Addendum 2 22339.pdf

DTMB-0414 RFP (Rev 2/22)

DEPARTMENT OF TECHNOLOGY, MANAGEMENT AND BUDGET

State Facilities Administration Design and Construction Division

REQUEST FOR PROPOSAL

ADDENDUM NO. 2

This form identifies an Addendum to a Request for Proposal for Professional Services, and incorporates interpretations or clarifications, modifications, and other information into the Request for Proposals.

Addenda will be numbered by the Project Director and distributed through SIGMA Vendor VSS as an attachment.

TO:

ALL PROPOSERS

DATE ISSUED

November 18, 2022

PROJECT NAME

Algonac State Park and Wetzel State Recreation Area - ARPA Targeted Projects

FILE NUMBER

751/22339.MNB

PROJECT DIRECTOR

Chris Bahjet

PROPOSAL DUE DATE:

Thursday, December 8, 2022

ADDENDUM ITEMS: (attach additional sheets and drawings if required)

1. General:

a. For the deliverables and reviews, follow the instructions on the Project Statement.

There is no need to have 50% and 90% review for each phase. Selected professional will be responsible for all applicable elements of all phases from 100 through 700.

b. Include a reimbursable allowance of $7,000 to cover the cost of Geotech investigation during the design phase – where needed – and $4,000 for quality control during construction for a total of $11,000.

2. Wetzel Park:

a. Replace the existing walking path with 10 feet wide asphalt path which complies with AASHTO. Approximate lengths 900 + 700 + 100 lineal feet for a total of approximate 1,700 lineal feet.

b. Replace the existing asphalt pad at the new shelter location with concrete.

c. Replace approximately 10,000 square feet parking at the entrance with new concrete, or asphalt, TBD

d. Attachments

i. Geotechnical Report

ii. Topographical Report

3. Algonac State Park

a. At the dump station, repave the existing driveway and upgrade plumbing connections as needed.

b. Include an environmental survey for the bathroom.

c. There are no attachments for this project

4. Request for Proposal Meeting Attendance

a. The attendance sheet is attached http://www.buy4michigan.com/

APPROVED BY:

PROJECT DIRECTOR Chris Bahjet 11/18/2022 DATE

Report on Geotechnical Pavement Investigation

Algonac State Park Pavement Improvements

State Park Road @ River Road

Clay Township, Michigan

Latitude 42.647308˚ N Longitude 82.514925˚ W

Prepared for:

Anderson, Eckstein & Westrick, Inc.

51301 Schoenherr Road

Shelby Township, Michigan 48315

G2 Project No. 210555 October 5, 2021

Mr. Michael T. Sommers Graduate Engineer Anderson, Eckstein & Westrick, Inc.

51301 Schoenherr Road Shelby Township, Michigan 48315

RE: Report of Geotechnical Pavement Investigation Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, St. Clair County, Michigan G2 Project No. 210555

Dear Mr. Sommers:

In accordance with your request, we have completed a pavement investigation for the proposed rehabilitation/reconstruction of the pavements within the Algonac State Park located within the Township of Clay, St. Clair County, Michigan. This report presents the results of our observations and analyses and includes recommendations and construction considerations relative to the proposed pavement rehabilitation/reconstruction.

We appreciate the opportunity to be of service to Anderson, Eckstein & Westrick, Inc., and look forward to discussing our findings. In the meantime, if you have any questions regarding this report or any other matter pertaining to the project, please call us.

Sincerely, G2 Consulting Group, LLC

Jeffrey M. Hayball, P.E.

Project Engineer

Noel J. Hargrave-Thomas, P.E.

Principal

Jason B. Stoops, P.E.

Associate / Project Manager

JMH/JBS/NJHT/ljv

Enclosures

EXECUTIVE SUMMARY

We understand the project consists of rehabilitation/reconstruction the bituminous concrete pavements within the Algonac State Park located in the Township of Clay, St. Clair County, Michigan. Anderson, Eckstein & Westrick, Inc. (AEW) developed a site plan and designated areas throughout the Algonac State Park. A total of seven (7) areas were created on the AEW site plan. Area No. 1 is the access drive and employee parking lot north of the existing RV Park. Area No. 2 is designated as the east RV Park. Area No. 3 is the car parking lot present to the south of the RV Park. Area No. 4 is State Park Road between River Road and the access drive to the RV Park. Area No. 5 is State Park Road from the RV Park access drive to the west dead end. Area No. 6 is the Wagon Wheel RV park and associated state park north of State Park Road. Area No. 7 is a small gravel parking lot on the east side of River Road at State Park Road. However, no soil borings were performed within this area and are not within the scope of this report. It is our understanding the park receives an estimated 170 RV’s per day between the months of May through October. RV traffic flow areas are designated as heavy duty pavements and parking lots will be standard duty pavements.

The existing pavements consist of bituminous concrete and an underlying aggregate base. The bituminous concrete generally ranges in thickness from 1 to 2-1/2 inches. However, the bituminous concrete thickness at borings B-22 and B-24 measured 4-1/4 and 3-3/4 inches thick, respectively. The underlying aggregate base consists of crushed limestone sandy gravel with trace silt or natural gravel and sand with trace silt, and measures 4-1/4 to 10 inches in thickness.

Medium compact granular fill soils are present below the pavement section of borings B-01 through B-04, B-06, B-07, B-23, B-27, and B-28, extending to depths ranging from 15 inches to 3-1/2 feet below grade. Stiff to very stiff sandy clay fill underlies the pavement section and/or granular fill soils within borings B-01, B-02, B-05, B-07 through B-09, B-11, and B-12 and extends to depths ranging from 1-3/4 to 4 feet. Native granular soils are present below the pavement section and/or fill soils within borings B-06 and B-13 through B-28 and extend to depths ranging from 2-1/2 to 4 feet within borings B-06, B-13 through B-18, and B-20, and the explored depth of 5 feet within the remaining aforementioned borings.

Native stiff to very stiff sandy clay underlies the pavement section, fill soils, and native granular soils within the remaining borings, extending to the explored depth of 5 feet.

Given the generally thin (1 to 2-1/2 inches thick) bituminous concrete and underlying aggregate base course (4-1/4 to 7-1/2 inches thick) and poor pavement condition, we recommend the pavements within Area Nos. 1 through 5 be completely reconstructed. The pavements within Area No. 6 are generally in fair condition. It appears the pavements within Area No. 6 can be overlaid to extend the service life of the pavements since the site can tolerate a slight raise in grades. This pavement improvement option will provide an additional 7 to 10 years of serviceable life. However, reflective cracking within the new overlay may occur within 2 to 4 years of freeze-thaw cycling.

Based on the results of our analyses, we recommend the heavy-duty pavement reconstruction consist of a minimum pavement section of 2 inches of MDOT 5E1 bituminous concrete wearing course supported by 3 inches of MDOT 4E1 bituminous concrete leveling course, supported on a minimum of 10 inches of MDOT 21AA aggregate base course. We recommend the standard duty pavement section consist of 2 inches of MDOT 5E1 bituminous concrete wearing course, 2 inches of MDOT 4E1 bituminous concrete leveling course, supported on a minimum of 8 inches of MDOT 21AA aggregate base course. We recommend the bituminous concrete overlay within Area No. 6 consist of 2 inches of MDOT 5E1 bituminous concrete wearing course.

Do not consider this summary separate from the entire text of this report, with all the conclusions and qualifications mentioned herein. Details of our analysis and recommendations are discussed in the following sections and in the Appendix of this report.

PROJECT DESCRIPTION

We understand the project consists of rehabilitation/reconstruction the bituminous concrete pavements within the Algonac State Park located in the Township of Clay, St. Clair County, Michigan. The park consists of an access drive, which is known as State Park Road, beginning from River Road and spanning west and north throughout the park. A car parking lot and associated access drive is located on the east side of River Road. An RV septic disposal area is just north of the parking lot on the east side of River Road. A RV park and associated access drives are north of the car parking lot and east of River Road. A second access drive and parking lot for park employees and equipment is north of the RV park. A second RV park and access drive, known as the Wagon Wheel, is located on the north side of River Road and west of the original RV park. Based on Google Earth Historical Aerial Photographs, the pavements were constructed sometime prior to 1999.

Anderson, Eckstein & Westrick, Inc. (AEW) developed a site plan and designated areas throughout the Algonac State Park. A total of seven (7) areas were created on the AEW site plan. Area No. 1 is the access drive and employee parking lot north of the existing RV Park. Area No. 2 is designated as the east RV Park. Area No. 3 is the car parking lot present to the south of the RV Park. Area No. 4 is State Park Road between River Road and the access drive to the RV Park. Area No. 5 is State Park Road from the RV Park access drive to the west dead end. Area No. 6 is the Wagon Wheel RV park and associated state park north of State Park Road. Area No. 7 is a small gravel parking lot on the east side of River Road at State Park Road. However, no soil borings were performed within this area and are not within the scope of this report.

It is our understanding the park receives an estimated 170 RV’s per day between the months of May through October. In addition, an estimated 480 cars access the park on a daily basis. The pavements along State Park Road (Areas Nos. 4 and 5), RV Park (Area No. 2), north access drive (Area No. 1), and the Wagon Wheel RV Park (Area No. 6) are anticipated to be heavy duty pavements. The car parking lot (Area No. 3) is anticipated to be standard duty pavements.

The purpose of our investigation is to determine and evaluate the general pavement and subsurface conditions within the pavements and develop general recommendations for rehabilitation/reconstruction of the existing pavements.

SCOPE OF SERVICES

The field operations, laboratory testing, and engineering report preparation were performed under the direction and supervision of a licensed professional engineer. Our services were performed according to generally accepted standards and procedures in the practice of geotechnical engineering in this area.

Our scope of services for this project consists of the following specific items:

1. We performed a cursory visual identification of the types and relative magnitudes of observable pavement distress.

2. We drilled a total of twenty-eight (28) pavement core/hand auger soil borings, B-01 through B-28, extending to a depth of 5 feet each. Pavement core/hand auger soil borings B-01, B-02, and B-05 were drilled within Area No. 4. Pavement core/hand auger soil borings B-03 and B-04 were performed within Area No. 3. Pavement core/hand auger soil borings B-07 through B-19 were drilled within Area No. 2. Pavement core/hand auger soil boring B-20 was performed within Area No.

1. Pavement core/hand auger soil borings B-06, B-21, and B-22 were drilled within Area No. 5.

Pavement core/hand auger soil borings B-23 through B-28 were performed within Area No. 6. We measured the existing pavement section materials (bituminous concrete and aggregate base) and identified the type and condition of subgrade soils.

3. We performed laboratory testing on samples obtained from the soil borings. Laboratory testing included visual engineering classification, Atterberg Limits, moisture content, organic matter content (loss-on-ignition), unconfined compressive strength, and grain size distribution determinations.

4. We prepared this engineering report. Our report includes recommendations for existing pavement rehabilitation/reconstruction.

FIELD OPERATIONS

AEW, in conjunction with G2 Consulting Group, LLC (G2) selected the number, depth, and location of the soil borings. The soil borings were located in the field by a G2 representative by measuring from existing site features and landmarks using conventional taping methods. The approximate soil boring locations are shown on the Soil Boring Location Plan, Plate No. 1. Ground surface elevations were not available at the time of the field investigation.

We used a gas powered core rig equipped with a 4-inch diameter diamond-tipped core barrel to core the pavement locations. Pavement cores were drilled through the full depth of the existing pavement structure to obtain an accurate determination of the pavement thickness.

Hand auger borings were performed using a 3-inch diameter hand auger. Within each hand-auger boring, soil samples were obtained at 2-1/2 feet, 5 feet, and at transitions in soil types. The soil samples were placed in sealed containers in the field and brought to the laboratory for testing and classification.

A Dynamic Cone Penetrometer (DCP) test was performed within each hand auger boring at a depth of 2-1/2 feet and 5 feet to evaluate the consistency of the in-situ soil. DCP testing involves driving a 1-1/2 inch diameter cone with a 45° vertex angle into the ground using a 15-pound weight dropped 20 inches after the cone is seated into the bottom of the hand auger borehole. The Dynamic Cone Penetrometer is driven successive 1-3/4 increments. The blow counts for each 1-3/4 inch increment are presented on the individual hand-auger soil boring logs.

During drilling operations, a G2 professional engineer maintained logs of the encountered subsurface conditions, including changes in stratigraphy and observed groundwater levels to be used in conjunction with our analysis of the subsurface conditions. The final hand-auger boring logs are based on the field logs and laboratory soil classification and testing. After completion of boring operations, the boreholes were backfilled with excavated soil and cold patch.

LABORATORY TESTING

Representative soil samples were subjected to laboratory testing to determine soil parameters pertinent to pavement design and site preparation. An experienced geotechnical engineer classified the samples in general conformance with the Unified Soil Classification System.

Laboratory testing included Atterberg Limits, grain size distribution, natural moisture content, organic matter content (loss-on-ignition), and unconfined compressive strength determinations. Atterberg limits were determined in accordance with ASTM D 4318 “Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils”. Grain-size distribution was determined in general conformance with ASTM C 136 method of testing. The organic matter content of representative samples was determined in accordance with ASTM Test Method D 2974, “Standard Test Methods for Moisture, Ash, and Organic Matter of Peat and Other Organic Soils”. The unconfined compressive strengths were determined by using a spring-loaded hand penetrometer. The hand penetrometer estimates the unconfined compressive strength to a maximum of 4-1/2 tons per square foot (tsf) by measuring the resistance of the soil sample to the penetration of a calibrated spring-loaded cylinder.

The results of the moisture content, organic matter content, and unconfined compressive strength laboratory tests are indicated on the soil boring logs at the depths the samples were obtained.

Atterberg limits are shown graphically on Figure No. 29 in the Appendix. The grain-size analyses are presented in the Appendix as Grain Size Distribution, Figure Nos. 30 and 31. We will hold the soil samples for 60 days from the date of this report. If you would like the samples, please let us know.

EXISTING PAVEMENT CONDITIONS

The existing pavements consist of bituminous concrete and an underlying aggregate base. The bituminous concrete generally ranges in thickness from 1 to 2-1/2 inches. However, the bituminous concrete thickness at borings B-22 and B-24 measured 4-1/4 and 3-3/4 inches thick, respectively. The underlying aggregate base consists of crushed limestone sandy gravel with trace silt or natural gravel and sand with trace silt, and measures 4-1/4 to 10 inches in thickness. A grain size analysis was performed on a sample of the aggregate base obtained from borings B-02, B-09, B-19, and B-26. Test results indicate the aggregate base generally meets the gradation requirements of MDOT 21AA and MDOT 22A dense graded aggregate base. However, the test results of the aggregate base sample from boring B-26 does not meet the gradation requirements of MDOT 21AA due to an excessive amount of material greater than the No. 200 sieve (clay and silt).

Moderate to high severity block and fatigue cracking and weathering are present along most of the pavement surface within Area Nos. 1 through 5, except the end of the loop of State Park Road (near boring B-22), where low to moderate severity transverse and longitudinal cracking is present along approximate half of the pavement surface. It appears some cold patching and surface patching have been performed in the past within Area Nos. 1 through 5. Pavement rutting was observed within the area of the septic disposal area (Boring B-05). Low to moderate severity transverse and longitudinal cracking is present along less than half of the pavement surface within Area No. 6. The pavements are crowned, allowing surface runoff water to drain into the adjacent greenbelt.

EXISTING SUBSURFACE CONDITIONS

Granular fill soils, consisting of sand and gravel, sandy gravel, gravelly sand, and silty sand with trace organic matter, are present below the pavement section of borings B-01 through B-04, B-06, B-07, B-23, B-27, and B-28, extending to depths ranging from 15 inches to 3-1/2 feet below grade. Sandy clay fill with trace organic matter underlies the pavement section and/or granular fill soils within borings B-01, B-02, B-05, B-07 through B-09, B-11, and B-12 and extends to depths ranging from 1-3/4 to 4 feet.

Native granular soils, consisting of silty sand and sand are present below the pavement section and/or fill soils within borings B-06 and B-13 through B-28 and extend to depths ranging from 2-1/2 to 4 feet within borings B-06, B-13 through B-18, and B-20, and the explored depth of 5 feet within borings B-19 and B-21 through B-28. Native sandy clay underlies the pavement section, fill soils, and native granular soils within borings B-01 through B-18 and B-20, extending to the explored depth of 20 feet.

The granular fill soils are medium compact with Dynamic Cone Penetrometer (DCP) Test N-values ranging from 15 to 22 blows per 1-3/4 inch drive and organic matter contents ranging from 1.8 to 3.1 percent. The sandy clay fill is stiff to very stiff in consistency with moisture contents ranging from 13 to 22 percent, organic matter contents ranging from 1.8 to 4.1, and unconfined compressive strengths ranging from 3,500 to 5,000 pounds per square foot (psf). The native granular soils are medium compact with DCP Test N-values ranging from 15 to 27 blows per 1-3/4 inch drive. The native sandy clay is stiff to very stiff in consistency with natural moisture contents ranging from 14 to 24 percent, a liquid limit of 36 percent, a plasticity index of 19 percent, and unconfined compressive strengths ranging from 3,000 to 6,500 pounds per square foot (psf).

The stratification depths shown on the soil boring logs represent the soil conditions at the boring locations. Variations may occur between borings. Additionally, the stratigraphic lines represent the approximate boundaries between soil types. The transition may be more gradual than what is shown.

We have prepared the boring logs on the basis of laboratory classification and testing as well as field logs of the soils encountered.

Groundwater was encountered within borings B-11, B-12, B-14 through B-18, B-20 through B-23, and B-25, at depths ranging from 2-1/2 to 4 feet below grade during drilling operations. No measurable groundwater was observed within borings B-11, B-12, B-14 through B-18, B-20 through B-23, and B-25 upon completion of drilling operations. Groundwater was not encountered within the remaining borings during or upon completion of drilling operations. Fluctuations in perched and long term groundwater levels should be anticipated due to seasonal variations and following periods of prolonged precipitation.

The Soil Boring Location Plan, Plate No. 1, Soil Boring Logs, Figure Nos. 1 through 28, Atterberg Limits Results, Figure No. 29, Grain Size Distribution, Figure Nos. 30 and 31, and Photographic Documentation, Figure Nos. 32 through 45, are presented in the Appendix. The soil profiles described above are generalized descriptions of the conditions encountered at the boring locations. General Notes defining the nomenclature used on the boring logs and elsewhere in this report are presented on Figure No. 46.

PAVEMENT EVALUATION AND RECOMMENDATIONS

General

The existing pavements are generally in poor condition with most of the pavement surface exhibiting moderate to high severity block and fatigue cracking within Area Nos. 1 through 5. Options for potential pavement improvements include crush and shape, pavement surface reconstruction, and complete pavement reconstruction. Given the generally thin (1 to 2-1/2 inches thick) bituminous concrete and underlying aggregate base course (4-1/4 to 7-1/2 inches thick) and poor pavement conditions, it appears these pavements have reached the end of their serviceable life. We recommend the pavements within Area Nos. 1 through 5 be completely reconstructed.

This option will include complete removal of the existing bituminous concrete and underlying aggregate base, fine grade the expose subgrade, evaluated the subgrade for stability, perform any necessary undercuts, and construction of the new heavy duty pavement section within Area Nos. 1, 2, 4, and 5, and standard duty pavement section within Area No. 3.

The pavements within Area No. 6 are generally in fair condition with low to moderate severity transverse and longitudinal cracking. It appears the pavements within Area No. 6 can be overlaid to extend the service life of the pavements since the site can tolerate a slight raise in grades. This pavement improvement option will provide an additional 7 to 10 years of serviceable life. This rehabilitation approach may exhibit reflective cracking within the new overlay within 2 to 4 years of freeze-thaw cycling.

Pavement Reconstruction Recommendations (Area Nos. 1 through 5)

The existing pavements and underlying aggregate base should be completely removed. The exposed subgrade should be graded to promote effective subsurface drainage and then compacted. Once a rough grade has been achieved, the exposed subgrade should be evaluated for stability. We recommend cohesive subgrade soils be proof rolled using a fully loaded tri-axle dump truck. Where granular subgrade soils are present, we recommend proof compacting these subgrade soils with a vibratory roller. The vibratory roller should make a minimum of 10 passes across the granular subgrade. Any unstable or unsuitable areas noted should be improved by additional compaction or removed and replaced with engineered fill.

Given the cohesive subgrade conditions, we anticipate a moderate amount of subgrade treatment by undercut may be required during construction operations provided construction operations. We recommend construction operations are performed during the summer months and the exposed subgrade is not left exposed to rain events.

Subgrade undercuts, if required, should be evaluated by a qualified engineering technician to determine if subgrade stabilization is necessary. We recommend that undercut excavations, where required, be backfilled MDOT 21AA placed in an engineered manner. Lift thicknesses should not exceed 9 inches.

All engineered fill should be compacted to a density of at least 95 percent of the maximum density determined by the Modified Proctor (ASTM D 1557) method of testing. All engineered fill material should be placed and compacted at approximately the optimum moisture content. Frozen material should not be used as fill, nor should fill be placed on a frozen subgrade.

Overlay Recommendations (Area No. 6)

The existing pavement surface should be cleaned of any cold patch, dirt, and debris. Prior to the overlay, any existing cracks or joints in the pavement surface wider than 1/8 inch should be cleaned, covered with emulsified tack, then fill with a hand patching bituminous concrete mix. Any areas of the pavement that exhibit excessive fatigue cracking or deterioration should be completely removed to expose the existing subgrade soils. We recommend the thickness of any full depth replacement patch should match the thickness of the removed pavement. All bituminous full depth replacement patch material should consist of MDOT 4E1 material placed in appropriate lift thicknesses.

For full depth patches, the bituminous concrete should be saw-cut a minimum 2 feet laterally from the distressed area to be removed. Prior to placing the full-depth patch, a tack coat should be applied to the sides of the saw-cut pavement. In addition, the exposed subgrade must be evaluated for stability. Any unstable or unsuitable areas noted should be improved by compaction or removed and replaced with properly compacted engineered fill.

Subgrade undercuts, if required, should be evaluated by a qualified engineering technician to determine if subgrade stabilization is necessary. All engineered fill should be compacted to a density of at least 95 percent of the maximum density determined by the Modified Proctor (ASTM D 1557) method of testing.

All engineered fill material should be placed and compacted at approximately the optimum moisture content. Frozen material should not be used as fill, nor should fill be placed on a frozen subgrade.

Pavement Design

We performed pavement design analyses in accordance with the “AASHTO Guide for Design of Pavement Structures”. The subgrade soils will generally consist of fill soils with trace organic matter, native sandy clay, and native granular soils. Based on the existing subgrade soils, we have provided design pavement sections based on an effective subgrade resilient modulus of 5,000 pounds per square inch (psi).

It is our understanding the park receives up to 170 RV’s per day between May and October of a given year. For evaluation purposes, we have designed the pavement section for the proposed heavy duty pavement reconstruction, Area Nos. 1, 2, 4 and 5, on an estimated of 310,000 18-kip equivalent single-axle loads (ESALs) over a 20-year design life. We have designed the pavement section for the standard duty pavement section, Area No. 3, on an estimated 50,000 ESAL’s. For evaluation purposes of bituminous overlay in Area No. 6, we estimated the remaining life of the pavements at 40 percent and a condition factor of 0.83, with an existing pavement structural number of 1.60. For evaluation purposes of the reconstruction, we have utilized a RV/truck factor of 0.50 (Based on The Asphalt Institute “Thickness Design – Asphalt Pavements For Highways and Streets, 1981), a serviceability loss of 2.0, a standard deviation of 0.49 for flexible pavements, and a reliability factor of 0.95. If any additional traffic volume information becomes available, G2 Consulting Group should be notified so we can reevaluate our recommendations.

Based on the results of our analyses, we recommend the heavy-duty pavement reconstruction consist of a minimum pavement section of 2 inches of MDOT 5E1 bituminous concrete wearing course supported by 3 inches of MDOT 4E1 bituminous concrete leveling course, supported on a minimum of 10 inches of MDOT 21AA aggregate base course. We recommend the standard duty pavement section consist of 2 inches of MDOT 5E1 bituminous concrete wearing course, 2 inches of MDOT 4E1 bituminous concrete leveling course, supported on a minimum of 8 inches of MDOT 21AA aggregate base course. We recommend the bituminous concrete overlay consist of 2 inches of MDOT 5E1 bituminous concrete wearing course. After full depth patching, as required, a bituminous tack coat must be placed prior to placement of the overlay. We recommend a binder from RAP be less than 17 percent of the total binder and using a binder of PG 64-22.

All pavement materials are specified within the 2012 Standard Specifications for Construction from the Michigan Department of Transportation. The aggregate materials for the subbase are described in Section 902. The bituminous pavement materials are described in Section 501 and can be assigned a structural coefficient number of 0.42. The existing aggregate base material can be assigned a structural coefficient of 0.11. Any imported MDOT 21AA material can be assigned a structural coefficient number of 0.14.

Pavement Drainage and Maintenance

The pavement and subgrade should be properly sloped to promote effective surface and subsurface drainage and prevent water from ponding. We also recommend pavement subbase materials consist of non-frost-susceptible aggregates where possible. Regular timely maintenance should be performed on the bituminous pavement to reduce the potential deterioration associated with moisture infiltration through surface cracks. The owner should be prepared to seal the cracks with a hot-applied elastic crack filler as soon as possible after cracking develops and as often as necessary to block the passage of water to the subgrade soils.

GENERAL COMMENTS

We have formulated the evaluations and recommendations presented in this report relative to site preparation and pavement construction on the basis of data provided to us relating to the general location for the proposed pavement improvements. Any significant change in this data should be brought to our attention for review and evaluation with respect to the prevailing subsurface conditions.

The scope of the present investigation was limited to evaluation of subsurface conditions for the support of the pavements and other related aspects of the development. No chemical, environmental, or hydrogeological testing or analyses were included in the scope of this investigation. If changes occur in the design, location, or concept of the project, the conclusions and recommendations contained in this report are not valid unless G2 Consulting Group, LLC reviews the changes. G2 Consulting Group, LLC will then confirm the recommendations presented herein or make changes in writing.

We have based the analyses and recommendations submitted in this report upon the data from soil borings performed at the approximate locations shown on the Soil Boring Location Plans, Plate No. 1.

This report does not reflect variations that may occur between the actual boring locations. The nature and extent of any such variations may not become clear until the time of construction. If significant variations then become evident, it may be necessary for us to re-evaluate our report recommendations.

Soil conditions at the site could vary from those generalized on the basis of soil borings made at specific locations. It is, therefore, recommended that G2 Consulting Group, LLC be retained to provide soil engineering services during the site preparation and pavement construction phases of the proposed project. This is to observe compliance with the design concepts, specifications, and recommendations.

Also, this allows design changes to be made in the event that subsurface conditions differ from those anticipated prior to the start of construction.

APPENDIX

Soil Boring Location Plan Plate No. 1

Soil Boring Logs Figure Nos. 1 through 28

Atterberg Limit Results Figure No. 29

Grain Size Distribution Figure Nos. 30 and 31

Photographic Documentation Figure Nos. 32 through 45

General Notes Terminology Figure No. 46

Scale: NTS

Algonac State Park Pavement Improvements State Park Road @ River Road

Clay Township, St. Clair County, Michigan

Plate No. 1

Date: 9/24/21

Drawn by: JMH

Project No. 210555

Pavement Core/Hand Auger Soil Borings performed by G2 Consulting Group, LLC on September 13, 2021

AS-1

AS-2

AS-3

21.1

14.3

5000*

6000*

0.1

0.5

1.3

3.0

5.0

Bituminous Concrete (1-3/4 inches) Crushed Limestone Aggregate Base:

Gray Sandy Gravel with trace silt (4-1/4 inches)

Fill: Brown Sand and Gravel with trace silt

Fill: Very Stiff Dark Brown Silty Clay with trace sand, gravel, and organic matter (Organic Matter Content = 3.2%)

Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-01

SUBSURFACE PROFILE

Figure No. 1

Water Level Observation:

Dry during and upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

.G

PJ

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G D

T

/2

/2

Latitude: N/A Longitude: N/A

AS-1

AS-2

AS-3

22.3

22.0

3500*

4000*

0.1

0.7

1.7

3.0

5.0

Bituminous Concrete (1-3/4 inches)

Crushed Limestone Aggregate Base:

Gray Sandy Gravel with trace silt

(6-1/4 inches)

Fill: Brown Sand and Gravel with trace silt

Fill: Stiff Dark Brown Silty Clay with trace sand, gravel, and organic matter

(Organic Matter Content = 4.1%)

Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-02

SUBSURFACE PROFILE

Figure No. 2

Water Level Observation:

Dry during and upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G

/2

AS-1

AS-2

AS-3

21.5

19.9

4000*

4500*

0.2

1.0

1.5

5.0

Bituminous Concrete (2-1/2 inches)

Natural Aggregate Base:

Brown Gravel and Sand with trace silt

(10 inches)

Fill: Dark Brown Silty Sand with trace gravel and organic matter

(Organic Matter Content = 2.7%)

Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-03

SUBSURFACE PROFILE

Figure No. 3

Water Level Observation:

Dry during and upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G

/2

AS-1

AS-2

AS-3

20.0

18.3

5000*

5500*

0.2

0.8

2.0

5.0

Bituminous Concrete (2 inches)

Natural Aggregate Base:

Brown Gravel and Sand with trace silt

(7 inches)

Fill: Dark Brown Silty Sand with trace clay, gravel, and organic matter (Organic Matter Content = 3.1%)

Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-04

SUBSURFACE PROFILE

Figure No. 4

Water Level Observation:

Dry during and upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G

/2

AS-1

AS-2

AS-3

16.1

17.5

4500*

6000*

0.1

0.7

3.0

5.0

Bituminous Concrete (1 inch)

Crushed Limestone Aggregate Base:

Gray Sandy Gravel with trace silt

(7 inches)

Fill: Very Stiff Dark Brown Silty Clay with trace sand, gravel, and organic matter (Organic Matter Content = 3.5%)

Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-05

SUBSURFACE PROFILE

Figure No. 5

Water Level Observation:

Dry during and upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G

/2

AS-1

AS-2

AS-3 17.7 6000*

0.1

0.7

2.0

4.0

5.0

Bituminous Concrete (1-3/4 inches)

Crushed Limestone Aggregate Base:

Gray Sandy Gravel with trace silt

(6-1/4 inches)

Fill: Brown Sand and Gravel with trace silt

Medium Compact Gray Silty Sand with trace gravel

Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-06

SUBSURFACE PROFILE

Figure No. 6

Water Level Observation:

Dry during and upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G

/2

AS-1

AS-2

AS-3

12.6

16.1

4500*

6000*

0.2

0.8

1.3

3.0

5.0

Bituminous Concrete (1-3/4 inches)

Crushed Limestone Aggregate Base:

Gray Sandy Gravel with trace silt

(4-1/4 inches)

Fill: Brown Sand and Gravel with trace silt

Fill: Very Stiff Dark Brown Silty Clay with trace sand, gravel, and organic matter (Organic Matter Content = 1.8%)

Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-07

SUBSURFACE PROFILE

Figure No. 7

Water Level Observation:

Dry during and upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G

/2

AS-1

AS-2

AS-3

17.6

20.1

5000*

4000*

0.1

0.5

2.0

5.0

Bituminous Concrete (1-3/4 inches) Crushed Limestone Aggregate Base:

Gray Sandy Gravel with trace silt (4-1/4 inches)

Fill: Dark Brown Silty Clay with trace sand, gravel, and organic matter (Organic Matter Content = 2.8%)

Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-08

SUBSURFACE PROFILE

Figure No. 8

Water Level Observation:

Dry during and upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G

/2

AS-1

AS-2

AS-3

17.2

17.0

6000*

6500*

0.1

0.7

1.8

5.0

Bituminous Concrete (1 inch)

Natural Aggregate Base:

Brown Gravel and Sand with trace silt

(7 inches)

Fill: Dark Brown Silty Sand with trace clay, gravel, and organic matter (Organic Matter Content = 3.9%)

Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-09

SUBSURFACE PROFILE

Figure No. 9

Water Level Observation:

Dry during and upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G

/2

AS-1

AS-2

AS-3

17.5

22.0

6000*

4000*

0.1

0.8

5.0

Bituminous Concrete (1-1/2 inches)

Natural Aggregate Base:

Brown Gravel and Sand with trace silt

(7-1/2 inches)

Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-10

SUBSURFACE PROFILE

Figure No. 10

Water Level Observation:

Dry during and upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G

/2

AS-1

AS-2

AS-3

17.3

16.9

5000*

6000*

0.1

0.6

3.0

5.0

Bituminous Concrete (1 inch) Natural Aggregate Base:

Brown Gravel and Sand with trace silt (6 inches)

Fill: Very Stiff Brown and Dark Brown Silty Clay with trace sand, gravel, and organic matter (Organic Matter Content = 3.2%)

Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-11

SUBSURFACE PROFILE

Figure No. 11

Water Level Observation:

3 feet during; dry upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G

/2

AS-1

AS-2

AS-3

17.3

24.3

3500*

3000*

0.2

0.7

4.0

5.0

Bituminous Concrete (2 inches)

Natural Aggregate Base:

Brown Gravel and Sand with trace silt

(7 inches)

Fill: Stiff Brown Sandy Clay with trace silt and gravel

Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-12

SUBSURFACE PROFILE

Figure No. 12

Water Level Observation:

4 feet during; dry upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G

/2

AS-1

AS-2

AS-3 18.4 6000*

0.1

0.7

2.5

5.0

Bituminous Concrete (1 inch)

Natural Aggregate Base:

Brown Gravel and Sand with trace silt

(7 inches)

Medium Compact Brown and Gray Silty Sand with trace clay and gravel

Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-13

SUBSURFACE PROFILE

Figure No. 13

Water Level Observation:

Dry during and upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G

/2

AS-1

AS-2

AS-3 15.9 6500*

0.1

0.7

2.5

5.0

Bituminous Concrete (1-1/2 inches)

Natural Aggregate Base:

Brown Gravel and Sand with trace silt

(6-1/2 inches)

Medium Compact Brown Sand with trace silt and gravel

Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-14

SUBSURFACE PROFILE

Figure No. 14

Water Level Observation:

2-1/2 feet during; dry upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G

/2

AS-1

AS-2

AS-3 16.4 6000*

0.2

0.8

3.0

5.0

Bituminous Concrete (2 inches)

Natural Aggregate Base:

Brown Gravel and Sand with trace silt

(7 inches)

Medium Compact Brown Sand with trace silt and gravel

Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-15

SUBSURFACE PROFILE

Figure No. 15

Water Level Observation:

3 feet during; dry upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G

/2

AS-1

AS-2

AS-3 15.2 6000*

0.1

0.8

3.0

5.0

Bituminous Concrete (1-1/2 inches)

Natural Aggregate Base:

Brown Gravel and Sand with trace silt

(7-1/2 inches)

Medium Compact Brown Sand with trace silt and gravel

Very Stiff Brown and Gray Silty Clay with trace sand and gravel

End of Boring @ 5 ft

DCP BLOWS/

1.75-INCHES

SAMPLE

TYPE/NO.

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCOF.

COMP. ST.

(PSF)

SOIL SAMPLE DATA

Soil Boring No. B-16

SUBSURFACE PROFILE

Figure No. 16

Water Level Observation:

3 feet during; dry upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings and capped with cold patch

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 210555

Project Name:

Project Location:

Algonac State Park Pavement Improvements

State Park Road @ River Road Clay Township, Michigan

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

4-inch diameter diamond tipped core barrel;

3-inch diameter hand auger

5 ft September 13, 2021 DJ Radich, P.E.

G2 Consulting Group, LLC J. Bowles

PA

V

EM

EN

T C

O R

E D

C P

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G

/2

AS-1

AS-2

AS-3 16.4 6500*

0.1

0.7

3.0

5.