Muskegon CF - Geotech Report.pdf

REPORT OF

PAVEMENT INVESTIGATION

FOR

MUSKEGON CORRECTIONAL FACILITY

MUSKEGON TOWNSHIP

MUSKEGON COUNTY

MICHIGAN

AUGUST 5, 2022

Beckett & Raeder, Inc.

535 West Williams St Suite 101

Ann Arbor, Michigan 48103

Project No. 2022.0989

Don R. Dunkin, P.E.

08/05/2022

August 5, 2022

Beckett & Raeder, Inc.

535 West Williams St Suite 101 Ann Arbor, Michigan 48103

Attention: Mr. Kristofer Enlow, P.E.

Regarding: Muskegon Correctional Facility – Pavement Design Services

Muskegon Township, Muskegon County, Michigan Project No. 2022.0989

Dear Mr. Enlow:

Soils & Structures is pleased to present this pavement investigation report for the Muskegon Correctional Facility project in Muskegon Township, Muskegon County, Michigan.

The investigation included twenty (20) test borings extended to a depth of approximately 4.0 feet. The test borings were conducted in accordance with industry standard practice methods for soil sampling.

The report, test boring location plan, and test boring logs are enclosed. The report provides recommendations for pavement cross section designs, thicknesses, material properties and the anticipated service life of the proposed systems. Construction notes and drainage considerations have also been included.

We appreciate the opportunity to provide engineering services to Beckett & Raeder, Inc. If you have any questions regarding this report, please contact our office.

Sincerely, Soils & Structures, Inc. Reviewed by:

Trevor J. Brandt, E.I.T. Don R. Dunkin, P.E.

Contents Location of Pavement Investigation Purpose of Investigation Design Information Tests Performed Description of Existing Pavement Profile and Subgrade Description of Groundwater Conditions Analysis and Recommendations I. Full Reconstruction (20 Years) with Hot-Mix Asphalt Pavement Sections II. Crush and Shape (12 to 15 Years) with Hot-Mix Asphalt Pavement Sections III. Full Depth Mill & Overlay (12 to 15 Years) with Hot-Mix Asphalt Pavement Sections General Hot-Mix Asphalt (HMA) Recommendations Drainage Considerations for Pavement Areas Quality Control Testing General Conditions & Reliance

Appendix

Test Boring Location Diagram

USACE DCP Logs (B-1 through B-20) Laboratory Tests

Page 1 – Muskegon Correctional Facility – Pavement Investigation

Project No. 2022.0989 – August 5, 2022

Ann Arbor • Muskegon • Traverse City

(800) 933-3959

Location of Pavement Investigation

The investigation was conducted at the Muskegon Correctional Facility located at 2400 South Sheridan Drive in Muskegon, Muskegon County, Michigan.

Purpose of Investigation

The purpose of this investigation is to provide rehabilitation recommendations for the facility’s pavements.

Design Information

A reconstruction of the associated access drives, parking lots, and perimeter road has been proposed for the Muskegon Correctional Facility. The facility access drives and perimeter road have a length of approximately 1.3 miles. The facility parking lots have an area of approximately 9,625 square yards.

The pavements in the parking lots on the north side of the facility and the perimeter road are assumed to be subjected to both passenger vehicle traffic and occasional commercial truck traffic (mainly snow removal equipment). An estimate of 250,000 lifetime Equivalent Single-Axle Loads (ESALs) was assumed for the recommended hot mix asphalt sections.

The access drive and parking lots located on the west side of the facility are anticipated to be subjected to both passenger vehicle traffic and truck traffic (both snow removal equipment and delivery trucks). The delivery trucks are expected to be comprised primarily of box trucks and not semi-trucks. An estimate of 500,000 lifetime Equivalent Single-Axle Loads (ESALs) was assumed for the recommended hot mix asphalt sections.

If traffic volume counts are known or collected and are significantly greater than anticipated, then Soils & Structures should be contacted so that the pavement recommendations included in this report may be reviewed and revised if necessary.

Tests Performed

The investigation for the access drives, parking lots, and perimeter road included twenty (20) test borings extended to a depth of approximately 4.0 feet. The test borings are designated as Test Boring B-1 through Test Boring B-20. The test borings were conducted in accordance with industry sampling standards. The locations were determined by Beckett & Raeder. A Geoprobe® was used to obtain the samples.

Page 2 – Muskegon Correctional Facility – Pavement Investigation

Prior to performing the test borings, the soil strength was evaluated in-situ using the United States Army Corps of Engineers Dynamic Cone Penetrometer (USACE DCP) to a depth of 3.0 feet. The DCP is a steel rod 5/8-inch in diameter with a pointed cone end that is driven into the subgrade using a sliding hammer. The weight of the hammer can be adjusted from 17.6 pounds to 10.1 pounds if weaker soils are encountered. This rate of penetration is used to estimate a California Bearing Ratio (CBR) value for the soil, which is used to interpret support conditions of the aggregate base and subgrade. Discussion of results will follow in further sections. Results of the DCP tests are included in the Appendix along with soil boring information. DCP testing was performed in accordance with ASTM D 6951.

Soil samples were classified according to the Unified Soil Classification System. This method is a standardized system for classifying soil according to its engineering properties. Please refer to the appendix of this report for the Unified Classification System Chart. The classification is shown in the “Material Description” column of the test boring logs.

Laboratory testing consisted of sieve (particle size) analysis. The tests were performed on representative soil samples. The tests were performed in accordance with applicable ASTM standards. The sieve test determines the particle distribution which is used to classify the soil and estimate its properties.

Description of Existing Pavement Profile and Subgrade

The pavement cross-section and material properties are relatively uniform across the site. The pavement profile consists of 1.5 to 6.0 inches of asphalt with an average thickness of 2.6 inches over 3.13 to 10.0 inches of aggregate base. The average thickness of the aggregate base is 6.9 inches. The aggregate base consists of fine-to-coarse sand with natural gravel and silt at all boring locations except B-3. The aggregate base at B-3 consisted of fine-to-coarse crushed gravel with sand. Results of the sieve analysis on representative samples of the aggregate base show that it closely approximates the MDOT 22A gradation criteria. The aggregate base in the area of B-3 met the MDOT 23A gradation criteria. DCP results for the aggregate base showed CBR values ranging from 13.3 to 81.7 percent with an average of

36.82 percent, indicating generally poor support conditions for an aggregate base.

