Attachment A - Geotechnical Report_05JAN24.pdf

REPORT

Geotechnical Investigation Report USCG Station Portage-Dollar Bay, Michigan

Task Order 70Z04723F430000010

Submitted to:

USCG Facilities Design & Construction Center

Ms. Michele B Williams Contract Specialist USCG Facilities Design & Construction Center 5505 Robin Hood Road, Suite K Norfolk, VA 23513

Submitted by:

WSP USA Inc.

809 Delta Ave, Gladstone, MI 49837

31405891.079

January 5, 2024

January 5, 2024 31405891.079 i

Distribution List

USCG - 1 Electronic Copy

USCG - 2 Hard Copies ii

Table of Contents

1.0 INTRODUCTION AND BACKGROUND

2.0 GEOTECHNICAL INVESTIGATION

2.1 Standard Penetration Testing and Sampling

2.2 In-Situ Percolation Testing

3.0 LABORATORY TESTING

4.0 SITE AND SUBSURFACE CONDITIONS

4.1 Site Conditions

4.2 Local Geology

4.3 Subsurface Conditions

4.3.1 General

4.3.2 SPT Borings

4.3.3 Groundwater Conditions

4.3.4 Seasonal High Groundwater Table

5.0 PRELIMINARY RECOMMENDATIONS AND CONSIDERATIONS

5.1 Subsurface Soil Considerations

5.2 Foundation Considerations

5.2.1 Shallow Foundation Analysis

5.3 Construction Recommendations

5.3.1 Site Preparation and Stripping

5.3.2 Surface Water Control

5.3.3 Groundwater Control

5.3.4 Subgrade and Footing Preparation

5.3.5 Structural Fill and Backfilling

5.3.6 General Construction Monitoring and Testing Guidelines

6.0 LIMITATIONS

7.0 CLOSING

iii

8.0 REFERENCES

TABLES

Table 1: Summary of Recent and Historic Borehole and Percolation Test Locations

Table 2: Recent and Historic Percolation Test Results

Table 3: Laboratory Tests and Frequencies

Table 4: Typical Profile and Characteristics of Kalkaska and Waiska Soils

Table 5: Generalized Soil Profiles of Boreholes B1 to B3 and Approximated Geotechnical Soil Properties

Table 6: Assumed and Approximate Soil Properties Used for Settlement and Bearing Capacity Calculations

Table 7: Estimated Bearing Capacities and Settlements for Different Footing Widths

APPENDICES

APPENDIX A

Site Vicinity and Field Exploration Maps

APPENDIX B

Soil Boring Logs

APPENDIX C

Soil Percolation Test Reports

APPENDIX D

Laboratory Test Results

APPENDIX E

Local Water Well Logs

1.0 INTRODUCTION AND BACKGROUND

WSP USA Inc. (WSP) has prepared the following report to convey the geotechnical investigation and subsurface data for the proposed facility improvements at the United States Coast Guard (USCG) Station Portage located in Dollar Bay, Michigan and shown in Appendix A – Site Vicinity and Field Exploration Maps.

USCG has retained WSP to provide a subsurface investigation to aid in the design of the various proposed facility improvements across the site. The investigation included a utility and topographic survey, geotechnical testing, environmental soil sampling, radon testing, and fire hydrant flow testing. The results of the geotechnical investigation will be discussed in this report; the other aspects of the project are provided in separate deliverables.

2.0 GEOTECHNICAL INVESTIGATION

WSP completed a geotechnical field investigation between November 13 and 15, 2023. This investigation included in-situ percolation testing, Standard Penetration Testing (SPT), and geotechnical sampling and logging of soils.

To explore the subsurface conditions across the site, two SPT borings were drilled via sonic drilling, and five percolation tests were completed in areas recommended by the USCG. Drilling was conducted by Cascade Drilling, L.P. (Cascade) under the direction and supervision of an on-site geotechnical engineer from WSP. The percolation tests were completed by a geotechnical engineer from WSP.

The SPT boring and percolation test locations are provided on the Site Vicinity Map in Appendix A. These locations were selected by WSP and staked in the field by the surveyor, TriMedia Environmental and Engineering Services, LLC. (TriMedia). The Generalized Subsurface Profile and Soil Boring Logs are provided in Appendix B and show the penetration resistances, groundwater elevation, and soil descriptions. The stratification lines and depths designations on the boring records represent the approximate boundaries between soil types. In some instances, these boundaries may be gradational. The 1992 soil borings completed by Hitch, Inc. (Hitch) were also included in the subsurface profile; and it should be noted that the positions of these borings are approximate, and WSP did not update any of the information to be consistent with WSP’s best practices.

Table 1: Summary of Recent and Historic Borehole and Percolation Test Locations

Borehole/Perc Test ID1 Latitude2 Longitude2 Surface

Elevation3 Investigation

Depth (feet bgs4) Date

Completed

B1 47.116956 -88.511820 619.0 50.0 11/14/2023

B2 47.117487 -88.513233 614.0 15.0 11/14/2023

B3 47.117663 -88.513515 619.0 3.0 11/15/2023

P1 47.117166 -88.512241 620.0 1.5 11/13/2023

P2 47.117309 -88.512214 620.0 1.5 11/13/2023

P3 47.117291 -88.512033 620.0 1.5 11/13/2023

P4 47.117147 -88.512073 620.0 1.5 11/13/2023

P5 47.117020 -88.512106 619.0 1.5 11/13/2023

Borehole/Perc Test ID1 Latitude2 Longitude2 Surface

Elevation3 Investigation

Depth (feet bgs4) Date

Completed

HB-1A 47.116854 -88.513538 607.5 8.0 12/22/1992

HB-1B 47.116853 -88.513519 606.0 31.0 12/29/1992

HB-2 47.116756 -88.512710 612.0 20.0 12/30/1992

HB-3 47.117213 -88.513630 616.0 2.0 12/17/1992

HB-4 47.117144 -88.513258 617.0 1.5 12/17/1992

HB-5 47.117501 -88.513223 616.5 3.0 12/17/1992

HB-6 47.117102 -88.512739 618.7 2.5 12/17/1992

HB-7 47.117362 -88.512547 618.5 5.0 12/17/1992

HB-8 47.117417 -88.511288 617.5 4.0 12/17/1992

HB-9 47.117447 -88.510994 618.0 10.0 12/30/1992

HB-10 47.117336 -88.513283 617.0 22.0 12/18/1992

HP-1 47.117401 -88.512324 618.0 0.8 12/14/1992

HP-2 47.117165 -88.512384 619.0 1.3 12/14/1992

HP-3 47.117374 -88.512105 619.0 2.0 12/14/1992

HP-4 47.117137 -88.512165 619.0 0.9 12/14/1992

1 1992 borings and percolation tests from Hitch are prefixed with “HB-“ or “HP-“, respectively 2 WGS 84 Reference Datum 3 Above Mean Sea Level 4 Below Ground Surface

2.1 Standard Penetration Testing and Sampling

The boreholes were drilled using a Geoprobe 8140 LS sonic drilling rig. Representative samples of the soils encountered in the boreholes were obtained by driving a two-inch outside diameter (OD) split-spoon sampler and by obtaining six-inch OD soil core samples from the sonic drill. Drive samples were collected at two-foot intervals to 15 feet below ground surface (bgs) and at five-foot intervals until borehole termination. The sampler was driven using a 140-pound automatic drop hammer free falling 30 inches. The number of blows required to drive the sampler each six-inch interval for a total of 24 inches was recorded in the borehole logs. In addition, the total number of blows required to advance the sampler through the 12-inch to 24-inch sampling interval is presented as “N” on the borehole logs. The blow counts shown on the logs are field values that have not been corrected for overburden, sample size, or other factors. Groundwater elevation measurements were recorded on the borehole logs when encountered. Following the completion of drilling, each borehole was backfilled with natural collapse, leftover soil cuttings, and quick grout.

