Soil boring report - Day Use for ref.pdf

REPORT OF PAVEMENT INVESTIGATION

BAY CITY STATE PARK PAVEMENTS

BANGOR CHARTER TOWNSHIP, MICHIGAN

Prepared For:

BECKETT & RAEDER, INC.

Prepared By:

MATERIALS TESTING CONSULTANTS, INC.

December 2022

MTC Project No. 221591

December 16, 2022

Project No. 221591

Beckett & Raeder, Inc.

535 West William Street, Suite 101

Ann Arbor, Michigan 48103

Attention: Kristofer Enlow, P.E.

Reference: Report of Pavement Investigation

Bay City State Park Pavements

Bangor Charter Township, Michigan

Dear Mr. Enlow:

We have completed a pavement investigation for the above-referenced project. The purpose of this investigation has been to perform discrete pavement cores and test borings in the vicinity of the proposed parking lot rehabilitation, present the results and to provide recommendations for the design and rehabilitation of pavements. This work has been performed as described in our proposal dated November 16, 2022.

Presented herein are descriptions of our understanding of the design considerations, the geotechnical investigation, encountered conditions and engineering recommendations. The

Appendix contains the report limitations and data collected during this investigation.

DESIGN CONSIDERATIONS

Available Information

We have been provided the following documents and information for use in this investigation:

• A map of the park area with the day-use area noted and pavement boring plan showing the requested boring locations, provided by Mr. Kristofer Enlow, P.E. of Beckett and

Raeder, Inc. on November 8, 2022.

• Plan sheets for various historical construction activities at Bay City State Park, provided by

Mr. Kristofer Enlow, P.E. of Beckett and Raeder, Inc. on November 21, 2022.

• Telephone and email correspondence with Mr. Kristofer Enlow, P.E. of Beckett and Raeder, Inc. regarding the project details, boring locations and scope of investigation.

Report of Pavement Investigation

Location and Type of Structure

The project will in general consist of pavement rehabilitation in the day-use area of Bay City

State Park. The park is located at address 3582 State Park Drive in Bangor Charter Township, Michigan, and the day-use area includes all pavements north of State Park Drive. The area of investigation is shown in Figure No. 1.

Traffic is expected to consist of relatively light passenger vehicles with only occasional heavier axle wheel loading from trucks for deliveries, refuse pickup, etc. We have considered that parking lots and entry drives will experience a design loading of no more than 500 vehicles per day.

We should be informed of any changes between the actual design conditions and those described herein as this information may affect our recommendations.

INVESTIGATION METHODOLOGY

Pavement cores, hand auger soil borings and sampling along with field engineering reconnaissance were used to investigate the subsurface conditions. Boring locations are shown on Figure No. 1. Investigation procedures, soil classification information and boring logs are provided in the Appendix.

Number of Borings 16

Boring Depth Range, ft. 2.9-5.1

One of our engineers staked the approximate boring locations in the field. Boring elevations and coordinates were collected by GPS. The elevations used in this report are given in feet and are based on the NAVD 88 datum, with coordinates given in the Michigan State Plane

South system. Site reconnaissance was performed by our field engineer.

Borings were performed at requested locations through 4-inch diameter cores using a 3 1/4-inch diameter hand auger. Borings were attempted to 5 ft deep but occasionally met shallow refusal due to possible coarse gravel, cobble and thick roots. Grab samples were recovered from the auger at regular intervals.

The boreholes were backfilled to the original ground surface and patched at the surface with cold patch after drilling completion, where necessary. Recovered samples were sealed, labeled and transported to our laboratory. All soil samples will be discarded after sixty days unless a longer hold time is specifically requested.

Borings were drilled and other sampling was conducted solely to obtain indications of subsurface conditions as part of a geotechnical exploration program. No services were performed to evaluate subsurface environmental conditions.

Soil samples were reviewed by one of our engineers and technically classified according to the methods of ASTM D 2488 "Standard Practice for Description and Identification of Soils (Visual-

Manual Procedure)". Calibrated penetrometer tests were performed on cohesive samples to obtain an indication of unconfined compressive strength values. The ASTM D2488 classifications are included on the boring logs.

INVESTIGATION RESULTS

In general, the investigation encountered HMA thicknesses ranging from 1 to 4 inches across the site. The encountered gravel base thicknesses generally ranged from 6 1/2 to 10 inches, except for Borings C-6 and C-9 which encountered 4 1/2 and 16 inches of gravel base, respectively. Based on visual observations, the gravel base encountered in the borings generally appeared to be a crushed limestone aggregate, with the exception of Boring C-9, which appeared to be a natural aggregate. The aggregate base in Borings C-1, C-2 and C-4 appeared to be stabilized with cement or lime. The following table lists the pavement section findings at each boring location.

Boring

HMA

Thickness (in)

Gravel Base

Thickness (in)

C-1 1 6*

C-2 1 6*

C-3 1.25 7 3/4

C-4 2 5*

C-5 2 10

C-6 3 1/2 4 1/2

C-7 3 1/2 6 1/2

C-8 2 8

C-9 4 16

C-10 2 1/4 7 3/4

C-11 1 9

C-12 1 9

C-13 2 8

C-14 2 1/2 7

C-15 2 3/4 7

C-16 2 8

* Possibly Cement- or Lime-Stabilized

Beneath the pavement sections, the subgrade generally consisted of poorly graded sand with varying amounts of clayey and silty fines (SP, SP-SC, SP-SM, SC) to the explored depths of 2.9 to 5.1 ft (els 579.3 to 582.1 ft), with the exception of Boring C-16, which encountered a layer of very stiff lean clay (CL) at depths ranging from 4.5 to 5.0 ft (els 580.4 to 580.9 ft).

Organic debris or organic soil were encountered at the following locations:

• Boring C-1 – Possible organic sand seams from 1.4. to 1.5 ft depth (els 583.4 to 583.5 ft)

• Boring C-2 – Possible buried topsoil from 1.4. to 1.7 ft depth (els 583.6 to 583.9 ft)

• Boring C-6 – Possible buried topsoil from 2.7. to 4.0 ft depth (els 582.4 to 583.7 ft)

• Boring C-7 – Fibrous peat (PT) at depths ranging from 3.8 to 4.5 ft (els 580.4 to 581.1 ft)

• Boring C-11 – Black poorly graded sand with silt (SP-SM) with fibrous peat and root fragments at depths ranging from 2.3 to 3.5 ft (els 581.7 to 582.9 ft)

• Boring C-12 – Dark gray poorly graded sand with silt (SP-SM) with fibrous peat and root fragments at depths ranging from 1.7 to 2.3 ft (els 582.7 to 583.3 ft)

Surface drainage throughout the area of park entrance appeared to be directed towards catch basins near the northern edges of the central entry drives. Surface drainage for the lots and drives at the east and west of the site appeared to be directed to vegetated areas at the north and south side. The pavement surfaces appeared to be relatively flat, with only minimal site grading to promote drainage. Original design plans were not provided for the site.