A sand subgrade is present below the aggregate base and consists of fine-to-medium sand with varying amounts of natural gravel and silt. Results of the sieve analysis on representative samples of the sand subgrade show that it meets the MDOT Class II and Class IIA gradation requirements. The fines content of the sand ranges from 1.4 to 8.8 percent. DCP results for the sand subgrade showed CBR values ranging from 9.7 to 40.5 percent with an average of

21.3 percent, indicating good support conditions for a sand subgrade.

Page 3 – Muskegon Correctional Facility – Pavement Investigation

Description of Groundwater Conditions

Groundwater was not encountered at any test boring locations. Long term groundwater monitoring was not performed as part of this investigation.

Analysis and Recommendations

Based on visual observations, in-situ testing and laboratory testing the pavements are nearing the end of their design life. The asphalt pavements exhibit severe distresses that have resulted from a combination of age, deterioration due to climatic influences, moisture infiltration and inadequate section thicknesses.

The in-situ testing and laboratory testing indicated that the existing pavement layers are providing minimal support and lack sufficient thickness in many areas. For these reasons, a surface treatment such as a partial or full depth mill and overlay is not recommended. A partial depth mill and overlay would require substantial contingencies for base repairs making it an uneconomical option. Additionally, even with base repairs, reflective cracking in the new asphalt surface would appear within 1-2 years of resurfacing. A partial depth mill would also limit the opportunity to re-grade the aggregate base and subgrade soils to provide positive drainage.

The following reconstruction options are recommended:

1. FULL RECONSTRUCTION UTILIZING HMA PAVEMENTS, (20-year design life)

This option would require complete removal of existing pavements and the aggregate base. The sand subbase may remain in place. The site would then be regraded and proof-rolled prior to placement of the new aggregate base and HMA overlay. Areas of soft or yielding soil would be either removed and replaced (undercutting) or mechanically stabilized using geo-grids. This option is the most reliable HMA pavement option with respect to long term serviceability and the most flexible with regards to establishing new grades, however it will be the most expensive.

2. CRUSH-AND-SHAPE (12 to 15-year design life)

This process would involve pulverizing the existing HMA pavements and aggregate base to generate a homogenous mixture of materials. The pulverizing process should extent to the bottom of the existing aggregate base. The inclusion of asphalt millings in the base will help offset potential support issues caused by the high sand content of the existing aggregate.

Excess pulverized material could be used to increase the section thickness of the aggregate base where it is currently deficient such as in the areas of B-2 through B-4, B-10, B-12, B15, B16, B-18, B-20 and potentially elsewhere. Throughout the perimeter road, the excess material could be used to raise grades and supplement the currently insufficient aggregate base thickness. Remaining excess material would then be hauled off and the site would then be

Page 4 – Muskegon Correctional Facility – Pavement Investigation regraded to accommodate the proposed new HMA pavement. The salvaged base would then be compacted and thoroughly proof-rolled prior to resurfacing with new HMA pavement. This option is likely to be the most economical with respect to base cost as it would not require material to be imported. However, in order to meet existing grading requirements, a significant amount of the pulverized asphalt would be hauled off site. Efforts should be made during construction to minimize repetitive loading and overloading of the exposed pulverized section with construction traffic.

3. FULL-DEPTH MILL AND OVERLAY (12 to 15-year design life)

This process would involve milling off the existing HMA pavements. The exposed aggregate base would then be compacted and thoroughly proof-rolled prior to resurfacing with new HMA pavement. This option would likely be the most economical with respect to the base construction cost, however due to the low support conditions in sections of the existing aggregate base, contingencies should be held for undercutting. A 40% contingency is recommended for base improvements and undercutting as needed for the pavement areas. In the area B-2 through B-4, B-10, B-12, B15, B16, B-18, B-20, and potentially elsewhere, the aggregate base thickness is inadequate and will require material import to address this deficiency. Similar to the crush and shape option, regrading may be necessary in areas where the aggregate base is insufficient near existing concrete hardscapes.

The aggregate base improvements should be expedited to avoid inclement weather saturating the exposed base once the milling process has been completed. Additionally, efforts should be made during construction to minimize repetitive loading and overloading of the exposed base with construction traffic. Construction with this option should be scheduled to occur in the hotter/dryer months to minimize instabilities from spring thaw and stormwater infiltration.

This option will limit the opportunity to re-grade the aggregate base and subgrade soils to provide positive drainage.

Three recommended pavement cross-sections are presented in this section of the report:

1. A full reconstruction option utilizing HMA pavements;

2. A crush and shape option utilizing HMA pavements;

3. A full-depth mill and overlay option utilizing HMA pavements.

These recommendations were developed based on the discussions and assumptions included in this REPORT and the design procedures outlined in the “AASHTO Guide for Design of Pavement Structures - 1993.” The subgrade should be prepared as described in the “Site & Pavement Subgrade Preparation” section of this report. The final pavement section should be designed based on actual traffic volumes and the owner specific performance requirements. The recommended pavement section materials listed in Tables One through Three refer to and should comply with the standard material designations

Page 5 – Muskegon Correctional Facility – Pavement Investigation included in applicable MDOT specifications and guidelines, including the 2012 MDOT “Standard Specifications for Construction.”

The HMA pavement recommended cross sections are based off of a minimum subgrade CBR value of 5.0 percent. Although in some areas, the subgrade CBR is higher than 5.0 percent, it is widely understood that correlations between subgrade reaction moduli and CBR are not reliable at higher CBR ranges. Therefore, a CBR of 5.0 percent, which correlates to a subgrade resilient modulus of 6,000 psi, was assumed for the existing subgrade.

For the northern parking lots and perimeter road, a service life loading of 250,000 ESALS was assumed. For the western parking lots and access drives a life loading of 500,000 ESALS was assumed. Based on these values, a minimum-required structural number (SN) of 2.91and 3.23 will be necessary to support the design traffic loading for these areas, respectively.

