Addendum No. 3.pdf

ADDENDUM #3

PROJECT: HIGH SCHOOL TRACK AND FIELD RENOVATION

OWNER: McBAIN RURAL AGRICULTURAL SCHOOL DISTRICT

ENGINEER / WILLIAM A. KIBBE & ASSOCIATES, INC.

ARCHITECT:

PROJECT McBAIN, MI

LOCATION:

DATE: DECEMBER 8, 2023

WAK PROJECT NO. 23-0021-0233

A. INSTRUCTIONS:

1. The Construction Documents “Issued for Bid” dated 11/13/2023 for the above referenced project are modified as noted in this Clarification.

2. All work performed under this document shall be subject to the General Conditions of the Contract and Specifications for similar work in connection with this project.

B. CLARIFICATIONS

1. 4EML may be used in lieu of 3EML for the leveling course of asphalt.

2. Height of fencing around track is to be 4’ high. Height of fencing at shot put is to be

8’ high.

3. Follow MDOT 2020 specifications in lieu of MDOT 1996 specifications.

4. Prime coat is not required.

5. Asphalt binder type to be 58-28 in lieu of 64-22.

6. Bituminous mixes to be 4EML leveling course and 5EML wearing course.

7. Existing scoreboard to be demo’ed, including foundations and properly disposed of off-site. Disconnect electrical at source.

8. Teir 1 RAP is allowed, but limited to 30% in the leveling course and 15% in the wearing course.

9. Design engineer is available for layout and staking of the track at a cost of $7,500.

10. Contractor shall employ an independent testing agency for testing. Contractor to include an allowance for testing of $7,500 in their base bid.

11. All track equipment and field equipment will be purchased by the School District.

Contractor shall install embedded items for long jump and pole vault.

12. Excavate and provide additional MDOT CLII granular material backfill, C.I.P.

where soil conditions are found to be inadequate.

(measured in place) Per Cu.Yd. ADD $____________

13. Please see attached Geotechnical Report by D&M Site, Inc. dated September 25, 2023.

C. CHANGES TO SPECIFICATIONS

1. Add specification section 323113. See attached.

2. As noted in B. above.

D. CHANGES TO DRAWINGS

1. None.

END OF ADDENDUM #3

CHAIN LINK FENCES AND GATES 323113 - 1

SECTION 323113 - CHAIN LINK FENCES AND GATES

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes chain-link fences, and gates.

1.2 PERFORMANCE REQUIREMENTS

A. Delegated Design: Design chain-link fences and gates, including comprehensive engineering analysis by a qualified professional engineer, using performance requirements and design criteria indicated.

B. Structural Performance: Chain-link fence and gate framework shall withstand the effects of gravity loads and the following loads and stresses within limits and under conditions indicated according to

ASCE 7-05:

1. Minimum Post Size and Maximum Spacing: Determine according to CLFMI WLG 2445, based on mesh size and pattern specified and on the following:

a. Wind Loads: 105 mph (3 sec. gust)

b. Exposure Category: C

c. Fence Height: As indicated on Drawings

d. Material Group: IA, ASTM F 1043, Schedule 40 steel pipe

1.3 ACTION SUBMITTALS

A. Product Data: For each type of product indicated.

B. Shop Drawings: Include plans, elevations, sections, details, and attachments to other work.

C. Samples: For each polymer-coated product and for each color and texture specified, in 6-inch (150-mm) lengths for components and on full-sized units for accessories.

D. Delegated-Design Submittal: For chain-link fences and gate framework indicated to comply with performance requirements and design criteria, including analysis data signed and sealed by the qualified professional engineer responsible for their preparation.

1.4 INFORMATIONAL SUBMITTALS

A. Product Certificates: For each type of chain-link fence and gate, from manufacturer.

B. Product Test Reports: For framing strength according to ASTM F 1043.

C. Sample of special warranty.

1.5 CLOSEOUT SUBMITTALS

A. Operation and maintenance data.

CHAIN LINK FENCES AND GATES 323113 - 2

1.6 WARRANTY

A. Special Warranty: Manufacturer's standard form in which manufacturer agrees to repair or replace components of chain-link fences and gates that fail in materials or workmanship within specified warranty period.

1. Failures include, but are not limited to, deterioration of metals, metal finishes, and other materials beyond normal weathering.

2. Warranty Period: Five years from date of Substantial Completion.

PART 2 - PRODUCTS

2.1 CHAIN-LINK FENCE FABRIC

A. General: Provide fabric in one-piece heights measured between top and bottom of outer edge of selvage knuckle or twist. Comply with CLFMI Product Manual and with requirements indicated below:

1. Fabric Height: As indicated on Drawings

2. Steel Wire Fabric: Wire with a diameter of 0.148 inch (3.76 mm).

a. Mesh Size: 2 inches (50 mm)

b. Aluminum-Coated Fabric: ASTM A 491, Type I, 0.40 oz./sq. ft. (122 g/sq. m).

c. Zinc-Coated Fabric: ASTM A 392, Type II, Class 1, 1.2 oz./sq. ft. (366 g/sq. m) with zinc coating applied before weaving.

d. Zn-5-Al-MM Aluminum-Mischmetal-Coated Fabric: ASTM F 1345, Type III, Class 1, 0.60 oz./sq. ft. (183 g/sq. m).

3. Selvage: Twisted top and knuckled bottom.

2.2 FENCE FRAMING

A. Posts and Rails: Comply with ASTM F 1043 for framing, including rails, braces, and line; terminal; and corner posts. Provide members with minimum dimensions and wall thickness according to ASTM F 1043 based on the following:

1. Fence Height: As indicated on Drawings

2. Heavy Industrial Strength: Material Group IA, round steel pipe, Schedule 40.

a. Line Post: As indicated on Drawings

b. End, Corner and Pull Post: As indicated on Drawings

3. Horizontal Framework Members: Comply with ASTM F 1043.

4. Brace Rails: Comply with ASTM F 1043.

5. Metallic Coating for Steel Framing:

a. Type A zinc coating.

b. Type B zinc with organic overcoat.

c. External, Type B zinc with organic overcoat and internal, Type D zinc-pigmented coating.

d. Type C, Zn-5-Al-MM alloy coating.

e. Coatings: Any coating above.

6. Polymer coating over metallic coating.

CHAIN LINK FENCES AND GATES 323113 - 3

a. Color: Black, or as selected by Architect from manufacturer's full range, complying with

ASTM F 934.

2.3 TENSION WIRE

A. Metallic-Coated Steel Wire: 0.177-inch- (4.5-mm-) diameter, marcelled tension wire complying with

ASTM A 817 and ASTM A 824, with the following metallic coating:

1. Type I, aluminum coated (aluminized).

2. Type II, zinc coated with minimum coating weight matching chain-link fabric coating weight.

3. Type III, Zn-5-Al-MM alloy with minimum coating weight matching chain-link fabric coating weight

2.4 FITTINGS

A. General: Comply with ASTM F 626.

B. Finish:

1. Metallic Coating for Pressed Steel or Cast Iron: Not less than 1.2 oz./sq. ft. (366 g /sq. m) zinc.

a. Polymer coating over metallic coating. Color Black.

2.5 GROUT AND ANCHORING CEMENT

A. Nonshrink, Nonmetallic Grout: Premixed, factory-packaged, nonstaining, noncorrosive, nongaseous grout complying with ASTM C 1107. Provide grout, recommended in writing by manufacturer, for exterior applications.

B. Erosion-Resistant Anchoring Cement: Factory-packaged, nonshrink, nonstaining, hydraulic-controlled expansion cement formulation for mixing with potable water at Project site to create pourable anchoring, patching, and grouting compound. Provide formulation that is resistant to erosion from water exposure without needing protection by a sealer or waterproof coating and that is recommended in writing by manufacturer, for exterior applications.

2.6 WARRANTY

1. All fencing and gates shall be warranted against manufacturing defects by the manufacturer for a period of (5) five years from date of substantial completion.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Examine areas and conditions, with Installer present, for compliance with requirements for site clearing, earthwork, pavement work, and other conditions affecting performance of the Work.

1. Do not begin installation before final grading is completed unless otherwise permitted by

Architect.

CHAIN LINK FENCES AND GATES 323113 - 4

B. Proceed with installation only after unsatisfactory conditions have been corrected.

C. Stake locations of fence lines, gates, and terminal posts. Do not exceed intervals of 500 feet (152.5 m) or line of sight between stakes. Indicate locations of utilities, lawn sprinkler system, underground structures, benchmarks, and property monuments.

D. Install chain-link fencing to comply with ASTM F 567 and more stringent requirements indicated.

E. Post Excavation: Drill or hand-excavate holes for posts to diameters and spacings indicated, in firm, undisturbed soil.

F. Post Setting: Set posts in concrete at indicated spacing into firm, undisturbed soil.

1. Verify that posts are set plumb, aligned, and at correct height and spacing, and hold in position during setting with concrete or mechanical devices.

2. Concrete Fill: Place concrete around posts to dimensions indicated and vibrate or tamp for consolidation. Protect aboveground portion of posts from concrete splatter.

a. Exposed Concrete: Extend 2 inches (50 mm) above grade; shape and smooth to shed water.

G. Terminal Posts: Locate terminal end, corner, and gate posts per ASTM F 567 and terminal pull posts at changes in horizontal or vertical alignment of 15 degrees or more.

H. Line Posts: Space line posts uniformly as indicated on Drawings.

I. Tension Wire: Install according to ASTM F 567, maintaining plumb position and alignment of fencing.

Provide horizontal tension wire at the following locations:

1. As indicated on Drawings

J. Chain-Link Fabric: Apply fabric to outside of enclosing framework. Leave 1 1/2 inch (38.1 mm) – 2 1/2 inches (63.5 mm) between finish grade or surface and bottom selvage unless otherwise indicated.

K. Install gates according to manufacturer's written instructions, level, plumb, and secure for full opening without interference. Attach fabric as for fencing. Attach hardware using tamper-resistant or concealed means. Install ground-set items in concrete for anchorage. Adjust hardware for smooth operation and lubricate where necessary.

L. Gates: Adjust gates to operate smoothly, easily, and quietly, free of binding, warp, excessive deflection, distortion, nonalignment, misplacement, disruption, or malfunction, throughout entire operational range. Confirm that latches and locks engage accurately and securely without forcing or binding.

END OF SECTION 323113

401 Balsam, PO Box 159 | Carrollton, MI 48724 | Ph: 989.752.6500 | www. dandmsite.com.com

GEOTECHNICAL REPORT

High School Track and Field Renovations McBain Rural Agricultural School

September 25, 2023

Submitted to:

R.C. Hendrick & Son, Inc.

2885 S. Graham Road Saginaw, MI 48609

Prepared by:

D&M Site, Inc.

401 Balsam

P.O. Box 159 Carrollton, MI 48724

PH (989) 752-6500

D&M Project No.: 2023.335

High School Track and Field Renovations – McBain Rural Agricultural School

September 25, 2023

TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 General

1.2 Site Description

2.0 FIELD EXPLORATION & LABORATORY TESTING

2.1 Scope

2.2 Drilling and Sampling Procedures

2.3 Field Tests and Measurements

2.4 Laboratory Testing

3.0 DESCRIPTION OF SUBSURFACE CONDITIONS

3.1 General

3.2 Soil Conditions

3.3 Groundwater Observations

4.0 SITE PREPARATION

4.1 Excavations to Remove Existing Fill and Structures

4.2 Proofrolling and Backfill Compaction

4.3 Construction Considerations

5.0 RECOMMENDATIONS

5.1 Track and Field Proposed Recommendations

5.2 Asphalt at Concession Stand Recommendations

5.3 Site Grading

5.4 Utility Considerations

6.0 CONSTRUCTION CONSIDERATIONS

6.1 Excavations

6.2 Groundwater Control

7.0 SUMMARY

APPENDIX:

• Vicinity Map

• Soil Boring Location Plan

• Soil Boring Logs

• General Notes

• Limitations

September 25, 2023

1.0 INTRODUCTION

1.1 General

This report presents the results of a geotechnical subsurface exploration for the proposed High School track and field renovations for the McBain Rural Agricultural School located at 107 East Maple Street, McBain, MI 49657. The purpose of this study was to determine the subsurface conditions existing at the site, and to establish related engineering parameters for use by the design engineers and architects. Soil borings were conducted for the proposed renovation. Included are the results of the subsurface exploration and recommendations for construction.

The scope of this investigation included:

• Reconnaissance of the immediate site.

• Subsurface exploration.

• Field and laboratory testing.

• Geotechnical engineering analysis of the soils encountered in the field and evaluation of the proposed recommendations.

1.2 Site Description

1.2.1 Site Location

The subject property is located in the City of McBain in the southwestern portion of Missaukee County, Michigan. The project area is on the north side of East Maple Street and west of North Roland Street.

1.2.2 Existing Site Conditions

The site is the existing track and field athletic facility.

1.2.3 Proposed Site Conditions

The track and field will be renovated with new asphalt base with new rubberized surface over the asphalt. It is anticipated that general track configuration will be re-established and that positive drainage will be provided.

September 25, 2023

2.0 FIELD EXPLORATION & LABORATORY TESTING

2.1 Scope

Nine (9) soil borings were performed for the project at the locations shown on Soil Boring Location Plan. Boring depths for each boring were taken to 5-feet below ground surface (bgs). Borings were staked as shown on the plan by field personnel prior to drilling the borings. Surface elevations indicated on the boring logs are based on interpolated existing elevations.

2.2 Drilling and Sampling Procedures

The borings were drilled with a truck/trailer mounted drill rig equipped with a rotary head. Conventional, continuous flight, 3.25” hollow-stem augers were used to advance the borings. Representative samples employing split-barrel sampling techniques were obtained in general accordance with ASTM Procedure D-1586 using an automatic drop hammer. After completion of boring operations, the holes were backfilled with auger cuttings.

2.3 Field Tests and Measurements

During the sampling procedure, Standard Penetration Tests (SPT) were performed at regular intervals to obtain the standard penetration value of the soil.

The SPT value (“N” Value) is defined as the number of blows a 140-pound hammer falling 30 inches is required to advance a 2-inch O.D., split-barrel sampler a distance of one foot into the soil. These values provide a useful preliminary indication of the consistency or relative density of most soil deposits, and therefore provide a basis for estimating the relative strength and compressibility of the soil profile components. The results of the SPT tests are included on the Soil Boring Logs located in the Appendix of the report.

2.4 Laboratory Testing

Laboratory testing was done on select soil samples to determine index properties of the materials. The laboratory testing program consisted of visual classification and unconfined compression tests on some of the split-spoon samples collected.

Soil samples obtained from SPT testing were placed in sealed glass sample jars and are stored at D&M Site, Inc. in Carrollton, Michigan. The soil samples will be retained for 60 days after the issue of this report; after this date, the soil samples will be discarded. If further lab testing is required, please contact D&M Site, Inc.

September 25, 2023

3.0 DESCRIPTION OF SUBSURFACE CONDITIONS

3.1 General

The types of subsurface materials encountered at the test boring locations have been visually classified and are described on the soil boring logs in the Appendix. Results of the field penetration tests and water level observations are presented on the boring logs in numerical form. The lines delineating the changes in strata on the logs represent an approximate boundary between the various soil classifications. It must be recognized that the soil descriptions are considered representative for the specific test hole location and variations may occur between the sampling intervals and boring locations.

3.2 Soil Conditions

In general, the ground conditions at the boring locations consists of the following:

• Strata 1 (Rubberized Surface): In all borings except B-4, the rubberized track surface is present.

• Strata 2 (Asphalt): The asphalt depth ranged from 2-1/4” (B-3 and B-7) to 1’- 0” (B-6) in depth within the track and field area.

• Strata 3 (Gravel): A sandy gravel aggregate base was encountered below the asphalt layer in each boring. The material was noted in the boring logs as being damp and brown.

• Strata 4A (Clay): In borings B-1, B-6, and B-7 a silty and sandy clay material is located below the gravel layer. Traces of fine gravel were identified and being moist to damp. The color was identified with mixed browns and brown mottling. The clay layer extended to boring termination depth in borings B-6 and B-7.

• Strata 4B (Sand): Borings B-2, B-3, B-4, B-5, B-8 and B-9 have sand that was noted as being both fine and clayey with trace silt and fine gravel.

Boring logs indicated the material to be damp to moist and being brown with mixed browns in color. Low to moderate moisture contents were reported within the laboratory results. With the exception of boring B-2, the sand material extended to boring termination depth.

• Strata 5 (Clay): A silty clay with traces of sand and fine gravel was noted in borings B-1 and B-2. Moderate to moderately high moisture contents were reported in the laboratory results, with the borings logs indicating the soil to be damp. The color was noted as being brown with light mottling. The material extended to boring termination depth in borings B-1 and B-2.

• Areas of note identified in the soil boring logs within the Appendix are summarized below.

o Note Boring B-4: The boring was taken in the asphalt pavement near the existing concession building, therefore no rubberized surface

September 25, 2023 material was present at the surface. A layer of silty clay 2” in thickness was encountered within Strata 4B.

o Note Boring B-6: The boring location is outside the 400m track area and is within the field component of the athletic complex, therefore additional depth of asphalt was encountered.

Soil mottling occurs when soils are frequently wet for long periods of time. In water-logged soils, oxygen moves through too slowly to aerate the soil. This causes the natural colors in the soil to become gray spots (mottles). Gray spots are a good indicator of soil wetness. The more mottling or graying in the soil, the wetter it will be.

Sometimes mottling results from flooding, but more often, from a high-water table.

A more detailed description and supporting data for each boring location can be found on the individual Soil Boring Logs in the Appendix.

3.3 Groundwater Observations

No groundwater was encountered in the borings, either during drilling or after boring completion. It should be noted that short-term groundwater observations may not provide a reliable indication of the depth of the water table. Water levels in clay soils are influenced by the slow rate of water infiltration the borehole as well as the potential for water to become trapped in overlying layers of granular material during periods of heavy rainfall. Water levels in granular soils fluctuate with seasonal and climatic changes as well as the amount of rainfall in the area immediately prior to measurement.

September 25, 2023

4.0 SITE PREPARATION

4.1 Excavations to Remove Existing Fill and Structures

All organic, fill materials and unsuitable bearing material should be stripped from the construction areas and wasted or stockpiled for later use. All unsuitable material encountered will need to be removed. A qualified geotechnical engineer should determine the exact depth of stripping and removals at the time of the excavation.

4.2 Proofrolling and Backfill Compaction

After the excavation is complete it is recommended that the exposed subgrade be proofrolled with approved equipment. The proofrolling will determine where soft, unsuitable materials are encountered. If pockets of unsuitable materials are encountered, these soils should be removed and replaced with a well-compacted material. In fill areas, a Housel penetrometer or dynamic cone penetrometer (DCP) tests are also proposed to test the subgrade strength. It is recommended that a qualified geotechnical engineer be present for this phase of this project.

After the existing subgrade soils and unsuitable fill materials are stripped and proofrolled, the placement and compaction of fill for structural applications should be monitored and tested by a qualified representative of the geotechnical engineer. Fill materials should be free of organic matter, rubble, cobbles greater than 3-inches and other deleterious material. The fill material should be placed in layers not to exceed 8-inches in loose thickness and should be watered as required to secure specified compaction. Each layer should be uniformly compacted with a smooth drum vibratory roller. The fill should be compacted to the specified percent of the maximum dry density in accordance with ASTM Density Test D-1557 (95% below all structural areas or structural influenced areas and 90% below floor slab). Should the results of the in-place density tests indicate that the specified compaction limits are not obtained; the areas represented by such tests should be reworked and retested as required until the specified limits are reached. Following these recommendations will minimize volume changes and differential settlements which are detrimental to behavior of shallow foundations and floor slabs.

4.3 Construction Considerations

It should be noted that considerable heavy construction traffic over the exposed subgrade may cause rutting and pumping. Caution should be exercised to direct construction traffic such that the subgrade does not fail due to construction activities.

September 25, 2023

5.0 RECOMMENDATIONS

5.1 Track and Field Proposed Recommendations

The site preparation recommendations are centered around the following:

• The existing rubberized surface coat is to be removed.

• Mill the existing asphalt to a depth of 2-inches.

• Asphalt replacement of equal to the milling depth, at least 2-inches.

• Provide adequate drainage cross-slope of 1.0% typical along the running track toward the inside of the track.

• Hot Mix Asphalt (HMA) replacement shall be MDOT 36A mixture with an application rate of 110 #/syd per 1-inch thickness.

• Placement of surface rubberized/polyurethane coat after applicable HMA cure time.

The bituminous asphalt mix shall be of virgin material containing no recycled asphalt pavement (RAP) due to the possible presence of metals and non-desirous materials. The HMA shall only be placed when sustained night-time temperatures are 50-degrees or above. A 20-day cure time should be anticipated prior to placement of rubberized/polyurethane surface coatings.

5.2 Asphalt at Concession Stand Recommendations

Boring B-4 was taken in the asphalt pavement near the existing concession stand building. The following is recommended for pavement rehabilitation within the area:

• Mill approximately 2-inches of existing asphalt.

• Asphalt replacement of equal to the milling depth, at least 2-inches.

• HMA replacement shall be MDOT 36A mixture with an application rate of

110 #/syd per 1-inch thickness.

5.3 Site Grading

Positive drainage of the surface water needs to be provided. The surface grades should be directed toward drainage features such as catch basins, culverts and drainage swales.

5.4 Utility Considerations

Based on the results of the soil borings and laboratory tests, the native material should provide adequate support for the manholes, catch basins, and pipes if proper bedding material is utilized.

September 25, 2023

6.0 CONSTRUCTION CONSIDERATIONS

6.1 Excavations

All excavations should comply with OSHA’s current requirements for excavations. Reference to this OSHA requirement should be included in the job specifications. Bracing of the trenches and or sloping of the excavations will be necessary for trenches that extend greater than four feet below the grade. At no time should the excavation spoil material be placed directly adjacent to the excavation.

The excavation through the soil can be performed using an open cut with sloped excavation sides or the excavation can be performed using lateral bracing and vertical cuts. Because of the shallow fill material noted in our borings, open cuts should be performed using 1:1 (H:V) slopes for excavation. If during excavation it is determined that 1:1 slopes are not stable, it may be necessary to flatten the slope.

6.2 Groundwater Control

No groundwater was encountered in the borings, either during drilling or after boring completion. Every effort should be made to keep the native and engineered soils from saturation during construction for compaction purposes.

Site runoff and discharge water should be diverted away from the active construction area and directed towards drainage ways or enclosed storm sewer systems. Such measures reduce the potential for the softening of the foundation subgrade soils.

September 25, 2023

7.0 SUMMARY

A subsurface exploration has been conducted for the proposed High School track and field renovations for the McBain Rural Agricultural School located at 107 East Maple Street, McBain, MI 49657. Design criteria have been recommended and possible design and construction issues have been discussed.

The exploration and analysis of the subsurface conditions reported herein is considered sufficient in detail and scope to form a reasonable basis for preliminary design. The recommendations submitted are based on the available soil information and conceptual design details for this project. Any revisions in the plans enumerated in this report should be brought to the attention of the geotechnical engineer. It is recommended that earthwork and pavement operations are monitored by a geotechnical engineer, to test and evaluate the placement and compaction of soils.

This geotechnical study has been conducted in a manner consistent with the level of care ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. The findings, recommendations, and opinions contained herein have been promulgated in accordance with generally accepted practice in the fields of soils mechanics, and engineering geology. No other representations, expressed or implied, and no warranty or guarantee is included or intended in this report. The scope or purpose of this geotechnical investigation did not specifically or by implication provide an environmental assessment of the proposed site.

Prepared By:

Andrew Andre, PE

APPENDIX

Vicinity Map

Soil Boring Location Plan

Soil Boring Logs

General Notes

Limitations

VICINITY MAP

McBain, MI

SITE

NO SCALE

SOIL BORING LOCATION PLAN

McBain, MI

NO SCALE

B-1

B-2

B-3

B-4

B-5 B-6

B-7

B-8

B-9

Sample No.

Depth Interval

(ft)

Depth Elevation

Penetration Blows for 6"

N Water

Content

Qp Qs

¼"

RUBBERIZED MATTING

3"

ASPHALT

9 ½" Dense graded SANDY GRAVEL - damp - brown

Very SANDY CLAY/clayey sands; trace fine gravel - damp - mixed browns

1' 3"

Fine SANDS; trace silt, fine gravel and clay - damp to moist - mixed browns

2' 3"

SILTY CLAY; trace sands and fine gravel - damp - brown with light mottle and occasional silt partings

5'

END OF BORING @ 5' Ground Water Depth Elevation Boring backfilled with natural soils and/or asphalt patch. WS or WD: None

Soil Descriptions from visual observation. After Boring: None No classification tests were performed. ____ Hrs AB: None

Location: 107 E. Maple St, McBain, MI 49657 Date Drilled: 9/16/2023

SOIL BORING LOG

Project: McBain Schools Track & Field Renovations Boring No: B-1

1 1244

Client: RC Hendrick & Sons Job No: 2023.335 Boring Location: By track entrance

Soil Description

1-SS

1 - 2.5'

9-9-7 16 13.9 1 ½ 0.70

2 1243

2-SS

3.5 - 5'

4 1241

5-6-11 17 13.0 4 - 4 ½

5 1240

3 1242

Type of Sample Ground Elevation

SS - Split Spoon HA - Hand Auger at Start of Boring

Depth Interval

(ft)

Depth Elevation

Penetration Blows for 6"

N Water

Content

Qp Qs

¼"

RUBBERIZED MATTING

3"

ASPHALT

8" SANDY GRAVEL aggregate base - damp - brown

Fine SAND; trace silt, fine gravel and clay - damp to moist - mixed browns

1' 10"

SILTY CLAY; trace sands and fine gravel - damp - brown - light mottling and occasional silt partings

5'

END OF BORING @ 5' Ground Water Depth Elevation Boring backfilled with natural soils and/or asphalt patch. WS or WD: None

Soil Descriptions from visual observation. After Boring: None No classification tests were performed. ____ Hrs AB: None

Location: 107 E. Maple St, McBain, MI 49657 Date Drilled: 9/16/2023

SOIL BORING LOG

Project: McBain Schools Track & Field Renovations Boring No: B-2

1 1243

Client: RC Hendrick & Sons Job No: 2023.335 Boring Location: South of B-1

Soil Description

1-SS

1 - 2.5'

7-6-9 15 14.8 4 ½ +

2 1242

2-SS

3.5 - 5'

4 1240

9-12-15 27 20.9 4 ½ +

5 1239

3 1241

Type of Sample Ground Elevation

SS - Split Spoon HA - Hand Auger

Depth Interval

(ft)

Depth Elevation

Penetration Blows for 6"

N Water

Content

Qp Qs

¼"

RUBBERIZED MATTING

2 ¼"

ASPHALT

9" Dense graded SANDY GRAVEL - damp - brown

Fine SAND; trace silt, fine gravel, and clay - damp to moist -browns

5'

END OF BORING @ 5' Ground Water Depth Elevation Boring backfilled with natural soils and/or asphalt patch. WS or WD: None

Soil Descriptions from visual observation. After Boring: None No classification tests were performed. ____ Hrs AB: None

Location: 107 E. Maple St, McBain, MI 49657 Date Drilled: 9/16/2023

SOIL BORING LOG

Project: McBain Schools Track & Field Renovations Boring No: B-3

1 1244

Client: RC Hendrick & Sons Job No: 2023.335 Boring Location: On track in front of bleachers

Soil Description

1-SS

1 - 2.5'

13-15-16 31 3.9 SAND

2 1243

2-SS

3.5 - 5'

4 1241

6-7-7 14 4.9 SAND

5 1240

3 1242

Type of Sample Ground Elevation

SS - Split Spoon HA - Hand Auger

Depth Interval

(ft)

Depth Elevation

Penetration Blows for 6"

N Water

Content

Qp Qs

2"

ASPHALT

SANDY GRAVEL aggregate base - damp - brown

8"

Fine SAND; trace fine gravel and silt - damp - browns

1' 2"

1' 4"

SILTY CLAY; trace to some sands; trace fine gravel - damp - mixed gray/browns

Fine SAND; trace silt, fine gravel and clay - damp to moist - mixed browns

5'

END OF BORING @ 5' Ground Water Depth Elevation Boring backfilled with natural soils and/or asphalt patch. WS or WD: None

Soil Descriptions from visual observation. After Boring: None No classification tests were performed. ____ Hrs AB: None

Location: 107 E. Maple St, McBain, MI 49657 Date Drilled: 9/16/2023

SOIL BORING LOG

Project: McBain Schools Track & Field Renovations Boring No: B-4

1 1247

Client: RC Hendrick & Sons Job No: 2023.335 Boring Location: In front of concession building

Soil Description

1-SS

1 - 2.5'

6-6-6 12 7.1 SAND

2 1246

2-SS

3.5 - 5'

4 1244

5-3-3 6 6.3. SAND

5 1243

3 1245

Type of Sample Ground Elevation

SS - Split Spoon HA - Hand Auger

Depth Interval

(ft)

Depth Elevation

Penetration Blows for 6"

N Water

Content

Qp Qs

¼"

RUBBERIZED MATTING

2 ¾"

ASPHALT

11" Dense graded SANDY GRAVEL - damp - brown

Fine SAND; trace silt, fine gravel and clay - damp - brown

1' 2"

CLAYEY SANDS; trace silt, fine gravel and topsoil - damp - mixed browns

2' 9"

Fine SAND; trace silt, fine gravel and clay - damp to moist - browns with occasional clayey sand seams

5'

END OF BORING @ 5' Ground Water Depth Elevation Boring backfilled with natural soils and/or asphalt patch. WS or WD: None

Soil Descriptions from visual observation. After Boring: None No classification tests were performed. ____ Hrs AB: None

Location: 107 E. Maple St, McBain, MI 49657 Date Drilled: 9/16/2023

SOIL BORING LOG

Project: McBain Schools Track & Field Renovations Boring No: B-5

1 1243

Client: RC Hendrick & Sons Job No: 2023.335 Boring Location: Southwest of B-4

Soil Description

1-SS

1 - 2.5'

9-12-9 21 14.9 3

2 1242

2-SS

3.5 - 5'

4 1240

5-4-4 8 6.3 SAND

5 1239

3 1241

Type of Sample Ground Elevation

SS - Split Spoon HA - Hand Auger

Depth Interval

(ft)

Depth Elevation

Penetration Blows for 6"

N Water

Content

Qp Qs

¼"

RUBBERIZED MATTING

ASPHALT

1'

Dense graded SANDY GRAVEL - damp - brown

1' 6"

SILTY CLAY; trace sands and fine gravel - moist to damp - mottled browns with occasional silt partings

5'

END OF BORING @ 5' Ground Water Depth Elevation Boring backfilled with natural soils and/or asphalt patch. WS or WD: None

Soil Descriptions from visual observation. After Boring: None No classification tests were performed. ____ Hrs AB: None

Location: 107 E. Maple St, McBain, MI 49657 Date Drilled: 9/16/2023

SOIL BORING LOG

Project: McBain Schools Track & Field Renovations Boring No: B-6

1 1243

Client: RC Hendrick & Sons Job No: 2023.335 Boring Location: By existing high jump on southwest end of track

Soil Description

1-SS

1 - 2.5'

4-3-3 6 13.0 2 ½ - 3

2 1242

2-SS

3.5 - 5'

4 1240

2-3-6 9 12.2 3

5 1239

3 1241

Type of Sample Ground Elevation

SS - Split Spoon HA - Hand Auger

Depth Interval

(ft)

Depth Elevation

Penetration Blows for 6"

N Water

Content

Qp Qs

¼"

RUBBERIZED MATTING

2 ¼"

ASPHALT

Dense graded SANDY GRAVEL - damp - browns

1' 1"

SILTY CLAY; trace to some sands; trace fine gravel - moist to damp -brown mottle

5'

END OF BORING @ 5' Ground Water Depth Elevation Boring backfilled with natural soils and/or asphalt patch. WS or WD: None

Soil Descriptions from visual observation. After Boring: None No classification tests were performed. ____ Hrs AB: None

Location: 107 E. Maple St, McBain, MI 49657 Date Drilled: 9/16/2023

SOIL BORING LOG

Project: McBain Schools Track & Field Renovations Boring No: B-7

1 1244

Client: RC Hendrick & Sons Job No: 2023.335 Boring Location: South end of track

Soil Description

1-SS

1 - 2.5'

3-4-5 9 10.2 2

2 1243

2-SS

3.5 - 5'

4 1241

3-6-8 14 12.2 3 ½ - 4

5 1240

3 1242

Type of Sample Ground Elevation

SS - Split Spoon HA - Hand Auger

Depth Interval

(ft)

Depth Elevation

Penetration Blows for 6"

N Water

Content

Qp Qs

¼"

RUBBERIZED MATTING

2 ½"

ASPHALT

Dense graded SANDY GRAVEL - damp - brown

1'

Fine SAND; trace silt and fine gravel - damp - browns

5'

END OF BORING @ 5' Ground Water Depth Elevation Boring backfilled with natural soils and/or asphalt patch. WS or WD: None

Soil Descriptions from visual observation. After Boring: None No classification tests were performed. ____ Hrs AB: None

Location: 107 E. Maple St, McBain, MI 49657 Date Drilled: 9/16/2023

SOIL BORING LOG

Project: McBain Schools Track & Field Renovations Boring No: B-8

1 1245

Client: RC Hendrick & Sons Job No: 2023.335 Boring Location: By existing high jump and electric box on east side

Soil Description

1-SS

1 - 2.5'

9-14-13 27 3.2 SAND

2 1244

2-SS

3.5 - 5'

4 1242

9-12-12 24 3.9 SAND

5 1241

3 1243

Type of Sample Ground Elevation

SS - Split Spoon HA - Hand Auger

Depth Interval

(ft)

Depth Elevation

Penetration Blows for 6"

N Water

Content

Qp Qs

¼"

RUBBERIZED MATTING

3 ¼"

ASPHALT

8" Dense graded SANDY GRAVEL - damp - brown

Fine SAND; trace silt and fine gravel - damp to moist - browns

5'

END OF BORING @ 5' Ground Water Depth Elevation Boring backfilled with natural soils and/or asphalt patch. WS or WD: None

Soil Descriptions from visual observation. After Boring: None No classification tests were performed. ____ Hrs AB: None

Location: 107 E. Maple St, McBain, MI 49657 Date Drilled: 9/16/2023

SOIL BORING LOG

Project: McBain Schools Track & Field Renovations Boring No: B-9

1 1244

Client: RC Hendrick & Sons Job No: 2023.335 Boring Location: Northeast end of track

Soil Description

1-SS

1 - 2.5'

8-10-11 21 3.7 SAND

2 1243

2-SS

3.5 - 5'

4 1241

6-7-9 16 3.7 SAND

5 1240

3 1242

Type of Sample Ground Elevation

SS - Split Spoon HA - Hand Auger

GENERAL NOTES

LIMITATIONS

Soil Variations The recommendations in this report are based upon the data obtained from the soil borings. This report does not reflect variations which may occur between these borings, and which would not become evident until construction. If variations then become evident, it would be necessary for a re-evaluation of this report, after performing on-site observations.

Warranties The report has been prepared in accordance with generally accepted soil and foundation engineering practices. We make no other warranties, either expressed or implied, as to the professional advice provided under the terms of our agreement and included in this report. This report is prepared exclusively for the client and may not be relied upon by other parties without prior written consent.

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

Review of Design Plans and Specifications In the event that any changes in the design of the building or the location, however slight, are planned, the recommendations shall not be considered valid unless modified or approved in writing. It is recommended that D&M Site, Inc. be provided the opportunity to review the final design and specifications in order to determine whether changes in the original concept may have affected the validity of the recommendations contained within this report, and whether the recommendations have been implemented in the design and specifications.