Listed below are summaries of the encountered subsurface conditions, as well as pavement observations, within each area of the site. The boring logs located in the Appendix should be reviewed for detailed soil descriptions. Some variation between boring locations is to be expected.

West Parking Lot – Borings C-1 to C-5

Existing Pavement

At the west parking lot, pavement in fair to poor condition was encountered. Occasional transverse and block cracking was generally observed across the entire lot and alligator cracking was generally observed near the entry drive as well as potholes in the southern section of the parking lot. Cracks were generally unsealed.

Subsurface Conditions

Borings C-1 to C-5 generally encountered 1 to 2 inches of HMA and 5 to 10 inches of aggregate base at the surface. The aggregate base in Borings C-1, C-2 and C-4 exhibited cohesion and appeared to be stabilized with cement or lime. Borings C-2 and C-3 generally encountered fill consisting of poorly graded sand with varying amounts of clay (SP-SC, SC) to depths ranging from 1.0 to 1.8 ft (els 583.2 to 584.3 ft).

Beneath the pavement section and fill, Borings C-1 to C-5 generally encountered poorly graded sand with varying amounts of silty fines (SP, SP-SM) to the explored depths of 5.0 ft (els 579.9 to 580.5 ft). A possible organic sand seam was encountered in Boring C-1 at depths ranging from 1.4 to 1.5 ft (els 583.4 to 583.5 ft) and possible buried topsoil was encountered at depths ranging from 1.4 to 1.7 ft (els 583.6 to 583.9 ft) in Boring C-2. Groundwater was encountered during the drilling activities in Borings C-1 to C-5 at depths ranging from 3.5 to

4.0 ft (els 580.9 to 582.0 ft).

Entry Drive and Central Parking Lots – Borings C-6 to C-10

The entry drive was generally observed to be in fair condition with slight raveling and block cracking observed. The existing central parking lots appeared to be in fair to poor condition with moderate block cracking and cracking along construction joints generally observed within parking areas.

Borings C-6, C-7 and C-9, drilled in the central entry and connecting drives, generally encountered 3 1/2 to 4 inches of HMA and 4 1/2 to 6 1/2 inches of gravel base, with the exception of Boring C-9 which encountered 16 inches of gravel base. Borings C-8 and C-10, drilled within the central parking lot areas, generally encountered 2 to 2 1/4 inches of HMA and 7 3/4 to 8 inches of gravel base at the surface.

Borings C-6 and C-7 generally encountered fill consisting of poorly graded sand (SP) to depths ranging from 2.7 to 3.8 ft (els 580.7 to 583.7 ft). Beneath the pavement section and fill, the subgrade generally consisted of poorly graded sand with varying amounts of silty fines (SP, SP-

SM) to the explored depths of 3.5 to 5.1 ft (els 579.3 to 581.5 ft). Boring C-6 encountered possible buried topsoil from depths ranging from 2.7. to 4.0 ft (els 582.4 to 583.7 ft) and a layer of fibrous peat (PT) was encountered in Boring C-7 at depths ranging from 3.8 to 4.5 ft

(els 580.4 to 581.1 ft). Groundwater was encountered during the drilling activities in Borings

C-6 to C-8 and C-10 at depths ranging from 2.7 to 4.5 ft (els 581.6 to 582.2 ft).

East Parking Lots and Drives – Borings C-11 to C-16

At the east of the site, pavement in fair to poor condition was encountered. Occasional transverse and block cracking was generally observed across the entire lot and alligator cracking was generally observed near the entry drive as well as potholes in the entry drive from the central part of the park.

Borings C-11 to C-16 generally encountered 1 to 2 3/4 inches of HMA and 7 to 9 inches of gravel base at the surface. Borings C-11 to C-13 generally encountered fill consisting of poorly graded sand with varying amounts of silty fines and gravel (SP, SP-SM) to depths ranging from

2.9 to 3.5 ft (els 581.7 to 582.1 ft).

Beneath the pavement section and fill, the subgrade generally consisted of poorly graded sand with varying amounts of clayey and silty fines (SP, SP-SM, SP-SC) to the explored depths of 2.9 to 5.1 ft (els 580.0 to 582.1 ft), with the exception of Boring C-16, which encountered a layer of very stiff lean clay (CL) at depths ranging from 4.5 to 5.0 ft (els 580.4 to 580.9 ft). Borings

C-11 and C-12 generally encountered poorly graded sand with silt (SP-SM) with fibrous peat and root fragments at depths ranging from 1.7 to 3.5 ft (els 581.7 to 583.3 ft). Groundwater was encountered during the drilling activities in Borings C-14 and C-15 at a depth of 4.9 ft (els

580.0 to 580.3 ft).

The consistency of cohesive soil is based on estimates of the unconfined compressive strength obtained with a calibrated penetrometer.

Groundwater levels may fluctuate due to seasonal variations such as precipitation, snowmelt, nearby river or lake levels and other factors that may not be evident at the time of measurement. Groundwater levels may be different at the time of construction.

This section has provided a generalized description of the encountered subsurface soil conditions. The boring logs located in the Appendix should be reviewed for detailed soil descriptions. Some variation between boring locations may be expected.

PAVEMENT RECOMMENDATIONS

Due to the existing pavement conditions, a full-depth asphalt replacement is recommended.

Full depth rotomilling of the existing asphalt should be performed until the gravel base is exposed. Prior to placing new asphalt, the existing gravel base should be inspected, with any areas of less than the recommended amount of gravel thickness augmented with MDOT 21AA aggregate. The aggregate base should be compacted and proof-rolled as described in the

“Site and Subgrade Preparation” section of this report. Following aggregate compaction, the new HMA pavement should be installed.

We have considered the existing aggregate base will be largely suitable for re-use. Re-use of the existing aggregate base does present some risk of premature pavement deterioration due to potential variations in the aggregates and poor drainage beneath the pavement. If the owner can accept no risk of premature pavement deterioration, we recommend removal of existing aggregate base and replacement with MDOT 21AA aggregate. If poor quality aggregate base is suspected based on visual inspection or proof roll results after the HMA surface is removed, we recommend stockpiling and testing the material to determine the material’s gradation and suitability for re-use.

Crush and shape (milling the existing asphalt into the existing aggregate base) and full-depth asphalt replacement is expected to result in a greater structural stability for the pavement section than simply reusing the existing aggregate base.

The pavement sections encountered in our investigation were variable between the sampling locations. If a pavement section is encountered during construction that is thinner than anticipated, pavement reconstruction may be required.

Several borings encountered relatively deep possible buried topsoil and organic materials.

Where soil is present with a relatively low organic content (on the order of 5 percent or less), it is generally anticipated to present a relatively low risk of future settlement to the proposed parking lots and drives, considering it is adequately stable during proof rolling. If full-depth reconstruction of the asphalt sections is selected, test pits may be used to identify the extents and depths of the buried organic soil.

Pavement rehabilitation options such as a partial depth asphalt mill and overlay, chip sealing or any other nonstructural overlay are not expected to provide significant extension of the pavement life in areas of poor pavement condition. There is not expected to be sufficient pavement integrity in areas with less than 2 inches of existing asphalt to support a partial-depth asphalt mill and replacement. In addition, for any overlay, the cracking in pavement that is left in place would be expected to reflect upward through the overlay.

