221565 Handlon Correctional Facility Improvements.pdf

GEOTECHNICAL REPORT

HANDLON CORRECTIONAL FACILITY PAVEMENT IMPROVEMENTS

IONIA, MICHIGAN

Prepared For:

HANDLON CORRECTIONAL FACILITY c/o BECKETT&RAEDER, INC.

ANN ARBOR, MI

Prepared By:

MATERIALS TESTING CONSULTANTS, INC.

February 2023

MTC Project No. 221565

February 7, 2023 Project No. 221565

Handlon Correctional Facility c/o Beckett&Raeder, Inc.

535 West William St, Suite 101 Ann Arbor, Michigan 48103

Attention: Mr. Kristofer Enlow, P.E., Partner

Reference: Report of Geotechnical Investigation Handlon Correctional Facility Pavement Improvements Ionia, Michigan

Dear Mr. Enlow:

We have completed a geotechnical investigation for the above-referenced project. The purpose of this investigation has been to identify the general pavement section and near surface soil conditions within existing pavement areas, analyze the conditions relative to the planned construction, and to provide recommendations for the rehabilitation or reconstruction of existing asphalt pavements. This work has been performed as described in our revised proposal (16816R) dated November 8, 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 Soil Boring Map provided by Mr. Kristofer Enlow, P.E. of Beckett&Raeder, Inc. via email dated November 5, 2022, showing proposed coring locations within the Handlon Correctional Facility parking lots and perimeter road.

Email correspondence and telephone call with Mr. Kristofer Enlow, P.E. of Beckett&Raeder, Inc. discussing initial project scope and subsequent revisions.

Location and Type of Construction

We understand the intent of the project is to reconstruct the existing HMA parking lots and drive areas at the Richard A. Handlon Correctional Facility. Additionally, new pavement areas are proposed which will include a potential parking lot expansion into an existing grass area

Report of Pavement Investigation

February 7, 2023 and conversion of a gravel lot into a paved lot. The exact project scope has not been determined but could consist of a full reconstruction or rehabilitation of the existing pavements depending on risk tolerance and project funding.

The Richard A. Handlon Correctional Facility is located at 1728 Bluewater Highway in Ionia, Michigan. The facility has three main parking lots at the south of the facility and a perimeter road. These areas were the focus of the investigation as shown on Figure Nos. 1 through 3.

Although design traffic data is not available, 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 should be informed of any changes between the actual design conditions and those described herein as this information may affect our recommendations.

We have divided the investigation into four different areas of focus including the East and Central Lot, the West lot, the perimeter road, and the gravel lot near the maintenance building.

The investigation areas are shown in Figure No. 1.

INVESTIGATION METHODOLOGY

Pavement core borings and hand auger borings along with field engineering reconnaissance were used to investigate the subsurface conditions. Pavement core and boring locations are shown on Figure Nos. 2 and 3. Investigation procedures, soil classification information and boring logs are provided in the Appendix.

Number of Borings 14 Depth Range, ft. 1.4 to 5

Pavement cores and hand auger borings were performed, 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.

INVESTIGATION RESULTS

Visible Pavement Condition

East and Central Lot

Surface defects consisting of moderate to severe raveling were observed. Block cracking was common over most of the pavement surface, with alligator cracking present in some areas along with secondary cracks. Patching and potholes were evident in the entrance area. No evidence of recent overband crack sealing or seal coating was present at the time of our

February 7, 2023 investigation. The photos below represent the representative condition of the pavement surface.

C-4, Central Lot, looking south C-6, East Lot entrance, looking south

The Pavement Surface Evaluation and Rating (PASER), developed by the University of Wisconsin, provides a systematic method for rating roadway pavement on a 1 to 10 scale.

While developed with roadway pavement in mind, the concept is also useful in assessing the condition of HMA parking lots. Based on the visual condition following our inspection we estimate a PASER rating of 3 to 4 is warranted for different areas of the east and central parking lot.

A perimeter curb was noted around the central and eastern parking lots. No stormwater catch basins were observed at the time of our investigation. Generally, surface water appeared to flow to the pavement edges.

West Lot

The west lot was divided into three separate areas as defined herein:

The eastern third (C-3 location) The middle third, which appeared to be slightly lower elevation from the eastern section, possibly constructed after the eastern portion of the lot.

February 7, 2023

And the western third, which is an existing gravel lot (C-2 location)

Slight surface pavement raveling was observed as well as widely spaced block cracking over most areas of the pavement surface with areas of alligator cracking present less frequently, generally along secondary block cracking. There was no evidence of recent overband crack sealing or seal coating at the time of our investigation. The pictures provided herein exhibit the representative condition of the pavement and gravel surface.

C-3, West Lot (eastern third) looking southwest (middle third is present in the background)

C-2, West Lot (the western third), gravel, looking north

Based on the visual condition following our inspection we estimate a PASER rating of 4 is warranted for different areas of the western parking lot for existing pavement. The gravel portion of the lot was observed to be in good fair condition with minor potholes. The lot was partially snow covered at the time of our investigation.

