26179_0005 _ Addendum 1_08_26_25.pdf

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WAYNESBORO INDUSTRIAL PARK – RITZ AVENUE EXTENSION

PREPARED FOR:

DEVELOPMENT AUTHORITY OF BURKE COUNTY

THOMAS & HUTTON PROJECT NO.

J–26179.0005

ADDENDUM NO. 1 August 26, 2025

GENERAL

This Addendum has been issued on behalf of Burke County. The following information should be considered by prospective bidders in preparation of their proposals and hereby incorporated into the Proposal Documents. Bidders shall be responsible for acknowledging receipt of this addendum in the Bid Form, Document 00 41 43. Failure to do so will result in the proposal being considered nonresponsive.

RESPONSE TO REQUESTS FOR INFORMATION:

1. Are there any CAD files for the project available?

Response: Yes, this will be provided.

2. On the bid schedule, "Grading Complete" is paid by the CY which is not typical for a roadway project according to GDOT specifications as it is usually paid as 1 LS. Is this quantity to include Cut to fill dirt, borrow excavation, etc.? If our takeoff shows significantly more CY than the bid quantity how will the extra be paid?

Response: Grading Complete has been changed to a lump sum item. A revised bid sheet is attached with this addendum.

3. The earthwork takeoff shows a net import (Borrow) project. How is this borrow material to be paid? Does the owner have any suitable material for borrow onsite?

Response: There is dirt available from the Development Authority at the Industrial Park.

4. On sheet C3.6 of the plans, the "24" standard Curb and Gutter" detail shows 12" of GABC under the curb and gutter and extending 12" behind the curb. Is this incidental to the curb and gutter or is it to be paid under the GABC pay item?

Response: Quantity for the GABC should reflect 8” under the curb and gutter extending

12” beyond it.

5. The roadway typical section shown 8" of GABC; whereas, the curb and gutter detail shows

12" underneath the curb and gutter. Is this correct?

Response: 8” will be used under the curb and gutter. Detail will be revised prior to issuance of contract.

6. In the agreement form in the specifications, Article 5.1.1.1, states that the owner will hold

10% retainage on all progress payments. The new Georgia Law enacted by the state of

Georgia states that all public works construction contracts with the exception of GDOT can only withhold a maximum of 5% retainage on any contract entered into after July 1, 2022. Will this agreement be revised to reflect the new law?

Response: The agreement will reflect the current laws of the state of Georgia.

Waynesboro Industrial Park

Ritz Avenue Extension

Addendum No. 1

August 26, 2025

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7. Will the 120 day completion be calendar days or available days?

Response: 120 days completion will be calendar days.

8. Who will be responsible for QC testing? Contractor/Engineer/Owner?

Response: The contractor will be responsible for testing.

9. Can separate pay items be provided with units and quantities for each BMP/erosion control items versus having 1 lump sum item?

Response: Erosion Control will be one lump sum.

10. What is the intent of the fine grading 48,400 SY pay item?

Response: This item has been removed from the bid sheet. Please include all grading in the lump sum item for Grading Complete.

11. Will all grassing of disturbed areas be permanent grassing seed or sod?

Response: Grassing will be permanent grassing seed.

12. What is meant by “open throat” for pay items 8, 9, and 10? Are these to be concrete flumes? Catch basins? If catch basins please describe which types?

Response: These are curb inlets. The detail is on sheet C3.5.

13. What is a roof inlet pay item #12?

Response: See detail on Sheet C3.6.

14. Can all drainage structures be cast–in–place or do they have to be precast?

Response: Drainage structures shall be precast.

15. Can separate pay items be added for each signage and striping item with units and quantities versus 1 lump sum item.

Response: The signage and striping is one lump sum.

16. Can a traffic control pay item be provided? There will be limited TC devices needed.

Response: Traffic control pay item will be provided.

17. How will the dry detention pond be paid for? Can a separate pay item be provided?

Response: Detention pond one lump sum.

18. Can the asphalt mixes be recycled or do they need to be virgin stone? Pay items or plans do not clarify.

Response: The asphalt will be virgin stone.

19. The current proposed paving typical section of 8”/2”/1.5” seems light for this proposed roadway especially if truck traffic is expected. Will the engineer/county want to add a

25mm layer?

Response: Paving 8”/2”/1.5.

20. If the asphalt typical section remains 2”/1.5” will the Contractor be required to install prime for the paving?

Response: Yes, the contractor will be required to install prime for paving. It shall be included in the cost of the paving.

Addendum No. 1

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21. Can a tack coat pay item be added to the bid proposal?

Response: Please include tack in the cost of the paving.

22. Who is responsible for the proposed utilities shown in the plans? When will these utilities be installed? Are they included in the 120–day completion for the road extension?

Response: The utilities will be handled with the City of Waynesboro under a separate bid.

