B08__200631_DRBH_Specs_REBID.pdf

Detroit River

International Wildlife Refuge

Bunkhouse

U.S. FISH AND WILDLIFE SERVICE, MIDWEST REGION

CONTRACT NO. F16PC000048

TASK ORDER NO. 140F0320F0323

LHB Project No. 200631

SPECIFICATION

100% Submittal

Revised – November 11, 2022

U.S. Fish & Wildlife Detroit River IWR Bunkhouse

LHB #200631

TOC - 1

TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 31 00 AVAILABLE PROJECT INFORMATION

DIVISION 01 - GENERAL REQUIREMENTS

01 30 00 ADMINISTRATIVE REQUIREMENTS

01 31 00 PROJECT COORDINATION

01 40 00 QUALITY REQUIREMENTS

01 42 00 DEFINITIONS AND STANDARDS

01 45 33 CODE-REQUIRED SPECIAL INSPECTIONS AND PROCEDURES

01 50 00 TEMPORARY FACILITIES AND CONTROLS

01 57 13 TEMPORARY EROSION AND SEDIMENT CONTROL

01 60 00 PRODUCT REQUIREMENTS

01 61 16 VOLATILE ORGANIC COMPOUND (VOC) CONTENT RESTRICTIONS

01 74 19 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

01 77 00 PROJECT CLOSEOUT

DIVISION 03 - CONCRETE

03 05 16 UNDERSLAB VAPOR BARRIER

03 10 00 CONCRETE FORMING AND ACCESSORIES

03 20 00 CONCRETE REINFORCING

03 30 00 CAST-IN-PLACE CONCRETE

03 35 13 CONCRETE FLOOR FINISHING

03 39 00 CONCRETE CURING

DIVISION 05 - METALS

05 12 00 STRUCTURAL STEEL FRAMING

05 50 00 METAL FABRICATIONS

05 70 00 DECORATIVE METAL

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

06 10 53 MISCELLANEOUS ROUGH CARPENTRY

06 17 53 SHOP-FABRICATED WOOD TRUSSES

06 20 00 FINISH CARPENTRY

06 41 00 ARCHITECTURAL WOOD CASEWORK

06 42 00 WOOD PANELING

06 61 10 SOLID POLYMER FABRICATIONS

06 65 10 QUARTZ SURFACING FABRICATIONS

06 83 16 FIBERGLASS REINFORCED PANELING

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 13 00 SHEET WATERPROOFING

07 21 00 THERMAL INSULATION

07 21 26 BLOWN INSULATION

07 25 00 WEATHER BARRIERS

07 41 13 METAL ROOF PANELS

07 42 13 METAL WALL PANELS

07 46 46 FIBER-CEMENT SIDING

07 62 00 SHEET METAL FLASHING AND TRIM

07 71 23 MANUFACTURED GUTTERS AND DOWNSPOUTS

07 72 00 ROOF ACCESSORIES

07 92 00 JOINT SEALANTS

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DIVISION 08 - OPENINGS

08 12 13 HOLLOW METAL FRAMES

08 14 16 FLUSH WOOD DOORS

08 14 23 CLAD WOOD DOORS

08 31 00 ACCESS DOORS AND PANELS

08 54 13 FIBERGLASS WINDOWS

08 71 00 DOOR HARDWARE

08 80 00 GLAZING

08 91 00 LOUVERS

DIVISION 09 - FINISHES

09 05 61 COMMON WORK RESULTS FOR FLOORING PREPARATION

09 21 16 GYPSUM BOARD ASSEMBLIES

09 30 00 TILING

09 51 00 ACOUSTICAL CEILINGS

09 65 00 RESILIENT FLOORING

09 68 13 TILE CARPETING

09 90 00 PAINTS AND COATINGS

DIVISION 10 - SPECIALTIES

10 14 00 INTERIOR SIGNAGE

10 26 00 WALL AND DOOR PROTECTION

10 28 13 TOILET ACCESSORIES

10 44 00 FIRE PROTECTION SPECIALTIES

10 51 16 WOOD LOCKERS

10 57 23 CLOSET AND UTILITY SHELVING

DIVISION 11 - EQUIPMENT

11 30 13 RESIDENTIAL APPLIANCES

DIVISION 12 - FURNISHINGS

12 24 00 WINDOW SHADES

DIVISION 21 - FIRE SUPPRESSION

21 01 00 FIRE SUPPRESSION GENERAL PROVISIONS

21 05 00 COMMON WORK RESULTS FOR FIRE SUPPRESSION

21 13 00 FIRE SUPPRESSION SPRINKLERS

DIVISION 22 - PLUMBING

22 01 00 PLUMBING GENERAL PROVISIONS

22 05 19 METERS AND GAUGES FOR PLUMBING PIPING

22 05 53 IDENTIFICATION FOR PLUMBING PIPING AND EQUIPMENT

22 07 19 PLUMBING PIPING INSULATION

22 10 05 PLUMBING PIPING

22 10 06 PLUMBING PIPING SPECIALTIES

22 30 00 PLUMBING EQUIPMENT

22 40 00 PLUMBING FIXTURES

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DIVISION 23 - HEATING, VENTILATING, AND AIR-CONDITIONING (HVAC)

23 01 00 HVAC GENERAL PROVISIONS

23 05 53 IDENTIFICATION FOR HVAC EQUIPMENT

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 07 13 DUCT INSULATION

23 07 19 HVAC PIPING INSULATION

23 09 93 SEQUENCES OF OPERATIONS

23 23 00 REFRIGERANT PIPING

23 31 00 HVAC DUCTS AND CASINGS

23 33 00 AIR DUCT ACCESSORIES

23 37 00 AIR OUTLETS AND INLETS

23 40 00 HVAC AIR CLEANING DEVICES

23 73 23 PACKAGED AIR-TO-AIR ENERGY RECOVERY UNITS

23 81 27 SMALL SPLIT-SYSTEM COOLING

23 82 00 CONVECTION HEATING AND COOLING UNITS

DIVISION 26 - ELECTRICAL

26 05 00 COMMON WORK RESULTS FOR ELECTRICAL

26 05 19 LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES

26 05 26 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS

26 05 29 HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS

26 05 33 RACEWAY AND BOXES FOR ELECTRICAL SYSTEMS

26 05 53 IDENTIFICATION FOR ELECTRICAL SYSTEMS

26 09 23 LIGHTING CONTROL DEVICES

26 22 00 LOW-VOLTAGE TRANSFORMERS

26 24 16 PANELBOARDS

26 27 26 WIRING DEVICES

26 28 13 FUSES

26 28 16 ENCLOSED SWITCHES AND CIRCUIT BREAKERS

26 32 13 ENGINE GENERATORS

26 36 00 TRANSFER SWITCHES

26 43 13 SURGE PROTECTION DEVICES

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

DIVISION 27 - COMMUNICATIONS

27 05 00 COMMON WORK RESULTS FOR COMMUNICATIONS

27 11 00 COMMUNICATIONS EQUIPMENT ROOM FITTINGS

27 15 00 COMMUNICATIONS HORIZONTAL CABLING

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 05 00 COMMON WORK RESULTS FOR ELECTRONIC SAFETY AND SECURITY

28 05 13 CONDUCTORS AND CABLES FOR ELECTRONIC SAFETY AND SECURITY

28 33 00 SECURITY MANAGEMENT SYSTEM AND DEVICES

28 46 00 FIRE DETECTION AND ALARM

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DIVISION 32 - EXTERIOR IMPROVEMENTS

32 11 23 AGGREGATE BASE COURSES

32 12 16 ASPHALT PAVING

32 13 13 CONCRETE PAVING

32 17 23.13 PAINTED PAVEMENT MARKINGS

32 17 26 TACTILE WARNING SURFACING

32 31 13 CHAIN LINK FENCES AND GATES

32 31 36 SECURITY GATES AND BARRIERS

32 33 14 SITE BICYCLE LOCKERS

32 92 19 SEEDING

32 93 00 PLANTS

DIVISION 33 - UTILITIES

33 14 16 SITE WATER UTILITY DISTRIBUTION PIPING

33 31 13 SITE SANITARY SEWERAGE GRAVITY PIPING

33 41 00 SUBDRAINAGE

33 42 11 STORMWATER GRAVITY PIPING

Detriot River IWR Bunkhouse

LHB #200631

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AVAILABLE PROJECT INFORMATION

SECTION 00 31 00

AVAILABLE PROJECT INFORMATION

PART 1 GENERAL

1.01 EXISTING CONDITIONS

A. Certain information relating to existing surface and subsurface conditions and structures is available to bidders but will not be part of Contract Documents, as follows:

B. Geotechnical Report: Entitled Proposed USFWS Bunkhouse, dated Feb. 26, 2021 by NTH Consultants, Ltd.

1. This report identifies properties of below grade conditions and offers recommendations for the design of foundations, prepared primarily for the use of Government.

2. This report, by its nature, cannot reveal all conditions that exist on the site. Should subsurface conditions be found to vary substantially from this report, changes in the design and construction of foundations will be made, with resulting credits or expenditures to the Contract Price accruing to Government.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION (NOT USED)

END OF SECTION

LHB #200631

00 31 00 - 2

AVAILABLE PROJECT INFORMATION

NTH Consultants, Ltd. 41780 Six Mile Road, Suite 200 Northville, MI 48168 Infrastructure Engineering 248.553.6300 and Environmental Services 248.324.5179 Fax

Ms. Cynthia Poirier February 26, 2021 LHB, Inc. NTH Project No. 62-210032-00 21 West Superior Street, Suite 500 (Revised: May 10, 2021) Duluth, MN 55802

RE: Report on Geotechnical Exploration Services

Proposed U.S. Fish and Wildlife Service (USFWS) Bunkhouse Trenton, Michigan

Dear Ms. Poirier:

NTH Consultants, Ltd. (NTH) is pleased to submit this report on geotechnical exploration services for USFWS Bunkhouse project in Trenton, Michigan. We performed this study in accordance with the agreed-upon scope of work outlined in our Proposal No. 62-210032, dated January 19, 2021 and revised on January 22, 2021.

We appreciate the opportunity to have been of service to you, and we look forward to participating in the construction phase of this project. If you have any questions, or require additional information, please contact us.

Sincerely, NTH Consultants, Ltd.

Luay F. Al-Durzi, E.I.T. Hosam S. Yaldo, P.E.

Senior Staff Engineer Senior Principal Engineer

LAD/HSY/clm

Attachments

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TABLE OF CONTENTS

Page No.

1.0 INTRODUCTION 1

2.0 PROJECT BACKGROUND AND AVAILABLE INFORMATION 1

2.1 SITE CONDITIONS AND PROPOSED DEVELOPMENT 1

3.0 GEOTECHNICAL STUDY ACTIVITIES 1

3.1 FIELD EXPLORATION 1

3.2 PRESENTATION OF DATA 2

3.3 LABORATORY TESTING 2

4.0 SUBSURFACE CONDITIONS 3

5.0 EVALUATIONS AND RECOMMENDATIONS 3

5.1 SUBSOIL EVALUATIONS 4

5.2 GROUNDWATER CONTROL 4

5.3 SITE PREPARATION AND GRADING 4

5.4 FOUNDATION RECOMMENDATIONS 6

5.5 LATERAL EARTH PRESSURE 7

5.6 SUPPORT OF SLABS-ON-GRADE 8

5.7 PAVEMENT RECOMMENDATION 8

5.8 SOIL RESISTIVITY AND CORROSION PROTECTION 9

5.9 TEMPORARY EXCAVATIONS AND EARTH SUPPORT

REQUIREMENTS 9

5.10 DATA REVIEW AND FIELD MONITORING 10

6.0 LIMITATIONS 10

APPENDIX

EXPLORATION LOCATION PLAN FIGURE NO. 1

GENERAL NOTES FIGURE NO. 2

LOGS OF TEST BORING FIGURE NOS. 3 – 8

TABULATION OF LABORATORY TEST DATA FIGURE NO. 9

SOIL RESISTIVITY DETERMINATION FIGURE NO. 10

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1.0 INTRODUCTION

This report presents the results of a geotechnical exploration performed for the proposed USFWS Bunkhouse project in Trenton, Michigan. The purpose of the study was to explore and evaluate the general subsurface conditions at the site in order to provide information and data relative to the design and construction of proposed bunkhouse and its associated parking areas.

2.0 PROJECT BACKGROUND AND AVAILABLE INFORMATION

2.1 SITE CONDITIONS AND PROPOSED DEVELOPMENT

The proposed project site is located on the east side of West Jefferson Avenue and north of north Gibraltar Road in City of Trenton. The property is currently occupied by the Detroit River International Wildlife Refuge maintenance facility and storage yard, and gravel surfaced parking lot that is used for hunter parking. Ground surface elevations range from approximately 588 to 583 feet. The proposed bunkhouse is approximately 2736 square feet in size with covered patio and entrance. The planned structure is single-story building with wood trusses on wood stud walls, planned to be supported by shallow continuous foundations. The covered patio and entrance canopy will be unheated structures, supported on conventional frost foundation system and a thickened edge shallow foundation system, respectively. The existing grade of the bunkhouse floor will be raised approximately two feet to accommodate better drainage around the building. The anticipated maximum column loads are 25 kips. The exterior wall loads are anticipated to be in the range of approximately 2 to 4 kips/ft. Two asphalt parking lots will also be constructed as part of the bunkhouse project.

3.0 GEOTECHNICAL STUDY ACTIVITIES

3.1 FIELD EXPLORATION

Field services associated with the geotechnical exploration were conducted on February 8, 2021.

Prior to performing the subsurface exploration, underground utility clearances were obtained through the Michigan one-call utility locating center (MISS DIG).

3.1.1 Test Borings

Subsurface conditions at the site were explored for this investigation by drilling six test borings, designated as SB-1 through SB-6, at the approximate locations shown on the Exploration Location Plan, Figure No. 1 of the Appendix. Locations of the borings were staked in the field by NTH staff using the coordinates provided by LHB and with the aid of the existing site features.

The test borings were drilled by our subcontractor, 7NT Drilling Inc., under the full-time observation of NTH technical staff. All borings were drilled using a CME-550 all-terrain vehicle (ATV) mounted drilling rig. Borings SB-1, and SB-2 were extended to a depth of 25 feet, SB- 3, through SB-5 were extended to a depth of 10 feet and boring SB-6 was extended to 15 feet below ground surface. Continuous flight, hollow-stem augers having an inside diameter of 4¼ inches were used to advance the borings to the explored depths. Upon completion, the boreholes were backfilled with the excavated drilling cuttings.

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Within each test boring, soil samples were obtained at intervals of 2½ feet within the upper 10 feet and generally at intervals of 5 feet below that depth. These samples were obtained using a 13/8-inch inside diameter, split-barrel sampler and the Standard Penetration Test (SPT) method (ASTM D1586), described on the attached General Notes, Figure No. 2 of Appendix. The soil samples recovered from the test borings were sealed in containers and transported to our laboratory for further classification and testing.

We will retain these samples for 60 days after the date of this report. At that time, we will dispose of the samples unless we are otherwise instructed.

3.2 PRESENTATION OF DATA

NTH evaluated the soil and groundwater conditions encountered in the test borings and have presented these conditions in the form of individual Logs of Test Borings SB-1 through SB-6, presented as Figure Nos. 3 through 8 of Appendix A. In addition to subsoil stratification, the test boring logs present SPT results, observed groundwater levels, drilling and sampling information, and other pertinent data. General Notes defining the nomenclature used on the logs and elsewhere in this report are presented on Figure No. 2 of Appendix. We have prepared the test boring logs included with this report on the basis of field and laboratory classification and testing.

The stratification shown on the test boring logs represents the soil conditions at the actual explored locations. Variations in subsoil conditions may occur between and away from these locations. Additionally, the stratigraphic lines represent the approximate boundary between soil types; however, the transition may be more gradual than what is shown.

3.3 LABORATORY TESTING

Representative soil samples obtained during the field exploration were subjected to laboratory testing to evaluate pertinent engineering characteristics of the subsoils. The testing included the measurement of the natural moisture content, in-place dry density, and unconfined compressive strength for selected cohesive soil samples. The results of the soil laboratory tests are presented on the Tabulation of Laboratory Test Data, presented as Figure No. 9 of Appendix A. The natural moisture content, in-place dry density, and unconfined compressive strength values are also shown on the respective test boring logs.

In addition to laboratory testing, field pocket penetrometer measurements were also made on cohesive soil samples obtained from the test borings as an aid in evaluating their unconfined compressive strengths. The pocket penetrometer values are indicated on the boring logs.

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4.0 SUBSURFACE CONDITIONS

On the basis of the data obtained at the boring locations during the field exploration, supplemented with laboratory testing, NTH evaluated the subsurface conditions for this project.

In general, surficial granular fill and cohesive fill soils which are, in turn, underlain by native cohesive soil extending to the explored depth of the borings.

Fill Soils – A surficial fill materials were encountered below the ground surface at all boring locations. The fill materials generally consisted of granular and cohesive materials which extended to depths of approximately 2 feet to 4 feet below the ground surface, corresponding to approximate Elevations 584.5 to 580 feet. The cohesive fill materials were encountered at the locations of SB-3, SB-4, and SB-5. The granular fill materials generally consist of loose to medium compact sand and gravel (GP) medium compact sand and gravel (SP) with variable amounts of slag and silt. At the location of SB-6, the granular fill consists of very compact gravel with slag. Within borings SB-3, SB-4 and SB-5 silty clay (CL) fill was encountered below the upper granular fill. The silty clay fill contained debris and traces of organic matter.

Native Brown and Gray Cohesive Soils – The upper fill soil is generally underlain by native brown then gray silty clay (CL) with trace gravel and sand extending to the explored depths ranging from 10 to 25 feet below ground surface (bgs), corresponding to approximate Elevations of 575.4 to 561.9 feet. The unconfined compressive strength within this stratum ranges between approximately 5,000 psf to more than 16,000 psf which indicate a consistency of very stiff to very hard. It should be noted that occasional interbedded silt seams were encountered at the location of borings SB-1, SB-2 and SB-3 within the native silty clay layers.

Groundwater - Groundwater observations were made during drilling and upon completion of the six test borings performed for this study. A summary of groundwater level observations is presented in Table 1.

Table 1 – Approximate Observed Groundwater (GWT)

Boring Number

Groundwater During Drilling

Groundwater After Completion

Depth (ft) Elevation (ft) Depth (ft) Elevation (ft) SB-1 None None None None SB-2 4.0 583.5 None None SB-3 4.0 584.0 None None SB-4 4.0 581.4 None None SB-5 None None None None SB-6 None None None None

5.0 EVALUATIONS AND RECOMMENDATIONS

The following sections present our geotechnical engineering evaluations and corresponding recommendations pertaining to the proposed developments at the site.

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5.1 SUBSOIL EVALUATIONS

Based on our visual classification, fill layers were encountered within all boring locations drilled for this geotechnical study. These fill layers contain variable amount of debris and organic matter extending to depths ranging from 2 feet to 4 feet below the existing ground surface. Due to the variable condition of the fill deposits, they are considered unsuitable for the support of the proposed bunkhouse foundations. However, the existing fill material that is free of excessive amount of debris, deleterious material and organic matter may be used to support pavements, slab-on-grade, provided that the slabs can tolerate some settlement, and the recommendations made for site preparation presented within this report are followed. Otherwise, if virtually no settlement can be tolerated, then the fill soils will need to be removed in their entirety and replaced with engineered fill or the slab-on-grade will need to be designed as a structural floor supported on a foundation system.

Based on the test boring data, the native very stiff to very hard cohesive soils encountered below the fill materials are considered suitable for direct support of the building loads expected for the proposed bunkhouse and for establishment of new fill upon which foundations and other structural elements are to be supported.

5.2 GROUNDWATER CONTROL

As indicated earlier in this report, groundwater was encountered at 4 feet below the ground surface during drilling and was not encountered upon completion of the drilling. It should be noted that fluctuation in groundwater levels should be anticipated due to seasonal variation and following periods of prolonged precipitation or drought.

The observed groundwater represents a perched water condition in which groundwater is present with granular layer or seams that are underlain by cohesive layers of lower permeability. These conditions typically result in relatively low volumes of groundwater due to the limited recharge.

Accordingly, for shallow excavation extending to the clay stratum we do not anticipate any significant groundwater related issues. As water infiltrates into open excavations from precipitation during construction or from the sides of the excavation, we anticipate that it can be controlled by the use of localized sump pits and pumping from excavations. However, foundation and utility excavations should be left open for as little time as possible to protect the bearing soils from disturbance by ponded water or construction traffic.

5.3 SITE PREPARATION AND GRADING

The final grade for the proposed building and pavement will be raised in a range from 2 feet – 2 inches to 2 feet – 8 inches from the existing ground surface elevations. Regardless of the amount of earthwork required to achieve final grades, we recommend that all required earthwork operations be performed under adequate specifications and properly controlled in the field.

Any unsuitable materials (such as topsoil and fill soils containing excessive amounts of debris and organics) should be removed in their entirety where they exist within the foundation footprint. All

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- 5 -active or inactive utilities within the proposed construction areas should be identified for relocation, abandonment, or protected prior to (or during, if appropriate) excavation operations.

Any resulting excavations should be backfilled with engineered fill to the level of the surrounding areas. Special care should be exercised when making excavations near existing structures or near existing utilities that are planned to remain so as not to undermine these features. Provisions for temporary earth support of the exposed soil should be made as required, preserving the integrity of existing site elements to remain.

After rough grade has been achieved in cut areas and prior to placement of fill, the exposed subgrade within the proposed construction area should be thoroughly proof-rolled using a heavy rubber-tired vehicle, such as a loaded dump truck or front-end loader. Any areas that exhibit excessive movement or instability during proof-compaction or proof-rolling should be stabilized by aeration, drying, and re-compaction, if weather conditions are favorable or by removal of the yielding soils and replacement with engineered fill.

In addition to proof-rolling operations, the areas of exposed subgrade consisting of granular soils should be thoroughly proof-compacted prior to any fill placement activities, using a heavy vibratory roller of not less than 20 tons rated weight, making a minimum of ten passes in each of two perpendicular directions. In addition to detecting unstable areas, the proof-compaction operation is intended to densify the near-surface granular deposits, thereby improving their load supporting and settlement characteristics. Any unstable areas should be removed and replaced with engineered fill as described in the preceding paragraph. If the action of the roller is noted to draw water toward the ground surface or influencing the nearby structures, vibration should be discontinued, and the roller should be operated in the static mode. In addition, areas of cohesive subgrade soils within the structure excavations that appear to have been disturbed should be removed and replaced with engineered fill.

Material for fill required to achieve design grades in proposed structural areas should consist of clean granular material such as soil meeting the requirements of Michigan Department of Transportation (MDOT) Class II granular material. On-site soils that are free of organic matter and other deleterious materials may be used for engineered fill materials provided that they are placed under favorable weather conditions to control moisture. We recommend that only MDOT Class II sand or 21AA aggregate be used below foundations. The fill material should be placed in uniform horizontal layers (lifts), the thickness of which is compatible with the type and condition of material being placed, area of placement, and type of compaction equipment being used. In general, we recommend that lifts not exceed 12 inches in loose thickness for materials being compacted with a medium, smooth vibratory roller (granular soils in structural areas) or 8 inches in loose thickness for materials being compacted using a large Sheep’s-foot or segmental wheeled roller (cohesive soils in general fill areas, if applicable). Other types of compaction equipment may require reducing or allow increasing lift thickness in order to achieve suitable compaction.

Within structural areas, the 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 D1557).

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All fill material should be placed and compacted at or near optimum moisture content. In-situ density tests should be performed to verify that proper compaction is achieved. Frozen material should not be used as fill, nor should fill be placed on a frozen subgrade.

In general, the site conditioning procedures discussed above are expected to result in stable subgrade conditions throughout the site.

5.4 FOUNDATION RECOMMENDATIONS

Based on the information developed during the course of our geotechnical study for this project and considering the anticipated foundation loading based on our previous experience for similar projects, the proposed structures may be supported on shallow foundation systems consisting of conventional spread and/or strip footings. The footings should be extended through the existing fill soils to bear directly upon the underlying suitable native soils.

The proposed structures may be supported on shallow footings bearing on the native very stiff to very hard silty clay soils at a depth of at least 3.5 feet below surrounding grade for protection from frost effects and minimum of 1- foot below grade for the heated portion of the building provided that footings are bearing on suitable native soils or engineered fill that is established on suitable native soils. Therefore, after excavating to the bearing level, the bottom of the footing must be examined for any unsuitable soils, fill, organics matter and debris. If fill is present, the footing must extend through the fill to bear on the native suitable cohesive soil or fill material must be removed and replaced with clean engineered fill placed in uniform horizontal layers. A shallow foundation placed on undisturbed, native very stiff to hard silty clay may be designed on the basis of a net allowable bearing pressure of 5,000 pounds per square foot (psf). If the foundations are bearing on compacted engineered fill that has been established upon the native very stiff to hard silty clay, such foundations maybe designed on the basis of a net allowable bearing pressure of 4,000 pounds per square foot (psf). Based on our experience with the silty clay soil in the area, these soils are not expansive therefore no special treatment is required for establishing the foundations on these soils.

If foundations are to be constructed during or closely following periods of freezing temperatures, care will be required during construction to verify the foundations are not constructed on or above the frozen soil.

We recommend that all foundation excavations be observed and tested in the field by a qualified person to verify that adequate in-situ soil bearing conditions, compatible with the recommendations outlined in this report, are achieved. Should soils with inadequate bearing capacity be encountered at the bearing levels of the footings, the excavations should be extended until suitable bearing soils are achieved.

Regardless of the resulting bearing pressure, strip footings should not be less than 18 inches in width and isolated spread footings should have a least lateral dimension of 30 inches. Adjacent foundation elements bearing at different levels should be designed and constructed so that the least lateral distance between them is equivalent to or more than the difference in their bearing

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- 7 -levels. To achieve a change in the bearing level of a strip footing, we recommend that the footing be gradually stepped at a grade no steeper than two units horizontal to one unit vertical (2H:1V).

To resist lateral loads that may be imposed on spread and/or strip footings for the structures and equipment, an allowable interface friction factor of 0.25 may be used between the base of the footing and the underlying bearing soils consisting of native very stiff to very hard silty clay soils, or granular engineered fill soils. However, the horizontal shear stress at the foundation / bearing soil interface should not exceed an allowable adhesion value of 600 psf if the bearing soils consist of very stiff to hard silty clay soils.

If it is desired to rely upon passive earth pressure to resist lateral loads acting on appurtenant structure footings, an allowable passive pressure of 195 pounds per square foot per foot of depth (psf/ft) below the ground surface may be used to resist lateral loads acting on small, conventional footings that are in contact with granular soils placed and compacted as engineered fill or are formed for concrete placement and backfilled with granular soils as described in the Site Preparation and Grading section of this report. These passive earth pressures should be considered to act only on the projected area of the footing in the direction of loading, and are expected to result in lateral displacement not exceeding ¼ inch.

It is our understanding that there will be no basement level for the proposed building, therefore and based on the condition encountered, footing subdrains will not be required.

If the recommendations outlined in this report are adhered to, and given the range of anticipated loading, total and differential settlement is expected to be on the order of 1 and ½ inch, respectively.

5.5 LATERAL EARTH PRESSURE

It is anticipated that below grade structures will be backfilled using granular soils. Accordingly, we recommend the following lateral earth pressure coefficient values be used in the development of earth pressure magnitudes for design of below grade structures: For active condition (Ka) 0.33, for passive condition (Kp) 3.0, and for at-rest condition (Ko) 0.5.

Below grade walls for permanent underground structures, if any are planned, should be designed on the basis of “at-rest” earth pressure conditions.

An equivalent fluid pressure of 95 pounds per square foot per foot of depth (psf/ft.) may be used for design.

Temporary earth retention systems (TERS), should be designed using active earth pressure conditions, and should account for soil loading, groundwater loading and construction surcharge loads. For the design of temporary earth support walls that are cantilevered or temporary walls with a single level bracing system, an equivalent fluid pressure of 45 psf/ft may be used for that portion of the wall above the level at which groundwater may accumulate. A combined lateral earth and hydrostatic pressure of 85 psf/ft should be used for the design of temporary walls below groundwater level.

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Surcharge loads, such as from nearby construction and roadway traffic or surface and subsurface structure loading, can impose additional lateral pressure on below-grade walls and must be considered in the permanent structure and TERS designs. As such, an additional surface surcharge load of 250 psf should be considered for design purposes. Horizontal loads resulting from vertical surcharge and foundation loads may be estimated as 50 percent of the vertical loading for permanent structure design, and 33 percent of the vertical loading for TERS design.

5.6 SUPPORT OF SLABS-ON-GRADE

We recommend that all ground-supported concrete floors be suitably reinforced and separated from the foundation system to allow for independent movement. If floor slabs are planned to be covered with tile or other materials that are sensitive to moisture changes, consideration should be given to the use of a 4-inch thick layer of sand underlain by a plastic sheet vapor barrier beneath the floor slabs. Following successful completion of the earthwork operations as recommended in this report, the on-site soils should be suitable for the support of slabs-on-grade. However, if existing fill deposits containing debris and trace organics are allowed to remain below floor slabs, some floor slab settlement cannot be precluded. If floor slab settlement is to be virtually eliminated, the existing soils containing organic matter would have to be removed in their entirety and replaced with engineered fill, or the floor slab would need to be constructed as a structural slab supported entirely by the foundation system. A modulus of subgrade reaction of 115 pounds per cubic inch (pci) may be used for slabs constructed on the prepared subgrade following site preparation as outlined in this report.

5.7 PAVEMENT RECOMMENDATION

The subgrade resulting from the satisfactory completion of the site and subgrade preparation activities outlined in this report can be used for the support of conventional flexible (asphalt) and rigid (concrete) pavements. Based on the fill and native soils expected to comprise the roadbed soils, a modulus of subgrade reaction (k) value of 115 pci, a resilient modulus (MR) value of 4,500 psi, and California bearing ratio (CBR) value of 3% is recommended.

The recommended Hot Mix Asphalt (HMA) pavement section to support pickup truck loading is as follows:

• 1.5-inch 36A; PG 58-22 (for parking areas); 2-inch 36A; PG 58-22 (for entrance and travel lanes)

• 2-inch 13A; PG 58-22

• 8-inch MDOT 21AA

• 12-inch MDOT Class II Sand to achieve grade (if undercut is needed)

The pavement (concrete/HMA, base, and subbase) and underlying subgrade should be properly crowned or sloped in order to provide effective surface and subsurface drainage. A minimum of 1.5% slope is recommended where possible. The base and subbase should be placed beyond the limits of the concrete/HMA surface to promote subsurface drainage away from the pavement system. Subsurface drainage system should be installed, such as edge drains and subdrains in low lying areas of the parking lots (catch basins) and connecting to existing storm sewer, where

\\TITANIC\data1\Projects\Active PROJ\62-210032_USFWS Bunkhouse\730 - Reports\00\002-0510-GEO-RPT_rev.docx

- 9 -possible, to reduce the accumulation of water above and within the frost susceptible roadbed soils.

Subdrains should be protected with filter fabric and coarse aggregates to prevent the migration of soil fines into the drains.

5.8 SOIL RESISTIVITY AND CORROSION PROTECTION

In-situ soil electrical resistivity was performed by NTH as part of this project. The results for the soil resistivity are presented NTH memorandum titled as “USFWS Bunkhouse Project – Results of In-Situ Resistivity Testing”, dated March 23, 2021. As maybe seen in the memorandum, soil resistivity ranged from 163 to 2013 ohm-ft. Soil resistivity can provide a mean of measuring the resistance of the soil to flow of electrical current. In addition, soil resistivity generally indicates how corrosive a particular soil may be to metallic structures. With low resistivity, corrosion is more likely to occur for the buried metallic structures such as utilities and pipes. Table 2 present a guide for estimating soil corrosivity using soil electrical resistivity.

Table 2 – Corrosion Severity Rating Based on Soil Resistivity1 Soil Resistivity

(ohm-cm) Soil Resistivity

(ohm-ft) Corrosivity Rating

> 20,000 > 656.2 Essentially Noncorrosive 10,000 - 20,000 328.1 - 656.2 Mildly Corrosive 5,000 - 10,000 164.0 - 328.1 Moderately Corrosive 3,000 - 5,000 98.4 - 164.0 Corrosive 1,000 - 3,000 32.8 - 98.4 Highly Corrosive

< 1,000 < 32.8 Extremely Corrosive 1Adopted from Roberge, P. R. (1999). Handbook for corrosion engineering, McGraw Hill, New York

Based on the results of the in-situ soil resistivity tests presented as Figure No. 10 of Appendix A and soil corrosion rating presented in Table 2 above, the soil in the site can be characterized in the range of essentially noncorrosive to corrosive with increasing depth. Therefore, we recommend that cathodic protection be considered to mitigate the corrosion of any buried metallic structures.

5.9 TEMPORARY EXCAVATIONS AND EARTH SUPPORT REQUIREMENTS

All excavations deeper than 5 feet should be properly sloped or otherwise structurally retained to provide stable and safe working conditions. In areas where there is inadequate space to allow for proper side slopes for trenches and other excavations, vertical walls with properly designed and installed lateral bracing, or a combination of slopes and braced vertical walls may be used. In all cases, Michigan Department of Labor and Regulatory Affairs (LARA) requirements, i.e., the Michigan Occupational Safety and Health Act (known as MIOSHA) and related regulations, as well as any additional local regulations or owner requirements, must be followed and adequate protection provided for workers and adjacent structures.

Construction traffic and excavated material stockpiles should be kept away from excavations by a minimum distance equal to the full depth of the excavation, unless the resulting surcharge loads are accounted for in the design of the lateral bracing system. The contractor’s proposed

\\TITANIC\data1\Projects\Active PROJ\62-210032_USFWS Bunkhouse\730 - Reports\00\002-0510-GEO-RPT_rev.docx

- 10 -excavations, support systems, and sequence of construction should be reviewed by a qualified engineer prior to allowing the contractor to commence work.

5.10 DATA REVIEW AND FIELD MONITORING

The evaluations and recommendations presented in this report relative to site preparation and structural foundations have been formulated on the basis of the information, some of which may be preliminary and approximate, provided to us and/or the assumptions stated herein relating to the proposed project. Our understanding of this data has been outlined in the pertinent sections of this report. Any significant changes in this information should be brought to our attention for review with respect to the prevailing subsurface conditions.

Experience indicates that the actual subsoil conditions at a site may vary from those generalized on the basis of test borings made at specific locations. Therefore, we recommend that NTH Consultants, Ltd. be retained to provide soil engineering services during the site preparation, excavation, and foundation installation phases of the proposed project. This is necessary to observe compliance with the design concepts, specifications, and recommendations. Also, field monitoring allows design changes to be made in a timely manner in the event that subsurface conditions differ from those anticipated prior to the start of construction.

6.0 LIMITATIONS

This report is intended for specific use in the design and construction of the proposed USFWS Bunkhouse in Trenton, Michigan. Our work was performed in accordance with the prevailing standard of practice in this area at the time the work was performed. No other warranty, express or implied, is provided or intended.

This report is intended for the exclusive use of LHB, Inc. This report presents NTH’s opinion as of this date, based on the results of the study described herein and on the information provided during the course of the study. The results of this study may not be relied upon by parties other than those identified above without prior knowledge and written consent of NTH.

The scope of the present study was limited to evaluation of subsurface conditions for the support of the proposed structures, and other related aspects of development. No environmental or hydrological testing or analyses were performed as part of this geotechnical study.

APPENDIX

EXPLORATION LOCATION PLAN - FIGURE NO. 1

GENERAL NOTES - FIGURE NO. 2

LOGS OF TEST BORING - FIGURE NOS. 3 – 8

TABULATION OF LABORATORY TEST DATA – FIGURE NO. 9

SOIL RESISTIVITY DETERMINATION - FIGURE NO. 10

SB-6

SB-3

SB-4

SB-5

SB-2 SB-1

N

TH

C on su lta nt s, L td

In fra st ru ct ur e En gi ne er in g an d En vi ro nm en ta l S er vi ce s

IN

C

EP

D

AT

E:

C

AD

F

IL

E N

AM

E:

PL

O

T D

AT

E:

D R

AW

IN

G S

C

AL

E:

D

ES

IG

N

ED

B

Y:

N

TH

P R

O

JE

C T

N o.

C H

EC

KE

D B

Y:

D R

AW

N

B Y:

D

M ar

U

SF

W S

BU

N

KH

O

U

SE

TR

EN

TO

N

, M

IC

H

IG

AN

FIGURE No.

-2

2-

LA

D

D

ET

H

SY

F

EB

1"

EX

PL

O R

AT

IO

N L

O C

AT

IO

N P

LA

N

0100 100

GRAPHIC SCALE

1" = 100'

N

W J

E

FF

E R

SO

N

A V

E

AP

PR

O X.

,9

F

T.

TO

V

RE

EL

AN

D

RD

SITE LOCATION MAP

LEGEND

SOIL BORING DRILLED BY 7NT

UNDER THE OBSERVATION OF NTH CONSULTANTS, LTD.

ON FEBRUARY 8, 2021

CALF

ISLAND

FO

RT

R D.

AN

D

PO

ET

NO

D R

SWAN

ISLAND

GTW

R

.R

SITE

SCALE: NONE

N

VREELAND

GIBRALTAR RD.

AL

LE

N R

D

VAN HORN RD.

W . J

EF

FE

RS

O

N

AV

E.

SR-1

SR-2

APPROXIMATE WENNER ARRAY ALIGNMENT

PERFORMED BY NTH CONSULTANTS, LTD.

ON MARCH 16, 2021

LS-1

LS-2

LS-3

LS-4

LS-5

LS-6

LS-7

12.6

12.9

11.8

122.3

126.3

124.5

*5000

11680

*>9000

*>9000

584.9

572.9

564.9

561.9

2.0

14.0

22.0

25.0

FILL: Medium Compact Brown SAND AND GRAVEL with Trace of Silt and Slag (GP)

Very Stiff to Hard Brown SILTY CLAY with Trace of Sand and Gravel (CL)

Hard Gray SILTY CLAY with Trace of Sand and Gravel (CL)

Very Stiff Mottled Brown and Gray SILTY CLAY with Trace of Sand and Gravel with

Occasional Silt Seams (CL)

END OF BORING AT 25.0 FEET.

Groundwater not encountered during drilling and upon completion.

Figure No. 3

Water Level Observation:Total Depth: 25 FT

Inspector: P. Herout Contractor: 7NT Driller: F. Smith

Drilling End Date: 2/8/21

N: 13440988.41 E: 222896.33

CME-550X ATV Mounted Drill Rig with 4-1/4" H.S.A. to E.O.B.

Drilling Method:

Approximate GPS Coordinates:

* - Pocket Penetrometer Notes:

Test boring backfilled with soil cuttings.

Plugging Procedure:

Drilling Start Date: 2/8/21

LO

G

O F

T E

S T

B O

R

IN

G

2-

2.

G

P J

N T

H C

O R

P O

R A

T E

.G D

T

/2 6/

SOIL SAMPLE DATA

LOG OF TEST BORING NO: SB-1

SAMPLE

TYPE/NO.

BLOWS/

6-INCHES

REC

(in)

FIELD

TEST

(ppm)

MOIST.

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP ST

(PSF)

Sheet 1 of 1

STD. PEN

RESIST.

(N)

NTH Consultants, Ltd.NTH Consultants, Ltd.

Checked By: L. Al-DurziProject Location: Trenton, MI

Project Name: USFWS Bunkhouse NTH Proj. No.: 62-210032

SUBSURFACE PROFILE

ELEVPRO-

FILE

ELEV.

(FT)

DEPTH DEPTH

(FT)

GROUND

SURFACE ELEVATION: 586.9

LO

G

O F

T E

S T

B O

R

IN

G

2-

2.

G

P J

N T

H C

O R

P O

R A

T E

.G D

T

/2 6/

LS-3

LS-4

LS-5

LS-6

LS-7

12.6

10.9

125.2

129.3

*7500

16160

*9000

*8500

*>9000

*8500

583.5

575.5

565.5

562.5

4.0

12.0

22.0

25.0

FILL: Medium Compact SAND AND GRAVEL with Slag and Trace of Silt (GP)

Very Stiff to Very Hard Mottled Brown and Gray SILTY CLAY with Trace of Sand and

Gravel and Occasional Silt Seams (CL)

Hard Gray SILTY CLAY with Trace of Sand and Gravel (CL)

Hard Mottled Brown and Gray SILTY CLAY with Trace of Sand and Gravel (CL)

END OF BORING AT 25.0 FEET.

Groundwater encountered at 4.0 ft during drilling; Groundwater was not encountered upon completion.

Figure No. 4

Water Level Observation:Total Depth: 25 FT

Inspector: P. Herout Contractor: 7NT Driller: F. Smith

Drilling End Date: 2/8/21

N: 13441026.54 E: 222876.544

CME-550X ATV Mounted Drill Rig with 4-1/4" H.S.A. to E.O.B.

Drilling Method:

Approximate GPS Coordinates:

* - Pocket Penetrometer Notes:

Test boring backfilled with soil cuttings.

Plugging Procedure:

Drilling Start Date: 2/8/21

LO

G

O F

T E

S T

B O

R

IN

G

2-

2.

G

P J

N T

H C

O R

P O

R A

T E

.G D

T

/2 6/

SOIL SAMPLE DATA

LOG OF TEST BORING NO: SB-2

SAMPLE

TYPE/NO.

BLOWS/

6-INCHES

REC

(in)

FIELD

TEST

(ppm)

MOIST.

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP ST

(PSF)

Sheet 1 of 1

STD. PEN

RESIST.

(N)

NTH Consultants, Ltd.NTH Consultants, Ltd.

Checked By: L. Al-DurziProject Location: Trenton, MI

Project Name: USFWS Bunkhouse NTH Proj. No.: 62-210032

SUBSURFACE PROFILE

ELEVPRO-

FILE

ELEV.

(FT)

DEPTH DEPTH

(FT)

GROUND

SURFACE ELEVATION: 587.5

LO

G

O F

T E

S T

B O

R

IN

G

2-

2.

G

P J

N T

H C

O R

P O

R A

T E

.G D

T

/2 6/

S-1

S-3

S-4

*>9000

*>9000

*>9000

586.0

584.0

578.0

2.0

4.0

10.0

FILL: Loose Dark Brown SAND AND GRAVEL with Slag (GP)

FILL: Medium Brown SILTY CLAY with Trace of Sand, Gravel, and Organic Matter

(CL)

Hard Mottled Brown and Gray SILTY CLAY with Trace of Sand and Gravel (CL)

END OF BORING AT 10.0 FEET.

Groundwater encountered at 4.0 ft during drilling; Groundwater was not encountered upon completion.

Figure No. 5

Water Level Observation:Total Depth: 10 FT

Inspector: P. Herout Contractor: 7NT Driller: F. Smith

Drilling End Date: 2/8/21

N: 13440929.7 E: 223041.5

CME-550X ATV Mounted Drill Rig with 4-1/4" H.S.A. to E.O.B.

Drilling Method:

Approximate GPS Coordinates:

* - Pocket Penetrometer Notes:

Test boring backfilled with soil cuttings.

Plugging Procedure:

Drilling Start Date: 2/8/21

LO

G

O F

T E

S T

B O

R

IN

G

2-

2.

G

P J

N T

H C

O R

P O

R A

T E

.G D

T

/2 6/

SOIL SAMPLE DATA

LOG OF TEST BORING NO: SB-3

SAMPLE

TYPE/NO.

BLOWS/

6-INCHES

REC

(in)

FIELD

TEST

(ppm)

MOIST.

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP ST

(PSF)

Sheet 1 of 1

STD. PEN

RESIST.

(N)

NTH Consultants, Ltd.NTH Consultants, Ltd.

Checked By: L. Al-DurziProject Location: Trenton, MI

Project Name: USFWS Bunkhouse NTH Proj. No.: 62-210032

SUBSURFACE PROFILE

ELEVPRO-

FILE

ELEV.

(FT)

DEPTH DEPTH

(FT)

GROUND

SURFACE ELEVATION: 588.0

LO

G

O F

T E

S T

B O

R

IN

G

2-

2.

G

P J

N T

H C

O R

P O

R A

T E

.G D

T

/2 6/

S-3

LS-4

14 117.5 *>9000

*>9000

*8500

583.9

581.4

575.4

1.5

4.0

10.0

FILL: Brown SAND AND GRAVEL (GP)

FILL: Medium Brown SILTY CLAY with Trace of Sand, Gravel, and Organic Matter

(CL)

Hard Mottled Brown and Gray SILTY CLAY with Trace of Sand and Gravel (CL)

END OF BORING AT 10.0 FEET.

Groundwater encountered at 4.0 ft during drilling; Groundwater was not encountered upon completion.

Figure No. 6

Water Level Observation:Total Depth: 10 FT

Inspector: P. Herout Contractor: 7NT Driller: F. Smith

Drilling End Date: 2/8/21

N: 13440875.9 E: 223016.9

CME-550X ATV Mounted Drill Rig with 4-1/4" H.S.A. to E.O.B.

Drilling Method:

Approximate GPS Coordinates:

* - Pocket Penetrometer Notes:

Test boring backfilled with soil cuttings.

Plugging Procedure:

Drilling Start Date: 2/8/21

LO

G

O F

T E

S T

B O

R

IN

G

2-

2.

G

P J

N T

H C

O R

P O

R A

T E

.G D

T

/2 6/

SOIL SAMPLE DATA

LOG OF TEST BORING NO: SB-4

SAMPLE

TYPE/NO.

BLOWS/

6-INCHES

REC

(in)

FIELD

TEST

(ppm)

MOIST.

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP ST

(PSF)

Sheet 1 of 1

STD. PEN

RESIST.

(N)

NTH Consultants, Ltd.NTH Consultants, Ltd.

Checked By: L. Al-DurziProject Location: Trenton, MI

Project Name: USFWS Bunkhouse NTH Proj. No.: 62-210032

SUBSURFACE PROFILE

ELEVPRO-

FILE

ELEV.

(FT)

DEPTH DEPTH

(FT)

GROUND

SURFACE ELEVATION: 585.4

LO

G

O F

T E

S T

B O

R

IN

G

2-

2.

G

P J

N T

H C

O R

P O

R A

T E

.G D

T

/2 6/

S-3

S-4

*>9000

*>9000

*>9000

586.5

584.5

577.5

1.0

3.0

10.0

FILL: Dark Brown SAND AND GRAVEL with Slag (GP)

FILL: Very Stiff Dark Brown SILTY CLAY with Trace of Sand, Gravel, and Debris

(Concrete) (CL)

Hard Mottled Brown and Gray SILTY CLAY with Trace of Sand and Gravel (CL)

END OF BORING AT 10.0 FEET.

Groundwater not encountered during drilling and upon completion.

Figure No. 7

Water Level Observation:Total Depth: 10 FT

Inspector: P. Herout Contractor: 7NT Driller: F. Smith

Drilling End Date: 2/8/21

N: 13440983.1 E: 222975.14

CME-550X ATV Mounted Drill Rig with 4-1/4" H.S.A. to E.O.B.

Drilling Method:

Approximate GPS Coordinates:

* - Pocket Penetrometer Notes:

Test boring backfilled with soil cuttings.

Plugging Procedure:

Drilling Start Date: 2/8/21

LO

G

O F

T E

S T

B O

R

IN

G

2-

2.

G

P J

N T

H C

O R

P O

R A

T E

.G D

T

/2 6/

SOIL SAMPLE DATA

LOG OF TEST BORING NO: SB-5

SAMPLE

TYPE/NO.

BLOWS/

6-INCHES

REC

(in)

FIELD

TEST

(ppm)

MOIST.

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP ST

(PSF)

Sheet 1 of 1

STD. PEN

RESIST.

(N)

NTH Consultants, Ltd.NTH Consultants, Ltd.

Checked By: L. Al-DurziProject Location: Trenton, MI

Project Name: USFWS Bunkhouse NTH Proj. No.: 62-210032

SUBSURFACE PROFILE

ELEVPRO-

FILE

ELEV.

(FT)

DEPTH DEPTH

(FT)

GROUND

SURFACE ELEVATION: 587.5

LO

G

O F

T E

S T

B O

R

IN

G

2-

2.

G

P J

N T

H C

O R

P O

R A

T E

.G D

T

/2 6/

LS-3

S-4

LS-5

50/3

12.9

11.6

123.7

128.8

*>9000

*8000

19760

96/9"

580.0

568.5 568.0

3.0

14.5 15.0

FILL: Very Compact Gray GRAVEL with Slag, Trace of Silt and Sand (GP)

Very Stiff to Hard Mottled Brown and Gray SILTY CLAY with Trace of Sand and

Gravel (CL)

Very Hard Gray SILTY CLAY with Trace of Sand and Gravel (CL)

END OF BORING AT 15.0 FEET.

Groundwater not encountered during drilling and upon completion.

Figure No. 8

Water Level Observation:Total Depth: 15 FT

Inspector: P. Herout Contractor: 7NT Driller: F. Smith

Drilling End Date: 2/8/21

N: 13441190.8 E: 223522.3

CME-550X ATV Mounted Drill Rig with 4-1/4" H.S.A. to E.O.B.

Drilling Method:

Approximate GPS Coordinates:

* - Pocket Penetrometer Notes:

Test boring backfilled with soil cuttings.

Plugging Procedure:

Drilling Start Date: 2/8/21

LO

G

O F

T E

S T

B O

R

IN

G

2-

2.

G

P J

N T

H C

O R

P O

R A

T E

.G D

T

/2 6/

SOIL SAMPLE DATA

LOG OF TEST BORING NO: SB-6

SAMPLE

TYPE/NO.

BLOWS/

6-INCHES

REC

(in)

FIELD

TEST

(ppm)

MOIST.

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP ST

(PSF)

Sheet 1 of 1

STD. PEN

RESIST.

(N)

NTH Consultants, Ltd.NTH Consultants, Ltd.

Checked By: L. Al-DurziProject Location: Trenton, MI

Project Name: USFWS Bunkhouse NTH Proj. No.: 62-210032

SUBSURFACE PROFILE

ELEVPRO-

FILE

ELEV.

(FT)

DEPTH DEPTH

(FT)

GROUND

SURFACE ELEVATION: 583.0

LO

G

O F

T E

S T

B O

R

IN

G

2-

2.

G

P J

N T

H C

O R

P O

R A

T E

.G D

T

/2 6/

SB-1 LS-2 5.0 581.9 3.66 8.3 12.6 122.3 - - - - - - - - - - - - - -

SB-1 LS-4 10.0 576.9 5.84 12.4 12.9 126.3 - - - - - - - - - - - - - -

SB-1 LS-7 25.0 561.9 3.44 8.3 11.8 124.5 - - - - - - - - - - - - - -

SB-2 LS-3 7.5 580 8.08 9.0 12.6 125.2 - - - - - - - - - - - - - -

SB-2 LS-5 15.0 572.5 - - 10.9 129.3 - - - - - - - - - - - - - -

SB-3 S-1 2.5 585.5 - - 19.0 - - - - - - - - - - - - - - -

SB-4 LS-2 5.0 580.4 - - 14.0 117.5 - - - - - - - - - - - - - -

SB-6 LS-2 5.0 578.0 4.6 11.3 12.9 123.7 - - - - - - - - - - - - - -

SB-6 LS-5 15.0 568.0 9.88 11.4 11.6 128.8 - - - - - - - - - - - - - -

Project No. 62-210032-00 NTH Consultants, Ltd. USFWS Bunkhouse Trenton, MI

G ra ve l

PARTICLE SIZE DISTRIBUTION (%)

C ol lo id s

C la y

Si lt

Fi ne

S an d

M ed iu m

S an d

C oa rs e

Sa nd

U ni fie d

So il

C la ss ifi ca tio n

Pl as tic L im it

Pl as tic ity

In de x

O pt im um

M oi st ur e co nt en t

Fa ilu re S tra in

PE

R

M

EA

BI

LI

TY

(C M

/S

EC

N at ur al

W at er C on te nt of d ry w ei gh t)

In -P la ce

D ry

D en si ty

(lb s/ cu

.ft

TABULATION OF LABORATORY TEST DATA

Pr oc to r (

M ax im um

D ry en si ty

- l bf /ft ²)

ATTERBERG LIMITS (%)

Li qu id L im it

Bo rin g / T es t P it / P ro be es ig na tio n

Sa m pl e

N um be r

D ep th o f S am pl e

Ti p

(f t)

El ev at io n of

S am pl e

Ti p

(ft

U nc on fin ed C om pr es si ve

St re ng th

Ts f)

FIGURE No. 9

SHEET 1 OF 1 NTH Project No. 62-210032

PROJECT: Bunkhouse

LOCATION: Trenton, MI

INSPECTOR: Deep Bansal

DATE: Mar 19, 2021 CHECKED BY: DATE:

R

Ground Surface

A A A

P= 2pAR Where: P = Average soil resistivity to depth of 'A' (ohm-feet)

A = Distance between electrodes (feet)

R = Resistivity Instrument reading (ohms)

A (FEET) R (OHMS) P (OHM-FEET) IP

Orientation: 1.0 300.90 1891

E-W 1.5 203.20 1915

Test Elevation: 2.0 149.90 1884

Ground Surface 3.0 72.50 1367

4.5 35.10 992

7.0 6.30 277

10.0 2.80 176

Orientation: 1.0 320.40 2013

N-S 1.5 225.70 2127

Test Elevation: 2.0 127.70 1605

Ground Surface 3.0 73.50 1385

4.5 13.50 382

7.0 7.20 317

10.0 2.60 163

Notes:

[1] Resistance measurements were made using the Mini-Res earth resistivity meter by L and R Instruments, Inc.

[2]…