The western lot was approximately 10 to 12 ft higher in ground surface elevation than the central and eastern lots. Surface water appeared to flow to the pavement and gravel surface edges. No catch basins were observed at the time of our investigation.

February 7, 2023

Perimeter Road

Surface defects consisting of moderate raveling were observed over the majority of the pavement surface. Block cracking was common with localized zones of secondary cracking and areas of more advanced pavement raveling and alligator cracking observed as edge cracking of the pavement surface. Wheel path cracking and possible rutting were also observed during our field investigation in the area of Boring C-1. No evidence of previous overband crack sealing or seal coating was visible at the time of our investigation. The pictures below illustrate the representative condition of the pavement surface.

C-1, Perimeter Road, looking south C-1, Perimeter Road, looking north

Based on the visual condition following our inspection we estimate a PASER rating of 3 to 4 is warranted for different areas of the western parking lot.

The ground surface of the perimeter road was generally flat with gradual changes in elevation ranging from el 751 feet to el 781 feet over the approximate 1 ¼ mile long route. Transitioning from the existing HMA pavement to the gravel portion of the route, an approximate 5-10 ft decrease in ground surface elevation was noted while driving onto the gravel section from the relatively flat HMA pavement along the northern portion of the perimeter road. The greenspace observed near Boring C-9 and C-10 generally sloped down away from the road to the west.

February 7, 2023

Maintenance Lot

No HMA pavement was observed in the maintenance lot at the coring location. The existing gravel lot gently slopes to the south and east.

Subsurface Conditions

The investigation at our core locations encountered between 2 ½ and 5 ¾ inches of HMA overlying 3 to 17 ¾ inches of gravel base, overlying sand subbase 2 ¼ to 24+ inches (where present). The subgrade within our investigation area was observed to vary from granular soil (with or without silt) to lean clay. Additional variability generally should be expected between our boring locations. Boring logs, provided in the Appendix, should be reviewed for more detailed subsurface conditions encountered.

Eastern and Central Lot (C-4, C-6, C-7, B-5):

The three core locations encountered between 3 and 3 ¾ inches of HMA, overlying 6 to 17 ¾ inches of gravel base. Between 7 ¾ to 15 inches of poorly graded sand (SP), poorly graded sand with silt (SP-SM), or silty sand (SM) subbase was encountered below the gravel base.

Based upon visual descriptions, the subbase in C-4 and C-6 may meet MDOT Class II grading requirements. However, the subbase in C-7 likely does not meet MDOT Class II grading requirements. Subgrade conditions were variable and included lean clay (CL) over silty sand (SM) or only silty sand (SM).

Boring B-5, completed within the area of a potential parking lot expansion to the south, encountered 13 inches of topsoil. Below the topsoil, silty sand (SM) was encountered to the end of exploration at 5 feet. The encountered subbase in B-5 likely does not meet MDOT Class II grading requirements based on the visual description. Groundwater was not encountered at the time of our investigation.

Western Lot (C-2 and C-3):

Boring C-2 encountered no HMA as crushed limestone aggregate or crushed concrete (based on light grey color) was present at the ground surface. A total of 12 inches of aggregate/gravel base was encountered at this location. A change of color at 4 inches could indicate a change in aggregate type. Below the gravel base, poorly graded sand (SP) subbase was encountered from 12 inches to 1.8 feet. Brown lean clay (CL) was encountered from 1.8 feet to the end of exploration at 5 feet. Based upon visual description the sand subbase in boring C-2 may meet MDOT Class II grading requirements.

Boring C-3 encountered 3 ¼ inches of HMA overlying 6 ¾ inches of gravel base. Below the gravel base, 4 ½ inches of poorly graded sand with silt (SP-SM) subbase was encountered.

Subgrade soils were variable at this location. Brown lean clay (CL) was encountered from 1.2 to 3 feet. Below the clay, clayey sand (SC) was encountered from 3 to 4 feet overlying sandy

February 7, 2023 silt (ML) from 4 to 5 feet. The relatively thin section of sand subbase likely does not meet MDOT Class II grading requirements based on the visual description. Groundwater was not encountered at the time of our investigation.

Perimeter Road (C-1, C-9 through C-14):

The core locations in the perimeter road encountered between 2 ½ to 5 ¾ inches of HMA, overlying 3 to 8 inches of gravel base. Below the gravel base, variable soil conditions were encountered. Generally, the gravel base overlaid 7 ½ to 24+ inches of silty sand (SM) in most locations. However, the gravel base was found to be present over a lean clay (CL) subgrade in Borings C-9 and C-13. Based upon the visual descriptions, the silty sand at the majority of locations likely does not meet MDOT Class II grading requirements. Boring C-11 did not encounter HMA pavement as crushed limestone aggregate or crushed concrete (based on light grey color) was present at the ground surface extending to 3 inches below ground surface.