Our recommended options for addressing the primary deficiencies of the existing pavement section are described below, along with discussion of alternate options which will present varying degrees of pavement life. We have also included information for the design of a concrete pavement option below as requested.

It is important that the recommendations of this report, in particular those pertaining to subgrade preparation, construction observation and testing, be implemented during design and construction.

Recommended Option: Full-Depth Asphalt Removal and Replacement

Should the Owner accept the risk of possible poor performance of the pavement section due to variations in the existing aggregate base, the existing aggregate base may be used with the parameters of the following defined full-depth pavement section. Given that the proposed pavement thickness is generally greater than existing pavement thicknesses, we recommend the final grading minimize the amount of removal of existing gravel base, to the extent possible. If this option is selected, full depth rotomilling of the existing asphalt should be performed until the gravel base is exposed. The existing asphalt may be removed, or a crush-and-shape may be performed whereby the asphalt millings are mixed into the existing gravel in accordance with MDOT specifications. Prior to placing new asphalt, the existing gravel base should be inspected, with any areas of less than the recommended amount of gravel thickness augmented with MDOT 21AA aggregate. The aggregate base should be compacted and proof-rolled as described in the “Site and Subgrade Preparation” section of this report.

Following aggregate compaction, the new HMA pavement should be installed.

Alternative Option: Full-Depth Reconstruction of Asphalt Pavement Section and Construction of New Pavements

Full-depth reconstruction involves removal of existing asphalt and aggregate base and replacement of the entire pavement section. Subgrade preparation in reconstructed and proposed pavement areas should be as described in the "Site and Subgrade Preparation" section of this report. The pavement sections recommended in this section are based on procedures contained in the 1993 AASHTO Guide for Design of Pavement Structures.

The design recommendations provided are based on the following:

Flexible Pavement Basis of Design

AASHTO design method Low volume roads

Level of reliability 75 percent

Analysis period 15 to 25 years

Low traffic level, no. 18-kip ESAL 50,000 to 300,000

Number of rehabilitation periods during analysis period 1

The following flexible pavement sections are recommended:

Flexible Pavement Section

Traffic Condition Standard Duty Heavy Duty

Sand subbase thickness, inches 10 12

Aggregate base thickness, inches 6 10

Bituminous leveling course thickness, inches 2.0 3.0

Bituminous wearing course thickness, inches 1.5 2.0

The following materials are recommended:

Flexible Pavement Materials

Material Standard Duty Heavy Duty

Sand subbase MDOT Class II granular MDOT Class II granular

Aggregate base MDOT 21AA MDOT 21AA

Bituminous leveling MDOT 13A MDOT 3C

Bituminous wearing MDOT 36A MDOT 4C

Sand subbase material should be laboratory tested to confirm MDOT Class II grading requirement. The binder grade should be a minimum PG 58-28. MDOT standard specifications for materials and placement should be observed.

It is recommended that cracks that may develop in the pavement be quickly and properly sealed through a regular maintenance program. Also, the subgrade should be sufficiently sloped (2 percent minimum) to provide drainage within the sand subbase and underdrains should be provided within the subbase, around catch basins and pavement edges, to facilitate drainage. At each catch basin, four underdrains with a watertight connection should extend out radially at least 20 ft. A suitable rubberized asphalt sealant should be placed between all concrete curb/HMA joints immediately after paving.

Alternative Option: Partial-Depth Replacement of Asphalt Pavement Section

We do not anticipate the pavement remaining after milling will have sufficient integrity to provide a stable base prior to application of the overlay. In most areas of the site, due to the existing pavement thicknesses and the poor condition of several pavement areas, a partial-depth replacement is not recommended. For portions of the site with more than 2 inches of existing asphalt and where pavement is in fair condition, it may be possible to utilize a partial-depth replacement of the existing asphalt, should a shorter pavement life span than our recommended section be acceptable to the Owner.

If partial depth replacement is selected for pavement in fair condition, we recommend replacing at least 1.5 inches of existing asphalt with an MDOT 36A wearing course with binder grade a minimum of PG 58-28. The wearing course lift should be placed and compacted in order to match the existing grades of the adjacent pavement surfaces.

Alternate Option: Asphalt Overlay or Chip Seal

An option for an asphalt overlay may be considered; however, it is not recommended as it is expected that an asphalt overlay will undergo early deterioration due to the poor condition of the existing pavement. Reflective cracking from the cracks already existing in the pavement is anticipated to appear within the overlay within 1 to 3 years after application.

Chip sealing is a type of overlay that involves placement of aggregate onto the pavement surface after it has been prepared with liquid asphalt binder. On a pavement in good to fair condition, a chip seal may extend the pavement life by 3 to 5 years; however, it is expected to have significantly less utility on pavements in poor condition such as those generally encountered in this investigation.

Site and Subgrade Preparation

All topsoil, vegetation, roots and any other miscellaneous debris should be removed from within the proposed construction areas. The limits of the proposed construction area, prior to the placement of any structures or engineered fill material, should be proof-rolled by the contractor and, where granular soil is present, compacted to at least 95 percent of the soil's maximum ASTM D 1557 dry density. Proof-rolling is defined as the passing of relatively heavy construction equipment over the soil subgrade under observation by the Geotechnical

Engineer. The response of the soil, when subjected to the applied load, is subjectively evaluated by qualified geotechnical personnel with respect to its ability to support the overlying soil or structure. In areas where excessive deflection is observed, special subgrade preparation measures may be recommended to provide an acceptable subgrade condition.

These measures may consist of compaction of the subgrade at moisture contents close to the optimum value, undercutting affected areas and replacing with engineered fill, use of a geotextile separation fabric or some combination of these measures.

Organic debris or organic soil were encountered at the following locations:

• Boring C-1 – Possible organic sand seams from 1.4. to 1.5 ft depth (els 583.4 to 583.5 ft)

• Boring C-2 – Possible buried topsoil from 1.4. to 1.7 ft depth (els 583.6 to 583.9 ft)

• Boring C-6 – Possible buried topsoil from 2.7. to 4.0 ft depth (els 582.4 to 583.7 ft)

• Boring C-7 – Fibrous peat (PT) at depths ranging from 3.8 to 4.5 ft (els 580.4 to 581.1 ft)

• Boring C-11 – Black poorly graded sand with silt (SP-SM) with fibrous peat and root fragments at depths ranging from 2.3 to 3.5 ft (els 581.7 to 582.9 ft)

• Boring C-12 – Dark gray poorly graded sand with silt (SP-SM) with fibrous peat and root fragments at depths ranging from 1.7 to 2.3 ft (els 582.7 to 583.3 ft)

Borings C-2, C-3, C-6, C-7, C-11, C-13 generally encountered fill consisting of poorly graded sand with varying amounts of silty and clayey fines and gravel (SP, SP-SM, SP-SC, SC) to depths ranging from 1.0 to 3.8 ft (els 580.7 to 584.3 ft). Due to the miscellaneous fill and organic soil conditions encountered in the field investigation and due to variations that may exist between borings, it is possible that some form of subgrade improvement may be required. Fill or organic material may be acceptable to be left in place provided it is sufficiently stable during proof rolling and is free of large debris and significant organic material. If full-depth reconstruction of the asphalt sections is selected, test pits may be used to identify the extents and depths of the buried organic soil. Even after proof rolling and test pit exploration, some risk of future poor performance may still be present for pavements supported on the organic or possibly organic materials.

Engineered fill is approved on-site or imported soil placed in uniform layers and compacted to a minimum required density. Generally, on-site soil with group symbols of SP or SP-SM are expected to be suitable for engineered fill. Imported fill should meet the requirements for

MDOT Class II granular material.

Granular engineered fill and backfill should be compacted to at least 95 percent of the soil's maximum dry density as determined by the Modified Proctor test (ASTM D1557). Vibratory compaction methods are typically found to be most effective in granular soils.

The fill should be placed and compacted in horizontal layers not exceeding 9 inches. Field density tests (ASTM D2922) should be taken on each lift, as the fill is being placed, to verify compliance with compaction specifications. If the earthwork takes place during winter months, fill must not be placed on frozen ground and fill with frozen conglomerations of soil must not be used.

Because the site has been previously developed, there may be buried items not encountered in our borings, such as utility conduit, which may cause settlement problems. The contract documents should reflect that it is necessary to remove or relocate such structures and to fill the excavation with engineered fill. Large roots should also be removed from beneath new pavements, where encountered.

Groundwater

Groundwater was generally encountered in Borings C-1 to C-8, C-10, C-14 and C-15 at depths ranging from 2.7 to 4.9 ft (els 580.0 to 582.2 ft). The control of groundwater is generally not expected to be a concern for paving operations, but may be a concern if undercuts are performed. Suitable control of groundwater should be anticipated and planned for accordingly before the start of construction. The contractor should be responsible for selecting and implementing an appropriate groundwater control system. The contractor should have previous dewatering experience on sites with similar conditions. Suitable silt and sediment traps should be incorporated into the dewatering system.

CLOSURE

In this report, descriptions of the geotechnical investigation, encountered conditions and recommendations for pavement rehabilitation have been presented. The limitations of this study are described in the Appendix.

The recommendations presented in this report are based upon a limited number of subsurface samples obtained from various sampling locations. The samples may not fully indicate the nature and extent of the variations that actually exist between sampling locations. For that reason, among others, we strongly recommend that a qualified geotechnical firm be retained to observe earthwork construction. If variations or other latent conditions become evident during construction, it will be necessary for us to review these conditions and our recommendations as appropriate.

We appreciate the opportunity to provide this service to you on this project. Should you have any questions or require further assistance, please contact our office.

Sincerely, MATERIALS TESTING CONSULTANTS, INC.

Ryan D. Starcher, E.I.T.

Project Engineer

Robert J. Warren, P.E.

Project Manager

Attachments: Figure No. 1 - Boring Location Plan

Appendix

- Limitations

- Test Drilling and Sampling Procedures

- Boring Log Terminology and Classification Outline

- Boring Logs

- Core Photo Logs

TITLE: CORING LOCATION PLAN PROJECT: BAY CITY STATE PARK PAVEMENT

SCALE: AS SHOWN DATE: 12/16/2022 PROJECT NO.: 221591

FIG. NO.: 1 DR. BY: KLV REV. BY: RS

LEGEND

BORING LOCATION (TYP)

NOTE: AERIAL IMAGE FROM GOOGLE EARTH

C-1

C-2

C-3

C-4 C-5

C-6

C-7 C-8

C-9

C-10

C-11

C-12 C-13

C-14 C-15

C-16

STATE PARK DR

STATE PARK DR

STATE PARK DR

C A

M P

G P

A R

K

IN

G

LIMITATIONS

Soil Variations

The recommendations in this report are based upon the data obtained from the soil borings.

This report does not reflect variations which may occur between these borings, and which would not become evident until construction. If variations then become evident, it would be necessary for a re-evaluation of recommendations of this report, after performing on-site observations.

Warranties

We have prepared this report in accordance with generally accepted soil and foundation engineering practices. We make no other warranties, either expressed or implied, as to the professional advice provided under the terms of our agreement and included in this report.

This report is prepared exclusively for our client and may not be relied upon by other parties without written consent from our office.

Boring Logs

In the process of obtaining and testing samples and preparing this report, we follow reasonable and accepted practice in the field of soil engineering. Field logs maintained during drilling describe field occurrences, sampling locations, and other information. The samples obtained in the field are subjected to additional testing in the laboratory and differences may exist between the field logs and the final logs. The engineer reviews the field logs and laboratory test data, and then prepares the final boring logs. Our recommendations are based on the contents of the final logs.

Review of Design Plans and Specifications

In the event that any changes in the design of the building or the location, however slight, are planned, our recommendations shall not be considered valid unless modified or approved in writing by our office. We recommend that we be provided the opportunity to review the final design and specifications in order to determine whether changes in the original concept may have affected the validity of our recommendations, and whether our recommendations have, in fact, been implemented in the design and specifications.

TEST DRILLING AND SAMPLING PROCEDURES

Test Drilling Methods:

Hollow stem auger, ASTM D6151

Mud rotary, ASTM D5783

Casing advancer, ASTM D5872

Rock coring, ASTM D2113

X Core/Hand Auger

Note: Cone penetration test data can be used to interpret subsurface stratigraphy and can provide data on engineering properties of soils. The ASTM procedure does not include a procedure for determining soil classification from CPT testing. Soil classifications shown on

CPT logs are based on published procedures and are not based on physical ASTM soil classification tests.

Sampling Methods:

SPT, ASTM D1586, Auto hammer (140 lb., 30" drop, 2" OD split spoon sampler)

X Grab Samples

Note: The number of hammer blows required to drive the SPT sampler 12 inches, after seating 6 inches, is termed the soil N-value and provides an indication of the soil's relative density and strength parameters at the sample location. SPT blow counts in 6 inch increments are recorded on the boring logs.

Drill Rig:

CME 55 LC (ATV)

CME 750 Rubber tired (ATV)

CME 95 Truck

Geoprobe Direct Push

Geoprobe Rotary Sonic

Boreholes Backfilled With:

X Excavated soil

Cement bentonite grout

Piezometer or Monitoring Well (see notes on logs)

X Concrete or asphalt patch where appropriate

Sample Handling and Disposition:

X Samples labeled, placed in jars, returned to MTC Laboratory

X Discard after 60 days

0 10 20 30 40 50 60 70 80 90 100 1100

FOR CLARIFICATION OF FINE-GRAINED SOIL AND

FINE-GRAINED FRACTION OF COARSE-GRAINED SOILS

< 5 5 to 10 10 to 30 30 to 50 > 50

Relative Density SPT Blow CountDescriptive Terms

0 to 15 % 15 to 35 % 35 to 65 % 65 to 85 % 85 to 100 %

GENERAL NOTES

Very loose Loose Medium dense Dense Very dense

ORGANIC SILTS OR CLAYS OF

HIGH PLASTICITY WITH OR

WITHOUT SAND OR GRAVEL

CLAYEY SANDS WITH OR

WITHOUT GRAVEL

Plasticity Chart

GRAIN SIZE

Less than 5%

5 to 10%

15 to 25%

30 to 40%

50 to 100%

MINOR COMPONENT QUANTIFYING TERMS

COARSE-GRAINED SOILS (major portions retained on No. 200 sieve): includes (1) clean gravel and sands and (2) silty or clayey gravels and sands. Condition is rated according to relative density as determined by laboratory tests or standard penetration resistance tests.