One SPT boring was drilled to a depth of 50 feet below grade (B1) and one to a depth of 15 feet below grade (B2). A third SPT boring (B3) was drilled to SPT refusal at a depth of three feet.

2.2 In-Situ Percolation Testing

A total of five in-situ percolation tests were conducted near the current septic drainage field on the east end of the property. Locations of each test, along with the approximate locations of the percolation tests from Hitch’s 1992 investigation, are shown on the Site Vicinity Map in Appendix A. These tests were performed to determine the percolation rate and the efficiency of the soil to accommodate a new or expanded drain field system. The percolation tests closely followed Appendix D of the “Michigan Criteria for Subsurface Sewage Disposal.” Each test hole was excavated to a depth of 18 inches with a diameter of 10 inches and saturated with water for four hours prior to each test. Results of the percolation tests are provided in Table 2. The complete result for each percolation test is provided in the Soil Percolation Test Reports in Appendix C.

Table 2: Recent and Historic Percolation Test Results

Test Hole ID1 Percolation Rate (min./in.)

P1 6.67

P2 4.44

P3 2.67

P4 10.00

P5 6.67

Average 6.09

HP-1 24.00

HP-2 2.40

HP-3 9.20

HP-4 20.00

Average 13.90 1 1992 percolation tests are prefixed “HP-“

3.0 LABORATORY TESTING

To compliment the geotechnical field investigation and to assist with interpretations, laboratory index property and classification tests were performed on representative samples obtained from the SPT and sonic borings. These tests were completed by a WSP-operated laboratory in Lansing, Michigan. Moisture content, sieve analysis, and Atterberg limits were completed in general accordance with applicable American Society of Testing Materials (ASTM) standards (ASTM D2216, ASTM D422, and ASTM D4318, respectively). Table 3 presents the quantities of each laboratory test conducted. A summary of all samples and in-depth results for each are provided in the Laboratory Test Results in Appendix C.

Table 3: Laboratory Tests and Frequencies

Test Quantity Moisture Content (ASTM D2216) 11

Grain Size Distribution (ASTM D422) 12

Atterberg Limits (ASTM D4318) 1

4.0 SITE AND SUBSURFACE CONDITIONS

4.1 Site Conditions

The existing site conditions were observed by WSP staff on October 10, 2023 and again from November 13 to 15, 2023. The site is situated on the northern shoreline of the Portage Canal near the intersection with Portage Lake directly to the south. The area is generally flat with a moderate slope down to the canal on the south side of the property. Currently, there are seven main structures on the property - six residential houses and one multi-mission station - and approximately 55 percent of the land surface area consists of these structures and a combination of asphalt and concrete parking lots, access roads, driveways, and walkways. The other approximate 45 percent consists of treed areas along the eastern and northern property boundaries and grassed areas with sporadic trees that occupy household yards, septic fields, and vehicle storage. Standing water was not encountered during either site visit.

4.2 Local Geology

The soils that the USCG site is built upon is exclusively made up of a combination of Kalkaska (55 percent) and Waiska (37 percent) sands with minor Yalmer (four percent) and Roscommon (four percent) components, according to the United States Department of Agriculture National Resources Conservation Service (USDA- NRCS). The Kalkaska and Waiska soils are predominately sand and gravelly sand associated with outwash plains, stream terraces, and lake terraces. The Michigan Geological Survey describes this soil material to be related to lacustrine (lake) deposits. The Kalkaska and Waiska soils identified within the property vicinity are provided in Table 4.

Table 4: Typical Profile and Characteristics of Kalkaska and Waiska Soils

Soil Typical Profile Slope Drainage Saturated

Permeability

Kalkaska

Oa – 0 to 2”: highly decomposed plant material E – 2 to 6”: sand Bhs – 6 to 8”: sand Bs – 8 to 17”: sand BC – 17 to 32”: sand C – 32 to 80”: sand

0-8% Somewhat excessively drained

0.20-6.00 in/hr

Waiska

Oa – 0 to 1”: moderately decomposed plan material E – 1 to 4”: sand Bhs – 4 to 8”: gravelly sand Bs1 – 8 to 11”: gravelly sand Bs2 – 11 to 18”: very gravelly sand BC – 18 to 35”: very gravelly sand C – 35 to 80”: very gravelly sand

0-8% Excessively drained

0.60-6.00 in/hr

Bedrock was not obviously exposed anywhere on the station property. The geomorphology of this area and nearby water wells suggests that the underlying bedrock is overlain by a thick sequence of sand and gravel deposits, as mentioned above. One public water well approximately 0.60 miles northeast of the site, with an elevation similar to the site, intercepted a sandstone unit at a depth of 212 feet below grade. The sandstone is likely part of the Jacobsville Sandstone that is exposed at the surface to the north of the property where there is greater topographic relief and likely present below the property at an unknown depth.

4.3 Subsurface Conditions

4.3.1 General

A generalized subsurface profile of the recent soil borings and past borings (Hitch, 1993) are presented in Appendix B. For a complete and detailed log of the three SPT/Sonic borings in this report, see Appendix B. It should be noted that soil conditions may vary between and adjacent from boring locations.

4.3.2 SPT Borings

All three borings generally encountered loose to dense sands, gravelly sands, and sandy gravels (Unified Soil Classification System symbols of SP, SW-SC, GP, GW, and GW-GC) with frequent intercepts of cobbles and boulders up to a depth of 50 feet bgs. The presence of silt and clay in the borings is low with percent weights ranging from less than one percent to 11.6 percent, except for boring B2 which has a firm clayey sand (SC) layer with a fines percentage of 30.5. The clayey sand layer in B2 occurs directly beneath the topsoil and is approximately seven inches in thickness. Because of the abundance of cobbles and boulders in the subsurface, it should be noted that the SPT N-value is likely exaggerated, such as the high blow counts in B2, making it difficult to determine the actual in-situ strength properties for a few samples.

A generalized soil profile and approximate geotechnical parameters based on the borings is provided in Table 5.

These parameters are based on correlations with the SPT blow counts (N-value) and published references for different soil types.

Table 5: Generalized Soil Profiles of Boreholes B1 to B3 and Approximated Geotechnical Soil Properties Borehole

ID Depth (feet bgs) Generalized Material Description Unit Weight (pcf)

Friction Angle (Degrees)

B1

0.0 – 6.0 Medium Dense Sandy Gravel 115 32

6.0 – 23.0 Medium Dense to Dense Gravelly Sand 115 33

23.0 – 50.0 Loose to Medium Dense Gravelly Sand 110 28

B2

0.0 – 1.0 Clayey Sand 110 28

1.0 – 10.0 Dense Sandy Gravel 125 36

10.0 – 15.0 Medium Dense Gravelly Sand 115 34

B3 0 – 3.0 Medium Dense Sand with Clay 115 34

4.3.3 Groundwater Conditions

Groundwater was observed in boring B1 at a depth of approximately 19 feet bgs during drilling operations, corresponding to a groundwater elevation of 600 feet above mean sea level (amsl). From reviewing public and household water wells in proximity to the site, the groundwater elevation in this area ranges between 574 feet to 622 feet asml, or eight feet to 85 feet bgs. The publicly available water well logs referenced here were sourced by the Michigan Department of Environment, Great Lakes, and Energy (EGLE) and are provided in Appendix E. It is expected that the groundwater elevation near the Portage Canal will be similar to the surface water elevation of the canal. Fluctuations in the elevation or depth of groundwater is to be expected depending on seasonal variations in precipitation, severe weather events, surface water runoff, construction activities, and other site-specific factors. Since groundwater level variations are anticipated, design drawings and specifications should accommodate such possibilities; and construction planning should assume that variations may occur.