Groundwater was not encountered at the time of our investigation.

Maintenance Lot (C-8):

Boring C-8 did not encounter HMA pavement. Gravel base was present at the surface extending to 8 inches below existing grade. Beneath the gravel base, poorly graded sand (SP) was encountered to 4 feet. A brown clayey sand (SC) was encountered from 4 feet to the end of exploration at 4.6 feet. Based upon the visual description, the poorly graded sand (SP) may meet MDOT Class II grading requirements. Groundwater was encountered at 4.6 feet at the time of our investigation.

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.

CONCLUSIONS AND RECOMMENDATIONS

Overall, the existing pavement is nearing the end of its service life in most areas but appears to have performed reasonably well considering the age with a few exceptions. Notable areas of pavement failure were observed in sections of the parking lots, especially near the entrance, and along portions of the perimeter road. Wheel path cracking and possible rutting are likely related to concentrated loading and poor subbase conditions in this area. The existing pavement aggregate base and sand subbase appeared to be variable in terms of the thickness, quality and presence of sand subbase, all of which may have contributed to premature failure of the pavement in some areas.

February 7, 2023

The general lack of stormwater collection and control, beyond surface drainage to pavement edges, along with the presence of frost susceptible subbase and subgrade materials, present a particular concern in regards to drainage and freeze/thaw impacts to the pavement and have likely negatively impacted pavement performance on a more localized basis. Correction of these issues in many areas is largely outside of the scope of pavement rehabilitation but should be considered. Correction may require regrading of parking lots, installation of ditches or placement of new catch basins. A key aspect of full depth reconstruction is to provide for drainage within the sand subbase. Without proper drainage, i.e., installation of underdrains, catch basins and a place for the water to migrate properly away from the pavement section, the sand subbase may accumulate water, particularly in areas where clay subgrade is present, resulting in decreased pavement performance over time relative to areas possessing adequate pavement section drainage.

We have addressed two options to accomplish the proposed pavement rehabilitation including a full reconstruction and a partial-depth rehabilitation including the replacement of the HMA only with minimal improvements or hybrid approach to improving the aggregate base and sand subbase. The design life and minimum pavement section recommendations provided for both options consider adequate pavement section drainage is provided.

Full reconstruction has the benefit of removing the variable aggregate base and sand subbase to construct a new, consistent section with the required thickness of acceptable materials as well as minimizing the risk of water accumulation through construction of an appropriate underdrain system. Full-depth reconstruction would also allow for reconfiguration of the lots and more extensive improvements to the stormwater collection system should this be desired.

Option 1 – Full Reconstruction

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:

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

February 7, 2023

The following flexible pavement sections are recommended:

Traffic Condition Standard Duty Heavy Duty Sand subbase thickness, inches 10 12 Aggregate base thickness, inches 6 8 Bituminous leveling course thickness, inches 2.0 2.5 Bituminous wearing course thickness, inches 1.5 1.5

The following materials are recommended:

Sand subbase MDOT Class II granular Aggregate base MDOT 21AA Bituminous leveling MDOT 13A Bituminous wearing MDOT 36A

Sand subbase material should be laboratory tested to confirm MDOT Class II grading requirements. Based on the visual description, the existing sand subbase likely does not consistently meet MDOT Class II and significant importation of sand subbase should be expected should full-depth replacement be desired. The binder grade should be a minimum PG 58-28. MDOT standard specifications for materials and placement should be observed.

We recommend a maximum of 17 percent Recycled Content (Tier 1) be considered for new HMA materials.

Industry best practices for longitudinal joint construction should be followed in order to optimize long-term joint performance. Premature joint failures are the result of a combination of low asphalt density, asphalt mix segregation, high permeability and a lack of tensile strength at the joint interface.

Because of the tendency of a clayey subgrade to soften with an increase in moisture, even though it may be relatively stiff in a dry state, 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.

After removal of the pavement, the exposed subgrade should be proof-rolled and, where granular, compacted in the upper 12 inches using suitable compaction equipment to at least 95 percent of the soil's maximum ASTM D1557 dry density by the contractor. Proof-rolling is defined as the passing of relatively heavy construction equipment (typically a loaded dump truck) over the gravel base under observation by the Geotechnical Engineer. The response of the subgrade, when subjected to the applied load, is subjectively evaluated by our staff with

February 7, 2023 respect to its ability to support the overlying pavement. In areas where excessive deflection is observed, special subgrade preparation measures may be recommended to provide an acceptable subgrade condition. Subgrade improvement is likely to consist of undercutting of affected areas to an approved subgrade and replacement with engineered fill. Engineered fill should consist of approved on-site or imported soil meeting MDOT Class II gradation requirements placed in uniform layers up to 9 inches thick and compacted to 95 percent of the soils maximum ASTM D1557 dry density by the contractor.