Recommended cross-sections meet the minimum-required design structural numbers.

Cross-sections have been designed to withstand the assumed traffic loads mentioned above, as well as environmental stresses experienced due to Michigan’s wet freeze/thaw cycles. A 90% Reliability was assumed for all pavement sections. Initial and terminal serviceability values are 4.5 and 2.25, respectively.

Positive drainage should be maintained in exposed soils to avoid accumulation of precipitation. The subgrade should be thoroughly proof-rolled prior to the placement of subsequent pavement layers.

For the recommended options, contingencies should be held for undercutting of soft or yielding soils. Areas of soft or yielding soil should either be removed and replaced or mechanically stabilized using geo-grid. The recommended geogrid product is a triaxial product such as Tensar TX-140. Use of geogrid in lieu of undercutting would require new angular (crushed) aggregate as aggregate interlock is required to take full advantage of the grids. Triaxial geogrid will limit the required depth of excavations. The minimum thickness of aggregate over the geogrid should be 10.0 inches for HMA pavements.

Page 6 – Muskegon Correctional Facility – Pavement Investigation

I. Full Reconstruction (20 Years) with Hot-Mix Asphalt Pavement Sections

Cross-section recommendations for are listed in Table One. The design life also assumes that incremental maintenance repairs such as joint sealing, localized patching, and/or sealcoating is performed as required throughout the life of the pavement.

Table 1: Recommended Pavement Sections – Full Reconstruction

Pavement Cross Section

Materials

Western Access Drives and Parking Lots

Northern Parking Lots and Perimeter Road

Material Thickness

(in) Material

Thickness (in)

HMA Wearing Course

4E1 2.5 4E1 1.5

HMA Base Course

4E1 2.5 4E1 2.0

Aggregate Base1

21AA 10.0 21AA 10.0

Note 1: The recommended aggregate base material for HMA pavements is MDOT 21AA crushed limestone. Natural gravel meeting MDOT 22A specifications or a 21AA Modified crushed concrete product may also be used, but the aggregate base thickness should be increased by 20.0 percent to accommodate lower-quality material properties.

II. Crush and Shape (12 to 15 Years) with Hot-Mix Asphalt Pavement Sections

Table 2: Recommended Pavement Sections – Crush and Shape

Pavement Cross Section Materials

Western Access Drives and Parking Lots

Northern Parking Lots and Perimeter Road

Material Thickness

(in) Material Thickness (in)

HMA Wearing Course

4E1 2.5 4E1 1.5

HMA Base Course 4E1 2.5 4E1 2.0

Aggregate Base1 Salvaged 8.0 - MIN Salvaged 8.0 - MIN

Page 7 – Muskegon Correctional Facility – Pavement Investigation

III. Full Depth Mill & Overlay (12 to 15 Years) with Hot-Mix Asphalt Pavement Sections

Cross-section recommendations are listed in Table Three. The design life also assumes that incremental maintenance repairs such as joint sealing, localized patching, and/or sealcoating is performed as required throughout the life of the pavement.

Table 3: Recommended Pavement Sections – Full Depth Mill and Overlay

Pavement Cross Section Materials

Western Access Drives and Parking Lots

Northern Parking Lots and Perimeter Road

Material Thickness

(in) Material Thickness (in)

HMA Wearing Course

4E1 2.5 4E1 1.5

HMA Base Course 4E1 2.5 4E1 2.0

Aggregate Base1 Existing 8.0 - MIN Existing 8.0 - MIN

Note 1: In the area of B-2 through B-4, B-10, B-12, B15, B16, B-18, B-20 the aggregate base is minimal. Natural aggregate meeting MDOT 22A specifications or a 21AA Modified crushed concrete product may also be used for the aggregate base in this area. While MDOT 21AA crushed limestone is generally the recommended product, it will not help improve the service life for this rehabilitation option.

General Hot-Mix Asphalt (HMA) Recommendations

The paving contractor should submit the proposed mix design and any associated backup data to the owner and engineer-of-record for approval prior to placement.

MDOT Tier I Recycled Asphalt Pavement (RAP) specifications should be utilized for both the wearing and leveling courses with performance grade PG 64-28 asphalt binder. MDOT Tier II RAP specifications may be applied to the leveling course and/or the wearing course of the light-duty pavement but should utilize asphalt binder performance grade PG-58-28.

Target void content of the wearing courses and the leveling course of the light-duty pavement should be 3.5 percent. Targe void content of the leveling courses should be 3.0 percent. The asphalt pavement should be compacted to 94 to 97 percent of the theoretical maximum density (determined via the Superpave “Rice” Method). Additionally, a tack coat of SS-1h emulsion should be applied between each laid asphalt layer at a rate of

0.1 gallon/square yard.

Page 8 – Muskegon Correctional Facility – Pavement Investigation

The pavement section should be constructed in accordance with the Michigan Department of Transportation “2012 Standard Specifications for Construction” as well as applicable state and local requirements. Support conditions and compaction should be assessed during construction in accordance with the “Quality Control and Testing” section of this report. This assessment should occur prior to installation of individual pavement layers (i.e.

prior to placement of aggregate base and prior to placement of pavements).

Drainage Considerations for Pavement Areas

The pavement areas should be properly drained to minimize the effects of frost heaving and the loss of subgrade support due to water infiltration. The parking lots should be sloped at a minimum of 1.5 percent toward regional low points with catch basins, or toward drainage swales or curb inlets.

Due to the substantial and relatively clean nature of the sand sub-base and sub-grade, minimal subsurface drainage improvements will be required. Drain tiles should be limited to wring wraps at the low points around catch basins and at specific features where substantial infiltration is anticipated.

Underdrains should consist of a 6-inch diameter perforated pipe. The underdrain trench should extend at least 18.0 inches below the aggregate base. The trench should be lined in a non-woven geotextile fabric with proper overlap. The wrapped portion of the drain tile should be backfilled with MDOT 34R peastone with the top portion of the trench backfilled with MDOT 21AA aggregate. This detail is an expanded drain tile recommendation and is probably more expensive than typical pavement drainage specifications, which typically call for a 4-inch perforated pipe. However, these specifications will provide a longer service life for the drain system.

Soils & Structures can review and augment the above recommendations upon request if provided a completed storm water management plan for the access drive, parking lots, and perimeter road.

Quality Control Testing

Pavement subgrade, subbase and/or aggregate base should be proof rolled using a fully-loaded tri-axle dump truck prior to aggregate base and pavement placement.

Page 9 – Muskegon Correctional Facility – Pavement Investigation

Compaction tests (ASTM D 6938) are recommended to confirm that backfill and subgrade/aggregate base OR stabilized base course in pavement or drainage installation areas are compacted to the specified density. When utility excavation backfill, material is being placed, compaction tests should be performed at the rate of one test per 400 cubic yards of fill and throughout the depth of the fill with a minimum of five tests at each 1.0 foot elevation interval. The recommended testing frequency in the pavement subgrade and aggregate base OR stabilized base course is one test per 2,500 square feet. Tests should also be performed in the backfill over utilities. The maximum density should be determined in accordance with ASTM D 1557 or ASTM D 4253 procedures.

A dynamic cone should not be substituted for compaction tests for evaluating backfill.

Compaction Testing should be performed by technicians supervised by a registered geotechnical engineer. Proof rolling and stabilization should be performed by a senior technician or field engineer under the supervision of a registered geotechnical engineer.

Asphalt quality control testing should adhere to the 2012 MDOT Standards for Construction.

Asphalt temperatures during placement should be at least 275 degrees Fahrenheit; material that arrives at temperatures below 250 degrees Fahrenheit shall be rejected. Asphalt density testing should be performed with a nuclear density gauge at a minimum rate of one test per 500 square feet of pavement. At least five total verification cores in each course should be taken to assess relative compaction, calibrate the nuclear density gauge, and evaluate thickness. A minimum of two loose mix samples per mix per day should be taken at the plant and delivered to the quality-assurance firm’s laboratory for vacuum extraction-gradations. The asphalt contractor should provide a minimum of two (2) theoretical maximum density verifications per day. Additionally, areas that display poor workmanship, which may include (but are not limited to) segregation, “cold screed scrapes”, wearing courses not flush with curbs or rims, roller marks, shoving, smearing or tearing of the mat, flushing, or excessive cold joints should be repaired or replaced by the contractor immediately.

Once a rehabilitation option has been selected, please contact Soils & Structures and we will prepare a set of project specific Construction notes to be included in the bid documents if desired.

General Conditions & Reliance

The report was prepared in accordance with generally accepted practices of the geotechnical engineering profession. The scope of work consisted of performing twenty test borings providing soil related recommendations for the design and construction of site pavements. The scope of work did not include an environmental study or wetland determination.

Page 10 – Muskegon Correctional Facility – Pavement Investigation

The report and the associated test borings were prepared specifically for the previously described project and site. Soils & Structures should be consulted if a significant change in the scope of the project is made, or if a specific design criterion (such as traffic counts) is known or changed.

The test borings represent point information and may not have encountered all of the soil types and materials present on this site. This report does not constitute a guarantee of the soil or groundwater conditions or that the test boring is an exact representation of the soil or groundwater conditions at all points on this site.

The descriptions and recommendations contained in this report are based on an interpretation of the test borings and laboratory tests. The test borings should not be used independently of the report. If soil conditions are encountered which are significantly different from the test borings, Soils & Structures should be consulted for additional recommendations.

The report and test borings may be relied upon by Beckett & Raeder, Inc. for the design, construction, permitting, and financing associated with the construction of new pavement at the Muskegon Correctional Facility located in Muskegon Township, Muskegon County, Michigan. The use of the report and test borings by third parties not associated with this project or for other sites has not been agreed upon by Soils & Structures. Soils & Structures does not recommend or consent to third party use or reliance of the report or test borings unless allowed to review the proposed use of these materials. Unless obtained in writing, consent to third party use should not be assumed. Third parties using the report or test boring logs do so at their own risk and are offered no guarantee or promise of indemnity.

Appendix

Test Boring Location Diagram

USACE DCP Logs (B-1 through B-20)

Laboratory Tests

Project Name Project Number Date Client

Boring ID Boring Type 3 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 230 1 SP-SC

8 270 1 SP-SC 48.1

12 300 1 SP-SC 100.0

12 330 1 SP-SC 100.0

15 370 1 SP-SC 97.3

14 425 1 SP-SC 63.1

8 470 1 SP 42.2

10 535 1 SP 35.9

10 600 1 SP 35.9

8 655 1 SP 33.7

8 720 1 SP 27.9

6 770 1 SP 27.2

6 825 1 SP 24.4

5 880 1 SP 19.9

5 935 1 SP 19.9

4 995 1 SP 14.1

1 1010 1 SP 14.1

From To Thickness Classification 0 1 1 1 3 2

3 11 8 SP-SC

11 50 39 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered.

Fine-to-Medium SAND with trace Natural Gravel and Silt, brown

B-1 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1.0 10.0 100.0

D ep th (i n)

CBR (%)

CBR VS DEPTH

Date Client

Boring ID Boring Type

2.25 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 215 1 SP-SC

10 265 1 SP-SC 48.1

10 305 1 SP-SC 61.8

8 350 1 SP 42.2

6 395 1 SP 30.6

7 450 1 SP 29.0

8 505 1 SP 33.7

9 570 1 SP 31.9

6 615 1 SP 30.6

7 670 1 SP 29.0

8 740 1 SP 25.7

5 780 1 SP 28.4

6 815 1 SP 40.5

7 855 1 SP 41.5

8 915 1 SP 30.6

7 970 1 SP 29.0

7 1020 1 SP 32.3

From To Thickness Classification 0 1.125 1.125

1.125 2.25 1.125

2.25 7 4.75 SP-SC

7 50 43 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered. Lense of Silt at 24 inches.