23. Can a grading complete lump sum pay item be added to the bid proposal versus having grading by the CY pay item? The CY of earthwork for this project does not justify to be paid for by the unit per GDOT specs. Additionally, typically GDOT contracts are clearing & grubbing or grading complete. As the bid proposal is currently setup, the Contractor would have to bid all project incidentals in the lump sum clearing pay item. Please clarify if a grading complete lump sum pay item will be provided or will clearing lump sum remain?

Response: Please see revised bid form for updated Grading Complete.

24. Are there any work hour/lane closure restrictions?

Response: No work hour lane closure.

25. Will this be a unit price contract?

Response: Yes, this will be a unit price contract.

26. Will chain link fence and a gate be required around the proposed detention pond? If so, how will this be paid for? Can pay items be added?

Response: Fencing and gate are not part of this bid.

27. Can the Geotech report by Terracon be provided to the Contractors?

Response: Yes, this Report is provided. A copy is included in this Addendum.

28. Will there be any available borrow dirt adjacent to this roadway project that the contractor can use to build the roadway extension? If so, where is the location and approximate total cubic yards of borrow dirt that is available? Would the borrow dirt be free?

Response: There is dirt available from the Development Authority at the Industrial Park.

29. With the amount of clarifications needed, will the bid due date be extended?

Response: The bid will not be extended.

PART I – CONTRACT DOCUMENTS:

1. Section 00 41 43 – BID FORM has been revised.

An updated Bid Form, Document 00 41 43 is attached and incorporated. No other Bid

Form will be accepted. Failure to submit on the correct Bid Form will result in the proposal being considered nonresponsive.

Addendum No. 1

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All other aspects of the project remain unchanged.

THOMAS & HUTTON

William Eubank, PE

Project Manager

Attachments: Section 00 41 43 – BID FORM Revised August 26, 2025

Geotechnical Engineering Report

End of ADDENDUM NO. 1

00 41 43–1

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REVISED PER ADDENDUM #1

DOCUMENT 00 41 43

BID FORM

PROJECT IDENTIFICATION: Waynesboro Industrial Park – Ritz Avenue Extension

CONTRACT IDENTIFICATION

AND NUMBER: J – 26179.0005

THIS BID IS SUBMITTED TO: Development Authority of Burke County

1. The undersigned BIDDER proposes and agrees, if this Bid is accepted, to enter into an agreement with OWNER in the form included in the Contract Documents to perform and furnish all Work as specified or indicated in the Contract Documents for the Bid Price and within the Bid Times indicated in this Bid and in accordance with the other terms and conditions of the Contract Documents.

2. BIDDER accepts all of the terms and conditions of the Advertisement or Invitation to Bid and Instructions to Bidders, including without limitation those dealing with the disposition of Bid security. This Bid will remain subject to acceptance for three (3) days after the day of Bid opening, or for such longer period of time BIDDER may agree to in writing upon request of OWNER.

3. In submitting this Bid, BIDDER represents, as more fully set forth in the Agreement, that:

a. BIDDER has examined and carefully studied the Plans and Specifications for the work and contractual documents relative thereto, and has read all Technical

Provisions, Supplementary Conditions and General Conditions, furnished prior to the opening of Bids and can fulfill the requirements of the work to be performed.

b. BIDDER further acknowledges hereby receipt of the following Addenda:

ADDENDUM NO. DATE

1 08.26.2025

c. BIDDER has visited the site and become familiar with and is satisfied as to the general, local and site conditions possibly affecting cost, progress, performance and furnishing of the Work;

d. BIDDER is familiar with and is satisfied as to all federal, state, and local Laws and

Regulations possibly affecting cost, progress, performance and furnishing of the

Work.

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e. BIDDER has carefully studied all reports of explorations and tests of subsurface conditions at or contiguous to the site and all drawings of physical conditions in or relating to existing surface or subsurface structure at or contiguous to the site

(except underground Facilities) have been identified in the Supplementary

Conditions. BIDDER acknowledges such reports and drawings are not Contract

Documents and may not be complete for BIDDER’s purposes. BIDDER acknowledges OWNER and Engineer do not assume responsibility for the accuracy or completeness of information and data shown or indicated in the

Bidding Documents with respect to Underground Facilities at or contiguous to the site. BIDDER has obtained and carefully studied (or assumes responsibility for having done so) all such additional or supplementary examinations, investigations, explorations, tests, studies and data concerning conditions

(surface, subsurface and Underground Facilities) at or contiguous to the site or otherwise which may affect cost progress, performance or furnishing of the work or which relate to any aspect of the means, methods, techniques, sequences and procedures of construction to be employed by BIDDER and safety precautions and programs incident thereto. BIDDER does not consider any additional examinations, investigations, explorations, tests, studies, or data are necessary for the determination of this Bid for performance and furnishing of the