Consideration should be given to removing frost susceptible subgrade soils including silts and silty sands to 42 inches below grade where this can be accomplished given project budget, existing utilities and other factors. Frost susceptible soil left in place will present a risk of future frost related deterioration, particularly when combined with areas of deficient storm-water management and ponding of surface water. Areas of undercut should be backfilled with engineered fill and suitable subgrade under drains should be provided, as needed, to prevent water accumulation within the depth of frost penetration.

Considering the variable subgrade including cohesive and granular soil, although feasible to construct the project in the spring and fall, there is an anticipated significant benefit to performing work in the summer months during periods of comparatively dry, warm weather as well as benefit to completing work in an expeditious manner wherein the exposed subgrade is evaluated and covered as soon as possible. Exposed subgrade consisting primarily of clay or granular soil with elevated silty and clayey fines is typically sensitive to traffic and changes in moisture precipitation and, once disturbed, additional overexcavation often may be required to remove disturbed subgrade.

Option 2 – Full-Depth Mill and Repave Over Existing Aggregate Base

As a higher risk alternative to full-depth replacement, the existing HMA pavement could be removed and replaced over the existing gravel base and sand subbase (where present).

Benefits of this method include significantly lower cost and shorter construction duration.

Expected service life of the replacement pavement is difficult to estimate; however, pavement life may be on the order of 10-15 years with long term performance similar to the existing pavement over time, assuming similar traffic and moisture conditions. Although not the ideal thickness or recommended materials, the existing aggregate base and sand subbase (where present) do have value and retaining these features may be a savings compared to a complete replacement provided the additional risk can be tolerated.

As an alternate option to removal of the existing HMA pavement, a crush and shape may be a viable option for the roadways and pathways throughout the facility where grades are not fixed.

A crush and shape involves pulverizing the existing HMA layers while blending with the underlying aggregate base to create a new stable base for construction of HMA layers. A common downside of base crushing and shaping is that it will add thickness to the pavement section and cause a grade raise. In this situation, outside of a few areas with curb and gutter, the grade raise may be beneficial such that it will raise the pavement above the surrounding

February 7, 2023 grade and provide material for adjusting of grades to eliminate ponding of water. Crush and shape construction often requires specialty equipment which will sometimes make the work infeasible for smaller projects. Considering the size of this project (particularly if the work can be bundled with the work at the adjacent Handlon Correctional Facility) this appears to be a relatively low risk. While likely beneficial, a crush and shape will not correct the encountered variable and sometimes frost susceptible subgrade. HMA base crushing and shaping should be completed following Section 305 of the 2020 MDOT Standard Specifications.

After the removal of the existing pavement, the exposed aggregate base should be proof rolled as described in Option 1. Following the proof roll, the aggregate base should be graded to the required profile and compacted in the upper 12 inches using suitable compaction equipment to at least 95 percent of the soil's maximum ASTM D1557 dry density by the contractor.

Following base preparation, a new HMA section consisting of the recommended leveling and wearing courses in Option 1 could then be constructed.

Although always important, considering the marginal drainage of the existing subgrade, adequate maintenance will be important to maximizing the life of the replacement pavement.

Maintenance is expected to consist of overband crack sealing beginning relatively early in the pavement life as block cracks begin to appear with periodic seal coating.

CLOSURE

In this report, descriptions of the geotechnical investigation, encountered conditions and recommendations for the design of rehabilitation or reconstruction of existing asphalt pavements 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.

February 7, 2023

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.

Mark DeHoog, E.I.T.

Staff Engineer

Jonathan E. O’Brock, P.E.

Project Manager

Attachments: Figure Nos. 1 through 3 - Boring Location Plans Appendix

- Limitations

- Test Drilling and Sampling Procedures

- Boring Log Terminology and Classification Outline

- Boring Logs

TITLE: BORING LOCATION PLAN PROJECT: HANDLON CORRECTIONAL FACILITY IMPROVEMENTS

SCALE: NOT TO SCALE DATE: 01/17/2023 PROJECT NO.: 221565

FIG. NO.: 1 DR. BY: MD REV. BY: JO

LEGEND

EAST AND CENTRAL LOT

WEST LOT

PERIMETER ROAD

MAINTENANCE LOT

NOTE: AERIAL IMAGERY OBTAINED FROM GOOGLE EARTH

SITE VICINITY MAP

NOT TO SCALE

FIG. NO.: 2 DR. BY: MD REV. BY: JO

BORING LOCATION (TYP)

POTENTIAL PARKING LOT ADDITIONS

NOTE: AERIAL IMAGERY OBTAINED FROM GOOGLE EARTH

SITE VICINITY MAP

NOT TO SCALE

B-5

C-6

C-7

C-1

C-2

C-3

C-4

C-14

C-9

C-8

FIG. NO.: 3 DR. BY: MD REV. BY: JO

BORING LOCATION (TYP)