4.3.4 Seasonal High Groundwater Table

The seasonal high groundwater table (SHGWT) is defined as the highest groundwater level sustained for a period of two to four weeks during the wet season for existing site conditions in a year with average normal rainfall amounts. Based on the historical precipitation data provided by the National Weather Service (NWS) from 2000 to 2023, the wet season in the Keweenaw Peninsula, Michigan is typically between May and October (NWS, 2023).

Since the property is hydrologically connected directly to the Portage Canal, it is reasonable to assume that the SHGWT is correlated to the surface water elevation of the canal. According to the U.S. Army Corps of Engineers (USACE), the water in the canal reached a maximum elevation of 603.3 feet amsl during the years 2012 and 2022

(USACE, 2023).

5.0 PRELIMINARY RECOMMENDATIONS AND CONSIDERATIONS

The following preliminary considerations are based on the field and laboratory test data obtained during this geotechnical exploration, previously reported project information, and available public data. Additional subsurface exploration may be required for final design purposes, including borings within the footprint of the proposed structure.

5.1 Subsurface Soil Considerations

Overall, the soil conditions encountered at this site, based on the three SPT logs, are suitable soils to construct upon. The small percentages of fine-grained material (silts and clays) reduce the chances of swelling from hydration and settlement issues. This, along with the lack of organic substrate other than the topsoil, also alleviates excessive need to remove any incompetent, unsuitable soil layers. The contractor should anticipate the presence of cobbles and boulders during excavation. Groundwater and surface water should not greatly impact shallow constructions or excavations due to a relatively low groundwater table and the effectiveness of the soils to drain water. Contractors should account for the frost depth in this area and any shallow foundations should extend past that depth for protection.

5.2 Foundation Considerations

WSP understands that the USCG is anticipating the construction of new family homes on the property. It should be noted that the preferred design, loading, and settlement criteria of these new structures are not known by WSP, and that WSP recommends additional analyses and potential investigation once these parameters have been established.

Preliminary settlement analysis and bearing capacity calculations for multiple shallow foundation possibilities were performed and are summarized below. Material properties for these analyses are provided in Table 6. The soil depth layering and strength parameters shown are of a generalized soil profile, and actual soil stratigraphy and strength parameters may differ depending on foundation locations.

Table 6: Assumed and Approximate Soil Properties Used for Settlement and Bearing Capacity Calculations

Depth (feet bgs) Soil Layer Description

Unit Weight (pcf)1

Friction Angle (Degrees)1

Elastic Modulus (ksf)1

0.0 – 10.0 Sandy Gravel 115 28 750 1Values are estimated based on field correlations

5.2.1 Shallow Foundation Analysis

Based on all available data and the subsurface considerations, this site is suitable for the construction of shallow foundations to support the proposed family housing development.

WSP evaluated the bearing capacity of the soil and anticipated settlement of the housing for a continuous strip footing with one-, two-, and three-foot footing widths utilizing soil properties based on those provided in Table 6.

These calculations assumed a loading of 2,000 pounds per foot, a water table depth of 19 feet, and a depth of emplacement of 48 inches (frost depth). Results from this analysis are provided in Table 7. From the analysis, it was determined that the bearing capacity of the soil increases with increasing footing width and that settlement does not pose any excessive issues (less than one inch of total settlement) for the scenarios analyzed.

Table 7: Estimated Bearing Capacities and Settlements for Different Footing Widths

Width (feet) Loading (lbs/feet) Allowable Bearing Capacity (psf) Settlement (in)

1.0 2,000 4,100 <1.0

2.0 2,000 4,800 <1.0

3.0 2,000 5,400 <1.0

5.3 Construction Recommendations

WSP recommends that all earthwork and construction operations be monitored and tested in the field by a qualified geotechnical engineer to confirm finalized design requirements. Geotechnical-related construction activities are expected to consist primarily of excavating for subgrade preparation, placing and compacting structural fill, and installing foundations. The following sections discuss the recommended construction and monitoring practices that should be implemented in the construction process.

5.3.1 Site Preparation and Stripping

At the start of site preparation, existing utilities within or near the limits of work should be identified and removed or rerouted. In addition, existing vegetation, tree stumps, root concentrations, debris, unsatisfactory soil materials, obstructions, and deleterious materials should be removed. The contractor should maintain positive drainage away from the work area during stripping and excavation to minimize ponding of water in the work areas.

5.3.2 Surface Water Control

The need for surface water runoff control should be anticipated during the site preparation and throughout the construction process. Areas of construction should be graded to drain excess stormwater runoff away from the immediate area of preparation and away from areas that will cause ponding of water in unwanted areas around the property. This will be especially important during the wet season between May and October for this region.

5.3.3 Groundwater Control

Based on the current and past groundwater elevations for this site and the surface elevation of the Portage Canal, groundwater should not pose an issue during shallow excavations that are conducted inland from the canal. This may not hold true for construction or excavations closer to the canal and lower in ground elevation. In such a case, groundwater encountered may be lowered for short periods through pumping.

5.3.4 Subgrade and Footing Preparation

The subgrade could become softened and disturbed under the influence of surface water, groundwater, and the contractor’s equipment. The contractor should implement suitable procedures to protect the subgrade, such as excavating without tracking on the soil proposed for foundation support and using a crushed rock or gravel-working mat, soil admixtures for subgrade improvement, or other effective procedures.

It is anticipated that any proposed shallow foundations will be constructed on suitable, compacted native soils.

The exposed subgrade should be compacted to at least 95 percent of the maximum dry density, as determined by the ASTM D1557 Modified Proctor Compaction Effort and should be compacted a minimum of one foot laterally beyond the footprint of the foundation. Compaction should be confirmed in the field through the use of a nuclear density gauge, sand cone, or other applicable testing tools. It is recommended that the designed bearing capacity also be confirmed in the field using a Housel Test, dynamic cone penetrometer, or other equivalent tests. If the field test indicates that the bearing capacity is less than the design, the subgrade should be over excavated and recompacted to 95 percent of the maximum dry density.

5.3.5 Structural Fill and Backfilling

Structural fill, as required, should be placed in lifts not exceeding the determined loose thickness when using moderate weight vibratory compaction equipment. If the overlapping tracks of equipment or lightweight vibratory equipment are utilized, the loose thicknesses of the fill should be reduced to six. Each lift should be thoroughly compacted with the compaction equipment until densities equivalent to 95 percent of the maximum dry density have been achieved. Structural fill should consist of inorganic, non-plastic granular soil containing less than 10 percent material passing the No. 200 mesh sieve.

5.3.6 General Construction Monitoring and Testing Guidelines

Prior to initial compaction operations, WSP recommends that representative samples of any off-site borrow material to be used as structural fill/backfill as well as samples of acceptable exposed in-situ soils be collected and tested to determine their compaction and classification characteristics. The maximum dry density, optimum moisture content, gradation, and plasticity characteristics should be determined. These tests are needed for compaction quality control of the structural fill/backfill and existing soils and to determine if the fill/backfill material is acceptable.

A representative number of in-situ field density and bearing capacity tests should be performed in the compacted existing soils and for each lift of structural fill or backfill to confirm that the required degree of compaction has been obtained. Recommendations for specific testing frequencies can be made once additional project information is developed.

6.0 LIMITATIONS

This report was prepared for the exclusive use of USCG for the assessment of the proposed site improvements.