Work in accordance with the times, price and other terms and conditions of the

Bidding Documents.

f. BIDDER is aware of the general nature of Work to be performed by Owner and others at the site relating to Work for which this Bid is submitted as indicated in the

Bidding Documents.

g. BIDDER has correlated the information known to BIDDER, information and observations obtained from visits to the site, reports and drawings identified in the

Bidding Documents and all additional examinations, investigations, explorations, tests, studies, and data with the Bidding Documents.

h. BIDDER has given ENGINEER written notice of all conflicts, errors, ambiguities, or discrepancies BIDDER has discovered in the Bidding Documents and the written resolution thereof by ENGINEER is acceptable to BIDDER. The Bidding Documents are generally sufficient to indicate and convey understanding of all terms and conditions for performing and furnishing the Work for which this Bid is submitted.

i. This bid is genuine and not made in the interest of or on behalf of any undisclosed person, firm or corporation and is not submitted in conformity with any agreement or rules of any group, association, organization or corporation; BIDDER has not directly or indirectly induced or solicited any other Bidder to submit a false or sham Bid; BIDDER has not solicited or induced any person, firm or corporation to refrain from bidding; and BIDDER has not sought by collusion to obtain for itself any advantage over any other Bidder or over OWNER.

4. BIDDER will complete the Work in accordance with the Contract Documents for the following price(s):

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CLEARING AND GRADING

Item Description Quantity Units Unit Price Total

1 Sedimentation and Erosion Control 1 LS

2 Clearing 1 LS

3 Grading Complete 1 LS

4 Striping & Signage 1 LS

5 Grassing 4.8 AC

6 Traffic Control 1 LS

Sub–Total, CLEARING AND GRADING

STORM DRAINAGE

1 48" R.C.P. 145 LF

2 36" R.C.P. 113 LF

3 24" R.C.P. 809 LF

4 18" R.C.P. 1,827 LF

5 18" Flared End Section – Concrete 2 EA

6 24" Flared End Section – Concrete 8 EA

7 36" Flared End Section – Concrete 2 EA

8 Open Throat – Left 5 EA

9 Open Throat – Right 5 EA

10 Open Throat – Both 6 EA

11 48" Headwalls 2 EA

12 Roof Inlet 1 EA

13 Storm Manhole 3 EA

14 Control Structure 1 EA

15 Rip–Rap 175 SY

16 Detention Pond 1 LS

Sub–Total, STORM DRAINAGE

PAVING

1 24" Standard Curb & Gutter 8,473 LF

2 8" Graded Aggregate Base Course 15,426 SY

3 2" Asphaltic Concrete Binder Course 14,024 SY

4 1.5" Asphaltic Concrete Surface Course 14,024 SY

Sub–Total, PAVING

TOTAL BID FOR ALL ESTIMATED PRICES:

(Use words)

(Figures)

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Unit Prices have been computed in accordance with paragraph 11.03.C of the General

Conditions.

BIDDER acknowledges estimated quantities are not guaranteed and are solely for the purpose of comparison of Bids, and final payment for all Unit Price Bid items will be based on actual quantities determined as provided, determined as provided in the Contract Documents.

5. BIDDER agrees the Work will be substantially complete within 120 calendar days after the date when the Contract Times commence to run as provided in paragraph 2.03 of the

General Conditions and completed and ready for final payment in accordance with paragraph 14.07 of the General Conditions within 150 calendar days after the date when the Contract Times commence to run.

6. BIDDER accepts provisions of the Agreement as to liquidated damages in the event of failure to complete the Work within times specified in the Agreement.

7. The following documents are attached to and made a condition of this Bid:

a. Required Bid Security in the form of 10 percent of the Bid Total Price.

b. Required BIDDER's Qualification Statement with supporting data.

8. The undersigned further agrees in case of failure on his/her part to execute the said contract and the Bond within 15 consecutive calendar days after written notice being given of the award of the contract, the check or bid bond accompanying this bid, and the monies payable thereon shall be paid into the funds of the Owner as liquidated damages for such failure, otherwise, the check or bid bond accompanying this proposal shall be returned to the undersigned.

9. Communications concerning this Bid shall be addressed to:

Development Authority of Burke County

Public Works Department

144 Southside Drive

Waynesboro, GA 30830

Attn: Ron Smith

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10. Terms used in this Bid which are defined in the General Conditions or Instructions will have the meanings indicated in the General Conditions of Instructions.

SUBMITTED on , 2025.

CONTRACTOR'S NAME

ADDRESS:

BY:

State Contractor License No.

State Utility Contractor License No.