TERMS DESCRIBING CONSISTENCY OR CONDITION

POORLY-GRADED GRAVELS

WITH OR WITHOUT SAND

SILTY GRAVELS WITH OR

WITHOUT SAND

WELL-GRADED SANDS WITH OR

WITHOUT GRAVEL

POORLY-GRADED SANDS WITH

SILT WITH OR WITHOUT

GRAVEL

CLEAN

SANDS WITH

LESS THAN

15% FINES

SANDS WITH

15% OR

MORE FINES

POORLY-GRADED SANDS WITH

OR WITHOUT GRAVEL

WELL-GRADED GRAVELS WITH

OR WITHOUT SAND

CLAYEY GRAVELS WITH OR

WITHOUT SAND

TYPICAL NAMES

CLEAN

GRAVELS

WITH LESS

THAN 15%

FINES

GRAVELS

WITH 15%

OR MORE

FINES

GRAVELS

MORE THAN

HALF

COARSE

FRACTION IS

LARGER

THAN NO. 4

SIEVE

SANDS

MORE THAN

HALF

COARSE

FRACTION IS

FINER THAN

NO. 4 SIEVE

SIZE

C O

A R

S E

-G R

A

IN

E D

S O

IL

S

M O

R E

T H

A N

H A

LF

IS

C O

A R

S E

R T

H A

N N

O . 2

S

IE

V

E

MAJOR DIVISIONS

GW

GP

GM

GC

SW

SP

SP-SM

SM

SC

ML

CL

OL

MH

CH

OH

PT/OL

INORGANIC SILTS OF LOW TO

MEDIUM PLASTICITY WITH OR

WITHOUT SAND OR GRAVEL

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY WITH OR

WITHOUT SAND OR GRAVEL

ORGANIC SILTS OR CLAYS OF

LOW TO MEDIUM PLASTICITY

WITH OR WITHOUT SAND OR

GRAVEL

INORGANIC SILTS OF HIGH

PLASTICITY WITH OR WITHOUT

SAND OR GRAVEL

INORGANIC CLAYS OF HIGH

PLASTICITY WITH OR WITHOUT

SAND OR GRAVEL

SILTY SANDS WITH OR

WITHOUT GRAVEL

PEAT AND OTHER HIGHLY

ORGANIC SOILS

F

IN

E -G

R A

IN

E

D S

O

IL

S M

O R

E T

H A

N H

A

LF

IS

F

IN

E

R T

H A

N N

O . 2

S

IE

V

E

SILTS AND CLAYS

LIQUID LIMIT 50% OR LESS

SILTS AND CLAYS

LIQUID LIMIT GREATER

THAN 50%

HIGHLY ORGANIC SOILS

3. Preserved soil samples will be discarded after 60 days unless alternate arrangements have been made.

2. "Grades with" or "Grades without" may be used to describe soil when characteristics vary within a stratum.

SPT Blow CountDescriptive Terms

< 2 2 to 4 4 to 8 8 to 15 15 to 30 > 30

< 0.25

0.25 to 0.5

0.5 to 1.0

1.0 to 2.0

2.0 to 4.0 > 4.0

Very soft Soft Medium stiff Stiff Very stiff Hard

Unconfined Compressive

TRACE

FEW

LITTLE

SOME

MOSTLY

LIQUID LIMIT (LL)

P

LA

S T

IC

IT

Y I

N D

E X

P

I)

SAMPLE TYPES AND NUMBERING

U Shelby tube sample, ASTM D1587

R Rock core run

1. Classifications are based on the United Soil Classification System and include consistency, moisture, and color. Field descriptions have been modified to reflect results of laboratory tests where deemed appropriate.

S Other than 2" split barrel sample

L SPT with liner, ASTM D1586

A Auger cuttings

G Geoprobe liner

C U

D

FINE-GRAINED SOILS (major portions passing on No. 200 sieve): includes (1) inorganic and organic silts and clays, (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency is rated according to shearing strength, as indicated by penetrometer readings, SPT blow count, or unconfined compression tests.

>12"

12" to 3"

3" to 0.75"

0.75" to No. 4

No. 4 to No. 10

No. 10 to No.40

No. 40 to No. 200

60D greater than 4; between 1 and 3 between 1 and 3

D 10 x D60

30D C

C

60Dx10D

10D 60D

C C

( D 30 )2 greater than 6;=C U

( )2

S SPT, split barrel sample, ASTM D1586

Per ASTM D2487, the following conditions must be met based on laboratory testing to justify the label 'well graded' in a soil description.

Gravel:

Sand:

BOULDER

COBBLE

COARSE GRAVEL

FINE GRAVEL

COARSE SAND

MEDIUM SAND

FINE SAND

BORING LOG TERMINOLOGY AND ASTM D 2488

CLASSIFICATION OUTLINE

During - indicates water level encountered during the boring End- indicates water level immediately after drilling Date and Depth - Measurements at indicated date

GROUNDWATER OBSERVATIONS:

ML OL

OR

ORCL

OL

MH OH

OR

CL-ML

"A " L

IN

E"U

" L

IN

E

CH

OH

OR

Strength TSF

0.1

0.7

1.6

5.0

Possible organic sand seams from 1.4' to 1.5', organic odor

1" HMA

6" Aggregate Base (Possibly Cement or Lime-Stabilized)

Dark brown poorly graded SAND with clay;

mostly coarse to fine sand, few clayey fines, moist

Grades light brown at 1.8'

Brown poorly graded SAND; mostly coarse to fine sand, moist

Grades wet at 4.0'

End of Boring

A-1

A-2

A-3

SP-SC

SP

3 1/4" During

DateElevation:

RS

NAVD 88 (GPS Observation)

Plugging Record: Backfilled borehole with compacted cuttings, patched pavement with cold patch.

12/05/2022

IA

Type

End

Tube

Sampler

Hand Auger

Location:

4.0

Dia. Groundwater, ft.

Depth, ft.

Notes:

Datum:

Drill Type:

Crew Chief:

Project:

Depth Drilled: 5.0 ft.

Seepage

Date Begin:

Core

Bangor Charter Township, Michigan

Casing

Tooling

Coordinates:

Field Eng.:

584.9 ft

Client:

SPT Hammer

4.0

Date End: 12/05/2022

Hand Auger

Rev. By:

N=791105.4 E=13243983.8 (MI South ift)

Beckett & Raeder, Inc.

Bay City State Park Pavements

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100% QP = Calibrated Penetrometer (tons/sq. ft.)

Elev.

FT. MST

REMARKS

* Visual estimate following ASTM D 2488 unless laboratory testing has been performed. Stratification changes are approximated between samples.

DD

pcf

Boring No.:

C-1

QP

tsf

Project No.:LOG

OF

BORING Sheet:

*DESCRIPTION

Sample

Number

Recov.

FT.

Dyn. Cone

Eq. "N":

ASTM STP 399

*USCS

Group

Symbol

221591

Depth

FT.

584.7

584.4

584.2

583.9

583.7

583.4

583.2

582.9

582.7

582.4

582.2

581.9

581.7

581.4

581.2

580.9

580.7

580.4

580.2

579.9

0.25

0.50

0.75

1.00

1.25

1.50

1.75

2.00

2.25

2.50

2.75

3.00

3.25

3.50

3.75

4.00

4.25

4.50

4.75

5.00

0.6

1.0

1.7

5.0

Fill: 0' to 1.0'

Organic odor from 1.4' to 1.7'; Possible Buried Topsoil

1" HMA

6" Aggregate Base (Possibly Cement or Lime-Stabilized)

Dark brown clayey SAND; mostly medium to fine sand, little clayey fines, moist, Fill

Brown poorly graded SAND; mostly coarse to fine sand, moist with root fragments

Brown poorly graded SAND; mostly coarse to fine sand, moist Grades light brown at 1.8'

Grades wet at 4.0'

End of Boring

A-1

A-2

A-3

A-4

SC

SP

SP

3 1/4" During

DateElevation:

RS

NAVD 88 (GPS Observation)

Plugging Record: Backfilled borehole with compacted cuttings, patched pavement with cold patch.

12/05/2022

IA

Type

End

Tube

Sampler

Hand Auger

Location:

4.0

Dia. Groundwater, ft.

Depth, ft.

Notes:

Datum:

Drill Type:

Crew Chief:

Project:

Depth Drilled: 5.0 ft.

Seepage

Date Begin:

Core

Bangor Charter Township, Michigan

Casing

Tooling

Coordinates:

Field Eng.:

585.3 ft

Client:

SPT Hammer

4.0

Date End: 12/05/2022

Hand Auger

Rev. By:

N=790899.2 E=13244134.4 (MI South ift)

Beckett & Raeder, Inc.

Bay City State Park Pavements

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100% QP = Calibrated Penetrometer (tons/sq. ft.)

Elev.

FT. MST

REMARKS

* Visual estimate following ASTM D 2488 unless laboratory testing has been performed. Stratification changes are approximated between samples.

DD

pcf

Boring No.:

C-2

QP

tsf

Project No.:LOG

OF

BORING Sheet:

*DESCRIPTION

Sample

Number

Recov.

FT.

Dyn. Cone

Eq. "N":

ASTM STP 399

*USCS

Group

Symbol

221591

Depth

FT.

585.1

584.8

584.6

584.3

584.1

583.8

583.6

583.3

583.1

582.8

582.6

582.3

582.1

581.8

581.6

581.3

581.1

580.8

580.6

580.3

0.25

0.50

0.75

1.00

1.25

1.50

1.75

2.00

2.25

2.50

2.75

3.00

3.25

3.50

3.75

4.00

4.25

4.50

0.8

1.5

1.8

2.5

5.0

Fill: 0' to 1.8'1 1/4" HMA

7 3/4" Aggregate Base

Brown poorly graded SAND with clay; mostly coarse to fine sand, few clayey fines, moist, Fill

Light brown poorly graded SAND; mostly medium to fine sand, moist, Fill

Brown poorly graded SAND with silt; mostly coarse to fine sand, few silty fines, trace coarse to fine gravel, moist with root fragments

Light brown poorly graded SAND; mostly medium to fine sand, moist

Grades wet at 3.5'

End of Boring

A-1

A-2

A-3

A-4

SP-SC

SP

SP-SM

SP

3 1/4" During

DateElevation:

RS

NAVD 88 (GPS Observation)

Plugging Record: Backfilled borehole with compacted cuttings, patched pavement with cold patch.

12/05/2022

IA

Type

End

Tube

Sampler

Hand Auger

Location:

3.5

Dia. Groundwater, ft.

Depth, ft.

Notes:

Datum:

Drill Type:

Crew Chief:

Project:

Depth Drilled: 5.0 ft.

Seepage

Date Begin:

Core

Bangor Charter Township, Michigan

Casing

Tooling

Coordinates:

Field Eng.:

585.0 ft

Client:

SPT Hammer

3.5

Date End: 12/05/2022

Hand Auger

Rev. By:

N=790827 E=13244466.5 (MI South ift)

Beckett & Raeder, Inc.

Bay City State Park Pavements

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100% QP = Calibrated Penetrometer (tons/sq. ft.)

Elev.

FT. MST

REMARKS

* Visual estimate following ASTM D 2488 unless laboratory testing has been performed. Stratification changes are approximated between samples.

DD

pcf

Boring No.:

C-3

QP

tsf

Project No.:LOG

OF

BORING Sheet:

*DESCRIPTION

Sample

Number

Recov.

FT.

Dyn. Cone

Eq. "N":

ASTM STP 399

*USCS

Group

Symbol

221591

Depth

FT.

584.8

584.5

584.3

584.0

583.8

583.5

583.3

583.0

582.8

582.5

582.3

582.0

581.8

581.5

581.3

581.0

580.8

580.5

580.3

580.0

0.25

0.50

0.75

1.00

1.25

1.50

1.75

2.00

2.25

2.50

2.75

3.00

3.25

3.50

3.75

4.00

4.25

4.50

0.2

0.9

5.0

2" HMA

5" Aggregate Base (Possibly Cement or Lime-Stabilized)

Dark brown poorly graded SAND with clay;

mostly coarse to fine sand, few clayey fines, moist

Brown poorly graded SAND; mostly coarse to fine sand, moist Grades light brown at 1.6'

Grades wet at 3.5'

End of Boring

A-1

A-2

SP-SC

SP

3 1/4" During

DateElevation:

RS

NAVD 88 (GPS Observation)

Plugging Record: Backfilled borehole with compacted cuttings, patched pavement with cold patch.

12/05/2022

IA

Type

End

Tube

Sampler

Hand Auger

Location:

3.5

Dia. Groundwater, ft.

Depth, ft.

Notes:

Datum:

Drill Type:

Crew Chief:

Project:

Depth Drilled: 5.0 ft.

Seepage

Date Begin:

Core

Bangor Charter Township, Michigan

Casing

Tooling

Coordinates:

Field Eng.:

585.5 ft

Client:

SPT Hammer

3.5

Date End: 12/05/2022

Hand Auger

Rev. By:

N=790583.1 E=13244647.6 (MI South ift)

Beckett & Raeder, Inc.

Bay City State Park Pavements

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100% QP = Calibrated Penetrometer (tons/sq. ft.)