Fine-to-Medium SAND with trace Silt

B-2 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type

1.25 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 195 1 GW-GC

8 250 1 GW-GC 33.7

6 300 1 GW-GC 27.2

5 380 1 SP 13.1

2 425 1 SP 8.9

2 465 1 SP 10.2

2 500 1 SP 11.8

3 550 1 SP 12.5

3 605 1 SP 11.2

3 655 1 SP 12.5

3 720 1 SP 9.3

2 765 1 SP 8.9

2 815 1 SP 7.9

2 860 1 SP 8.9

2 915 1 SP 7.1

2 975 1 SP 6.5

1 1005 1 SP 6.5

From To Thickness Classification 0 1.25 1.25

1.25 6 4.75 GW-GC

6 20 14 SP

20 50 30 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

B-3 Geoprobe©

Comments: No groundwater encountered.

Fine-to-Medium SAND with trace Silt and Natural Gravel, brown Fine-to-Medium SAND, brown

DCP Starting Depth (in) See BLD

Description ASPHALT WEARING/LEVELING COURSE - Intact AGGREGATE BASE - Fine-to-Coarse Crushed GRAVEL with Sand and Clay, gray

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type

2.5 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 230 1 SP-SC

6 285 1 SP-SC 24.4

6 340 1 SP-SC 24.4

5 405 1 SP 16.5

4 455 1 SP 17.3

4 520 1 SP 12.9

4 570 1 SP 17.3

3 610 1 SP 16.0

4 665 1 SP 15.5

3 730 1 SP 9.3

3 795 1 SP 9.3

3 865 1 SP 8.6

2 925 1 SP 6.5

1 960 1 SP 5.4

2 1010 1 SP 7.9

From To Thickness Classification 0 0.875 0.875

0.875 2.5 1.625

2.5 8.5 6 SP-SC

8.5 50 41.5 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered.

Fine-to-Medium SAND with trace Natural Gravel, light brown

B-4 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type

4.75 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 280 1 SP-SC

8 340 1 SP-SC 30.6

6 385 1 SP-SC 30.6

5 430 1 SP-SM 24.9

2 465 1 SP-SM 11.8

3 505 1 SP 16.0

4 550 1 SP 19.4

4 605 1 SP 15.5

4 655 1 SP 17.3

3 700 1 SP 14.1

3 770 1 SP 8.6

1 800 1 SP 6.5

1 835 1 SP 5.4

1 870 1 SP 5.4

1 900 1 SP 6.5

2 960 1 SP 6.5

2 995 1 SP 11.8

1 1020 1 SP 7.9

From To Thickness Classification 0 1.125 1.125

1.125 2.125 1

2.125 9.75 7.625 SP-SC

9.75 13 3.25 SP-SM

13 18.5 5.5 SP

18.5 50 31.5 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered.

Fine-to-Medium SAND with Silt, light brown Fine SAND with trace Silt, brown Fine-to-Medium SAND, light brown

B-5 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1.0 10.0 100.0

De pt h (in

Date Client

Boring ID Boring Type 2 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 210 1 SP-SC

6 270 1 SP-SC 22.2

5 325 1 SP-SC 19.9

5 385 1 SP-SC 18.1

4 440 1 SP-SM 15.5

4 500 1 SP-SM 14.1

4 540 1 SP-SM 22.2

3 585 1 SP-SM 14.1

3 630 1 SP 14.1

2 670 1 SP 10.2

2 710 1 SP 10.2

2 745 1 SP 11.8

3 790 1 SP 14.1

3 840 1 SP 12.5

3 880 1 SP 16.0

3 925 1 SP 14.1

3 980 1 SP 11.2

3 1030 1 SP 12.5

From To Thickness Classification 0 1 1 1 2 1

2 10 8 SP-SC

10 17.5 7.5 SP-SM

17.5 27 9.5 SP

27 50 23 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered. Lense of silt at 18 inches.

Fine-to-Medium SAND with Silt, light brown Fine SAND with trace Silt, brown Fine-to-Medium SAND, light brown

B-6 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type

1.75 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 190 1 SP-SC

8 240 1 SP-SC 37.5

8 290 1 SP-SC 37.5

8 340 1 SP-SC 37.5

8 405 1 SP 27.9

6 495 1 SP 14.1

4 560 1 SP 12.9

3 605 1 SP 14.1

3 660 1 SP 11.2

3 710 1 SP 12.5

3 760 1 SP 12.5

2 805 1 SP 8.9

2 845 1 SP 10.2

2 895 1 SP 7.9

2 945 1 SP 7.9

2 995 1 SP 7.9

1 1020 1 SP 7.9

From To Thickness Classification 0 0.625 0.625

0.625 1.625 1

1.625 10 8.375 SP-SC

10 50 40 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered.

Fine-to-Medium SAND, light brown

B-7 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Cracked ASPHALT LEVELING COURSE - Cracked

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type

1.75 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 205 1 SP-SC

8 250 1 SP-SC 42.2

8 285 1 SP-SC 55.9

12 325 1 SP-SC 75.8

10 365 1 SP-SC 61.8

7 410 1 SP 36.3

7 460 1 SP 32.3

8 520 1 SP 30.6

7 565 1 SP 36.3

6 610 1 SP 30.6

6 660 1 SP 27.2

5 700 1 SP 28.4

5 755 1 SP 19.9

4 795 1 SP 22.2

5 850 1 SP 19.9

5 920 1 SP 15.2

2 990 1 SP 5.4

1 1010 1 SP 10.2

From To Thickness Classification 0 0.75 0.75

0.75 1.75 1

1.75 9.5 7.75 SP-SC

9.5 24 14.5 SP

24 32.5 8.5 SP

32.5 50 17.5 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered.

Fine-to-Coarse SAND with trace Natural Gravel, light brown Fine-to-Medium SAND, light brown Fine-to-Coarse SAND with trace Silt, brown

B-8 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type

1.5 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 190 1 SP-SC

7 240 1 SP-SC 32.3

8 285 1 SP-SC 42.2

8 340 1 SP-SC 33.7

5 380 1 SP-SC 28.4

5 435 1 SP 19.9

5 490 1 SP 19.9

5 545 1 SP 19.9

4 625 1 SP 10.2

4 685 1 SP 14.1

5 745 1 SP 18.1

4 790 1 SP 19.4

3 830 1 SP 16.0

3 870 1 SP 16.0

4 930 1 SP 14.1

4 1000 1 SP 11.8

From To Thickness Classification 0 0.625 0.625

0.625 1.5 0.875

1.5 9 7.5 SP-SC

9 18 9 SP

18 29 11 SP

29 50 21 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered. Lense of Silt at 18 inches.