There are possible variations in subsurface conditions between explorations and with time. Therefore, it is advised that inspection and testing by a qualified geotechnical engineer be included during construction to provide corrective recommendations adapted to the conditions revealed during the work.

Unanticipated soil conditions are commonly encountered that cannot fully be determined by a limited number of explorations or soil samples. Such unexpected conditions frequently result in additional project costs to build the project as designed. Therefore, it is advised that a contingency for unanticipated conditions be included in the construction budget and schedule.

7.0 CLOSING

This work has been conducted in a manner consistent with the level of care ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. The findings, recommendations, and opinions contained herein have been formulated in accordance with generally accepted practices in the fields of foundation engineering, soil mechanics, and engineering geology. No other representations or warranties, expressed or implied, are included or intended by the dissemination of this report.

If you have questions or require additional information, please contact us.

Signature Page

WSP USA INC.

Elliot Rouleau, PE Erica A. Geasler-Bromley, PE Lead Consultant, Geotechnical Engineer Program Manager

8.0 REFERENCES

Hitch, Inc., 1993. “Soil Boring Report For: Station Portage Michigan” Submitted to United States Coast Guard.

January 8, 1993.

Michigan Department of Environment, Great Lakes, and Energy, 2023. “Wellogic System”, https://www.egle.state.mi.us/wellogic/Login.aspx?ReturnUrl=%2fwellogic%2f, Accessed December 12, 2023.

National Weather Service, 2023. “Monthly Total Precipitation for Hancock, Houghton County, Michigan”, https://www.weather.gov/wrh/Climate?wfo=mqt. Accessed December 13, 2023.

United States Army Corps of Engineers, 2023. “Coordinated Monthly Mean Lakewide Average Water Levels”, https://www.lre.usace.army.mil/Missions/Great-Lakes-Information/Great-Lakes-Information-2/Water-Level- Data/. Accessed December 13, 2023.

https://www.egle.state.mi.us/wellogic/Login.aspx?ReturnUrl=%2fwellogic%2f https://www.weather.gov/wrh/Climate?wfo=mqt https://www.lre.usace.army.mil/Missions/Great-Lakes-Information/Great-Lakes-Information-2/Water-Level-Data/ https://www.lre.usace.army.mil/Missions/Great-Lakes-Information/Great-Lakes-Information-2/Water-Level-Data/

APPENDIX A

Site Vicinity and Field Exploration Maps

Date: 12/1/2023PN: GSA3140028

WSP

46850 Magellan Dr #190

Novi, MI 48377 248 926 4008

US Coast Guard

FIGURE 1:

Site Location Map

22911 Chippewa Trail, Dollar Bay, MI 49922

Document Path: G:\USGS\a_MXD\DollarBay_MI\SiteLocation.mxd

Legend Site Location

0 1,100 2,200550 Feet

Service Layer Credits: Copyright:© 2013 National Geographic Society, i-cubed

Portage Canal

Multi-Mission Station

Chippewa Trail

B1

B2

B3

P1

P2 P3

P4 P5

HB-1A

HB-1B HB-2

HB-3

HB-4

HB-5

HB-6

HB-7

HB-8 HB-9

HB-10

HP-1

HP-2

HP-3

HP-4

PN: GSA3140028

WSP

809 Delta Ave, Gladstone, MI 49837

(906) 420-8410

US Coast Guard

FIGURE 2:

Field Exploration Map 22911 Chippewa Trail, Dollar Bay, MI 49922

Document Path: G:\USGS\a_MXD\DollarBay_MI\GeotechLocation.mxd

Legend Historic Boring / Percolation Test Point Location

Bore Hole Location

Percolation Test Point Location

0 50 10025 Feet

Service Layer Credits: Source: Esri, Maxar, Earthstar Geographics, IGN, and the GIS User Community

1 inch = 100 feet

Drawn By: DJ Checked By: ER

Date:

12/18/2023

APPENDIX B

Soil Boring Logs

B1

B2

B3

HB-10

HB-1A

HB-1B

HB-2

HB-3

HB-4 HB-5

HB-6 HB-7

HB-8 HB-9

Date

12-14-23

DrawnScaleProject No.

As Shown31405891.079

Phase

N/A

USCG Station Portage

Dollar Bay, MI

FigureTask Reviewed

E le va tio n (f ee t)

A bo ve M ea n

S ea

L ev el l t a A v e G l a d s t o n e M I

9064208410

Generalized Subsurface Profile

LEGEND:

USCS Low Plasticity Organic silt or clay

USCS Well-graded Gravel with Clay USCS Well-graded Gravel

USCS Poorly-graded Sand USCS Clayey Sand

Vertical: 1 inch = 12 feet

SCALE:

WSP Boring, 2023

Hitch Boring, 1992

B1

HB-1

Boulders and Cobbles

Groundwater Elevation at Time of Boring

809 Delta Ave Gladstone, MI 49837

(906) 420-8410 Ian Gannon Elliot Rouleau

WEST EAST

Gannon, Ian (USIG726340) Rectangle

0.0 0.2

6.0

23.0

0.0 - 0.2

TOPSOIL - (OL) ORGANIC SILT

0.2 - 6.0 (GW-GC) Sandy GRAVEL with Clay, fine to coarse grained, angular to sub-rounded gravel; fine to coarse grained sand; well graded, dark brown, with little cobbles and little to trace clay, moist, medium dense, non-cohesive

6.0 - 23.0 (GW) Sandy GRAVEL, fine to coarse grained, sub-rounded to round gravel;

fine to coarse grained sand; well graded, dark brown, moist, little cobbles, trace clay, medium dense, non-cohesive

23.0 - 50.0 (SP) Gravelly SAND, medium to coarse grained sand; fine to coarse grained, sub-rounded to rounded gravel; poorly graded, dark brown-gray, some cobbles, trace silt, wet, loose to medium dense, non-cohesive

5-9-9-10

12-11-17-10

16-20-15-7

23-12-7-9

9-22-14-10

10-11-12-8

14-24-29-22

8-15-15-8

2-15-10-6

6-17-7-10

5-2-1-1

4-4-3-2

S1

S3

S2

S4 S5

S6

S8

S7

S9 S10

S11

S12

S13

S14

S15

S16

S17

S18

S19 S20

4.5

9.5

2.5

7.5

613.0

596.0

S on ic

OL

GW-GC

GW

SP

DO

SC

DO

DO

SC

DO

SC

DO

DO

SC

DO

SC

SC

DO

DO

SC

DO

DO

DO

SC

19.0' Measured dur-ing drilling

G R

A P

H

IC

LO

G

N

SOIL PROFILE

(uncorr) (inches)

20 40 60 80

SHEET 1 of 2

Log continued on next page

PENETRATION RESISTANCE

BLOWS / ft

T Y

P E

DEPTH

(ft)

Wl

U S

C S

RECORD OF BOREHOLE B1

W

BLOWS

per 6 in

SAMPLES

Wp

B O

R

IN

G M

E T

H O

D

ASTM D1586

140 lb hammer

30 inch drop (Auto)

WATER CONTENT (PERCENT)

ELEV.