Elev.

FT. MST

REMARKS

* Visual estimate following ASTM D 2488 unless laboratory testing has been performed. Stratification changes are approximated between samples.

DD

pcf

Boring No.:

C-4

QP

tsf

Project No.:LOG

OF

BORING Sheet:

*DESCRIPTION

Sample

Number

Recov.

FT.

Dyn. Cone

Eq. "N":

ASTM STP 399

*USCS

Group

Symbol

221591

Depth

FT.

585.3

585.0

584.8

584.5

584.3

584.0

583.8

583.5

583.3

583.0

582.8

582.5

582.3

582.0

581.8

581.5

581.3

581.0

580.8

580.5

0.25

0.50

0.75

1.00

1.25

1.50

1.75

2.00

2.25

2.50

2.75

3.00

3.25

3.50

3.75

4.00

4.25

4.50

1.0 1.1

5.0

2" HMA

10" Aggregate Base

Brown poorly graded SAND with silt; mostly coarse to fine sand, few silty fines, moist

Light brown poorly graded SAND; mostly medium to fine sand, moist

Grades wet at 3.5'

End of Boring

A-1

A-2

A-3

A-4

SP-SM

SP

3 1/4" During

DateElevation:

RS

NAVD 88 (GPS Observation)

Plugging Record: Backfilled borehole with compacted cuttings, patched pavement with cold patch.

12/05/2022

IA

Type

End

Tube

Sampler

Hand Auger

Location:

3.5

Dia. Groundwater, ft.

Depth, ft.

Notes:

Datum:

Drill Type:

Crew Chief:

Project:

Depth Drilled: 5.0 ft.

Seepage

Date Begin:

Core

Bangor Charter Township, Michigan

Casing

Tooling

Coordinates:

Field Eng.:

585.1 ft

Client:

SPT Hammer

3.5

Date End: 12/05/2022

Hand Auger

Rev. By:

N=790571.8 E=13244863.2 (MI South ift)

Beckett & Raeder, Inc.

Bay City State Park Pavements

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100% QP = Calibrated Penetrometer (tons/sq. ft.)

Elev.

FT. MST

REMARKS

* Visual estimate following ASTM D 2488 unless laboratory testing has been performed. Stratification changes are approximated between samples.

DD

pcf

Boring No.:

C-5

QP

tsf

Project No.:LOG

OF

BORING Sheet:

*DESCRIPTION

Sample

Number

Recov.

FT.

Dyn. Cone

Eq. "N":

ASTM STP 399

*USCS

Group

Symbol

221591

Depth

FT.

584.9

584.6

584.4

584.1

583.9

583.6

583.4

583.1

582.9

582.6

582.4

582.1

581.9

581.6

581.4

581.1

580.9

580.6

580.4

580.1

0.25

0.50

0.75

1.00

1.25

1.50

1.75

2.00

2.25

2.50

2.75

3.00

3.25

3.50

3.75

4.00

4.25

4.50

0.3

2.7

4.0

5.1

Fill: 0' to 2.7'

Possible buried Topsoil

Organic odor

3 1/2" HMA

4 1/2" Aggregate Base

Light brown poorly graded SAND; mostly coarse to fine sand, moist, Fill

Light brown poorly graded SAND with silt;

mostly medium to fine sand, few silty fines, moist with root fragments and organic fiberous peat

Gray poorly graded SAND; mostly coarse to fine sand, moist with fiberous peat

Grades wet at 4.5'

End of Boring

A-1

A-2

A-3

A-4

SP

SP-SM

SP

3 1/4" During

DateElevation:

RS

NAVD 88 (GPS Observation)

Plugging Record: Backfilled borehole with compacted cuttings, patched pavement with cold patch.

12/05/2022

IA

Type

End

Tube

Sampler

Hand Auger

Location:

4.5

Dia. Groundwater, ft.

Depth, ft.

Notes:

Datum:

Drill Type:

Crew Chief:

Project:

Depth Drilled: 5.1 ft.

Seepage

Date Begin:

Core

Bangor Charter Township, Michigan

Casing

Tooling

Coordinates:

Field Eng.:

586.4 ft

Client:

SPT Hammer

4.5

Date End: 12/05/2022

Hand Auger

Rev. By:

N=790281.7 E=13244896.9 (MI South ift)

Beckett & Raeder, Inc.

Bay City State Park Pavements

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100% QP = Calibrated Penetrometer (tons/sq. ft.)

Elev.

FT. MST

REMARKS

* Visual estimate following ASTM D 2488 unless laboratory testing has been performed. Stratification changes are approximated between samples.

DD

pcf

Boring No.:

C-6

QP

tsf

Project No.:LOG

OF

BORING Sheet:

*DESCRIPTION

Sample

Number

Recov.

FT.

Dyn. Cone

Eq. "N":

ASTM STP 399

*USCS

Group

Symbol

221591

Depth

FT.

586.2

585.9

585.7

585.4

585.2

584.9

584.7

584.4

584.2

583.9

583.7

583.4

583.2

582.9

582.7

582.4

582.2

581.9

581.7

581.4

0.25

0.50

0.75

1.00

1.25

1.50

1.75

2.00

2.25

2.50

2.75

3.00

3.25

3.50

3.75

4.00

4.25

4.50

2.6

3.8

4.5

5.0

Fill: 0' to 3.8'3 1/2" HMA

6 1/2" Aggregate Base

Brown poorly graded SAND; mostly medium to fine sand, moist, Fill

Gray poorly graded SAND; mostly coarse to fine sand, wet, Fill with leaves and root fragments

Brown fiberous PEAT (mulch); wet

Gray poorly graded SAND; mostly coarse to fine sand, wet

End of Boring

A-1

A-2

A-3

A-4

SP

SP

PT

SP

3 1/4" During

DateElevation:

RS

NAVD 88 (GPS Observation)

Plugging Record: Backfilled borehole with compacted cuttings, patched pavement with cold patch.

12/06/2022

IA

Type

End

Tube

Sampler

Hand Auger

Location:

2.7

Dia. Groundwater, ft.

Depth, ft.

Notes:

Datum:

Drill Type:

Crew Chief:

Project:

Depth Drilled: 5.0 ft.

Seepage

Date Begin:

Core

Bangor Charter Township, Michigan

Casing

Tooling

Coordinates:

Field Eng.:

584.9 ft

Client:

SPT Hammer

2.7

Date End: 12/06/2022

Hand Auger

Rev. By:

N=790381.6 E=13245258.4 (MI South ift)

Beckett & Raeder, Inc.

Bay City State Park Pavements

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100% QP = Calibrated Penetrometer (tons/sq. ft.)

Elev.

FT. MST

REMARKS

* Visual estimate following ASTM D 2488 unless laboratory testing has been performed. Stratification changes are approximated between samples.

DD

pcf

Boring No.:

C-7

QP

tsf

Project No.:LOG

OF

BORING Sheet:

*DESCRIPTION

Sample

Number

Recov.

FT.

Dyn. Cone

Eq. "N":

ASTM STP 399

*USCS

Group

Symbol

221591

Depth

FT.