Fine-to-Medium SAND with trace Natural Gravel, light brown Fine-to-Medium SAND with trace Silt, brown Fine-to-Medium SAND, light brown

B-9 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Slighty deteriorated ASPHALT LEVELING COURSE - Slighty deteriorated

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type 3 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 240 1 SP-SC

3 290 1 SP-SC 12.5

4 350 1 SP-SC 14.1

4 410 1 SP 14.1

4 460 1 SP 17.3

4 510 1 SP 17.3

4 560 1 SP 17.3

4 615 1 SP 15.5

3 655 1 SP 16.0

3 695 1 SP 16.0

3 745 1 SP 12.5

3 800 1 SP 11.2

3 860 1 SP 10.2

2 910 1 SP 7.9

2 940 1 SP 14.1

3 985 1 SP 14.1

3 1020 1 SP 18.6

From To Thickness Classification 0 1.25 1.25

1.25 2.875 1.625

2.875 7.5 4.625 SP-SC

7.5 50 42.5 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered.

Fine-to-Medium SAND, brown

B-10 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type 3 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 235 1 SP-SC

12 300 1 SP-SC 44.0

8 330 1 SP-SC 66.4

10 370 1 SP-SC 61.8

10 430 1 SP-SC 39.3

8 480 1 SP 37.5

10 530 1 SP 48.1

10 580 1 SP 48.1

9 635 1 SP 38.5

8 675 1 SP 48.1

9 740 1 SP 31.9

6 800 1 SP 22.2

5 850 1 SP 22.2

5 895 1 SP 24.9

4 930 1 SP 25.7

4 990 1 SP 14.1

3 1035 1 SP 14.1

From To Thickness Classification 0 1 1 1 3 2

3 12 9 SP-SC

12 30 18 SP

30 50 20 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered.

Fine-to-Medium SAND with trace Natural Gravel, light brown Fine-to-Medium SAND, light brown

B-11 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type

3.25 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 240 1 SP-SC

8 300 1 SP-SC 30.6

8 355 1 SP-SC 33.7

8 415 1 SP 30.6

7 470 1 SP 29.0

6 525 1 SP 24.4

5 590 1 SP 16.5

4 635 1 SP 19.4

4 680 1 SP 19.4

4 720 1 SP 22.2

5 770 1 SP 22.2

5 825 1 SP 19.9

5 885 1 SP 18.1

5 940 1 SP 19.9

4 990 1 SP 17.3

2 1020 1 SP 14.1

From To Thickness Classification 0 1.375 1.375

1.375 3.25 1.875

3.25 10 6.75 SP-SC

10 50 40 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered.

Fine-to-Medium SAND with trace Natural Gravel, brown

B-12 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type

3.75 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 270 1 SP-SC

10 340 1 SP-SC 33.0

8 385 1 SP-SC 42.2

8 425 1 SP-SC 48.1

8 490 1 SP-SC 27.9

8 545 1 SP 33.7

8 600 1 SP 33.7

10 670 1 SP 33.0

7 720 1 SP 32.3

8 765 1 SP 42.2

9 810 1 SP 48.1

8 850 1 SP 48.1

8 890 1 SP 48.1

9 935 1 SP 48.1

7 980 1 SP 36.3

7 1020 1 SP 41.5

From To Thickness Classification 0 1.375 1.375

1.375 3.75 2.375

3.75 13 9.25 SP-SC

13 50 37 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered.

Fine-to-Medium SAND

B-13 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type 4 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 260 1 SP-SC

10 320 1 SP-SC 39.3

10 355 1 SP-SC 71.8

12 400 1 SP-SC 66.4

11 455 1 SP 48.1

8 510 1 SP 33.7

8 560 1 SP 37.5

9 615 1 SP 38.5

10 680 1 SP 35.9

8 745 1 SP 27.9

7 805 1 SP 26.3

5 850 1 SP 24.9

6 900 1 SP 27.2

6 945 1 SP 30.6

7 1000 1 SP 29.0

From To Thickness Classification 0 1.125 1.125

1.125 2.625 1.5

2.625 10.25 7.625 SP-SC

10.25 50 39.75 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered.

Fine-to-Medium SAND, light brown

B-14 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type 3 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 245 1 SP-SC

3 300 1 SP-SC 11.2

4 335 1 SP-SC 25.7

5 390 1 SP 19.9

5 480 1 SP 11.5

4 550 1 SP-SM 11.8

3 600 1 SP-SM 12.5

3 640 1 SP-SM 16.0

3 680 1 SP-SM 16.0

3 710 1 SP-SM 22.2

3 750 1 SP-SM 16.0

3 780 1 SP-SM 22.2

3 820 1 SP-SM 16.0

3 860 1 SP-SM 16.0

3 915 1 SP-SM 11.2

3 965 1 SP-SM 12.5

3 1010 1 SP-SM 14.1

From To Thickness Classification 0 1.5 1.5

1.5 3 1.5

3 8 5 SP-SC

8 14.5 6.5 SP

14.5 21.5 7 SP-SM

21.5 50 28.5 SP

B-15 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

Comments: No groundwater encountered.

Fine-to-Coarse SAND with trace Silt and Natural Gravel, brown Fine-to-Medium SAND with Silt, black Fine-to-Medium SAND, brown

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type

2.75 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 230 1 SP-SC

5 270 1 SP-SC 28.4

10 315 1 SP-SC 54.2

9 360 1 SP-SC 48.1

8 420 1 SP 30.6

8 485 1 SP 27.9

7 530 1 SP 36.3

7 575 1 SP 36.3

8 620 1 SP 42.2

7 660 1 SP 41.5

8 715 1 SP 33.7

8 780 1 SP 27.9

6 825 1 SP 30.6

6 880 1 SP 24.4

6 940 1 SP 22.2

6 1000 1 SP 22.2

From To Thickness Classification 0 1.375 1.375

1.375 2.75 1.375

2.75 8.75 6 SP-SC

8.75 31 22.25 SP

31 50 19 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered. Lense of Silt at 9 inches.

Fine SAND, light brown Fine-to-Medium SAND with trace Natural Gravel

B-16 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type

2.75 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 230 1 SP-SC

6 280 1 SP-SC 27.2

6 320 1 SP-SC 34.9

7 360 1 SP-SC 41.5

5 400 1 SP-SC 28.4

5 450 1 SP 22.2

5 490 1 SP 28.4

9 550 1 SP 34.9

8 605 1 SP 33.7

10 665 1 SP 39.3

8 710 1 SP 42.2

8 765 1 SP 33.7

8 810 1 SP 42.2

8 855 1 SP 42.2

10 910 1 SP 43.3

10 960 1 SP 48.1

10 1010 1 SP 48.1

From To Thickness Classification 0 1.125 1.125

1.125 2.625 1.5

2.625 10.5 7.875 SP-SC

10.5 50 39.5 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered.

Fine-to-Medium SAND, brown

B-17 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type 3 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 220 1 SP-SC

6 295 1 SP-SC 17.3

5 345 1 SP-SC 22.2

5 395 1 SP 22.2

5 450 1 SP 19.9

5 500 1 SP 22.2

5 565 1 SP 16.5

5 610 1 SP 24.9

3 670 1 SP 10.2

3 735 1 SP 9.3

3 810 1 SP 7.9

2 860 1 SP 7.9

2 905 1 SP 8.9

2 945 1 SP 10.2

3 1010 1 SP 9.3

From To Thickness Classification 0 1.125 1.125

1.125 3 1.875

3 9 6 SP-SC

9 22 13 SP

22 50 28 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered.

Fine-to-Medium SAND with trace Natural Gravel, light brown Fine-to-Coarse SAND, light brown

B-18 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type

2.5 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 230 1 SP-SC

5 290 1 SP-SC 18.1

5 325 1 SP-SC 33.0

6 355 1 SP-SC 48.1

6 395 1 SP-SC 34.9

7 430 1 SP-SC 48.1

8 470 1 SP-SC 48.1

6 525 1 SP 24.4

6 580 1 SP 24.4

6 650 1 SP 18.6

5 695 1 SP 24.9

5 750 1 SP 19.9

5 830 1 SP 13.1

3 895 1 SP 9.3

3 955 1 SP 10.2

2 990 1 SP 11.8

2 1035 1 SP 8.9

From To Thickness Classification 0 1.25 1.25

1.25 2.5 1.25

2.5 12.5 10 SP-SC

12.5 17 4.5 SP

17 50 33 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

DCP Starting Depth (in) See BLD

Comments: No groundwater encountered.

Fine-to-Medium SAND, light brown Fine-to-Medium SAND with trace Silt, brown

B-19 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1.0 10.0 100.0

D ep th (i n)

Date Client

Boring ID Boring Type

2.5 Location

# of Blows Cumulative Penetration

(mm)

Hammer Type

Soil Type CBR %

0 215 1 SP-SC

5 285 1 SP-SC 15.2

3 340 1 SP 11.2

3 380 1 SP 16.0

4 440 1 SP 14.1

3 475 1 SP 18.6

4 530 1 SP 15.5

4 590 1 SP 14.1

4 645 1 SP 15.5

4 705 1 SP 14.1

3 760 1 SP 11.2

3 820 1 SP 10.2

2 870 1 SP 7.9

2 920 1 SP 7.9

2 980 1 SP 6.5

2 1045 1 SP 5.9

From To Thickness Classification 0 1.125 1.125

1.125 2.375 1.25

2.375 5.5 3.125 SP-SC

5.5 25 19.5 SP

25 50 25 SP

Muskegon Correctional Facility - Pavement Investigation 2022.0989 6/15/2022 Beckett & Raeder, Inc.

B-20 Geoprobe©

AGGREGATE BASE - Fine-to-Coarse SAND with Natural Gravel and Clay, brown

Comments: No groundwater encountered.

Fine-to-Medium SAND with trace Silt Fine-to-Medium SAND, light brown

DCP Starting Depth (in) See BLD

Description ASPHALT WEARING COURSE - Intact ASPHALT LEVELING COURSE - Intact

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

1.0 10.0 100.0

D ep th (i n)

Sample Location

Sample Depth (ft)

Sample ID

Fine Medium Fine Silt

0.0% 48.7% 11.9% 8.2% 0.0%

D85 D50 D15 D10

11.9643 4.9730 0.1416 0.0637

Particle Size (mm) % Passing Particle Size

(mm) % Passing

75.000 100%

25.000 100%

19.000 98%

12.500 88%

9.500 72%

4.750 49%

2.360 34%

1.180 27%

0.600 22%

0.300 19% Technician

0.150 15% Checked

0.075 11.8% Approved

B-3 Project Number 2022.0989

Particle Size Distribution Report

Project Name Muskegon Correctional Facility

MSK_2022071485 Date 7/20/2022

0.1 Client Beckett & Raeder, Inc.

% +3" % Gravel % Sand % Fines

Coarse Coarse Clay

2.4% 17.0% 0.0%

D60 D30 Loss By Wash

6.9990 1.7036 10.8%

Sieve Hydrometer Material Description

GRAVEL - sandy with clay (GP-GC)

Remarks kmartella kmartella kmartella

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.0100.1001.00010.000100.000

GRAVEL

SAND

Coarse Medium Fine

SILT CLAY

Aggregate Base

GRAVEL with Sand and Clay (GP-GC)

Meets MDOT Class 23A Gradation RequirementsMaterial meets MDOT 23A Dense-Graded Aggregate Gradation Requirements

GRAVEL with Sand and Clay (GW-GC)

Sample ID

Fine Medium Fine Silt

0.0% 40.8% 18.2% 20.3% 0.0%

D85 D50 D15 D10

12.1549 2.6741 0.1885 0.1055

Particle Size (mm) % Passing Particle Size

(mm) % Passing

75.000 100%

25.000 100%

19.000 100%

12.500 86%

9.500 77%

4.750 59%

2.360 49%

1.180 43%

0.600 37%

0.300 23% Technician

0.150 12% Checked

0.075 8.5% Approved

B-5,14 Project Number 2022.0989

Particle Size Distribution Report

Project Name Muskegon Correctional Facility

MSK_2022071486 Date 7/20/2022

0.2 Client Beckett & Raeder, Inc.

% +3" % Gravel % Sand % Fines

Coarse Coarse Clay

0.4% 11.9% 0.0%

D60 D30 Loss By Wash

5.0580 0.4528 8.3%

Sieve Hydrometer Material Description

SAND - fine to coarse gravelly with clay (SP-SC)

Remarks kmartella kmartella kmartella

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.0100.1001.00010.000100.000

GRAVEL

SAND

Coarse Medium Fine

SILT CLAY

Aggregate Base

SAND with Natural Gravel and Clay (SP-SC)

Meets MDOT Class 23A Gradation Requirements

Fine-to-Coarse SAND with Natural Gravel and Clay (SP-SC)

Material closely approximated by MDOT 22A Dense-Graded Aggregate requirements.

Sample ID

Fine Medium Fine Silt

0.0% 1.1% 27.9% 66.9% 0.0%

D85 D50 D15 D10

0.5357 0.2875 0.1718 0.1552

Particle Size (mm) % Passing Particle Size

(mm) % Passing

75.000 100%

25.000 100%

19.000 100%

12.500 100%

9.500 100%

4.750 99%

2.360 98%

1.180 98%

0.600 94%

0.300 54% Technician

0.150 8% Checked

0.075 3.5% Approved

B-2,4 Project Number 2022.0989

Particle Size Distribution Report

Project Name Muskegon Correctional Facility

MSK_2022071487 Date 7/20/2022

0.6 Client Beckett & Raeder, Inc.

% +3" % Gravel % Sand % Fines

Coarse Coarse Clay

0.0% 0.7% 0.0%

D60 D30 Loss By Wash

0.3470 0.2214 3.5%

Sieve Hydrometer Material Description

SAND - fine to medium (SP)

Remarks kmartella kmartella kmartella

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.0100.1001.00010.000100.000

GRAVEL

SAND

Coarse Medium Fine

SILT CLAY

Fine to Medium SAND (SP)

Meets MDOT Class II Gradation Requirements

Sand Sub-base

Material meets MDOT Class II Gradation Requirements

Sample ID

Fine Medium Fine Silt

0.0% 0.2% 33.8% 55.9% 0.0%

D85 D50 D15 D10

0.5501 0.3297 0.1598 0.0909

Particle Size (mm) % Passing Particle Size

(mm) % Passing

75.000 100%

25.000 100%

19.000 100%

12.500 100%

9.500 100%

4.750 100%

2.360 99%

1.180 98%

0.600 93%

0.300 45% Technician

0.150 13% Checked

0.075 9.2% Approved

B-5,6 Project Number 2022.0989

Particle Size Distribution Report

Project Name Muskegon Correctional Facility

MSK_2022071489 Date 7/20/2022

1.3 Client Beckett & Raeder, Inc.

% +3" % Gravel % Sand % Fines

Coarse Coarse Clay

0.0% 0.9% 0.0%

D60 D30 Loss By Wash

0.3927 0.2293 8.8%

Sieve Hydrometer Material Description

Remarks kmartella kmartella kmartella

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.0100.1001.00010.000100.000

GRAVEL

SAND

Coarse Medium Fine

SILT CLAY

Meets MDOT Class IIA Gradation Requirements

Sand Sub-base

Material meets MDOT Class IIA Gradation Requirements

Fine-to-Medium SAND with Silt (SP-SM)

Sample ID

Fine Medium Fine Silt

0.0% 1.3% 28.7% 67.4% 0.0%

D85 D50 D15 D10

0.5388 0.2968 0.1848 0.1688

Particle Size (mm) % Passing Particle Size

(mm) % Passing

75.000 100%

25.000 100%

19.000 100%

12.500 100%

9.500 100%

4.750 99%

2.360 98%

1.180 97%

0.600 94%

0.300 51% Technician

0.150 4% Checked

0.075 1.4% Approved

B-12,19 Project Number 2022.0989

Particle Size Distribution Report

Project Name Muskegon Correctional Facility

MSK_2022071491 Date 7/20/2022

1.4 Client Beckett & Raeder, Inc.

% +3" % Gravel % Sand % Fines

Coarse Coarse Clay

0.0% 1.3% 0.0%

D60 D30 Loss By Wash

0.3633 0.2328 1.4%

Sieve Hydrometer Material Description

SAND - fine to medium (SP)

Remarks kmartella kmartella kmartella

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.0100.1001.00010.000100.000

GRAVEL

SAND

Coarse Medium Fine

SILT CLAY

Fine to Medium SAND (SP)

Meets MDOT Class II Gradation RequirementsMaterial meets MDOT Class II Gradation Requirements.

Sand Sub-base

Sample ID

Fine Medium Fine Silt

0.0% 0.5% 37.4% 59.5% 0.0%

D85 D50 D15 D10

0.5628 0.3608 0.1962 0.1750

Particle Size (mm) % Passing Particle Size

(mm) % Passing

75.000 100%

25.000 100%

19.000 100%

12.500 100%

9.500 100%

4.750 100%

2.360 99%

1.180 98%

0.600 91%

0.300 39% Technician

0.150 4% Checked

0.075 1.6% Approved

B-17,20 Project Number 2022.0989

Particle Size Distribution Report

Project Name Muskegon Correctional Facility

MSK_2022071488 Date 7/20/2022

2 Client Beckett & Raeder, Inc.

% +3" % Gravel % Sand % Fines

Coarse Coarse Clay

0.0% 1.0% 0.0%

D60 D30 Loss By Wash

0.4185 0.2598 1.6%

Sieve Hydrometer Material Description

SAND - fine to medium (SP)

Remarks kmartella kmartella kmartella

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

1…