DRILLING METHOD: Sonic DRILLING DATE: November 14, 2023 DRILL RIG: Geoprobe 8140 LS

N U

M B

E R

REC

ATTDESCRIPTION

10 20 30 40

PROJECT: USCG Station Portage

PROJECT NUMBER: 31405891.079

LOCATION: USCG Sta. Portage, Dollar Bay, MI

LOGGED: Ian Gannon CHECKED: Elliot Rouleau

D E

P T

H (f t)

GS ELEVATION: 619.0 ft TOC ELEVATION: 619.0 ft

NOTES

WATER LEVELS

DRILLING CONTRACTOR: Cascade DRILLER: Trevor Leiman

COORDS: Lat: 47.116956 (WGS 84) Long: -88.51182

B O

R E

H O

LE

R

E C

O R

D U

S C

G G

E O

T E

C H

.G P

J G

IN

T

P

LO

G .G

D T

/1 3/

23.0 - 50.0 (SP) Gravelly SAND, medium to coarse grained sand; fine to coarse grained, sub-rounded to rounded gravel; poorly graded, dark brown-gray, some cobbles, trace silt, wet, loose to medium dense, non-cohesive (Continued)

Boring terminated at 50 ft. BGS

12-10-7-5

16-14-9-6

S20

S21

S22

S23

<1

8.5

569.0

S on ic

SP

SC

DO

SC

DO

G R

A P

H

IC

LO

G

N

SOIL PROFILE

(uncorr) (inches)

20 40 60 80

SHEET 2 of 2

PENETRATION RESISTANCE

BLOWS / ft

T Y

P E

DEPTH

(ft)

Wl

U S

C S

RECORD OF BOREHOLE B1

W

BLOWS

per 6 in

SAMPLES

Wp

B O

R

IN

G M

E T

H O

D

ASTM D1586

140 lb hammer

30 inch drop (Auto)

WATER CONTENT (PERCENT)

ELEV.

DRILLING METHOD: Sonic DRILLING DATE: November 14, 2023 DRILL RIG: Geoprobe 8140 LS

N U

M B

E R

REC

ATTDESCRIPTION

10 20 30 40

PROJECT: USCG Station Portage

PROJECT NUMBER: 31405891.079

LOCATION: USCG Sta. Portage, Dollar Bay, MI

LOGGED: Ian Gannon CHECKED: Elliot Rouleau

D E

P T

H (f t)

GS ELEVATION: 619.0 ft TOC ELEVATION: 619.0 ft

NOTES

WATER LEVELS

DRILLING CONTRACTOR: Cascade DRILLER: Trevor Leiman

COORDS: Lat: 47.116956 (WGS 84) Long: -88.51182

B O

R E

H O

LE

R

E C

O R

D U

S C

G G

E O

T E

C H

.G P

J G

IN

T

P

LO

G .G

0.4

1.0

10.0

0.0 - 0.4 TOPSOIL-(OL) ORGANIC SILT, low plasticity, black, some sand, moist, soft

0.4 - 1.0 (SC) Clayey SAND with Gravel, medium plasticity, firm, w ~ PL, dark red-brown, some gravel, some cobbles, moist

1.0 - 10.0 (GP) Sandy GRAVEL, subrounded to rounded, fine to coarse grained gravel; fine to coarse grained sand;

poorly graded, non-cohesive, dark brown, some cobbles, trace fines, loose to dense

10.0 - 15.0 (SW-SC) SAND with Gravel and Clay, fine to coarse grained sand;

subrounded to rounded, fine grained gravel; well graded, non-cohesive, dark brown, some cobbles, trace clay, medium dense

Boring terminated at 15 ft. BGS

3-7-30-23

37-59-32-19

19-38-28-14

10-26-41-39

15-19-16-20

3-5-8-12

10-10-17-13

S1

S3

S2

S4

S5 S7

S6

S8

S10 S9

604.0

599.0

S on ic

OL

SC

GP

SW-SC

DO

SC

DO

DO

DO

SC

DO

DO

SC

DO

G R

A P

H

IC

LO

G

N

SOIL PROFILE

(uncorr) (inches)

20 40 60 80

SHEET 1 of 1

PENETRATION RESISTANCE

BLOWS / ft

T Y

P E

DEPTH

(ft)

Wl

U S

C S

RECORD OF BOREHOLE B2

W

BLOWS

per 6 in

SAMPLES

Wp

B O

R

IN

G M

E T

H O

D

ASTM D1586

140 lb hammer

30 inch drop (Auto)

WATER CONTENT (PERCENT)

ELEV.

DRILLING METHOD: Sonic DRILLING DATE: November 14, 2023 DRILL RIG: Geoprobe 8140 LS

N U

M B

E R

REC

ATTDESCRIPTION

10 20 30 40

PROJECT: USCG Station Portage

PROJECT NUMBER: 31405891.079

LOCATION: USCG Sta. Portage, Dollar Bay, MI

LOGGED: Ian Gannon CHECKED: Elliot Rouleau

D E

P T

H (f t)

GS ELEVATION: 614.0 ft TOC ELEVATION: 614.0 ft

NOTES

WATER LEVELS

DRILLING CONTRACTOR: Cascade DRILLER: Trevor Leiman

COORDS: Lat: 47.117487 (WGS 84) Long: -88.51323

B O

R E

H O

LE

R

E C

O R

D U

S C

G G

E O

T E

C H

.G P

J G

IN

T

P

LO

G .G

0.0 0.5

100+

0.0 - 0.5 TOPSOIL-(OL) ORGANIC SILT, low plasticity, black, some sand, moist, soft

0.5 - 3.0 (SW-SC) well graded SAND with Clay, fine to medium grained sand, well graded, medium red-brown, little gravel, trace clay, moist, non-cohesive, loose to very loose

Auger Refusal at 3 ft. BGS

1-2-4-5

7-21-100+/2"

S1

S2

12616.0

S on ic

OL

SW-SC

DO

DO

G R

A P

H

IC

LO

G

N

SOIL PROFILE

(uncorr) (inches)

20 40 60 80

SHEET 1 of 1

PENETRATION RESISTANCE

BLOWS / ft

T Y

P E

DEPTH

(ft)

Wl

U S

C S

RECORD OF BOREHOLE B3

W

BLOWS

per 6 in

SAMPLES

Wp

B O

R

IN

G M

E T

H O

D

ASTM D1586

140 lb hammer

30 inch drop (Auto)

WATER CONTENT (PERCENT)

ELEV.

DRILLING METHOD: Sonic DRILLING DATE: November 15, 2023 DRILL RIG: Geoprobe 8140 LS

N U

M B

E R

REC

ATTDESCRIPTION

10 20 30 40

PROJECT: USCG Station Portage

PROJECT NUMBER: 31405891.079

LOCATION: USCG Sta. Portage, Dollar Bay, MI

LOGGED: Ian Gannon CHECKED: Elliot Rouleau

D E

P T

H (f t)

GS ELEVATION: 619.0 ft TOC ELEVATION: 619.0 ft

NOTES

WATER LEVELS

DRILLING CONTRACTOR: Cascade DRILLER: Trevor Leiman

COORDS: Lat: 47.117291 (WGS 84) Long: -88.51352

B O

R E

H O

LE

R

E C

O R

D U

S C

G G

E O

T E

C H

.G P

J G

IN

T

P

LO

G .G

METHOD OF SOIL CLASSIFICATION

The WSP USA Inc. Soil Classification System is based on the Unified Soil Classification System (USCS) Organic or Inorganic

Soil Group Type of Soil Gradation or Plasticity 𝑪𝒖 = 𝑫𝟔𝟎

𝑫𝟏𝟎 𝑪𝒄 =

(𝑫𝟑𝟎)𝟐

𝑫𝟏𝟎𝒙𝑫𝟔𝟎 Organic

Content USCS Group

Symbol Group Name

IN

O

R G

AN

IC

(O rg an ic C on te nt b y m as s)

C O

AR

SE

-G R

AI

N

ED

S

O

IL

S b y m as s is la rg er th an

.0 m m

G R

AV

EL

b y m as s of co ar se fr ac tio n is la er th an

.7 m m ) Gravels with <12% * fines

(by mass)

Poorly Graded <4 ≤1 or ≥3

<30%

GP GRAVEL

Well Graded ≥4 1 to 3 GW GRAVEL

Gravels with

>12% fines

(by mass)

Below A Line n/a GM SILTY

GRAVEL

Above A Line n/a GC CLAYEY

GRAVEL

SA

N b y m as se fr ac tio sm al le r t ha n

4.

m m

) Sands with

<12% * fines

(by mass)

Poorly Graded <6 ≤1 or ≥3 SP SAND

Well Graded ≥6 1 to 3 SW SAND

Sands with

>12% fines

(by mass)

Below A Line n/a SM SILTY SAND

Above A Line n/a SC CLAYEY

SAND

Organic or Inorganic

Soil Group Type of Soil Laboratory

Tests

Field Indicators Organic Content

USCS Group Symbol

Primary Name Dilatancy Dry

Strength Shine Test

Thread Diameter

Toughness (of 3 mm thread)

IN

O

R G an ic

C on te nt b y m

FI

N

E- G

R

AI

N

ED

S O b y m as s is s m al le r t ha n

0.

m m

SI

LT

(N on

-P la st ic o r P

I a nd

L L pl ot be lo w

A -L in e on P la st ic ity ha rt b el ow

Liquid Limit

<50

Rapid None None >6 mm N/A (can’t roll 3 mm thread)

<5% ML SILT

Slow None to Low Dull 3 mm to

6 mm None to low <5% ML CLAYEY SILT

Slow to very slow

Low to medium

Dull to slight

3 mm to 6 mm Low 5% to

30% OL ORGANIC

SILT

Liquid Limit ≥50

Slow to very slow

Low to medium Slight 3 mm to

6 mm Low to medium <5% MH CLAYEY SILT

None Medium to high

Dull to slight

1 mm to 3 mm

Medium to high

5% to

30% OH ORGANIC

SILT

C

LA

YS

(P I a nd L

L ab ov e A-

Li ne o n

Pl as tic ity

C rt w

Liquid Limit <30 None Low to medium Slight to shiny ~ 3 mm Low to medium 0% to 30%

(see Note 2, below)

CL SILTY CLAY

Liquid Limit 30 to <50 None Medium to high Slight to shiny 1 mm to

3 mm Medium CL SILTY CLAY

Liquid Limit ≥50 None High Shiny <1 mm High CH CLAY

H

IG

H

LY

R G

SO

S

(O rg an te nt by m as

s) Peat and mineral soil mixtures

30% to

75%

PT

SILTY PEAT,

SANDY PEAT

Predominantly peat, may contain some mineral soil, fibrous, or amorphous peat

75% to

100%

PEAT

0 10 20 30 40 50 60 70 80

Pl as tic ity

In de x (P

I)

Liquid Limit (LL)

SILTY CLAY-CLAYEY SILT, CL-ML

CLAYEY SILT ML

ORGANIC SILT OL

SILTY CLAY

CL CLAYEY SILT MH

ORGANIC SILT OH

SILTY CLAY

CL

CLAY

CH

SILT ML (See Note 1)

Low Plasticity Medium Plasticity High Plasticity

Note 1 – Fine-grained materials with PI and LL that plot in this area are named (ML) SILT with slight plasticity. Fine-grained materials which are Non-plastic (i.e. a PL cannot be measured) are named SILT.

Note 2 – For soils with <5% organic content, include the descriptor “trace organics.” For soils with between 5% and 30% organic content include the prefix “organic” before the Primary name.

* Dual Symbol — A dual symbol is two symbols separated by a hyphen, for example, GP-GM, SW-SC, and, CL-ML.

For non-cohesive soils, the dual symbols must be used when the soil has between 5% and 12% fines (i.e. to identify transitional material between “clean” and “dirty” sand or gravel). For cohesive soils, the dual symbol must be used when the liquid limit and plasticity index values plot in the CL-ML area of the plasticity chart (see plasticity chart at left).

Borderline Symbol — A borderline symbol is two symbols separated by a slash, for example, GM/SM, CL/ML. A borderline symbol should be used to indicate that the soil has been identified as having properties that are on the transition between similar materials. In addition, a borderline symbol may be used to indicate a range of similar soil types within a stratum.

Gannon, Ian (USIG726340) Stamp

METHOD OF SOIL CLASSIFICATION

The WSP USA Inc. Soil Classification System is based on the Unified Soil Classification System (USCS) Organic or Inorganic

Soil Group Type of Soil Gradation or Plasticity 𝑪𝒖 = 𝑫𝟔𝟎

𝑫𝟏𝟎 𝑪𝒄 =

(𝑫𝟑𝟎)𝟐

𝑫𝟏𝟎𝒙𝑫𝟔𝟎 Organic

Content USCS Group

Symbol Group Name

IN

O

R G an ic C on te nt b y m

AR

SE

-G R

AI

N

ED

S

O b y m as s is la rg er th an

.0 m m

G R

AV

EL

b y m as se fr ac tio la er th an

.7 m m ) Gravels with <12% * fines

(by mass)

Poorly Graded <4 ≤1 or ≥3

<30%

GP GRAVEL

Well Graded ≥4 1 to 3 GW GRAVEL

Gravels with

>12% fines

(by mass)

Below A Line n/a GM SILTY

GRAVEL

Above A Line n/a GC CLAYEY

GRAVEL

SA

N b y m as se fr ac tio sm al le r t ha n

4.

m m

) Sands with

<12% * fines

(by mass)

Poorly Graded <6 ≤1 or ≥3 SP SAND

Well Graded ≥6 1 to 3 SW SAND

Sands with

>12% fines

(by mass)

Below A Line n/a SM SILTY SAND

Above A Line n/a SC CLAYEY

SAND

Organic or Inorganic

Soil Group Type of Soil Laboratory

Tests

Field Indicators Organic Content

USCS Group Symbol

Primary Name Dilatancy Dry

Strength Shine Test

Thread Diameter

Toughness (of 3 mm thread)

IN

O

R G an ic

C on te nt b y m

FI

N

E- G

R

AI

N

ED

S O b y m as s is s m al le r t ha n

0.

m m

SI

LT

(N

-P la st ic o r P

I a nd

L L w

A -L in e on P la st ity rt b el ow

Liquid Limit

<50

Rapid None None >6 mm N/A (can’t roll 3 mm thread)

<5% ML SILT

Slow None to Low Dull 3 mm to

6 mm None to low <5% ML CLAYEY SILT

Slow to very slow

Low to medium

Dull to slight

3 mm to 6 mm Low 5% to

30% OL ORGANIC

SILT

Liquid Limit ≥50

Slow to very slow

Low to medium Slight 3 mm to

6 mm Low to medium <5% MH CLAYEY SILT

None Medium to high

Dull to slight

1 mm to 3 mm

Medium to high

5% to

30% OH ORGANIC

SILT

C

LA

YS

(P I a nd L

L ab ov e A-

Li ne o n

Pl as tic ity

C rt w

Liquid Limit <30 None Low to medium Slight to shiny ~ 3 mm Low to medium 0% to 30%

(see Note 2, below)

CL SILTY CLAY

Liquid Limit 30 to <50 None Medium to high Slight to shiny 1 mm to

3 mm Medium CL SILTY CLAY

Liquid Limit ≥50 None High Shiny <1 mm High CH CLAY

H

IG

H

LY

R G

SO

S

(O rg an te nt by m as

s) Peat and mineral soil mixtures

30% to

75%

PT

SILTY PEAT,

SANDY PEAT

Predominantly peat, may contain some mineral soil, fibrous, or amorphous peat

75% to

100%

PEAT

0 10 20 30 40 50 60 70 80

Pl as tic ity

In de x (P

I)

Liquid Limit (LL)

SILTY CLAY-CLAYEY SILT, CL-ML

CLAYEY SILT ML

ORGANIC SILT OL

SILTY CLAY

CL CLAYEY SILT MH

ORGANIC SILT OH

SILTY CLAY

CL

CLAY

CH

SILT ML (See Note 1)

Low Plasticity Medium Plasticity High Plasticity

Note 1 – Fine-grained materials with PI and LL that plot in this area are named (ML) SILT with slight plasticity. Fine-grained materials which are Non-plastic (i.e. a PL cannot be measured) are named SILT.

Note 2 – For soils with <5% organic content, include the descriptor “trace organics.” For soils with between 5% and 30% organic content include the prefix “organic” before the Primary name.

* Dual Symbol — A dual symbol is two symbols separated by a hyphen, for example, GP-GM, SW-SC, and, CL-ML.

For non-cohesive soils, the dual symbols must be used when the soil has between 5% and 12% fines (i.e. to identify transitional material between “clean” and “dirty” sand or gravel). For cohesive soils, the dual symbol must be used when the liquid limit and plasticity index values plot in the CL-ML area of the plasticity chart (see plasticity chart at left).

Borderline Symbol — A borderline symbol is two symbols separated by a slash, for example, GM/SM, CL/ML. A borderline symbol should be used to indicate that the soil has been identified as having properties that are on the transition between similar materials. In addition, a borderline symbol may be used to indicate a range of similar soil types within a stratum.

Gannon, Ian (USIG726340) Stamp

APPENDIX C

Soil Percolation Test Reports

SOIL PERCOLATION TEST REPORT

PROJECT TITLE: DATE:

PROJECT NUMBER: WEATHER:

OWNER: PERCOLATION TEST ID:

LOCATION: DEPTH OF HOLE:

ENGINEER: WIDTH OF HOLE:

WATER FOR SATURATING AND SWELLING OF SOIL WAS PLACED AND KEPT IN THE HOLE FROM:

SATURATION TIME: Clayey Soils - 24 hours minimum All other soils - 4 hours minimum

SOIL DESCRIPTION:

Initial Time Final Time ΔTime Initial Height Final Height ΔHeight Percolation Rate (hh:mm) (hh:mm) (min) (in.) (in.) (in.) (min/in.)

Column 2

Minus Column 1

- - Column 5 Minus Column 4

Column 3 Divided by Column 6

(1) (2) (3) (4) (5) (6) (7)

11:58:00 AM 12:09:00 PM 10.00 8.00 6.00 2.00 5.00

12:09:00 PM 12:20:00 PM 10.00 8.00 6.50 1.50 6.67

12:20:00 PM 12:31:00 PM 10.00 8.00 6.25 1.75 5.71

12:31:00 PM 12:42:00 PM 10.00 8.00 6.25 1.75 5.71

12:42:00 PM 12:53:00 PM 10.00 8.00 6.25 1.75 5.71

12:53:00 PM 1:03:00 PM 10.00 8.00 6.50 1.50 6.67

COMMENTS:

TESTED BY: DATE: 11/13/2023

PERCOLATION TEST MEASUREMENTS

WSP MICHIGAN INC.

Partly cloudy, 44˚F, wind at 15-20 mph31405891.079 United States Coast Guard Station Portage 13-Nov-23

Ian Gannon Dollar Bay, MI

United States Coast Guard P1 18" 10"

~3" of topsoil followed by fine to medium grained sand with cobbles

0754 (11/13) until 1158 (11/13)

PROJECT NUMBER: WEATHER:

OWNER: PERCOLATION TEST ID:

LOCATION: DEPTH OF HOLE:

ENGINEER: WIDTH OF HOLE:

WATER FOR SATURATING AND SWELLING OF SOIL WAS PLACED AND KEPT IN THE HOLE FROM:

SATURATION TIME: Clayey Soils - 24 hours minimum All other soils - 4 hours minimum

SOIL DESCRIPTION:

Initial Time Final Time ΔTime Initial Height Final Height ΔHeight Percolation Rate (hh:mm) (hh:mm) (min) (in.) (in.) (in.) (min/in.)

Column 2

Minus Column 1

- - Column 5 Minus Column 4

Column 3 Divided by Column 6

(1) (2) (3) (4) (5) (6) (7)

12:00:00 PM 12:11:00 PM 10.00 8.00 5.50 2.50 4.00

12:11:00 PM 12:22:00 PM 10.00 8.00 5.50 2.50 4.00

12:22:00 PM 12:33:00 PM 10.00 8.00 5.50 2.50 4.00

12:33:00 PM 12:44:00 PM 10.00 8.00 5.75 2.25 4.44

12:44:00 PM 12:55:00 PM 10.00 8.00 5.60 2.40 4.17

12:55:00 PM 1:05:00 PM 10.00 8.00 5.75 2.25 4.44

COMMENTS:

TESTED BY: DATE: 11/13/2023

WSP MICHIGAN INC.

United States Coast Guard Station Portage 13-Nov-23

31405891.079 Partly cloudy, 44˚F, wind at 15-20 mph

United States Coast Guard P2 Dollar Bay, MI 18"

Ian Gannon 10"

PERCOLATION TEST MEASUREMENTS

~3" of topsoil followed by fine to medium sand with cobbles.

0805 (11/13) until 1200 (11/13)

PROJECT NUMBER: WEATHER:

OWNER: PERCOLATION TEST ID:

LOCATION: DEPTH OF HOLE:

ENGINEER: WIDTH OF HOLE:

WATER FOR SATURATING AND SWELLING OF SOIL WAS PLACED AND KEPT IN THE HOLE FROM:

SATURATION TIME: Clayey Soils - 24 hours minimum All other soils - 4 hours minimum

SOIL DESCRIPTION:

Initial Time Final Time ΔTime Initial Height Final Height ΔHeight Percolation Rate (hh:mm) (hh:mm) (min) (in.) (in.) (in.) (min/in.)

Column 2

Minus Column 1

- - Column 5 Minus Column 4

Column 3 Divided by Column 6

(1) (2) (3) (4) (5) (6) (7)

1:16:00 PM 1:26:00 PM 10.00 8.00 3.25 4.75 2.11

1:26:00 PM 1:36:00 PM 10.00 8.00 4.00 4.00 2.50

1:36:00 PM 1:46:00 PM 10.00 8.00 4.00 4.00 2.50

1:46:00 PM 1:56:00 PM 10.00 8.00 4.25 3.75 2.67

1:56:00 PM 2:06:00 PM 10.00 8.00 4.50 3.50 2.86

2:06:00 PM 2:16:00 PM 10.00 8.00 4.25 3.75 2.67

COMMENTS:

TESTED BY: DATE: 11/13/2023

WSP MICHIGAN INC.

United States Coast Guard Station Portage 13-Nov-23

31405891.079 Partly cloudy, 44˚F, wind at 15-20 mph

United States Coast Guard P3 Dollar Bay, MI 18"

Ian Gannon 10"

PERCOLATION TEST MEASUREMENTS

~2" of topsoil followed by fine silty sand and gravel with cobbles.

PROJECT NUMBER: WEATHER:

OWNER: PERCOLATION TEST ID:

LOCATION: DEPTH OF HOLE:

ENGINEER: WIDTH OF HOLE:

WATER FOR SATURATING AND SWELLING OF SOIL WAS PLACED AND KEPT IN THE HOLE FROM:

SATURATION TIME: Clayey Soils - 24 hours minimum All other soils - 4 hours minimum

SOIL DESCRIPTION:

Initial Time Final Time ΔTime Initial Height Final Height ΔHeight Percolation Rate (hh:mm) (hh:mm) (min) (in.) (in.) (in.) (min/in.)

Column 2

Minus Column 1

- - Column 5 Minus Column 4

Column 3 Divided by Column 6

(1) (2) (3) (4) (5) (6) (7)

1:21:00 PM 1:31:00 PM 10.00 8.00 6.50 1.50 6.67

1:31:00 PM 1:41:00 PM 10.00 8.00 6.50 1.50 6.67

1:41:00 PM 1:51:00 PM 10.00 8.00 6.75 1.25 8.00

1:51:00 PM 2:01:00 PM 10.00 8.00 6.75 1.25 8.00

2:01:00 PM 2:11:00 PM 10.00 8.00 7.00 1.00 10.00

2:11:00 PM 2:21:00 PM 10.00 8.00 7.00 1.00 10.00

COMMENTS:

TESTED BY: DATE: 11/13/2023

WSP MICHIGAN INC.

United States Coast Guard Station Portage 13-Nov-23

31405891.079 Partly cloudy, 44˚F, wind at 15-20 mph

United States Coast Guard P4 Dollar Bay, MI 18"

Ian Gannon 10"

PERCOLATION TEST MEASUREMENTS

PROJECT NUMBER: WEATHER:

OWNER: PERCOLATION TEST ID:

LOCATION: DEPTH OF HOLE:

ENGINEER: WIDTH OF HOLE:

WATER FOR SATURATING AND SWELLING OF SOIL WAS PLACED AND KEPT IN THE HOLE FROM:

SATURATION TIME: Clayey Soils - 24 hours minimum All other soils - 4 hours minimum

SOIL DESCRIPTION:

Initial Time Final Time ΔTime Initial Height Final Height ΔHeight Percolation Rate (hh:mm) (hh:mm) (min) (in.) (in.) (in.) (min/in.)

Column 2

Minus Column 1

- - Column 5 Minus Column 4

Column 3 Divided by Column 6

(1) (2) (3) (4) (5) (6) (7)

3:01:00 PM 3:11:00 PM 10.00 8.00 5.75 2.25 4.44

3:11:00 PM 3:21:00 PM 10.00 8.00 6.00 2.00 5.00

3:21:00 PM 3:31:00 PM 10.00 8.00 6.50 1.50 6.67

3:31:00 PM 3:41:00 PM 10.00 8.00 6.50 1.50 6.67

3:41:00 PM 3:51:00 PM 10.00 8.00 6.75 1.25 8.00

3:51:00 PM 4:01:00 PM 10.00 8.00 6.50 1.50 6.67

COMMENTS:

TESTED BY: DATE: 11/13/2023

WSP MICHIGAN INC.

United States Coast Guard Station Portage 13-Nov-23

31405891.079 Partly cloudy, 44˚F, wind at 15-20 mph

United States Coast Guard P5 Dollar Bay, MI 18"

Ian Gannon 10"

PERCOLATION TEST MEASUREMENTS

APPENDIX D

Laboratory Test Results

USCG Station Portage Geotechnical Laboratory Test Results

31405891.079

Soil Classi-

Boring No. Sample No. fication LL PL PI LI B1 S3 Bag 0.0-1.0 GW-GC* 19.5 - - - - 61.6 54.8 47.3 11.6 B1 S3 Bag 1.0-3.0 GW-GC* 11.4 - - - - 76.0 62.2 47.8 5.6 B1 S8 Bag 6.0-10.0 GW 5.6 - - - - 80.5 49.4 28.7 2.9 B1 S12 Bag 12.0-14.0 GW 4.1 - - - - 82.5 47.5 23.9 2.4 B1 S16 Bag 23.0-28.0 SP 8.5 - - - - 93.1 78.7 59.7 0.9 B1 S18 Bag 33.0-35.0 SP 14.7 - - - - 100.0 99.1 93.4 0.9 B1 S22 Bag 43.0-48.0 SP 11.3 - - - - 88.5 76.6 61.3 0.9

B2 S3 Bag 0.0-4.0 GP* 6.7 - - - - 82.1 67.7 53.8 7.9 B2 S7 Top Bag 4.0-10.0 SC 11.1 25 15 10 -0.39 88.8 85.4 79.9 30.5 B2 S7 Bottom Bag 4.0-10.0 GP - - - - - 94.4 61.9 45.3 4.6 B2 S10 Bag 10.0-15.0 SW-SC* 7.9 - - - - 98.4 81.5 59.2 10.0

B3 S2 Bag 2.0-3.0 SW-SC* 7.4 - - - - 100.0 98.8 85.2 9.3

ABBREVIATIONS: LIQUID LIMIT (LL)

PLASTIC LIMIT (PL)

PLASTICITY INDEX (PI)

LIQUIDITY INDEX (LI)

*Classified Visually

Additional Tests Conducted (See

Notes)

Grain Size Distribution

% Finer #4 sieve % Finer #200 sieve

% Finer 1.0" sieve

% Finer 0.5" sieve

Sample Identification Sample Type

Sample Depth (ft)

In-situ Moisture %

Atterberg Limits

WSP USA, Inc. - Lansing Michigan

APPENDIX E

Local Water Well Logs

Water Well And Pump Record Completion is required under authority of Part 127 Act 368 PA 1978.

Failure to comply is a misdemeanor.Import ID: 31553333311 Tax No: Permit No: County: Houghton Township: Osceola

Well ID: 31000000309 Elevation: 623 ft.

Latitude: 47.116171

Longitude: -88.50256

Method of Collection: GPS Std Positioning Svc SA Off

Source ID/Well No:

DOLLAR BAY WELL

#2

WSSN:

Section:

Well Status:

Active

Town/Range:

55N 33W

Distance and Direction from Road Intersection:

WSSN #01840; OFF OF AVENUE I BY THE LAKESHORE

Well Owner: Osceola Township Well Address:

Off of Avenue I by Lakeshore

DOLLAR BAY, MI 49922

Owner Address:

P.O. Box 437

DOLLAR BAY, MI 49922

Contractor Type: Unknown

Business Address: SWANTON, OH

Reg No:

Business Name: DUNBAR DRILLING

Water Well Contractor's Certification This well was drilled under my supervision and this report is true to the best of my knowledge and belief.

Signature of Registered Contractor Date

Drilling Method: Other Well Depth: 44.00 ft. Well Use: Type I public Well Type: New Date Completed: 8/2/1958

Pump Installed: No Pressure Tank Installed: No Pressure Relief Valve Installed: No

Casing Joint: Unknown

Diameter: 12.00 in. to 35.00 ft. depth

Borehole: 44.00 ft. depth

Casing Type: Steel - black Height: 0.00 ft. below grade

Casing Fitting: None

Geology Remarks:

Formation Description Thickness Depth to Bottom

Interval Not Sampled 8.00 8.00 Boulders W/Sand 5.00 13.00 Sand & Gravel Coarse 31.00 44.00

Static Water Level: 8.00 ft. Below Grade Well Yield Test: Yield Test Method: Unknown

Well Grouted: Yes Grouting Material Unknown

Bags Additives Depth

0.00 0.00 ft. to 0.00 ft.None

Grouting Method: Unknown

Wellhead Completion: Unknown

Screen Installed: Yes

Slot 125.00

Set Between

33.20 ft. and 44.00 ft.10.80 ft.

Length

Filter Packed: No Blank: 0.00 ft. AboveScreen Diameter: 12.00 in.

Screen Material Type: Other Screen Installation Type: Unknown

Fittings: None

Drilling Machine Operator Name:

Employment: Unknown

Type Unknown

Nearest Source of Possible Contamination:

Distance 0…