NOTE: AERIAL IMAGERY OBTAINED FROM GOOGLE EARTH

SITE VICINITY MAP

NOT TO SCALE

C-13

C-9

C-12 C-10

C-11

APPENDIX

• Limitations

• Test Drilling and Sampling Procedures

• Boring Log Terminology and Classification Outline

• Boring Logs

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 Hand Auger X 4-inch Portable Pavement Core Drill

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) Thin-walled tube sampler (Shelby), ASTM D1587

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:

Acker Renegade (ATV)

CME 55 (ATV)

CME 45 Truck Geoprobe 7822 Geoprobe Rotary Sonic

Boreholes Backfilled With:

X Excavated soil X Cold patch at surface in HMA roadway/parking lot Cement bentonite grout Piezometer or Monitoring Well (see notes on logs) Concrete or asphalt patch where appropriate

Sample Handling and Disposition:

X Samples labeled, placed in sample bags, 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

2 1/2" HMA

8" Gravel Base

Dark brown silty SAND; mostly medium to fine sand, some silty fines, few fine gravel, moist with occasional clay partings

Grades without clay partings and gravel at 2.0'

Brown lean CLAY; mostly clayey fines, few fine sand, trace coarse to fine gravel, moist

End of Boring

2.5"

10.5"

2.4'

5.0'

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100%

Backfilled borehole with compacted cuttings, patched pavement with cold patch.

768.5 ft

N=540668.2 E=12925095.3 (MI South ift)

Notes:

Datum:

Depth Drilled: 5.0 ft.

Location:

2 1/2

NA

Tooling Type Dia.

Core

Auger

Diamond 4"

Hand 3 1/4"JO

Date: 12/21/2022

Rev. By:

Plugging Record:

Elevation:

Gravel Base

Concrete

HMA

NAMD

Client:

Coordinates:

Subbase

Performed By:

NAVD 88 (GPS Observation)

Core/Hand AugerDrill Type:

Project:

Ionia, Michigan

Beckett & Raeder, Inc.

Handlon Correctional Facility Improvements

Pavement Section (in)

None

HMA core in good condition.

C-1

LOG

OF

Core Photograph

Project No.:

Boring No.:

Sheet:

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

Water Level During Drilling:

Pavement Condition:

Laboratory Results:

Remarks:

221565

CORING

4" Aggregate Base

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

Brown lean CLAY; mostly clayey fines, trace fine gravel, moist

Grades with few fine sand at 3.7'

End of Boring

4"

12"

1.8'

5.0'

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100%

Backfilled borehole with compacted cuttings, patched pavement with cold patch.

767.6 ft

N=540527.4 E=12925094.4 (MI South ift)

Notes:

Datum:

Depth Drilled: 5.0 ft.

Location:

NA

9 1/2

Tooling Type Dia.

Core

Auger

Diamond 4"

Hand 3 1/4"JO

Date: 12/21/2022

Rev. By:

Plugging Record:

Elevation:

Gravel Base

Concrete

HMA

NAMD

Client:

Coordinates:

Subbase

Performed By:

NAVD 88 (GPS Observation)

Core/Hand AugerDrill Type:

Project:

Ionia, Michigan

Beckett & Raeder, Inc.

Handlon Correctional Facility Improvements

Pavement Section (in)

None

No HMA at this location, existing gravel lot.

C-2

LOG

OF

Project No.:

Boring No.:

Sheet:

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

Water Level During Drilling:

Pavement Condition:

Laboratory Results:

Remarks:

3 1/4" HMA

6 3/4" Gravel Base

Brown poorly graded SAND with silt; mostly coarse to fine sand, little silty fines, few fine gravel, moist Brown lean CLAY; mostly clayey fines, few fine sand, trace fine gravel, moist

Brown clayey SAND; mostly medium to fine sand, some clayey fines, few fine gravel, moist

Light brown sandy SILT; mostly silty fines, some fine sand, few fine gravel, moist

End of Boring

3.3"

10"

1.2'

3.0'

4.0'

5.0'

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100%

Backfilled borehole with compacted cuttings, patched pavement with cold patch.

767.3 ft

N=540418.2 E=12925209.1 (MI South ift)

Notes:

Datum:

Depth Drilled: 5.0 ft.

Location:

6 3/4

3 1/4

2 1/2

Tooling Type Dia.

Core

Auger

Diamond 4"

Hand 3 1/4"JO

Date: 12/21/2022

Rev. By:

Plugging Record:

Elevation:

Gravel Base

Concrete

HMA

NAMD

Client:

Coordinates:

Subbase

Performed By:

NAVD 88 (GPS Observation)

Core/Hand AugerDrill Type:

Project:

Ionia, Michigan

Beckett & Raeder, Inc.

Handlon Correctional Facility Improvements

Pavement Section (in)

None

Top 1.25" HMA core in good condition. Bottom 2.0" in fair condition with moderate pitting.

C-3

LOG

OF

Core Photograph

Project No.:

Boring No.:

Sheet:

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

Water Level During Drilling:

Pavement Condition:

Laboratory Results:

Remarks:

3" HMA

6" Gravel Base

Brown poorly graded SAND with gravel; mostly coarse to fine sand, little coarse to fine gravel, trace silty fines, moist

Brown silty SAND; mostly medium to fine sand, some silty fines, trace fine gravel, moist

End of Boring

3"

9"

2.0'

3.7'

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100%

Backfilled borehole with compacted cuttings, patched pavement with cold patch.

757.1 ft

N=540442.4 E=12925424.3 (MI South ift)

Notes:

Datum:

Depth Drilled: 3.7 ft.

Location:

Tooling Type Dia.

Core

Auger

Diamond 4"

Hand 3 1/4"JO

Date: 12/21/2022

Rev. By:

Plugging Record:

Elevation:

Gravel Base

Concrete

HMA

NAMD

Client:

Coordinates:

Subbase

Performed By:

NAVD 88 (GPS Observation)

Core/Hand AugerDrill Type:

Project:

Ionia, Michigan

Beckett & Raeder, Inc.

Handlon Correctional Facility Improvements

Pavement Section (in)

None

HMA core in good condition.

Auger refusal at 3.7' due to possible coarse gravel / COBBLE.

C-4

LOG

OF

Core Photograph

Project No.:

Boring No.:

Sheet:

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

Water Level During Drilling:

Pavement Condition:

Laboratory Results:

Remarks:

13" Silty Sand Topsoil

Brown silty SAND; mostly medium to fine sand, some silty fines, few fine gravel, moist with occasional clay lenses

End of Boring

1.1'

5.0'

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100%

Backfilled borehole with compacted cuttings.

755.4 ft

N=540318.5 E=12925417.8 (MI South ift)

Notes:

Datum:

Depth Drilled: 5.0 ft.

Location:

NA

NA

NA

Tooling Type Dia.

Core

Auger Hand 3 1/4"JO

Date: 12/21/2022

Rev. By:

Plugging Record:

Elevation:

Gravel Base

Concrete

HMA

NAMD

Client:

Coordinates:

Subbase

Performed By:

NAVD 88 (GPS Observation)

Core/Hand AugerDrill Type:

Project:

Ionia, Michigan

Beckett & Raeder, Inc.

Handlon Correctional Facility Improvements

Pavement Section (in)

None

B-5

LOG

OF

Project No.:

Boring No.:

Sheet:

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

Water Level During Drilling:

Pavement Condition:

Laboratory Results:

Remarks:

3 3/4" HMA

9 1/4" Gravel Base

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

Brown silty SAND; mostly coarse to fine sand, little silty fines, few fine gravel, moist End of Boring

3.8"

13"

1.8'

2.1'

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100%

Backfilled borehole with compacted cuttings, patched pavement with cold patch.

755.8 ft

N=540381.3 E=12925604.3 (MI South ift)

Notes:

Datum:

Depth Drilled: 2.1 ft.

Location:

9 1/4

3 3/4

8 1/2

Tooling Type Dia.

Core

Auger

Diamond 4"

Hand 3 1/4"JO

Date: 12/21/2022

Rev. By:

Plugging Record:

Elevation:

Gravel Base

Concrete

HMA

NAMD

Client:

Coordinates:

Subbase

Performed By:

NAVD 88 (GPS Observation)

Core/Hand AugerDrill Type:

Project:

Ionia, Michigan

Beckett & Raeder, Inc.

Handlon Correctional Facility Improvements

Pavement Section (in)

None

HMA core in fair condition, vertical crack through core, not separated.

Auger refusal at 2.1' due to possible coarse gravel / COBBLE.

C-6

LOG

OF

Core Photograph

Project No.:

Boring No.:

Sheet:

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

Water Level During Drilling:

Pavement Condition:

Laboratory Results:

Remarks:

3 1/4" HMA

17 3/4" Gravel Base

Brown silty SAND; mostly fine sand, some silty fines, trace fine gravel, moist

Brown lean CLAY; mostly clayey fines, moist with occasional fine sandy silt lenses

Brown silty SAND; mostly fine sand, some silty fines, few fine gravel, moist

End of Boring

3.3"

21"

2.4'

4.0'

5.0'

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100%

Backfilled borehole with compacted cuttings, patched pavement with cold patch.

757.1 ft

N=540533.1 E=12925695 (MI South ift)

Notes:

Datum:

Depth Drilled: 5.0 ft.

Location:

17 3/4

3 1/4

NA

Tooling Type Dia.

Core

Auger

Diamond 4"

Hand 3 1/4"JO

Date: 12/21/2022

Rev. By:

Plugging Record:

Elevation:

Gravel Base

Concrete

HMA

NAMD

Client:

Coordinates:

Subbase

Performed By:

NAVD 88 (GPS Observation)

Core/Hand AugerDrill Type:

Project:

Ionia, Michigan

Beckett & Raeder, Inc.

Handlon Correctional Facility Improvements

Pavement Section (in)

None

HMA core in good condition.

C-7

LOG

OF

Core Photograph

Project No.:

Boring No.:

Sheet:

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

Water Level During Drilling:

Pavement Condition:

Laboratory Results:

Remarks:

Light brown poorly graded SAND; mostly fine sand, trace silty fines, trace fine gravel, moist

Dark brown clayey SAND; mostly fine sand, some clayey fines, few fine gravel, moist Grades wet at 4.6 End of Boring

8"

4.0'

4.6'

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100%

Backfilled borehole with compacted cuttings, patched pavement with cold patch.

754.3 ft

N=541216.6 E=12926209.6 (MI South ift)

Notes:

Datum:

Depth Drilled: 4.6 ft.

Location:

NA

24+

Tooling Type Dia.

Core

Auger

Diamond 4"

Hand 3 1/4"JO

Date: 12/28/2022

Rev. By:

Plugging Record:

Elevation:

Gravel Base

Concrete

HMA

NAMD

Client:

Coordinates:

Subbase

Performed By:

NAVD 88 (GPS Observation)

Core/Hand AugerDrill Type:

Project:

Ionia, Michigan

Beckett & Raeder, Inc.

Handlon Correctional Facility Improvements

Pavement Section (in)

4.6'

No HMA at location, exisitng gravel lot.

Auger refusal at 4.6' due to possible coarse gravel / COBBLE. Frost to 1.5'

C-8

LOG

OF

Project No.:

Boring No.:

Sheet:

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

Water Level During Drilling:

Pavement Condition:

Laboratory Results:

Remarks:

3" HMA

7" Gravel Base

Brown sandy lean CLAY; mostly clayey fines, little fine sand, few fine gravel, moist

Grades with trace fine gravel at 2.5'

End of Boring

3"

10"

3.5'

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100%

Backfilled borehole with compacted cuttings, patched pavement with cold patch.

760.7 ft

N=541652.2 E=12924945.5 (MI South ift)

Notes:

Datum:

Depth Drilled: 3.5 ft.

Location:

NA

Tooling Type Dia.

Core

Auger

Diamond 4"

Hand 3 1/4"JO

Date: 12/27/2022

Rev. By:

Plugging Record:

Elevation:

Gravel Base

Concrete

HMA

NAMD

Client:

Coordinates:

Subbase

Performed By:

NAVD 88 (GPS Observation)

Core/Hand AugerDrill Type:

Project:

Ionia, Michigan

Beckett & Raeder, Inc.

Handlon Correctional Facility Improvements

Pavement Section (in)

None

HMA core in poor condition, core broke apart during coring.

Auger refusal at 3.5' due to possible coarse gravel / COBBLE. Frost to 1.3'

C-9

LOG

OF

Core Photograph

Project No.:

Boring No.:

Sheet:

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

Water Level During Drilling:

Pavement Condition:

Laboratory Results:

Remarks:

5 1/4" HMA

6 3/4" Gravel Base

Brown silty SAND; mostly fine sand, some silty fines, few fine gravel, moist with occasional clay partings / lenses

End of Boring

5.3"

12"

3.7'

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100%

Backfilled borehole with compacted cuttings, patched pavement with cold patch.

771.2 ft

N=542533.3 E=12925056.1 (MI South ift)

Notes:

Datum:

Depth Drilled: 3.7 ft.

Location:

6 3/4

5 1/4

NA

Tooling Type Dia.

Core

Auger

Diamond 4"

Hand 3 1/4"JO

Date: 12/27/2022

Rev. By:

Plugging Record:

Elevation:

Gravel Base

Concrete

HMA

NAMD

Client:

Coordinates:

Subbase

Performed By:

NAVD 88 (GPS Observation)

Core/Hand AugerDrill Type:

Project:

Ionia, Michigan

Beckett & Raeder, Inc.

Handlon Correctional Facility Improvements

Pavement Section (in)

None

Top 1.75" in fair condition with moderate deterioration along delamination.

Bottom 3.5" in poor condition with moderate pitting throughout, delamination at 1.75" and moderate deterioration along bottom surface.

Auger refusal at 3.7' due to possible coarse gravel / COBBLE. Frost to 1.0'

C-10

LOG

OF

Core Photograph

Project No.:

Boring No.:

Sheet:

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

Water Level During Drilling:

Pavement Condition:

Laboratory Results:

Remarks:

3" Gravel Base Brown silty SAND; mostly fine sand, some silty fines, few fine gravel, moist

End of Boring

3"

1.5'

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100%

Backfilled borehole with compacted cuttings.

776.2 ft

N=542820.2 E=12925420.4 (MI South ift)

Notes:

Datum:

Depth Drilled: 1.5 ft.

Location:

NA

NA

Tooling Type Dia.

Core

Auger

Diamond 4"

Hand 3 1/4"JO

Date: 12/27/2022

Rev. By:

Plugging Record:

Elevation:

Gravel Base

Concrete

HMA

NAMD

Client:

Coordinates:

Subbase

Performed By:

NAVD 88 (GPS Observation)

Core/Hand AugerDrill Type:

Project:

Ionia, Michigan

Beckett & Raeder, Inc.

Handlon Correctional Facility Improvements

Pavement Section (in)

None

No HMA at location, exisitng gravel drive.

Auger refusal at 1.5' due to possible coarse gravel / COBBLE. Frost to 1.5'

C-11

LOG

OF

Project No.:

Boring No.:

Sheet:

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

Water Level During Drilling:

Pavement Condition:

Laboratory Results:

Remarks:

2 3/4" HMA

5 1/4" Gravel Base

Brown silty SAND; mostly fine sand, some silty fines, few fine gravel, moist

Light brown poorly graded SAND; mostly medium to fine sand, trace silty fines, trace coarse to fine gravel, moist

Light brown silty SAND; mostly fine sand, some silty fines, few fine gravel, moist

End of Boring

2.3"

8"

1.3'

4.0'

5.0'

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100%

Backfilled borehole with compacted cuttings, patched pavement with cold patch.

781.4 ft

N=542495.4 E=12925772.8 (MI South ift)

Notes:

Datum:

Depth Drilled: 5.0 ft.

Location:

5 1/4

2 3/4

NA

Tooling Type Dia.

Core

Auger

Diamond 4"

Hand 3 1/4"JO

Date: 12/27/2022

Rev. By:

Plugging Record:

Elevation:

Gravel Base

Concrete

HMA

NAMD

Client:

Coordinates:

Subbase

Performed By:

NAVD 88 (GPS Observation)

Core/Hand AugerDrill Type:

Project:

Ionia, Michigan

Beckett & Raeder, Inc.

Handlon Correctional Facility Improvements

Pavement Section (in)

None

HMA core in fair condition, moderate to severe deterioration along bottom surface.

Frost to 1.3'

C-12

LOG

OF

Core Photograph

Project No.:

Boring No.:

Sheet:

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

Water Level During Drilling:

Pavement Condition:

Laboratory Results:

Remarks:

4 3/4" HMA

5 1/4" Gravel Base

Brown sandy lean CLAY; mostly clayey fines, some fine sand, trace fine gravel, moist

Brown silty SAND; mostly fine sand, some silty fines, trace fine gravel, moist

End of Boring

4.8"

10"

3.5'

4.5'

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100%

Backfilled borehole with compacted cuttings, patched pavement with cold patch.

768.5 ft

N=541749.9 E=12925845.5 (MI South ift)

Notes:

Datum:

Depth Drilled: 4.5 ft.

Location:

5 1/4

4 3/4

NA

Tooling Type Dia.

Core

Auger

Diamond 4"

Hand 3 1/4"JO

Date: 12/27/2022

Rev. By:

Plugging Record:

Elevation:

Gravel Base

Concrete

HMA

NAMD

Client:

Coordinates:

Subbase

Performed By:

NAVD 88 (GPS Observation)

Core/Hand AugerDrill Type:

Project:

Ionia, Michigan

Beckett & Raeder, Inc.

Handlon Correctional Facility Improvements

Pavement Section (in)

None

HMA core in fair condition with moderate deterioration along bottom surface.

Auger refusal at 4.5' due to possible coarse gravel / COBBLE. Frost to 1.3'

C-13

LOG

OF

Core Photograph

Project No.:

Boring No.:

Sheet:

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

Water Level During Drilling:

Pavement Condition:

Laboratory Results:

Remarks:

5 3/4" HMA

11" Gravel Base

End of Boring

5.8"

1.4'

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100%

Backfilled borehole with compacted cuttings, patched pavement with cold patch.

750.9 ft

N=540686.5 E=12926025.7 (MI South ift)

Notes:

Datum:

Depth Drilled: 1.4 ft.

Location:

11+

5 3/4

NA

Tooling Type Dia.

Core

Auger

Diamond 4"

Hand 3 1/4"JO

Date: 12/28/2022

Rev. By:

Plugging Record:

Elevation:

Gravel Base

Concrete

HMA

NAMD

Client:

Coordinates:

Subbase

Performed By:

NAVD 88 (GPS Observation)

Core/Hand AugerDrill Type:

Project:

Ionia, Michigan

Beckett & Raeder, Inc.

Handlon Correctional Facility Improvements

Pavement Section (in)

None

Top 1.25" in good condition, bottom 4.5 inches in poor condition with horizontal delaminations at 1.25 and 3.75, severely deteriorated from 3.75 to 5.75.

Auger refusal at 1.4' due to possible coarse gravel / COBBLE. Frost to 1.4'

C-14

LOG

OF

Core Photograph

Project No.:

Boring No.:

Sheet:

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

Water Level During Drilling:

Pavement Condition:

Laboratory Results:

Remarks: