 D15= 0.08

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GRAIN SIZE - mm

COBBLES % GRAVEL % SAND % SILT % CLAY

0 0.0 15.3 70.4 14.3

LL PL D85 D60 D50 D30 D15 D10 Cc Cu o 4.95 0.318 0.250 0.142 0.0774

MATERIAL DESCRIPTION USCS AASHTO

n Silty Sand with fine gravel, light brown SM A-2-4(0)

Project No . 4331708 Client : Ayres Associates Remarks:

Project : Belowground Experimental Facility o Houghton, Michigan o Location : Boring #2, 4'-6'

Project : Belowground Experimental Facility

Houghton, Michigan

Project Number : 4331708

Sample Data

Source:

Sample No.:

Elev. or Depth : Sample Length(in./cm.):

Location : Boring #2, 4'-6'

Description : Silty Sand with fine gravel, light brown Liquid Limit: Plastic Limit:

USCS Classification : SM AASHTO Classification : A-2-4(0)

Testing Remarks:

Mechanical Analysis Data

Initial

Dry sample and tare= 131.80

Tare = 0.00

Dry sample weight = 131.80

Tare for cumulative weight retained= .00

Sieve Cumul . Wt. Percent

.75 inch retained 0.00 finer 100.0

.375 inch 11.50 91.3

# 4 20.20 84.7

# 10 23.70 82.0

# 40 36.40 72.4

# 100 90.10 31.6

# 200 112.90 14.3

Fractional Components

Gravel /Sand based on #4

Sand/Fines based on #200

% COBBLES = % GRAVEL = 15.3 % SAND = 70.4

% FINES = 14.3

D85= 4 . 95 D60= 0.32 D50= 0.25

D30= 0 .14 D15= 0.08

1. W"

W

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200 100 10 1 0.1 0.01 0001

GRAIN SIZE - mm

COBBLES % GRAVEL °/° SAND /° SILT /° CLAY

0.0 4.2 70.8 25.0

LL PL D85 D60 D50 D30 D15 D10 Cc Cu

1.07 0.275 0.200 0.0941

MATERIAL DESCRIPTION USCS AASHTO

C Silty Sand, a little fine gravel, reddish brown SM A-2-4(0)

Project No . 4331708 Client : Ayres Associates Remarks:

Project : Belowground Experimental Facility

Houghton, Michigan

C Location : Boring #2, 10'-12'

Project: Belowground Experimental Facility

Houghton, Michigan

Project Number : 4331708

Sample Data

Source:

Sample No.:

Elev . or Depth : Sample Length ( in./cm.):

Location : Boring #2, 10'-12'

Description : Silty Sand, a little fine gravel, reddish brown

Liquid Limit : Plastic Limit:

USCS Classification: SM AASHTO Classification : A-2-4(0)

Testing Remarks:

Mechanical Analysis Data

Initial

Dry sample and tare= 153.30 Tare = 0.00 Dry sample weight = 153.30 Tare for cumulative weight retained= .00 Sieve Cumul. Wt. Percent retained finer .375 inch 0.00 100.0 # 4 6.40 95.8 # 10 16.70 89.1 # 40 42.80 72.1 # 100 89.70 41.5 # 200 115.00 25.0

Fractional Components

Gravel/ Sand based on #4 Sand/Fines based on #200

% COBBLES = % GRAVEL = 4.2 % SAND = 70.8

% FINES = 25.0

D85= 1.07 D60= 0.27 D50= 0.20 D30= 0.09

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GRAIN SIZE - mm

- % COBBLES

0 0.0

LL

% GRAVEL

PL

49.6

D85 D60

% SAND

D50

21.0 7.46 1 4.65

42.9

D30 0.589

MATERIAL DESCRIPTION

0 Gravel with silt and sand , reddish brown

Project No. 4331708 Client : Ayres Associates

Project : Bclowground Experimental Facility

Houghton, Michigan o Location : Boring #3, 2'-4'

Particle Size Distribution Report

MAXIM TECHNOLOGIES

D15

0.190

% SILT

D10

0.114

7.5

% CLAY

Cc I Cu

0.41 I 65.39

USCS

GP-GM

Remarks:

Figure

AASHTO

A-1-a

Client: Ayres Associates

Project : Belowground Experimental Facility

Houghton, Michigan

Project Number : 4331708

Sample Data

Source:

Sample No.:

Elev . or Depth : Sample Length ( in./cm.):

Location : Boring #3, 2'-4'

Description : Gravel with silt and sand, reddish brown

Liquid Limit : Plastic Limit:

USCS Classification : GP-GM AASHTO Classification: A-l-a

Testing Remarks:

Mechanical Analysis Data

Initial

Dry sample and tare= 210.80

Tare = 0.00

Dry sample weight = 210.80

Tare for cumulative weight retained= .00

Sieve Cumul . Wt. Percent

1 inch retained 0.00 finer 100.0

.75 inch 45.00 78.7

.375 inch 75.80 64.0

# 4 104.50 50.4

# 10 125.20 40.6

# 40 155.70 26.1

# 100 184.90 12.3

# 200 195.00 7.5

Fractional Components

Gravel / Sand based on #4 Sand/Fines based on #200

% COBBLES =

% FINES = 7.5

% GRAVEL = 49.6 % SAND = 42.9

D85= 21.00 D60= 7.46 D50= 4.65

D30= 0.59 D15= 0.19 D10= 0.11

Cc= 0.4077 Cu= 65.3876

= Maxim Technologies -

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% COBBLE S % GRAVEL % SAND % SILT % CLAY

0.0 22.9 50.0 27.1

LL PL D85 D60 D50 D30 D15 D10 Cc Cu

7.16 0.521 0.260 0.0878

MATERIAL DESCRIPTION USCS AASHTO

o, Silty Sand with coarse gravel, reddish brown SM A-2-4(0)

Project No . 4331708 Client : Ayres Associates

Project : Belowground Experimental Facility

IIoughton, Michigan

Location : Boring #4,3'-4'

Remarks:

Project : Belowground Experimental Facility

Houghton, Michigan

Project Number : 4331708

Sample Data

Source:

Sample No.:

Elev. or Depth: Sample Length ( in./cm.):

Location : Boring #4, 31-41

Description : Silty Sand with coarse gravel, reddish brown

Liquid Limit : Plastic Limit:

USCS Classification : SM AASHTO Classification : A-2-4(0)

Testing Remarks:

Mechanical Analysis Data

Initial

Dry sample and tare= 154.80

Tare = 0.00

Dry sample weight = 154.80

Tare for cumulative weight retained= .00

Sieve Cumul . Wt. Percent retained finer

.75 inch 0.00 100.0

.375 inch 14.60 90.6

# 4 35.40 77.1

# 10 48.10 68.9

# 40 65.60 57.6

# 100 93.10 39.9

# 200 112.80 27.1

Fractional Components

Gravel /Sand based on #4

Sand/Fines based on #200

% COBBLES= % GRAVEL = 22.9 % SAND = 50.0

% FINES = 27.1

D85= 7.16 D60= 0 .52 D50= 0.26

D30= 0.09

-- Maxim Technologies -

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GRAIN SIZE - mm

COBBLES % GRAVEL % SAND % SILT % CLAY

0.0 25.8 60.2 14.0

LL PL D85 D60 D50 D30 D15 D10 Cc Cu 0 10.9 0.784 0.383 0.173 0.0798

MATE RIAL DESCRIPTION USCS AASHTO

c Silty Sand with coarse grave], gray and red SM A-2-4(0)

Project No. 4331708 Client: Ayres Associates Remarks:

Project : Belowground Experimental Facility

Houghton, Michigan o Location : Boring #5, 4"-2'

?roject : Belowground Experimental Facility

Houghton, Michigan

Project Number : 4331708

Sample Data

Source:

Sample No.:

Elev. or Depth:

Location : Boring #5, 4"-2'

Initial 121.60

0.00 121.60

Description : Silty Sand with coarse gravel, gray and red

Liquid Limit : Plastic Limit:

*JSCS Classification : SM AASHTO Classification : A-2-4(0) resting Remarks:

Mechanical Analysis Data

Dry sample and tare= Pare = Dry sample weight = Tare for cumulative weight Sieve Cumul. Wt

.75 inch

.375 inch

# 4 # 10 # 40 # 100 # 200 retained 0.00

21.60 31.40 41.50 58.20 89.10

104.60 retained= .00

Percent finer

100.0 82.2 74.2 65.9 52.1 26.7 14.0

Fractional Components

Gravel /Sand based on #4

Sand/Fines based on #200

% COBBLES =

% FINES = 14.0

% GRAVEL = 25.8

Sample Length( in./cm.)

% SAND = 60.2

D85= 10. 93 D60= 0.78 D50= 0.38

D30= 0 .17 D15= 0.08

Project : Belowground Experimental Facility

Houghton, Michigan Project Number : 4331708

Sample Data

Source:

Sample No.:

Elev . or Depth : Sample Length (in./cm.):

Location : Boring #6, 0'-2' Description : Silty Sand with a little fine gravel, brown Liquid Limit : Plastic Limit:

TJSCS Classification : SM AASHTO Classification : A-2-4(0) resting Remarks:

Mechanical Analysis Data

Initial Dry sample and tare= 158.50 Pare = 0.00 Dry sample weight = 158.50 Tare for cumulative weight retained= .00

Sieve Cumul . Wt. Percent

.75 inch retained

0.00 finer 100.0

.375 inch 11.70 92.6 # 4 16.90 89.3 # 10 26.20 83.5 # 40 51.10 67.8 # 100 103.20 34.9 # 200 125.40 20.9

Fractional Components

Gravel / Sand based on #4 Sand/Fines based on #200

$ COBBLES = % GRAVEL = 10.7 $ SAND = 68.4

$ FINES = 20.9

D85= 2 . 52 D60= 0.32 D50= 0.24 D30= 0.12

Maxim Technologies = m

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200 100 10 1 0.1 0.01 0.001 GRAIN SIZE mm

0/o COBBLES 0 GRAVEL% %0 SAND %o SILT % 0 CLAY

- 0.0 30.9 57.4 11.7

LL PL D85 D60 D50 D30 D15 D10 Cc Cu 0 9.48 2.89 1.18 0.251 0.100

MATERIAL DESCRIPTION USCS AASHTO

Sand with silt and coarse gravel, fine to coarse grained, brown SP-SM A-1-b

Project No . 4331708 Client : Ayres Associates

Project : Belowground Experimental Facility

Houghton, Michigan o Location: Boring #6, 2'-4'

Remarks:

Project : Belowground Experimental Facility

Houghton, Michigan Project Number : 4331708

Sample Data

Source:

Sample No.:

Elev . or Depth : Sample Length ( in./cm.):

Location : Boring #6, 2'-4' Description : Sand with silt and coarse gravel, fine to coarse grained, brown Liquid Limit: Plastic Limit:

USCS Classification : SP-SM AASHTO Classification: A-1-b Testing Remarks:

Mechanical Analysis Data

Initial Dry sample and tare= 227.50 Tare = 0.00 Dry sample weight = 227.50 Tare for cumulative weight retained= .00

Sieve Cumul . Wt. Percent

.75 inch retained

0.00 finer 100.0

.375 inch 33.90 85.1 4 70.20 69.1

# 10 102.40 55.0 # 40 137.30 39.6 # 100 180.80 20.5 # 200 200.80 11.7

Fractional Components

Gravel /Sand based on #4 Sand/Fines based on #200

% COBBLES = %…