106858-Whiteford-Series 3-Addendum 01.pdf

November 2, 2023

ADDENDUM NO. 01

To the Drawings and Specifications for:

Whiteford Agricultural Schools Series 3 - Bleacher Replacement

Project Number: 106858

Prepared By:

The Collaborative

Telephone: (419) 242-7405

Fax: (419) 242-7400

TO ALL BIDDERS:

This addendum supplements and amends the original drawings and specifications, and shall be taken into account in preparing proposals, and shall become a part of the contract documents. Receipt of this Addendum must be acknowledged in the Bid Form.

GENERAL

1. The bidding forms are being revised in order to break the proposals into the following two bid packages:

a. Bleacher system only which include demolition of the existing system, preparation of the site, engineered sealed documentation of the system and installation of the associated bleacher system including required foundation and associated sub-base preparation.

b. The remainder of the sitework including site preparation, asphalt paving, concrete paving, chainlink fencing and final grading with seeding of the adjacent areas affected by this work.

2. The Architect will coordinate obtaining permits from the state as needed understanding the selected bleacher contractor will be providing Engineered state sealed drawings for the system for submission to the State of Michigan.

3. Geo-Technical reports of zones adjacent to the area of work noted within specification section 00 31 00 have been included following this write-up for reference when design the systems foundations which need to follow the recommendations given within these reports.

4. The following additional bleacher manufacturers have provided sufficient information regarding the systems they may offer and are approved as allowable manufactures for the bleacher system:

a. Sturdisteel Company

b. Dant Clayton Corporation

c. GT Grandstands, Inc.

Clarifications Question: The specifications call out a thickened slab for the bleacher foundations and the drawings show gradebeams for column lines and gravel in between. Can you clarify which is to be used?

Answer: The foundations should be Grade Beams with stone infill surround to match the provided drawings; sizing and depths should be designed around the recommendations given within the attached geo-technical reports.

Question: Would is also be acceptable to utilize a long-span I-beam support structure (in lieu of a leg truss) for this project? This would give the owner more clear space under the bleachers without running into additional columns or x-bracing. Please advise.

Answer: For bidding purposes only leg-truss systems will be permitted however, if awarded the project, the design team and owner would be willing to review an alternate approach if the awarded contractor feels it could bring added value to the project.

Specifications Section 13 12 50 Grandstand Bleachers (not re-issued) Item #1: Bleacher foundations to be grade beam, as shown in associated drawings, engineered and installed by the associated contractor for the system being proposed.

Note final design of the foundation support system should be designed using suggestions presented within the included Geo-Technical reports.

Drawings No Revisions Included within Addendum

END OF ADDENDUM #01 (3 Written Pages, 2 Supplemental Documents)

Brian.Weber Snapshot

WHITEFORD AGRICULTURAL SCHOOLS

2019 BOND PROGRAM – SERIES 3

REQUEST FOR PROPOSAL (RFP) – GENERAL CONTRACTING SERVICES – GRANDSTAND

BLEACHERS

BID PROPOSAL FORM – ADDENDUM 01

NOVEMBER 2, 2023

(Bidder’s Company Name) Proposes to provide General Contracting Services to Whiteford

Agricultural Schools (hereafter referred to as Owner) for the construction project as follows:

ADDENDUM NO. , DATED

ADDENDUM NO. , DATED

ADDENDUM NO. , DATED

1. PROPOSAL COMPLETE

Bid Category 1A: For Construction Services for the following scope of work:

Bleacher system only which includes demolition and hauling of the existing system, preparation of the site, engineered sealed documentation of the system, and installation of the associated bleacher system including required foundation and associated sub-base preparation at a Lump

Sum Fee of: $ .

Cost of Performance and Payment Bonds included in the Lump Sum above is: $ .

Bid Category 1B: For Construction Services for the following scope of work:

The remainder of the sitework including site preparation, asphalt paving, concrete paving, chain-link fencing and final grading with seeding of the adjacent areas affected by this work at a Lump

Cost of Performance and Payment Bonds included in the Lump Sum above is: $ .

Combined Bid for Bid Categories 1A and 1B, including Performance and Payment Bonds at a Lump

2. REQUIRED ALTERNATE(S):

The following alternates include all labor, materials and fees required for a completed condition in accordance with the true intent and meaning of the contract documents, whether or not each and every item required by reason thereof is particularly specified or shown on the drawings.

Alternate No. A-1: (ADD/DEDUCT)

REQUEST FOR PROPOSAL (RFP) – GENERAL CONTRACTING SERVICES – GRANDSTAND

BLEACHERS

Alternate No. A-2: (ADD/DEDUCT)

Alternate No. A-3: (ADD/DEDUCT)

3. VOLUNTARY ALTERNATE(S):

Bidders, at their discretion, may include voluntary alternates in an effort to provide a lower cost to the Owner. Voluntary alternates must provide equal or greater value to the Owner and include all costs associated with the change being proposed in order to provide a complete condition. Should a bidder neglect to include all costs associated with the change, its contract amount shall be amended accordingly when additional costs are identified.

Voluntary Alternate No. 1: (ADD/DEDUCT)

Voluntary Alternate No. 2: (ADD/DEDUCT)

Voluntary Alternate No. 3: (ADD/DEDUCT)

4. CHANGES IN THE WORK

For authorized changes in the work, involving additions to or omissions from the work the undersigned agrees to perform or omit, or to cause to be performed or omitted by his subcontractors, such authorized work at net cost to him, plus the following percentages to be added to the cost or credit to the owner, which percentages shall include all the contractor’s cost for onsite superintendence, supervision, overhead and profit.

Additions Omissions

A. Subcontractor work percent percent

B. Self-performed work percent percent

5. TIME OF COMPLETION:

The undersigned understands and agrees that time is of the essence and all services, installation of all work and materials, provided in the contract must be fully completed on or before the following dates. The contractor will be required to confirm a detailed milestone schedule following Contract

Award and prior to mobilization of work.

Construction Start: February 5, 2024

Construction Complete: July 26, 2024

REQUEST FOR PROPOSAL (RFP) – GENERAL CONTRACTING SERVICES – GRANDSTAND

BLEACHERS

6. PRIMARY CONTACT, ADDRESSS, AND SIGNATURE OF BIDDER

I have read and I understand the responsibilities required of the General Contractor under the

Agreement between the Owner and Contractor and General Conditions of the Contract for

Construction, which are provided with this RFP. If selected, our company will be able to fulfill the requirements.

The undersigned bidder does hereby designate the address, given below, as the legal address to which all notices, directions, or other communications may be served or mailed.

Street

City , State Zip

SIGNATURE

Dated this day of , 20 .

Company Name:

By:

Signature

Title:

Phone:

Email:

, being duly sworn, deposes and says that the information provided herein is complete so as not to be misleading.

Subscribed and sworn before me this day of , 20 .

Notary Public:

My Commission Expires:

REQUEST FOR PROPOSAL (RFP) – GENERAL CONTRACTING SERVICES – GRANDSTAND

BLEACHERS

IF selected as General Contractor, I agree to the contractual terms as provided in the RFP:

PROPOSAL CHECKLIST

Bid Proposal Form

Iran Statement

Familial Statement AIA A101 - 2017, As Modified

Criminal Background Disclosure AIA A201 – 2017, As Modified

Bid Security

Clarifications / Exceptions

Report on Geotechnical Investigation

Whiteford Agricultural

School 2019 – Middle/High

School Construction

Project

6655 Consear Road

Ottawa Lake, Michigan

49267

Latitude 41.766761˚ N

Longitude 83.703020˚ W

Prepared for:

c/o Plante Moran CRESA

27400 Northwestern Highway

Southfield, Michigan 48034

G2 Project No. 203261

June 22, 2020 c/o: Mr. Brian Weber

Plante Moran CRESA

27400 Northwestern Highway

Southfield, Michigan 48034

Re: Report on Geotechnical Investigation

Whiteford Agricultural Schools 2019 Bond Program

Whiteford Agricultural School 2019 – Middle/High School Construction Project

6655 Consear Road

Ottawa Lake, Michigan 49267

Greetings Mr. Weber:

We have completed the geotechnical investigation for the proposed building addition and pavement improvements to the existing Whiteford Agricultural Schools Middle/High School in Ottawa Lake, Michigan. This report presents the results of our field investigation, our observations and analyses, and our recommendations for subgrade preparation, foundation design, pavements, and construction considerations as they relate to the geotechnical conditions at the site.

We appreciate the opportunity to be of service to Whiteford Agricultural Schools and Plante Moran CRESA and look forward to discussing the recommendations presented herein. 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

Nathan M. Zaporski, E.I.T. Noel J. Hargrave-Thomas, P.E.

Staff Engineer/LEED Green Associate Principal

Jason B. Stoops, P.E.

Project Manager

NMZ/NJHT/JBS/ljv

Enclosures

EXECUTIVE SUMMARY

We understand the project includes construction of two separate slab-on-grade building additions to the existing Whiteford Agricultural Schools Middle/High School building, in addition to pavement improvements throughout the site. We understand the building additions will consist of a new gymnasium and new office/classroom space.

Approximately 8 to 12 inches of sandy clay topsoil are present at the surface of borings B-1 through B-6.

Loose granular fill soils are present below the topsoil within borings B-5 and B-6 and extend to an approximate depth of 2 to 2-1/2 feet. Native very loose to loose silty sand with trace organic matter is present below the topsoil within borings B-1 through B-3 and extends to an approximate depth of 3 feet.

Native stiff to hard silty clay and sandy clay are present below the topsoil, fill or native granular soil and extend to the explored depth of 25 feet within each building addition boring. Approximately 5 inches of sand and gravel aggregate base, 1 to 15 inches of sandy clay topsoil, or 3 inches of bituminous concrete pavement underlain by 6 to 7 inches of sand and gravel aggregate base are present at the surface of the pavement borings. Loose silty sand and sand fill soils are present below the topsoil within borings S-2 and S-4 and extend to approximate depths of 2 to 2-1/2 feet. Very loose to loose sand with trace organic matter is present below the topsoil within borings S-3 and S-5 extending to approximate depths of 2 to 5-1/2 feet. Stiff to very stiff sandy clay and silty with trace organic matter is present below the aggregate base and pavement sections within in borings S-1, S-6, and S-7 and extends to approximate depths ranging between 3 and 5-1/2 feet. Hard silty clay is present below these soils and extend to the explored depths of 10 feet within each pavement boring. Groundwater was observed within borings B-5 and S-2 at approximate depths of 1-1/2 and 2-1/2 feet, respectively. No measurable groundwater was observed within the remaining borings during drilling operations. The boreholes were observed to be dry upon completion of drilling.

Based upon the existing subgrade conditions and anticipated loading conditions, we recommend the proposed building additions be supported on conventional strip and spread footing foundations extending through the existing very loose to loose granular soils and bearing on the stiff sandy clay or hard silty clay. We further recommend a net allowable bearing pressure of 3,000 psf for design of foundations on the stiff sandy clay or hard silty clay. Exterior foundations should bear at a minimum depth of 3-1/2 feet below finished grade for protection against frost heave. The sides of the foundations should be constructed straight and vertical to reduce the risk of frozen soil adhering to the concrete and raising the foundation. The foundation depth of the adjacent existing structure should be confirmed prior to construction of the proposed additions. Any foundations installed immediately adjacent to the existing building should bear at the same elevation as the existing foundations. In no case should excavations extend below the level of the adjacent structure unless underpinning or temporary earth support is planned. We recommend a G2 engineer be on site during construction to observe the excavations, measure the bearing depths, and verify the adequacy of the bearing soils.

The existing fill soils within boring B-2 contain over 2 percent organic matter and are considered marginally suitable for the support of floor slabs. Provided some floor slab settlement can be tolerated, the proposed floor slabs can be supported on the existing fill and very loose granular soils following satisfactory completion of subgrade preparation, as outlined in the Site Preparation section of this report. A subgrade modulus (k) of 100 pounds per cubic inch (pci) may be used in the design of floor slabs supported on the existing fill soils and very loose granular soils. If floor slab settlement cannot be tolerated, the existing fill soils must be entirely removed from the building footprint and replaced with engineered fill. We recommend a subgrade modulus of 150 pci for engineered fill placed over native soils.

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 includes construction of two separate slab-on-grade building additions to the existing Whiteford Agricultural Schools Middle/High School building, in addition to pavement improvements throughout the site. We understand the building additions will consist of a new gymnasium and new office/classroom space. Based upon a phone conversation with the facility manager on June 19, 2020, we understand the existing school structure is slab-on-grade, with a crawlspace running east to west down the central portion of the structure.

Structural loading conditions were not available at the time of the investigation. However, we anticipate the structural wall loads will be relatively light for the classroom addition and moderate for the gymnasium addition. Neither existing nor proposed finished grades were available at the time of this investigation. However, we anticipate that proposed finished grades will be similar to existing grades, and the finished floor elevation of the proposed additions will match the existing building finished floor elevation. When structural loading conditions, existing grades, and proposed finished grades become available, G2 should be notified so that we can review the recommendations provided within this report.

SCOPE OF SERVICES

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 is as follows:

1. We drilled a total of sixteen (16) soil borings throughout the proposed development area. Borings

B-1 through B-6 were drilled within the vicinity of the proposed building additions and extended to a depth of 25 feet each below existing grades. Borings S-1 through S-10 were drilled within the proposed pavement areas and extended to a depth of 10 feet each below existing grades.

2. We performed laboratory testing on representative samples obtained from the soil borings.

Laboratory testing included visual engineering classification, natural moisture content, organic matter content, grain size distribution, and unconfined compressive strength determinations.

3. We prepared this engineering report. Our report includes recommendations regarding the foundation types suitable for the soil conditions encountered, allowable bearing capacities of the anticipated bearing soils, estimated settlement, and construction considerations related to foundation construction and site development.

FIELD OPERATIONS

Whiteford Agricultural Schools/Plante Moran CRESA, in conjunction with G2 Consulting Group, LLC (G2) selected the number, depth, and location of the soil borings. The soil borings were staked prior to soil boring operations by a G2 staff engineer 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 at the soil boring locations were not available at the time of this investigation. We recommend that the soil boring locations be surveyed so that soil and groundwater stratigraphy may be tied to elevation.

The soil borings were drilled using a truck-mounted rotary drilling rig. Continuous-flight, 2-1/4 inch inside diameter, hollow-stem augers were used to advance the boreholes to the explored depths. Soil samples were obtained at intervals of 2-1/2 feet within the upper 10 feet and at intervals of 5 feet below that depth. These samples were obtained by the Standard Penetration Test Method (ASTM D 1586), which involves driving a 2-inch diameter split-spoon sampler into the soil with a 140-pound weight falling 30 inches. The sampler is generally driven three successive 6-inch increments, with the number of blows for each increment recorded. The number of blows required to advance the sampler the last 12 inches is termed the Standard Penetration Resistance (N). Blow counts for each six-inch increment and resulting N-values are presented on the individual soil boring logs.

The soil samples were placed in sealed containers in the field and brought to our laboratory for testing and classification. During field operations, drilling representatives maintained soil boring logs of the subsurface conditions, including changes in stratigraphy and observed groundwater levels. The final boring logs are based on the field logs supplemented by laboratory soil classification and test results.

The soil borings were backfilled with auger cuttings upon completion of drilling operations.

LABORATORY TESTING

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

Laboratory testing included natural moisture content, organic matter content, grain size distribution, and unconfined compressive strength determination. The organic matter contents were determined in general accordance with ASTM D2974. The grain size distributions were determined in general accordance with ASTM C136. The unconfined compressive strengths were determined 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 moisture content, dry density, and unconfined compressive strength laboratory tests are indicated on the boring logs at the depths the samples were obtained. The results of the grain size distribution are presented on Figure No. 17. We will hold the soil samples for 60 days from the date of this report, after which time they will be discarded. If you would like to retain the samples beyond that date, please let us know.

SITE CONDITIONS

The existing building is located at 6655 Consear Road in Ottawa Lake, Michigan. The proposed additions will be located on the south side of the building. An existing bituminous concrete bus drop-off area is present to the north of the building, and a bituminous concrete parking area is present in the southwestern portion of the school property. An existing septic drain field is present south of the eastern half of the building, and a baseball diamond is present to the southeast of the building. Soil borings B-4, B-5, B-6, S-2, and S-4 were performed within the existing septic drain field. An apparent shed-type structure is present between B-2 and B-4 within the footprint of the proposed addition. Based upon visual observation during our time onsite, the property is relatively flat. Surrounding properties are generally agricultural in nature.

SOIL CONDITIONS

Building Additions (Borings B-1 through B-6)

Approximately 8 to 12 inches of sandy clay topsoil are present at the soil boring locations. Silty sand, and sand and gravel fill soils are present below the topsoil within borings B-5 and B-6 and extend to an approximate depth of 2 to 2-1/2 feet. Native silty sand with trace organic matter is present below the topsoil within borings B-1 through B-3 and extends to an approximate depth of 3 feet. Native silty clay and sandy clay are present below the topsoil, fill, and native granular soil and extend to the explored depth of 25 feet within each building addition boring.

The granular fill soils are loose with a Standard Penetration Test N-value of 5 blows per foot. The native granular soils are very loose to loose with N-values ranging between 3 and 5 blows per foot. The silty sand within boring B-2 has an organic matter content of 2.4 percent. The sandy clay is stiff in consistency with a natural moisture content of 18 percent and an unconfined compressive strength of

2,500 psf. The silty clay is hard in consistency with a natural moisture content ranging between 10 and

18 percent and an unconfined compressive strength of approximately 9,000 psf.

Pavement Areas (Borings S-1 through S-10)

Approximately 5 inches of sand and gravel aggregate base, 1 to 15 inches of sandy clay topsoil, or 3 inches of bituminous concrete pavement underlain by 6 to 7 inches of sand and gravel aggregate base are present at the surface of the pavement borings. Silty sand and sand fill soils are present below the topsoil within borings S-2 and S-4 and extend to approximate depths of 2 to 2-1/2 feet. Silty sand with trace organic matter is present below the topsoil within borings S-3 and S-5 extending to approximate depths of 2 to 5-1/2 feet. Sandy clay and silty clay with trace organic matter is present below the aggregate base and pavement sections within in borings S-1, S-6, and S-7 and extends to approximate depths ranging between 3 and 5-1/2 feet. Silty clay is present below these soils and extend to the explored depths of 10 feet within each pavement boring.

The granular fill soils are loose with N-values ranging between 5 and 6 blows per foot. The granular soils with trace organic matter are very loose to loose with N-values ranging between 3 and 6 blows per foot and organic matter contents ranging between 5 to 7 percent. The upper layers of sandy clay and silty clay are stiff to very stiff in consistency with natural moisture contents ranging between 19 and 25 percent, organic matter contents ranging between 3 and 7 percent, and unconfined compressive strengths ranging between 3,000 and 6,000 psf. The underlying silty clay is generally very stiff to hard in consistency with natural moisture contents ranging between 10 to 20 percent and unconfined compressive strengths ranging between 6,000 and 9,000 psf.

General

The stratification depths shown on the soil boring logs represent the soil conditions at the boring locations. Variations may occur away from the boring locations. Additionally, the stratigraphic lines represent the approximate boundary between soil types. The transition may be more gradual than what is shown. We have prepared the boring logs on the basis of the field logs of soils encountered supplemented by laboratory classification and testing.

The Soil Boring Location Plan, Plate No. 1, Soil Boring Logs, Figure Nos. 1 through 16, and Grain Size

Distribution, Figure No. 17, are presented in the Appendix. The soil profiles described above are generalized descriptions of the conditions encountered at the boring locations. General Notes

Terminology defining the nomenclature used on the soil boring logs and elsewhere in this report is presented on Figure No. 18.

GROUNDWATER CONDITIONS

Groundwater observations were made during and upon completion of drilling operations. Groundwater was observed within borings B-5 and S-2 at approximate depths of 1-1/2 and 2-1/2 feet, respectively.

No measurable groundwater was observed within the remainder of the borings during drilling operations. Upon completion of drilling operations, the boreholes were observed to be dry.

Fluctuations in perched and long-term groundwater levels should be anticipated due to seasonal variations and following periods of prolonged precipitation. It should also be noted that groundwater observations made during drilling operations in cohesive soils are not necessarily indicative of the static groundwater level. This is due to the low permeability of such soils and the tendency of drilling operations to seal off the natural paths of groundwater flow.

SITE PREPARATION

On the basis of available data, we anticipate little earthwork will be required to achieve final design grades. We anticipate earthwork operations will consist of removing the existing bituminous pavements, Portland cement concrete sidewalk, topsoil, vegetation, existing utilities, and the existing shed from within the proposed addition footprints and pavement areas, removing any existing utilities and shed foundations and backfilling associated excavations with engineered fill, proof rolling (where cohesive) or proof compacting (where granular) the exposed subgrade within proposed addition and pavement areas, excavating for new foundations and utilities, and backfilling associated excavations with engineered fill.

Upon complete removal of the existing bituminous pavements, Portland cement concrete sidewalk, topsoil, vegetation, utilities, and foundations, the exposed silty sand and sandy clay subgrade must be thoroughly proof rolled with a heavy rubber-tired vehicle, such as a loaded tandem-axle dump truck, prior to placement of engineered fill. Granular soils should be proof compacted with a heavy vibratory roller making a minimum of 10 passes in two perpendicular directions. Any unstable or unsuitable areas noted during proof rolling or proof compacting operations should be undercut and replaced with engineered fill. Proof rolling or proof compacting operations should be completed within 2 days prior to placement of fill material. If the exposed subgrade is left open for extended periods of time or if the subgrade is exposed to precipitation events, proof rolling should be repeated.

Engineered fill should be free of organic matter, frozen soil, clods, or other harmful material. The fill should be placed in uniform horizontal layers that are not more than 9 inches in loose thickness.

Engineered fill should be compacted to achieve a density of at least 95 percent of the maximum dry density as determined by the Modified Proctor compaction test (ASTM D 1557). 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.

We recommend using granular engineered fill within confined areas such as adjacent to foundation walls. Granular engineered fill is generally more easily compacted than cohesive soils within these confined areas. Additionally, the proper placement and compaction of backfill within these areas is imperative to provide adequate support for overlying floor slabs.

FOUNDATION RECOMMENDATIONS

Based upon the existing subgrade conditions and anticipated loading conditions, we recommend the proposed building additions be supported on conventional strip and spread footing foundations extending through the existing fill soils and very loose to loose granular soils and bearing on the stiff sandy clay or hard silty clay. We further recommend a net allowable bearing pressure of 3,000 psf for design of foundations on the stiff sandy clay or hard silty clay. Exterior foundations should bear at a minimum depth of 3-1/2 feet below finished grade for protection against frost heave.

Exterior foundations should bear at a minimum depth of 3-1/2 feet below finished grade for protection against frost heave. The sides of the foundations should be constructed straight and vertical to reduce the risk of frozen soil adhering to the concrete and raising the foundation.

The foundation depth of the adjacent existing structure should be confirmed prior to construction of the proposed additions. Any foundations installed immediately adjacent to the existing building should bear at the same elevation as the existing foundations. In no case should excavations extend below the level of the adjacent structure unless underpinning or temporary earth support is planned. We recommend a G2 engineer be on site during construction to observe the excavations, measure the bearing depths, and verify the adequacy of the bearing soils.

Continuous wall or strip footings should be at least 12 inches in width. To achieve a change in the level of the strip footings, the footings should be gradually stepped at a grade no steeper than two units horizontal to one unit vertical. We recommend all strip footings be suitably reinforced to minimize the effects of differential settlements associated with local variations in subsoil conditions.

If the recommendations outlined in this report are adhered to, total and differential settlements for the completed structure should be within 1 inch and 1/2 inch, respectively. We expect settlements of these magnitudes are within tolerable limits for the type of structure proposed.

FLOOR SLAB RECOMMENDATIONS

The existing fill soils within boring B-2 contain over 2 percent organic matter and are considered marginally suitable for the support of floor slabs. Provided some floor slab settlement can be tolerated, the proposed floor slabs can be supported on the existing fill and very loose granular soils following satisfactory completion of subgrade preparation, as outlined in the Site Preparation section of this report. A subgrade modulus (k) of 100 pounds per cubic inch (pci) may be used in the design of floor slabs supported on the existing fill soils and very loose granular soils.

If floor slab settlement cannot be tolerated, the existing fill soils must be entirely removed from the building footprint and replaced with engineered fill. We recommend a subgrade modulus of 150 pci for engineered fill placed over native soils.

We recommend that at least 4 inches of clean coarse sand or pea gravel be placed between the subgrade and the bottom of the floor slab for use as a capillary break to reduce moisture transmission through the concrete floors and to reduce the potential for concrete curling. If moisture sensitive floor coverings are planned or if greater protection against vapor transmission is desired, a vapor barrier consisting of 10 mil plastic sheeting, or equivalent, may be placed on top of the sand or pea gravel layer directly beneath concrete floor slabs. We recommend all concrete floor slabs be suitably reinforced and separated from the foundation system to allow for independent movement.

PAVEMENT RECOMMENDATIONS

We understand the project includes construction of new pavements for parking throughout the site.

We anticipate subgrade soils will be variable. The subgrade should be properly prepared as outlined above in the Site Preparation section of this report. For purposes of this design and in consideration of the variable subgrade soils present throughout the site, including loose granular soils and very stiff silty clay with up to 7 percent organic matter, we have assumed an effective roadbed soil resilient modulus of

5,000 pounds per square inch (psi). We have assumed that traffic will consist mainly of school buses and passenger vehicles, as well as occasional sanitation and emergency vehicles.

We anticipate any proposed bus/drop-off lanes will consist of a heavy-duty flexible bituminous concrete pavement section and that passenger vehicle parking areas will consist of a standard-duty flexible bituminous concrete pavement section. We recommend the use of rigid Portland cement concrete pavement within any proposed bus parking areas and trash enclosure areas. For standard duty flexible pavement in the employee parking areas, we have assumed a load of 75,000 equivalent single-axle loads

(ESALS) over a 20-year design life. We anticipate the heavy-duty flexible pavement and rigid Portland cement concrete pavement will be subjected to 250,000 ESALs over a 20-year design life. For purposes of design, we recommend a serviceability loss of 2.0, a standard deviation of 0.45, and a reliability factor of 0.95. All pavement materials are specified within the 2012 Standard Specifications for Construction from the Michigan Department of Transportation. The bituminous pavement materials are described in

Section 501 and can be assigned a structural coefficient number of 0.42. We recommend that bituminous concrete utilize grade PG 68-22 binder, with no more than 17 percent of the overall binder content from reclaimed asphalt pavement (RAP) within the top wearing course layer. This will help minimize the potential for rutting and long-term cracking. Based on the results of our analysis, we recommend the minimum following pavement design cross-sections:

Heavy Duty Flexible Pavement Section

Material Type

Minimum

Thickness

(in)

Structural

Coefficient

Structural

Number

(SN)

MDOT 5E1 Bituminous Wearing Course 2 0.42 0.84

MDOT 3E3 Bituminous Leveling Course 3 0.42 1.26

MDOT 21AA (dense-graded aggregate) 10 0.14 1.4

Total SN → 3.5

Large front-loading refuse trucks can impose significant concentrated wheel loads within trash dumpster pick-up areas. This type of loading can result in rutting of asphalt pavements and ultimately in failure.

We recommend reinforced MDOT P1 Portland cement concrete pavement be used in these areas.

The pavement and subgrade should be properly sloped to promote effective surface and subsurface drainage and prevent water ponding. Edge drains should be constructed along the curb and gutters and should be connected to a nearby storm sewer. 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.

Based on the results of the Grain Size Distribution tests performed on a select sample of the existing aggregate base material present on site, this material generally complies with MDOT 21AA dense-graded aggregate specifications, with the exception that it has it has too high of a fines content. As such, we recommend that if the existing aggregate base is to be reused, it be stripped, stockpiled, and mixed with an imported 21AA material.

CONSTRUCTION CONSIDERATIONS

Care should be exercised when excavating near the existing building to avoid undermining adjacent foundations, utilities, or pavements. Any abandoned utilities below the proposed addition should be completely removed and backfilled with engineered fill.

The majority of the borings were observed to be dry during drilling operations. We anticipate groundwater and surface runoff can be controlled with properly constructed sumps and pumps. Some caving and sloughing of the upper very loose to loose granular soils may occur during foundation excavation. The contractor should come prepared to over-excavate and form foundations, as necessary.

We recommend temporary excavations that extend below a depth of 5 feet be sloped at a grade no steeper than 1-1/2 units horizontal to 1 unit vertical (1-1/2H:1V) in the very loose to loose granular soils and 1H:1V in the cohesive soils. All excavations should be safely sheeted, shored, sloped, or braced in

Standard Duty Flexible Pavement Section

Material Type

Minimum

Thickness

(in)

Structural

Coefficient

Structural

Number

(SN)

MDOT 5E1 Bituminous Wearing Course 2 0.42 0.84

MDOT 3E3 Bituminous Leveling Course 2 0.42 0.84

MDOT 21AA (dense-graded aggregate) 8 0.14 1.4

Total SN → 2.80 accordance with OSHA requirements. If material is stored or equipment is operated near an excavation, stronger shoring must be used to resist the extra pressure due to the superimposed loads.

We do not anticipate groundwater accumulations will occur during foundation excavation operations. In general, we expect accumulations of surface run-off water will be controllable with normal pumping from properly constructed sumps.

GENERAL COMMENTS

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

The scope of the present investigation was limited to evaluation of subsurface conditions for the support of proposed building additions, pavements, and other related aspects of the development. No chemical, environmental or hydrogeological testing or analyses were included in the scope of this investigation.

We base the analyses and recommendations submitted in this report upon the data from the soil borings performed at the approximate locations shown on the Soil Boring Location Plan, Plate No. 1. This report does not reflect variations that may occur away from 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.

Accordingly, we recommend G2 Consulting Group, LLC observe all geotechnical related work, including foundation construction, subgrade preparation, and engineered fill placement. G2 Consulting Group, LLC will perform the appropriate testing to confirm the geotechnical conditions given in the report are found during construction.

APPENDIX

Soil Boring Location Plan Plate No. 1

Soil Boring Logs Figure Nos. 1 through 16

Grain Size Distribution Figure No. 17

General Notes Terminology Figure No. 18

Scale: NTS

Date: 6/18/20

Drawn by: NMZ

Project No. 203261

Plate No. 1

Whiteford Agricultural School 2019 Middle/High School Construction Project

6655 Consear Road Ottawa Lake, Michigan 49267

Soil borings drilled by Triple R Drilling, LLC on June 6 and 7, 2020

WAKEFIELD DRIVE

B-1

B-2 B-3

B-4 B-5

B-6

S-8

S-9 S-10

S-7

S-6

S-5

S-4

S-3 S-2

S-1

S-3

S-4

S-5

S-6

S-7

12.2

12.2

11.8

12.5

10.2

12.5

9000*

9000*

9000*

9000*

9000*

9000*

0.8

3.0

6.0

25.0

Topsoil: Black Sandy Clay (8 inches)

Very Loose Silty Sand with little clay

Hard Brown Silty Clay with trace sand and gravel

Hard Gray Silty Clay with trace sand and gravel

End of Boring @ 25 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

IN

G

.G

PJ

G

C O

N

SU

LT

IN

G D

A T

A T

EM

PL

A T

E.

G

D T

/1

/2

Soil Boring No. B-1

SUBSURFACE PROFILE

Figure No. 1

Water Level Observation:

Dry during and upon completion of drilling operations

Notes:

* Calibrated Hand Penetrometer

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 203261

Project Name:

Project Location:

Whiteford Agricultrual School 2019 - Middle/High School Construction Project 6655 Consear Road Ottawa Lake, Michigan 49267

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside diameter hollow stem augers

25 ft June 6, 2020

Triple R Drilling, LLC R. Rau

Latitude: N/A Longitude: N/A

S-3

S-4

S-5

S-6

S-7

14.4

11.7

11.3

13.3

10.4

11.8

9000*

9000*

9000*

9000*

9000*

9000*

1.0

3.0

6.5

25.0

Topsoil: Black Sandy Clay (8 inches)

Loose Brown and Black Silty Sand with trace clay and roots (organic matter content = 2.4%)

Hard Brown Silty Clay with trace sand and gravel

Hard Gray Silty Clay with trace sand and gravel

End of Boring @ 25 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

G

C O

N

SU

LT

IN

G D

A T

A T

EM

PL

A T

E.

G

/2

Soil Boring No. B-2

SUBSURFACE PROFILE

Figure No. 2

Water Level Observation:

Dry during and upon completion of drilling operations

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 203261

Project Name:

Project Location:

Whiteford Agricultrual School 2019 - Middle/High School Construction Project 6655 Consear Road Ottawa Lake, Michigan 49267

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside diameter hollow stem augers

25 ft June 7, 2020

Triple R Drilling, LLC

S-3

S-4

S-5

S-6

S-7

15.1

12.3

12.0

13.7

10.4

13.9

9000*

9000*

9000*

9000*

9000*

9000*

1.0

3.0

9.0

25.0

Topsoil: Black Sandy Clay (12 inches)

Very Loose Brown Silty Sand with trace clay

Hard Brown Silty Clay with trace sand and gravel

Hard Gray Silty Clay with trace sand and gravel

End of Boring @ 25 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

G

C O

N

SU

LT

IN

G D

A T

A T

EM

PL

A T

E.

G

/2

Soil Boring No. B-3

SUBSURFACE PROFILE

Figure No. 3

Water Level Observation:

Dry during and upon completion of drilling operations

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 203261

Project Name:

Project Location:

Whiteford Agricultrual School 2019 - Middle/High School Construction Project 6655 Consear Road Ottawa Lake, Michigan 49267

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside diameter hollow stem augers

25 ft June 7, 2020

Triple R Drilling, LLC

S-3

S-4

S-5

S-6

S-7

17.8

15.1

13.0

13.1

9.5

9.8

10.0

2500*

9000*

9000*

9000*

9000*

9000*

9000*

1.0

4.0

8.0

25.0

Topsoil: Black Sandy Clay (12 inches)

Stiff Brown Sandy Clay with trace gravel

Hard Brown Silty Clay with trace sand and gravel

Hard Gray Silty Clay with trace sand and gravel

End of Boring @ 25 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

G

C O

N

SU

LT

IN

G D

A T

A T

EM

PL

A T

E.

G

/2

Soil Boring No. B-4

SUBSURFACE PROFILE

Figure No. 4

Water Level Observation:

Dry during and upon completion of drilling operations

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 203261

Project Name:

Project Location:

Whiteford Agricultrual School 2019 - Middle/High School Construction Project 6655 Consear Road Ottawa Lake, Michigan 49267

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside diameter hollow stem augers

25 ft June 6, 2020

Triple R Drilling, LLC

S-3

S-4

S-5

S-6

S-7

18.4

12.2

11.9

10.0

9.9

11.6

9000*

9000*

9000*

9000*

9000*

9000*

0.8

2.5

5.5

25.0

Topsoil: Black Sandy Clay (10 inches)

Fill: Loose Brown Sand and Gravel

Hard Brown Silty Clay with trace sand and gravel

Hard Gray Silty Clay with trace sand and gravel

End of Boring @ 25 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

G

C O

N

SU

LT

IN

G D

A T

A T

EM

PL

A T

E.

G

/2

Soil Boring No. B-5

SUBSURFACE PROFILE

Figure No. 5

Water Level Observation:

Encountered at 1-1/2 feet; dry upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 203261

Project Name:

Project Location:

Whiteford Agricultrual School 2019 - Middle/High School Construction Project 6655 Consear Road Ottawa Lake, Michigan 49267

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside diameter hollow stem augers

25 ft June 6, 2020

Triple R Drilling, LLC

S-3

S-4

S-5

S-6

S-7

15.0

13.4

11.8

13.0

11.2

11.3

9000*

9000*

9000*

9000*

9000*

9000*

1.0

2.0

8.0

25.0

Topsoil: Black Sandy Clay (11 inches)

Fill: Loose Brown Silty Sand with trace clay

Hard Brown Silty Clay with trace sand and gravel

Hard Gray Silty Clay with trace sand and gravel

End of Boring @ 25 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

G

C O

N

SU

LT

IN

G D

A T

A T

EM

PL

A T

E.

G

/2

Soil Boring No. B-6

SUBSURFACE PROFILE

Figure No. 6

Water Level Observation:

Dry during and upon completion of drilling operations

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 203261

Project Name:

Project Location:

Whiteford Agricultrual School 2019 - Middle/High School Construction Project 6655 Consear Road Ottawa Lake, Michigan 49267

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside diameter hollow stem augers

25 ft June 7, 2020

Triple R Drilling, LLC

S-3

S-4

24.7

19.6

12.5

12.5

6000*

3500*

9000*

9000*

0.5

3.0

5.5

9.0

10.0

Aggregate Base: Gray Sand and Gravel (5 inches)

Very Stiff Black Sandy Clay with trace gravel (organic matter content = 6.8%)

Stiff Brown Sandy Clay with trace gravel

Hard Brown Silty Clay with trace sand and gravel

Hard Gray Silty Clay with trace sand and gravel

End of Boring @ 10 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

G

C O

N

SU

LT

IN

G D

A T

A T

EM

PL

A T

E.

G

/2

Soil Boring No. S-1

SUBSURFACE PROFILE

Figure No. 7

Water Level Observation:

Dry during and upon completion of drilling operations

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 203261

Project Name:

Project Location:

Whiteford Agricultrual School 2019 - Middle/High School Construction Project 6655 Consear Road Ottawa Lake, Michigan 49267

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside diameter hollow stem augers

10 ft June 6, 2020

Triple R Drilling, LLC

S-3

S-4

14.8

13.4

12.3

9000*

9000*

9000*

1.5

2.5

8.0

10.0

Topsoil: Black Sandy Clay (15 inches)

Fill: Loose Brown Silty Sand with trace gravel

Hard Brown Silty Clay with trace sand and gravel

Hard Gray Silty Clay with trace sand and gravel

End of Boring @ 10 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

G

C O

N

SU

LT

IN

G D

A T

A T

EM

PL

A T

E.

G

/2

Soil Boring No. S-2

SUBSURFACE PROFILE

Figure No. 8

Water Level Observation:

Encountered at 2-1/2 feet; dry upon completion

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 203261

Project Name:

Project Location:

Whiteford Agricultrual School 2019 - Middle/High School Construction Project 6655 Consear Road Ottawa Lake, Michigan 49267

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside diameter hollow stem augers

10 ft June 6, 2020

Triple R Drilling, LLC

S-3

S-4

23.5

14.6

12.9

12.3

9000*

9000*

9000*

1.0

2.0

9.0

10.0

Topsoil: Black Sandy Clay (12 inches)

Loose Black Silty Sand with trace clay (organic matter content = 5.0%)

Hard Brown Silty Clay with trace sand and gravel

Hard Gray Silty Clay with trace sand and gravel

End of Boring @ 10 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

G

C O

N

SU

LT

IN

G D

A T

A T

EM

PL

A T

E.

G

/2

Soil Boring No. S-3

SUBSURFACE PROFILE

Figure No. 9

Water Level Observation:

Dry during and upon completion of drilling operations

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 203261

Project Name:

Project Location:

Whiteford Agricultrual School 2019 - Middle/High School Construction Project 6655 Consear Road Ottawa Lake, Michigan 49267

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside diameter hollow stem augers

10 ft June 6, 2020

Triple R Drilling, LLC

S-3

S-4

14.3

13.2

12.1

9000*

9000*

9000*

0.1

2.5

8.5

10.0

Topsoil: Black Sandy Clay (1 inch)

Fill: Loose Brown Silty Sand with little clay; occasional asphalt and concrete fragments

Hard Brown Silty Clay with trace sand and gravel

Hard Gray Silty Clay with trace sand and gravel

End of Boring @ 10 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

G

C O

N

SU

LT

IN

G D

A T

A T

EM

PL

A T

E.

G

/2

Soil Boring No. S-4

SUBSURFACE PROFILE

Figure No. 10

Water Level Observation:

Dry during and upon completion of drilling operations

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Auger cuttings

PRO-

FILE

DEPTH

( ft)

DEPTH

( ft)

G2 Project No. 203261

Project Name:

Project Location:

Whiteford Agricultrual School 2019 - Middle/High School Construction Project 6655 Consear Road Ottawa Lake, Michigan 49267

GROUND SURFACE ELEVATION: N/A

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-…