Report Cover Page

Industrial Park Road Extension

Geotechnical Engineering Report

October 16, 2024 | Terracon Project No. ES245264

Prepared for:

Thomas & Hutton

3633-Wheeler Road, Suite 385

Augusta, GA 30909

2201 Rowland Avenue

Savannah, GA 31404

P (912) 629-4000

Terracon.com

Facilities | Environmental | Geotechnical | Materials

Report Cover Letter to Sign

October 16, 2024

Thomas & Hutton 3633-Wheeler Road, Suite 385 Augusta, GA 30909

Attn: Mr. William Eubank, Project Engineer P: (706) 910-7387 E: Eubank.w@tandh.com

Re: Geotechnical Engineering Report Industrial Park Road Extension Waynesboro, GA Terracon Project No. ES245264

Dear Mr. Eubank:

We have completed the scope of Geotechnical Engineering services for the above referenced project in general accordance with Terracon Proposal No. PES245264 dated September 9, 2024. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of pavement for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us.

Sincerely, Terracon

Nurudeen Abidoye, M.S. Guoming Lin, Ph.D., P.E., D.GE Senior Staff Engineer Senior Consultant

Industrial Park Road Extension | Waynesboro, GA

October 16, 2024 | Terracon Project No. ES245264

Facilities | Environmental | Geotechnical | Materials i

Table of Contents

Report Summary .............................................................................................. i Introduction Project Description Site Conditions Geotechnical Characterization

Subsurface Profile Groundwater Conditions Laboratory Testing

Geotechnical Overview Geotechnical Considerations

Earthwork Site Drainage Densification and Proofrolling Fill Material Types Fill Placement and Compaction Requirements Earthwork Construction Considerations Construction Observation and Testing

Pavements General Pavement Comments Pavement Section Thicknesses Pavement Construction Considerations Pavement and Subgrade Drainage Pavement Maintenance

General Comments

October 16, 2024 | Terracon Project No. ES245264

Facilities | Environmental | Geotechnical | Materials ii

Attachments

Exploration and Testing Procedures Site Location and Exploration Plans Exploration and Laboratory Results Supporting Information

Note: This report was originally delivered in a web-based format. Blue Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com.

Refer to each individual Attachment for a listing of contents.

October 16, 2024 | Terracon Project No. ES245264

Facilities | Environmental | Geotechnical | Materials i

Report Summary

Topic 1 Overview Statement 2

Project Description

The project includes the construction of a new roadway extension through the Waynesboro Industrial Park. The proposed roadway investigated was approximately 3,400 linear feet.

The plans include an additional 900 LF of roadway North of the T-junction on Ritz Avenue to the cul de sac. No field investigation was performed in this area.

The following traffic information was provided based on input from the design team:

Autos/light trucks: 250 vehicles per day

Tractor-trailer trucks: 10 vehicles per day

The pavement design period is 20 years.

Should the above traffic volumes differ from final design values, Terracon should be informed and retained for further evaluation.

Geotechnical Characterization

Approximately 6 inches of topsoil (including organics such as grass).

Below the topsoil, the soil subgrade consisted of clayey/ silty sands in the upper 5 feet below ground surface (BGS). A detailed soil stratification is discussed in Geotechnical Characterization.

Groundwater was not encountered during our field exploration. Mottling, an indicator of seasonal high groundwater table, was encountered between 0.5 and 4 feet

BGS.

Earthwork

Install a site drainage system

Strip/grub topsoil.

Level, densify, proofroll subgrade during subgrade preparation. If any soft/weak subgrade areas are detected during proofroll testing, the subgrade should be repaired by undercut and backfill.

Pavements

We recommend the following flexible pavements after the subgrade has been prepared, as noted in the Earthwork section.

Asphalt:

3.5” AC over 8” GAB for Ritz Avenue

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Facilities | Environmental | Geotechnical | Materials ii

Concrete:

6” PCC over 4” GAB for Ritz Avenue

General Comments

This section contains important information about the limitations of this geotechnical engineering report.

1. If the reader is reviewing this report as a pdf, the topics above can be used to access the appropriate section of the report by simply clicking on the topic itself.

2. This summary is for convenience only. It should be used in conjunction with the entire report for design purposes.

October 16, 2024 | Terracon Project No. ES245264

Facilities | Environmental | Geotechnical | Materials 1

Introduction

This report presents the results of our subsurface exploration and Geotechnical Engineering services performed for the proposed roadway extension through the Waynesboro Industrial Park that is located on Ritz Avenue in Waynesboro, GA. The purpose of these services was to provide information and geotechnical engineering recommendations relative to:

Subsurface soil conditions

Groundwater conditions

Site preparation and earthwork

Pavement design and construction

The geotechnical engineering Scope of Services for this project included the advancement of 6 hand auger (HA) borings with dynamic cone penetration (DCP) testing to an average depth of 5 feet (BGS, termination depths), laboratory testing, engineering analysis, and preparation of this report.