584.7

584.4

584.2

583.9

583.7

583.4

583.2

582.9

582.7

582.4

582.2

581.9

581.7

581.4

581.2

580.9

580.7

580.4

580.2

579.9

0.25

0.50

0.75

1.00

1.25

1.50

1.75

2.00

2.25

2.50

2.75

3.00

3.25

3.50

3.75

4.00

4.25

4.50

1.5

2.5

5.0

Fill: 0' to 1.5'2" HMA

8" Aggregate Base

Light brown poorly graded SAND with silt;

mostly coarse to fine sand, few silty fines, moist, Fill

Gray poorly graded SAND with silt; mostly coarse to fine sand, few silty fines, moist with few organics

Light brown poorly graded SAND; mostly coarse to fine sand, wet

Grades wet with root fragments, fiberous peat from 3.5' to 4.7'

End of Boring

A-1

A-2

A-3

SP-SM

SP-SM

SP

3 1/4" During

DateElevation:

RS

NAVD 88 (GPS Observation)

Plugging Record: Backfilled borehole with compacted cuttings, patched pavement with cold patch.

12/06/2022

IA

Type

End

Tube

Sampler

Hand Auger

Location:

2.7

Dia. Groundwater, ft.

Depth, ft.

Notes:

Datum:

Drill Type:

Crew Chief:

Project:

Depth Drilled: 5.0 ft.

Seepage

Date Begin:

Core

Bangor Charter Township, Michigan

Casing

Tooling

Coordinates:

Field Eng.:

584.3 ft

Client:

SPT Hammer

2.7

Date End: 12/06/2022

Hand Auger

Rev. By:

N=790374.5 E=13245464.3 (MI South ift)

Beckett & Raeder, Inc.

Bay City State Park Pavements

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100% QP = Calibrated Penetrometer (tons/sq. ft.)

Elev.

FT. MST

REMARKS

* Visual estimate following ASTM D 2488 unless laboratory testing has been performed. Stratification changes are approximated between samples.

DD

pcf

Boring No.:

C-8

QP

tsf

Project No.:LOG

OF

BORING Sheet:

*DESCRIPTION

Sample

Number

Recov.

FT.

Dyn. Cone

Eq. "N":

ASTM STP 399

*USCS

Group

Symbol

221591

Depth

FT.

584.1

583.8

583.6

583.3

583.1

582.8

582.6

582.3

582.1

581.8

581.6

581.3

581.1

580.8

580.6

580.3

580.1

579.8

579.6

579.3

0.25

0.50

0.75

1.00

1.25

1.50

1.75

2.00

2.25

2.50

2.75

3.00

3.25

3.50

3.75

4.00

4.25

4.50

1.7

2.9 Auger refusal at 2.9' due to possible coarse gravel /

COBBLE

4" HMA

16" Natural Aggregate Base

Gray poorly graded SAND with silt; mostly coarse to fine sand, few silty fines, moist

End of Boring

A-1

A-2

SP-SM

3 1/4" During

DateElevation:

RS

NAVD 88 (GPS Observation)

Plugging Record: Backfilled borehole with compacted cuttings, patched pavement with cold patch.

12/05/2022

IA

Type

End

Tube

Sampler

Hand Auger

Location:

NA

Dia. Groundwater, ft.

Depth, ft.

Notes:

Datum:

Drill Type:

Crew Chief:

Project:

Depth Drilled: 2.9 ft.

Seepage

Date Begin:

Core

Bangor Charter Township, Michigan

Casing

Tooling

Coordinates:

Field Eng.:

584.4 ft

Client:

SPT Hammer

None

Date End: 12/05/2022

Hand Auger

Rev. By:

N=790236 E=13245646.6 (MI South ift)

Beckett & Raeder, Inc.

Bay City State Park Pavements

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100% QP = Calibrated Penetrometer (tons/sq. ft.)

Elev.

FT. MST

REMARKS

* Visual estimate following ASTM D 2488 unless laboratory testing has been performed. Stratification changes are approximated between samples.

DD

pcf

Boring No.:

C-9

QP

tsf

Project No.:LOG

OF

BORING Sheet:

*DESCRIPTION

Sample

Number

Recov.

FT.

Dyn. Cone

Eq. "N":

ASTM STP 399

*USCS

Group

Symbol

221591

Depth

FT.

584.2

583.9

583.7

583.4

583.2

582.9

582.7

582.4

582.2

581.9

581.7

0.25

0.50

0.75

1.00

1.25

1.50

1.75

2.00

2.25

2.50

2.75

5.0

2 1/4" HMA

7 3/4" Aggregate Base

Light brown poorly graded SAND; mostly medium to fine sand, moist

Grades wet at 3.0' Grades dark gray at 3.2'

Grades light gray at 4.0'

End of Boring

A-1

A-2

A-3

A-4

SP

3 1/4" During

DateElevation:

RS

NAVD 88 (GPS Observation)

Plugging Record: Backfilled borehole with compacted cuttings, patched pavement with cold patch.

12/06/2022

IA

Type

End

Tube

Sampler

Hand Auger

Location:

3.0

Dia. Groundwater, ft.

Depth, ft.

Notes:

Datum:

Drill Type:

Crew Chief:

Project:

Depth Drilled: 5.0 ft.

Seepage

Date Begin:

Core

Bangor Charter Township, Michigan

Casing

Tooling

Coordinates:

Field Eng.:

585.1 ft

Client:

SPT Hammer

3.0

Date End: 12/06/2022

Hand Auger

Rev. By:

N=790180.9 E=13245949.8 (MI South ift)

Beckett & Raeder, Inc.

Bay City State Park Pavements

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100% QP = Calibrated Penetrometer (tons/sq. ft.)

Elev.

FT. MST

REMARKS

* Visual estimate following ASTM D 2488 unless laboratory testing has been performed. Stratification changes are approximated between samples.

DD

pcf

Boring No.:

C-10

QP

tsf

Project No.:LOG

OF

BORING Sheet:

*DESCRIPTION

Sample

Number

Recov.

FT.

Dyn. Cone

Eq. "N":

ASTM STP 399

*USCS

Group

Symbol

221591

Depth

FT.

584.9

584.6

584.4

584.1

583.9

583.6

583.4

583.1

582.9

582.6

582.4

582.1

581.9

581.6

581.4

581.1

580.9

580.6

580.4

580.1

0.25

0.50

0.75

1.00

1.25

1.50

1.75

2.00

2.25

2.50

2.75

3.00

3.25

3.50

3.75

4.00

4.25

4.50

1.6

2.3

3.5

Fill: 0' to 3.5'

Auger refusal at 3.5' due to possible coarse gravel or thick roots

1" HMA

9" Aggregate Base

Light brown poorly graded SAND; mostly coarse to fine sand, moist

Gray poorly graded SAND with gravel;

mostly coarse to fine sand, little coarse to fine gravel, moist

Black poorly graded SAND with silt; mostly coarse to fine sand, few silty fines, moist with organic fiberous peat and root fragments

End…