Drawings showing the site and boring locations are shown on the Site Location and Exploration Plan, respectively. The results of the laboratory testing performed on soil samples obtained from the site during our field exploration are included on the boring logs and/or as separate graphs in the Exploration Results section.

Project Description

Our initial understanding of the project was provided in our proposal and was discussed during project planning. A period of collaboration has transpired since the project was initiated, and our final understanding of the project conditions is as follows:

Item Description

Information Provided

An email request for proposal was provided by Mr. William Eubank on September 4th, 2024. The request included a conceptual layout of the roadway extension.

Additional information including a grading plan and traffic information was provided via email on September 24th and 25th, 2024.

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Item Description

Project Description

The project includes the design for a proposed roadway extension through the Waynesboro Industrial Park. The proposed roadway is approximately 3,400 linear feet.

We understand that the roadway will be extended approximately 900 LF North of the T-junction on Ritz Avenue to the cul de sac.

Proposed Structure

Structures associated with the project Includes;

3,400 linear feet of roadway extension.

Grading/Slopes

Proposed finished grade elevation for the 3,400 linear feet of pavement is expected to vary from elevation of +280 to +291 feet.

Based on the roadway profile provided, 1 to 4 feet of grading fill, and 1 to 2 feet of cut operations will be required to reach final grade.

Pavements

According to our experience on similar projects, Asphalt/ Concrete surfacing is common in the area for projects of this nature and is the assumed preference.

Provided traffic is as follows:

Autos/light trucks: 250 vehicles per day

Tractor-trailer trucks: 10 vehicles per day

The pavement design period is 20 years.

Terracon should be notified if any of the above information is inconsistent with the planned construction, especially the grading limits, as modifications to our recommendations may be necessary.

Site Conditions

The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps.

Item Description

Parcel Information

The project is located at Ritz Avenue in Waynesboro, GA.

Latitude: 33.1112°, Longitude: -82.0149° See Site Location

Existing Improvements

None

Current Ground Cover

Lightly vegetated, and earthen materials.

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Item Description

Existing Topography

Based on the provided grading plan developed by Thomas & Hutton dated 09/24/24, the existing elevation along the roadway varies from about +275 to +291 feet.

Geotechnical Characterization

Subsurface Profile

We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, geologic setting, and our understanding of the project. This characterization forms the basis of our geotechnical calculations and evaluation of the site preparation options. The following tables provide our geotechnical characterization.

Stratum Approximate Depth to Bottom of Stratum (feet)

Material Description

1 0.51 Topsoil: silty sand (grass)

5, termination of HA borings Clayey/silty sand

1. Topsoil depth will vary throughout the site. The contractor should be prepared to strip/remove dirt or debris or organics and unsuitable material prior to construction.

Conditions observed at each exploration point across the site are indicated on the individual logs shown in Exploration Results in the attachment of this report.

Stratification boundaries on the hand auger boring logs represent the approximate location of changes in native soil types; in situ, the transition between materials may be gradual.

Groundwater Conditions

The hand auger borings were observed while drilling and after completion for the presence and level of groundwater. Groundwater was not encountered at the boring locations during our field exploration. Mottling an indicator of seasonal high groundwater table, was encountered at approximately 1 to 4 feet BGS.

Groundwater conditions may change because of seasonal variations in rainfall, runoff, and other conditions not apparent at the time the borings were performed. The possibility of groundwater level fluctuations should be considered when developing the design and

October 16, 2024 | Terracon Project No. ES245264

Facilities | Environmental | Geotechnical | Materials 4 construction plans for the project. The groundwater table should be checked prior to construction to assess its effect on sitework and other construction activities.

Laboratory Testing

Laboratory testing procedures were performed on soil samples collected at various points around the project area. Bag samples were obtained from hand auger boring locations at depths ranging from 1 to 3 feet BGS and shipped to Terracon’s laboratory for the following testing procedures:

Moisture Content: Standard Test Methods for Laboratory Determination of Water Content of Soil and Rock by Mass (ASTM D2216)

Grain Size Analysis: Standard Test Method for Particle-Size Analysis of Soils

(ASTM D422)

Atterberg Limits: Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (ASTM D4318)

Our laboratory testing results are represented in individual graphs and tables in more detail in Exploration and Laboratory Results attached to this report.

Natural Moisture Content: The natural moisture contents of the samples ranged from 3.9% to 16.1%. Based on our experience, we believe subgrade soils with moisture content of less than 20 percent are typically stable judged by proofrolling.

Fine Content: The soil samples have a percentage of fines passing the No.200 sieve between 15.6% and 42.9%. It is recommended to place fill materials consisting of granular materials (sands with less than 35 % fines passing the No. 200 sieve and a plasticity index of 12 or less). Therefore, the silty sand encountered are suitable for fill, while the clayey sands encountered may not be suitable for fill. Furthermore, the clayey soils tend to retain moisture and become difficult to dry after they become wet.

Soil Plasticity: Soils with liquid limits (LL) greater than 50 are classified as high plasticity clays or elastic silts. The soils tested have liquid limit ranging from 14 to 15 which is considered low plasticity.

Geotechnical Overview

The following evaluation and recommendations are based upon our understanding of the proposed construction and the results from our field exploration. If the above-described project conditions are incorrect or changed after this report, or subsurface conditions encountered during construction are significantly different from those reported, Terracon should be notified so we can re-evaluate our recommendations and make appropriate revisions.

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Geotechnical Considerations

The subsurface conditions are consistent between borings and are adaptable for the new roadway construction. The generalized soil profile is presented in the Geotechnical Characterization section.

We understand this project is for the construction of a new roadway north of Ritz Avenue.

The hand auger borings encountered materials such as clayey sands and silty sands to approximately 5 feet. The clayey sands tested have relatively high fines content, as presented in the Exploration Results section of this report.

Both grading fill placement and cut operations will be required to achieve finished grade elevation; the need and extent of subgrade improvement should also be evaluated in consideration of the fill thickness and site drainage conditions. A more detailed discussion of the site preparation for construction can be found in the Earthwork section of this report.

During site preparation, topsoil, organic matter, stumps, existing fill, or other unsuitable materials should not be left in subgrade under pavements. All pavements should bear on suitable natural soil, or on properly compacted structural fills. Compacted fill should be placed directly on suitable natural soil. We recommend Terracon be retained to test the subgrade during construction so that Terracon can provide additional recommendations to prepare the subgrade based on the conditions uncovered during the subgrade preparation.

The recommendations contained in this report are based upon the results of field and laboratory testing (presented in the Exploration Results), engineering analyses, and our current understanding of the proposed project. The General Comments section provides an understanding of the report limitations.

Earthwork

Earthwork is anticipated to include clearing and grubbing vegetation and topsoil, subgrade preparation, densification and proofrolling, installation of site drainage, and engineered fill placement. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria, as necessary, to render the site in the state considered in our geotechnical engineering evaluation for pavements.

Site Drainage

An effective drainage system should be installed prior to site preparation and grading activities to intercept surface water and to improve overall shallow drainage. The drainage system may consist of perimeter ditches supplemented with parallel ditches and swales.

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Pumping equipment should be used if the above ditch system cannot effectively drain water away from the site, especially during the rainy season. The site should be graded to shed water and avoid ponding over the subgrade.

Densification and Proofrolling

Prior to fill placement on the subgrade, the entire pavement areas should be densified with a heavy-duty static roller to achieve a uniform subgrade. The subgrade should be thoroughly proofrolled after the completion of densification. Proofrolling will help detect any isolated soft or loose areas that "pump", deflect or rut excessively, and also densify the near-surface soils for pavement support.

A loaded tandem axle dump truck, capable of transferring a load in excess of 20 tons, should be utilized for this operation. Proofrolling should be performed under the Geotechnical Engineer’s observation. Areas where pumping, excessive deflection or rutting is observed after successive passes of the proofrolling equipment should be undercut, backfilled and then properly compacted. It is anticipated that some amount of subgrade undercutting may be required during subgrade preparation.

Fill Material Types

Fill required to achieve design grade should be classified as structural fill. Earthen materials used for structural should meet the following material property requirements:

Soil Type 1 USCS Classification

Acceptable Parameters (for Structural Fill)

Granular

SW, SP, SP-SM, SM,

SP-SC, SC

Less than 35% Passing No. 200 sieve and non plastic

Low Plasticity Cohesive

CL, CL-ML, ML, SM,

SC

Liquid Limit less than 40 and Plasticity index less than 12

1. Structural fill should consist of approved materials free of organic matter and debris. A sample of each material type should be submitted to the Geotechnical Engineer for evaluation prior to use on this site.

Based on the findings from our hand auger borings, the subject site mostly consists of silty sands (SM), and clayey sands (SC) in the upper 5 feet BGS. The silty sands (SM) encountered are generally suitable for structural fill, provided that the soils are free of roots, organics or other foreign materials and meet the gradation requirements above.

The clayey sands are considered not suitable for use as structural fill. See the Exploration Results attached to this report for the hand auger boring logs.

We recommend Terracon be retained during construction to determine the suitability of the onsite soil as fill material. Satisfactory materials would need to be selectively

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Facilities | Environmental | Geotechnical | Materials 7 segregated during excavation operation. The grading contractor should provide laboratory test results on samples of proposed fill soils for review prior to placement. We recommend Terracon be retained during construction to determine the suitability of the on-site soil as fill material

Fill Placement and Compaction Requirements

Structural and general fill should meet the following compaction requirements.

Item Structural Fill

Maximum Lift Thickness

Up to 8 to 10 inches in loose thickness when heavy, self-propelled compaction equipment is used

4 to 6 inches in loose thickness when hand-guided equipment (i.e., jumping jack or plate compactor) is used

Minimum Compaction Requirements 1

95% of max. dry density below finished pavement subgrade.

Water Content Range 1 Granular: -3% to +3% of optimum

1. Maximum density and optimum water content as determined by the modified proctor test (ASTM D1557).

Earthwork Construction Considerations

Shallow undercuts for the proposed pavement sections are anticipated to be accomplished with conventional construction equipment. Construction traffic over the completed subgrades should be avoided. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. Water collecting over, or adjacent to, construction areas should be removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the affected material should be removed, or the materials should be scarified, moisture conditioned, and recompacted, prior to pavement construction.

As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, and/or state regulations.

Construction site safety is the sole responsibility of the contractor who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety, or the contractor's activities; such responsibility shall neither be implied nor inferred.

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Construction Observation and Testing

The earthwork efforts should be monitored under the direction of the Geotechnical Engineer. Monitoring should include documentation of adequate removal of existing structures and topsoil, observation and testing of fill material, proofrolling, and mitigation of areas delineated by the proofroll to require mitigation.

Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested for density and water content at a frequency provided by the project plan and specifications.

Pavements

General Pavement Comments

We understand the proposed project will consist of a paved roadway. This section presents the thickness recommendations for asphalt concrete pavements, Portland cement concrete pavements and general considerations for the pavement construction of the Ritz Avenue Road extension. The required pavement thickness will depend upon:

The traffic loads including traffic pattern and the service life of the pavement;

Subgrade conditions including soil strength and drainage characteristics;

Paving material characteristics;

Climatic conditions of the region.

The anticipated traffic volumes are provided in the Project Description section. As typical for pavement, maintenance repairs are typically required after a period of 7 to 10 years to keep the pavement in acceptable condition. For pavement support, subgrade conditions can often be the overriding factor in pavement performance. Subgrade conditions will depend on the in-situ soils at the subgrade level, characteristics of fill material for the subgrade, as well as the site preparation procedures.

The following tables provide options for AC and PCC Sections. The recommended paving material characteristics, taken from the Georgia Department of Transportation’s (GDOT) 2021 edition of Standard Specifications for Construction of Transportation Systems, are included for the asphalt concrete sections.

Pavement Section Thicknesses

The following table provides our opinion of minimum thickness for AC sections:

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Asphaltic Concrete Design

Material

Minimum Section Thickness (inches)

Heavy Duty Section (Access Road for Tractor Trailer Trucks)

Asphalt Surface Course1 1.5

Asphalt Intermediate Course1 2

Aggregate Base Course1 8

Total Pavement Section 11.5

Structural fill2 / improved subgrade3 24

1. Asphalt concrete and base course materials should conform to the following GDOT material specifications.

Section 815 for Graded Aggregate or crushed concrete Section 828 for Hot Mix Asphalt Concrete Mixture. Surface course may use 12.5 mm

Superpave for smooth surface. 19 mm Superpave is recommended for the intermediate course.

2. The structural fill in the upper two feet below the pavement subgrade should be relatively clean sands with percent fines less than 35%. The fill material should be compacted to a minimum of 95% of the soil’s Modified Proctor maximum dry density (ASTM D1557).

3. If SP or SP-SM or SM soils exist at the proposed subgrade elevation extending to a depth at least 24 inches below the proposed subgrade level, the in-situ soils can replace the structural fill and the subgrade should be improved using densification as discussed in Earthwork section.

Notes:

Proper surface and subgrade drainage system should be installed to avoid saturation of subgrade soils underneath the asphalt pavements. The site drainage should be designed to maintain the groundwater at least 2 feet below the top of the subgrade.

Some subgrade soil undercutting and backfilling with suitable structural fill will be required if unstable subgrade soils are encountered during subgrade preparation. The use of geogrid (Tensar BX1100 or equivalent) may be considered to help reduce the depth of undercut to achieve stability if the unstable subgrade soils extend to greater depths. The need for geogrid and/or the need for undercutting and backfilling should be determined in the field during subgrade preparation.

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The following table provides our minimum thickness of PCC pavements.

Concrete Pavement Design

Material

Minimum Section Thickness (inches)

Heavy Duty Section (Access Road for Tractor Trailer Trucks)

Concrete1 6

Graded aggregate base2 4

Structural fill3 / improved subgrade 24

1. The concrete should be air-entrained and have a minimum compressive strength of 4,000 psi after 28 days of lab curing per ASTM C-31.

2. The graded aggregate base should conform to the GDOT material specification Section 815. The use of crushed concrete may be used as a substitution for GAB provided that GDOT Section 815 crushed concrete gradation is followed.

3. The structural fill should be relatively clean sands with percent fines less than 35%. The fill material should be compacted to a minimum of 95% of the soil’s Modified Proctor maximum dry density (ASTM D1557).

4. If SP or SP-SM or SM soils exist at the proposed subgrade elevation extending to a depth at least 24 inches below the proposed subgrade level, the in-situ soils can replace the structural fill and the subgrade should be improved using densification as discussed in Earthwork section.

Notes:

Concrete joints should be sealed properly to avoid ingress of surface water into the subgrade soils. We recommend a joint spacing of 12 feet. A jointing plan should be developed to avoid irregularly shaped panels to control shrinkage cracking. A proper surface and subgrade drainage system should be installed to avoid saturation of subgrade soils underneath the concrete pavements. The site drainage should be designed to maintain the groundwater at least 2 feet below the top of the subgrade. PCC pavement details for joint spacing, joint reinforcement, and joint sealing should be prepared in accordance with ACI 330 and ACI

Some subgrade soil undercutting and backfilling with suitable structural fill will be required if unstable subgrade soils are encountered during subgrade preparation. The use of geogrid (Tensar BX1200 or equivalent) may be considered to help reduce the depth of undercut to achieve stability if the unstable subgrade soils extend to greater depths. The need for geogrid and/or the need for undercutting and backfilling should be determined in the field during subgrade preparation.

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In the areas with truck turning, the pavement should be designed to resist lateral sliding from the truck turning force. Additional measures such as dowel baskets and/or tied edge panels and keyways along the curbs may be considered to add the lateral resistance against sliding.

Subgrade drains are critical in maintaining subgrade stability.

Based on available grading information, the finished grade elevation will be near the existing ground surface in some areas. Our hand auger borings show that the near surface soils in this area are clayey sands and are deemed not suitable for the pavement subgrade support. During construction, if weak soils are encountered at the subgrade level, the upper

(2) feet of the subgrade should be replaced with relatively clean sands with percent fines less than 15 percent to be less susceptible to water softening. Based on the in-situ soils at the site and typical imported fills available in this area, a California Bearing Ratio (CBR) value of 8 has been estimated. The above rigid and flexible pavement sections represent the minimum design thicknesses and, as such, periodic maintenance should be anticipated.

Prior to the placement of the crushed stones, the pavement subgrade should be thoroughly proofrolled.

Pavement Construction Considerations

Pavement subgrades prepared early in the project should be carefully evaluated as the time for pavement construction approaches. We recommend the pavement areas be rough graded and then thoroughly proofrolled with a loaded tandem-axle dump truck.

Particular attention should be paid to the high traffic areas that were rutted and disturbed.

Areas where unsuitable conditions are located should be repaired by removing and replacing the materials with properly compacted fill. After proofrolling and repairing subgrade deficiencies, the entire subgrade should be scarified to a depth of 12 inches, and uniformly compacted to at least 95% of the materials’ modified Proctor maximum dry density.

Pavement and Subgrade Drainage

Poor pavement subgrade drainage is the most common cause of pavement failure in this area. Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond on or adjacent to the pavements could saturate the subgrade and contribute to premature pavement deterioration. In addition, the pavement subgrade should be graded to provide positive drainage within the granular base section.

Appropriate sub-drainage or connection to a suitable daylight outlet should be provided to remove water from the granular subbase.

Based on the possibility of shallow and/or perched groundwater, we recommend installing a pavement subdrain system to control groundwater, improve stability, and improve long-

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Facilities | Environmental | Geotechnical | Materials 12 term pavement performance. The civil engineer should decide the locations of the subgrade drains based on the overall site grading and drainage plans.

Pavement Maintenance

The pavement sections represent minimum recommended thicknesses and, as such, periodic upkeep should be anticipated. Preventive maintenance should be planned and provided for through an on-going pavement management program. Maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment. Pavement care consists of both localized (e.g., crack and joint sealing and patching) and global maintenance (e.g., surface sealing). Additional engineering consultation is recommended to determine the type and extent of a cost-effective program. Even with periodic maintenance, some movements and related cracking may still occur, and repairs may be required.

Pavement performance is affected by its surroundings. In addition to providing preventive maintenance, the civil engineer should consider the following recommendations in the design and layout of pavements:

Final grade adjacent to paved areas should slope down from the edges at a minimum 2%.

Subgrade and pavement surfaces should have a minimum 2% slope to promote proper surface drainage.

Install pavement drainage systems surrounding areas anticipated for frequent wetting.

Install joint sealant and seal cracks immediately.

Seal all landscaped areas in or adjacent to pavements to reduce moisture migration to subgrade soils.

Place compacted, low permeability backfill against the exterior side of curb and gutter.

General Comments

Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration.

Variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation

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Facilities | Environmental | Geotechnical | Materials 13 and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations.

Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost.