W912QR-60440629_Specs-0004.pdf

W912QR-60440629: Olmsted Access Road 53 Repairs Amendment 0004

REPLY T O

ATTENTION OF

DEPARTMENT OF THE ARMY

LOUISVILLE DISTRICT, CORPS OF ENGINEERS

P.O. BOX 59

LOUISVILLE, KENTUCKY 40201-0059

CELRL-CT 16 April 2026

Aleut Flood Management, LLC 5775 Mark Dabling BLVD Colorado Springs, CO 80919

Geiger Brothers, INC 317 Ralph St Jackson, OH 45640

Brannon Contracting & Maintenance Services, LLC 1510 Moxahala AVE Zanesville, OH 43701

MI – DE – CON, Inc.

3331 S 3rd Street Ironton, OH 45638

Massillon Construction and Supply LLC 1245 Raff RD SW Canton, OH 44710

Dear MATOC Contractors:

Reference is made to your Indefinite Delivery Indefinite Quantity Contracts, Numbers W9123723D0003 through W9123723D0007, Multiple Award Task Order Contracts (MATOCs) for Design Bid Build Land Based Construction Projects assigned to the Rivers Districts (LRH, LRL, LRN & LRP) of the U.S. Army Corps of Engineers, Great Lakes and Ohio River Division.

Request for Proposal (RFP) W912QR-60440629 for Olmsted Access Road 53 Repairs. We request that you submit a price proposal for all labor, materials, and equipment, to repair asphalt, gravel patch areas, wingwalls and headwalls, and culvert replacement at Olmsted Locks and Dam in Olmsted, Illinois in accordance with the drawings and technical specifications included below.

The basis for award for this task order will be lowest price. Please complete and return the Price Breakout Schedule with your proposal. The submitted price breakdown should include sufficient detail to allow the Government to verify that your proposed price incorporates the binding rates from your base contract. Any level of effort shown in the submitted information will not be used for evaluation purposes and will be used only to ensure that the proposal is in compliance with the binding rates from the base contract.

The cost range is between $250,000 and $500,000.

***** Amendment 0001 ***** The price break out schedule was omitted from the original Request for Proposal (RFP) and has been included.

***** Amendment 0001 *****

***** Amendment 0002 ***** Due to clerical error, Geiger Brothers, INC was not included in original RFP. New Due Date is 13 April 2026.

***** Amendment 0002 *****

***** Amendment 0003 ***** To clarify from previous amendment letters, Performance and Payment Bonds will be required as stated in the original RFP letter. Bid Bonds will NOT be required. ProjNet has been extended to 12 April 2026.

New due date for proposals is 17 April 2026 at 1:00 PM EDT. ProjNet questions must be submitted by 12 April 2026.

W912QR-60440629_Specs-0004

Revised Specifications and Statement of Work are attached. The Summary of Changes are as follows:

SUMMARY OF CHANGES

1. The following SPECIFICATION SECTIONS have been revised and replaced in their entirety:

TABLE OF CONTENTS

00 10 00 PRICE BREAKOUT SCHEDULE

SUBMITTAL REGISTER

2. The following SPECIFICATION SECTIONS have been added in their entirety:

None

3. The following SPECIFICATION SECTIONS have been deleted in their entirety:

03 30 00 CAST-IN-PLACE CONCRETE

03 42 13.00 10 PLANT-RECAST CONCRETE PRODUCTS FOR BELOW GRADE

CONSTRUCTION

35 31 19.00 06 STONE PROTECTION

4. The following PLAN SHEETS have been revised and replaced in their entirety:

G001 COVER SHEET

G003 OVERALL PHOTOGRAPHY LOCATION PLAN

G004 PHOTOGRAPHY LOCATION PLAN

G005 PHOTOGRAPHY LOCATION PLAN

G007 SITE PHOTOGRAPHY

G008 SITE PHOTOGRAPHY

VF101 OVERALL SITE SURVEY

VF102 SITE SURVEY

VF103 SITE SURVEY

VF104 SITE SURVEY

VF105 SITE SURVEY

VF106 SITE SURVEY

VF107 SITE SURVEY

CD101 OVERALL DEMOLITION

CD102 DEMOLITION PLAN

CD103 DEMOLITION PLAN

CD104 DEMOLITION PLAN

CD105 DEMOLITION PLAN

CD106 DEMOLITION PLAN

CD107 DEMOLITION PLAN

CS101 OVERALL SITE PLAN

CS102 SITE PLAN STA 0+00 – 8+50

CS103 SITE PLAN STA 8+50 – 17+25

CS104 SITE PLAN STA 17+25 – 25+50

CS105 SITE PLAN STA 25+50 – 34+25

CS106 SITE PLAN

CS107 SITE PLAN

CS501 CIVIL DETAILS

5. The following PLAN SHEETS have been added new:

None

6. The following PLAN SHEETS have been deleted in their entirety new:

CS502 CIVIL DETAILS

S-101 STA 31+15 CULVERT - ASSEMBLY ISOMETRIC VIEW

S-102 STA 31+15 CULVERT - WINGWALL ISOMETRIC VIEW

S-103 STA 31+15 CULVERT - PLAN VIEW

S-104 STA 3+75 CULVERT - ASSEMBLY ISOMETRIC VIEW

S-105 STA 3+75 CULVERT - WINGWALL ISOMETRIC VIEW

S-106 STA 3+75 CULVERT - PLAN VIEW

S-301 STA 31+15 CULVERT DETAILING

S-302 CULVERT-WINGWALL ASSEMBLY SECTIONS

S-303 WINGWALL REINFORCEMENT DETAILS

7. The following DOCUMENTS have been revised and replaced in their entirety:

STATEMENT OF WORK

*****Amendment 0003 *****

***** Amendment 0004 ***** ProjNet has been reopened and extended to 20 April 2026. See the attached ProjNet Instructions for the updated time-frame on responses before proposals are due.

New due date for proposals is 22 April 2026 at 1:00 PM EDT.

Two (2) questions were received after ProjNet had closed. After review, the Government has decided to accept these questions and answers are provided within this Amendment 0004. Please see the attached sheet titled, “Additional Questions from Contractors after ProjNet Closed.”

Revised Specifications are attached. The Summary of Changes are as follows:

SUMMARY OF CHANGES – 112574 Amendment 0004

1. The following SPECIFICATION SECTIONS have been revised and replaced in their entirety:

01 11 00 SUMMARY OF WORK

31 00 00.00 06 EARTHWORK

2. The following SPECIFICATION SECTIONS have been added in their entirety:

None

3. The following SPECIFICATION SECTIONS have been deleted in their entirety:

None

4. The following PLAN SHEETS have been revised and replaced in their entirety:

CD104 DEMOLITION PLAN

CS104 SITE PLAN STA 17+25 – 25+50

CS501 CIVIL DETAILS

5. The following PLAN SHEETS have been added new:

None

6. The following PLAN SHEETS have been deleted in their entirety new:

None

7. The following DOCUMENTS have been revised and replaced in their entirety:

None

***** Amendment 0004 *****

PLEASE NOTE: Wage Rates will be in effect for Construction Services and are attached to this RFP. The effective DBA Wage Rate for this requirement is IL20260016 dated 02 January 2026 Illinois - Heavy and Highway.

Please note, as stated in the Base Contract, the following clauses have been updated to reflect the specific Task Order requirements:

• FAR 52.211-10 Commencement, Prosecution, and Completion of Work.

• FAR 52.211-12 Liquidated Damages-Construction.

• FAR 52.211-13 Time Extensions.

• DFARS 252.236-7001 Contract Drawings and Specifications.

• FAR 52.236-4 Physical Data.

• FAR 52.236-1 Performance of Work by the Contractor.

Offerors shall allow for Government acceptance of proposals for 60 calendar days from the date proposals are due. Any proposal that does not allow acceptance for 60 days will not be considered and will be rejected.

Proposals are due no later than 1:00 PM Eastern Daylight Time on 22 April 2026. Submit your proposal through PIEE per the attached instructions. Proposals not received by the stated date/time will not be considered. Please acknowledge receipt of this RFP by signing below in the space provided and returning to Justin McPherson via email at justin.m.mcpherson@usace.army.mil.

Payment and Performance Bonds will be required for this project. The Notice to Proceed will be issued after receipt and approval of the bonds.

All questions regarding this Request for Proposal (RFP) must be submitted through ProjNet by 20 April 2026 by following the attached updated ProjNet instructions.

If an offeror believes that the requirements in the RFP contain an error, omission, or are otherwise unsound; the offeror shall immediately notify the Contract Specialist in writing with supporting rationale. The Offeror is reminded that the Government reserves the right to award this RFP based on the initial proposals, as received, without discussion. Page Numbering may not be in order. Reminder that all RFP and Amendment letters must be acknowledged with proposal.

Contractor’s acknowledgment: Andrew J. Fleming Contracting Officer

Name:

Date:

Firm:

Signature:

PROJNET INSTRUCTIONS

BIDDERS QUESTIONS AND COMMENTS

Technical inquiries and questions relating to proposal procedures or bonds are to be submitted via Bidder Inquiry in ProjNet at http://www.ProjNet.org/ProjNet. As noted below, Bidders shall not submit their proposals via ProjNet.

Bidders shall submit their proposals in accordance with the provisions stated in the solicitation.

To submit and review bid inquiry items, bidders will need to be a current registered user or self-register into system.

The Solicitation Number is: W912QR-60440629 The Bidder Inquiry Key is: Y5QV3B-4QQWKP

Specific Instructions for ProjNet Bid Inquiry Access:

1. From the ProjNet home page linked above, click on Quick Add on the upper right side of the screen.

2. Identify the Agency: This should be marked as USACE.

3. Key: Enter the Bidder Inquiry Key listed above.

4. E mail: Enter the email address you would like to use for communication.

5. Select Continue. A page will then open stating a user account was not found and will ask you to create one using the provided form.

6. Enter your First Name, Last Name, Company, City, State, Phone, Email, Secret Question, Secret Answer, and Time Zone. Make sure to remember your Secret Question and Answer as they will be used from this point on to access the ProjNet system.

7. Select Add User. Once this is completed you are now registered within ProjNet and are currently logged into the system.

Specific Instructions for Future ProjNet Bid Inquiry Access:

1. For future access to ProjNet, you will not be emailed any type of password. You will utilize your Secret Question and Secret Answer to log in.

2. From the ProjNet home page linked above, click on Quick Add on the upper right side of the screen.

3. Identify the Agency: This should be marked as USACE.

4. Key: Enter the Bidder Inquiry Key listed above.

5. E mail: Enter the email address you used to register previously in ProjNet.

6. Select Continue. A page will then open asking you to enter the answer to your Secret Question.

7. Enter your Secret Answer and click Login. Once this is completed you are now logged into the system. From this page you may view all bidder inquiries or add an inquiry.

Bidders will receive an acknowledgement of their question via email, followed by an answer to their question after it has been processed by our technical team. Deadline for all questions via ProjNet will be two (2) days before the solicitation closing date. All questions will be answered by the Government within one (1) day before the solicitation closing date.

Bidders are requested to review the specification in its entirety and to review the Bidder Inquiry System for answers to questions prior to submission of a new inquiry.

The call center operates weekdays from 8AM to 5PM U.S. Central Time Zone (Chicago). The telephone number for the Call Center is 800-428-HELP.

W912QR-60440629: Olmsted Access Road 53 Repairs

Additional Questions from Contractors after ProjNet Closed:

Questions received April 13, 2026

1. Typically, with a binder mix the minimum lift thickness is 2.25”, any less than that there could be density issues and issues with overall performance of the HMA binder. Can you please advise how we should price this on the project?

2. I am also needing clarification on the detail for Full Depth Asphalt Pavement Section Detail A1 on Sheet CS501. The drawings show there to be 8” aggregate base course on top of 8” compacted subgrade. The project specifications refer to subgrade as Earth Materials directly below foundations and directly below granular base materials in culvert and pavement areas, included shoulders. Can you please confirm if we are to excavate and replace this with new structural fill or are we to scarify and compact the existing subgrade prior to placing the aggregate base course?

USACE Answers:

1. Bid as shown.

2. Update included in Amendment 0004. See the Summary of Changes and updated Sheet

CS501.

W912QR-60440629: Olmsted Access Road 53 Repairs

112574 LD 53 Access Road Olmsted, IL

SECTION 01 11 00

SUMMARY OF WORK

02/24

Amendment 0004

PART 1 GENERAL

1.1 SUBMITTALS

Not used.

1.2 WORK COVERED BY CONTRACT DOCUMENTS

Amendment 0004***************************************************************

1.2.1 Project Description

The primary scope of work of the project is the removal/replacement of damaged asphalt sections via asphalt patching to restore roadway stability.

This amounts to 16,310 square feet of asphalt roadway patching and repairs to restore the surface following construction.

***************************************************************Amendment 0004

1.2.2 Location

The work is located at the Dam Rd 53 in Olmsted Illinois, approximately as indicated. The exact location will be shown by the Contracting Officer.

1.3 OCCUPANCY OF PREMISES

Before work is started, arrange with the Contracting Officer a sequence of procedure, means of access, space for storage of materials and equipment, and use of approaches, corridors, and stairways.

The Contractor will have access to the site as shown on the project plans.

1.4 EXISTING WORK

Remove or alter existing work in such a manner as to prevent injury or damage to any portions of the existing work which remain.

Repair or replace portions of existing work which have been altered during construction operations to match existing or adjoining work, as approved by the Contracting Officer. At the completion of operations, existing work must be in a condition equal to or better than that which existed before new work started.

1.5 LOCATION OF UNDERGROUND UTILITIES

Obtain digging permits prior to start of excavation, and comply with Installation requirements for locating and marking underground utilities.

Contact local utility locating service a minimum of 48 hours prior to excavating, to mark utilities, and within sufficient time required if work occurs on a Monday or after a Holiday. Verify existing utility locations indicated on contract drawings, within area of work.

SECTION 01 11 00 Page 1

AMENDMENT 0004 - CERTIFIED FINAL

1.5.1 Notification Prior to Excavation

Notify the Contracting Officer at least 48 hours prior to starting excavation work.

1.6 GOVERNMENT-FURNISHED MATERIAL AND EQUIPMENT

The Government will not furnish any materials and equipment for installation by the Contractor.

1.7 SALVAGE MATERIAL AND EQUIPMENT

Not used.

PART 2 PRODUCTS

Not used.

PART 3 EXECUTION

Not used.

-- End of Section --

SECTION 01 11 00 Page 2

SECTION 31 00 00.00 06

EARTHWORK

05/24 CHG 1: 12/24

Amendment 0004

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ASTM INTERNATIONAL (ASTM)

ASTM C136/C136M (2019) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM D1556/D1556M (2015; E 2016) Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method

ASTM D1557 (2012; E 2015) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D2167 (2015) Density and Unit Weight of Soil in Place by the Rubber Balloon Method

ASTM D2216 (2019) Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

ASTM D2487 (2017; E 2020) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D4253 (2016; E 2019) Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table

ASTM D4254 (2016) Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density

ASTM D4318 (2017; E 2018) Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D6913/D6913M (2017) Standard Test Method for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis

ASTM D6938 (2017a) Standard Test Method for In-Place Density and Water Content of Soil and

SECTION 31 00 00.00 06 Page 1

Soil-Aggregate by Nuclear Methods (Shallow Depth)

ASTM D7928 (2021) Standard Test Method for Particle-Size Distribution (Gradation) of Fine-Grained Soils Using the Sedimentation (Hydrometer) Analysis

ASTM D8167/D8167M (2023) Standard Test Method for In-Place Bulk Density of Soil and Soil-Aggregate by a Low-Activity Nuclear Method (Shallow Depth)

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2014) Safety -- Safety and Health Requirements Manual

1.2 DEFINITIONS

Amendment 0004***************************************************************

1.2.1 Structural Fill

Soil material placed to support pavements and other similar facilities.

***************************************************************Amendment 0004

1.2.2 Embankment Fill

Not used.

1.2.3 Porous Fill

Not used.

1.2.4 Backfill

Soil material placed to fill an excavation (e.g., over pipes or against structures, such as walls, manholes, and similar structures).

1.2.5 Topsoil

Surface layer of primarily organic soil capable of supporting vegetation growth.

1.2.6 Utility Bedding Material

Fill placed to directly support pipes, conduits, cables, and appurtenant structures. Bedding may also be used to provide a cushion between utilities and bedrock, obstacles, obstructions and other unyielding materials.

1.2.7 Flowable Fill

Not used.

1.2.8 Satisfactory Materials

Satisfactory materials for fill, backfill, and/or any in-situ soils to remain in place comprise any non-expansive materials classified by ASTM D2487 as GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, SP, SM, SECTION 31 00 00.00 06 Page 2

SW-SM, SC,SW-SC, SP-SM, SP-SC, CL. Maximum particle size to be no greater than 3 inches in any dimension. Organic content to be less than 5 percent per ASTM D2974.

1.2.9 Unsatisfactory Materials

Materials that do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include:

trash; refuse; roots and other organic matter or frozen material. Notify the Contracting Officer when encountering any contaminated materials.

1.2.10 Cohesionless Materials

Cohesionless materials include materials classified in ASTM D2487 as GW, GP, SW, and SP. Materials classified as GM and SM will be identified as cohesionless only when the fines are non-plastic. Perform testing, required for classifying materials, in accordance with ASTM D4318, ASTM D6913/6913M , and ASTM D7928.

1.2.11 Cohesive Materials

Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesive only when the fines are plastic. Perform testing, required for classifying materials, in accordance with ASTM D4318, ASTM D6913/D6913M , and ASTM D7928.

1.2.12 Hard/Unyielding Materials

Hard/unyielding materials comprised of weathered rock, dense consolidated deposits, or conglomerate materials that are not included in the definition of "rock" with stones greater than 3 inches in any dimension or as defined by the pipe manufacturer, whichever is smaller. These materials usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal.

1.2.13 Unstable/Unsuitable Material

Unstable or unsuitable materials are too weak to adequately support the foundation, slab, pavement, utility pipe, conduit, equipment, or appurtenant structure. Satisfactory material may become unstable due to ineffective drainage, dewatering, becoming frozen, excessive loading, etc.

1.2.14 Expansive Soils

Expansive soils are defined as soils that have a plasticity index greater than 30 as determined by ASTM D4318.

1.2.15 Rock

Solid homogeneous interlocking crystalline material with firmly cemented, laminated, or foliated masses or conglomerate deposits, neither of which can be removed without systematic drilling and blasting, drilling and the use of expansion jacks or feather wedges, or the use of backhoe-mounted pneumatic hole punchers or rock breakers; also large boulders, buried masonry, or concrete other than pavement exceeding 1/2 cubic yard in volume. Removal of hard material will not be considered rock excavation because of intermittent drilling and blasting that is performed merely to increase production.

SECTION 31 00 00.00 06 Page 3

1.2.16 Capillary Water Barrier

Not used.

1.2.17 Degree of Compaction (Proctor)

Degree of compaction required is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D1557 abbreviated as a percent of laboratory maximum density, unless noted otherwise.

1.2.18 Degree of Compaction (Relative Density)

Degree of compaction required for soils with less than 5 percent passing the No. 200 sieve, is expressed as a relative percentage of the maximum index density/dry unit weight and minimum index density/dry unit weight, obtained by the test procedures in accordance with ASTM D4253 and ASTM D4254, respectively, abbreviated as a percent of laboratory relative density.

1.2.19 Overhaul

Not used.

1.2.20 Borrow

Soil brought to the project site from an external location for the purposes of project construction.

Amendment 0004***************************************************************

1.2.21 Subgrade

Earth materials directly below granular base materials in pavement areas, including shoulders.

***************************************************************Amendment 0004

1.2.22 Pass of Compactor

One pass of a compactor occurs when the foot, roller, or plate of the compactor impacts the entire surface area of the layer one time.

1.3 CRITERIA FOR BIDDING

Base bids on the following criteria:

a. Surface elevations are as indicated.

b. Pipes or other artificial obstructions, except those indicated, will not be encountered.

c. Ground water conditions indicated by historical boring logs do not necessarily represent ground water elevation at the time of construction.

d. Material character is indicated by the boring logs.

Amendment 0004***************************************************************

e. Hard material is not anticipated within the proposed excavations.

***************************************************************Amendment 0004

1.4 SUBMITTALS

Government approval is required for submittals with a "G" or "RO"

SECTION 31 00 00.00 06 Page 4 classification. Submittals not having a "G" or "RO" classification are for information only. When used, a code following the "G" classification identifies the office that will review the submittal for the Government.

Submit the following in accordance with Section 01 33 00.06 SUBMITTAL

PROCEDURES:

SD-01 Preconstruction Submittals

Excavation and Trenching Plan ; G, RO

Disposition of Surplus Materials ; G, RO

Preconstruction Meeting ; G, RO

SD-06 Test Reports

Material Test Report ; G, RO

Borrow Site Testing ; G, RO

Pipe Inspection Report ; G, RO

Geotechnical Evaluation Report ; G, RO

Fill Placement Report ; G, RO

1.5 QUALITY CONTROL

1.5.1 Geotechnical Engineer

Provide a Professional (Licensed) Geotechnical Engineer to provide inspection and approval of excavations, subgrades, and fill placement, and to document soil/groundwater conditions throughout construction. The Contractor's Geotechnical Engineer is responsible for performing pre-construction and periodic site visits throughout construction to assess site conditions and confirm the proper placement and compaction of fill.

Provide recommendations to the Contractor for all soil-related matters on the project. Meet with the Contracting Officer at any time through the contract. The Contractor is responsible for arranging meetings with the Contractor's Geotechnical Engineer and Contracting Officer throughout the contract duration.

If these plans are applicable, the Contractor's Geotechnical Engineer is responsible for preparing and updating the Excavation and Trenching Plans and Dewatering Work Plan as construction progresses to reflect changing conditions and submitting an updated plan if necessary.

Amendment 0004*************************************************************** Include the following in the Contractor Quality Control (CQC) Plan : all testing requirements, including test method and frequency (e.g., density test per ASTM D6938 every 5,000 square feet); how, when, and to whom results will be reported (e.g., Contractor immediately notified verbally of soils failing proof-rolling or foundation evaluations with written findings and recommendations provided within 24 hours); and how non-compliant or unsuitable or unstable soils will be addressed (e.g., recommended undercut will be provided verbally to Contractor immediately with follow-up written recommendations provided provided within 24 hours).

SECTION 31 00 00.00 06 Page 5

***************************************************************Amendment 0004 Submit a monthly Geotechnical Evaluation Report , informing the Contractor and Contracting Officer of the status of the plans (e.g., QC, Groundwater, Excavation, Shoring) and an accounting of the Contractor's adherence to the plans addressing any present or potential problems.

Submit a final Fill Placement Report , confirming in writing that fill was placed in accordance with the contract requirements and provide all backup data collected, including, but not limited to: Proctor Curves (moisture/density relationship curves), Atterberg Limits, particle size analysis, in-place dry density and companion moisture contents, location of density test, field density results, and daily field reports. All test locations and elevations to be documented so their position can be substantiated and relocated, if necessary.

1.5.2 Qualified Technician

Provide a Qualified Technician working under the direct supervision of the Contractor's Geotechnical Engineer to inspect, monitor, sample, and perform field testing.

The technician qualifications need to be one of the following: a current National Institute for Certification in Engineering Technologies (NICET) Level II minimum certification in Construction Materials Testing Soils;

International Building Code (IBC) Soils Special Inspector; a Geologist-in-Training with minimum one-year experience; an Engineer-in-Training with minimum one-year experience; a Registered Geologist; or a Professional Engineer.

1.5.3 Lab Validation

Perform testing by a Corps-validated commercial testing laboratory or Contractor-established testing laboratory meeting the requirements of Section 01 45 00 (or similar number) entitled QUALITY CONTROL and approved by the Contracting Officer. Submit testing laboratory validation for the testing to be performed. Do not permit work requiring testing until testing facilities have been inspected, Corps-validated, and approved by the Contracting Officer.

1.5.4 Preconstruction Meeting

Conduct a preconstruction meeting at the jobsite at least five business days prior to the start of earthwork operations on the project. The preconstruction meeting is to be arranged by the Contractor and is to follow the written agenda submitted prior to the meeting. The purpose of this meeting is to review the requirements of this specification and the associated plans. The following individuals must be in attendance at this meeting: Contractor's Project Manager and Project Superintendent, earthwork subcontractor's Project Manager and Site Foreman, Contractor's Geotechnical Engineer and Testing Agency, Government Geotechnical Engineer and Civil Engineer, and Government Construction Manager and Engineering Technician.

The minutes of this meeting are to be recorded by the Contractor and published via e-mail within 48 hours to all attendees. The minutes must be re-published within 48 hours via e-mail pending any subsequent comments from the attendees.

SECTION 31 00 00.00 06 Page 6

PART 2 PRODUCTS

2.1 SOIL MATERIALS

2.1.1 Structural Fill

Non-expansive materials classified as GW, GP, GM, GC, GW-GM, GW-GC, GP-GM, GP-GC, GC-GM, SW, SP, SM, SW-SM, SC, SW-SC, SP-SM, SP-SC, or CL in accordance with ASTM D2487. Select material type appropriate for the intended purpose.

2.1.2 Embankment Fill

Non-expansive materials classified as GW, GP, GM, GC, GW-GM, GW-GC, GP-GM, GP-GC, GC-GM, SW, SP, SM, SW-SM, SC, SW-SC, SP-SM, SP-SC, or CL in accordance with ASTM D2487. Select material type appropriate for the intended purpose.

2.1.3 Porous Fill

Not used.

2.1.4 Backfill

Non-expansive materials classified as GW, GP, GM, GC, GW-GM, GW-GC, GP-GM, GP-GC, GC-GM, SW, SP, SM, SW-SM, SC, SW-SC, SP-SM, SP-SC, or CL in accordance with ASTM D2487. Select material type appropriate for the intended purpose (e.g., free-draining backfill directly behind retaining walls).

2.1.5 Topsoil

Material suitable for topsoil obtained from offsite areas or excavations is defined as: Natural, friable soil representative of productive, well-drained soils in the area, free of subsoil, stumps, rocks larger than one inch diameter, brush, weeds, toxic substances, and other material detrimental to plant growth. Amend topsoil pH range to obtain a pH of 5.5 to 7.

2.2 FLOWABLE FILL

Not used.

2.3 BURIED WARNING AND IDENTIFICATION MARKERS

Provide polyethylene plastic and metallic core or metallic-faced, acid-and alkali-resistant, polyethylene plastic warning tape as described in the following paragraphs, manufactured specifically for warning and identification of buried utility lines. Provide tape on rolls, 3 inches minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording.

Provide permanent color and printing, unaffected by moisture or soil.

SECTION 31 00 00.00 06 Page 7

Warning Tape Color Codes

Red Electric

Yellow Gas, Oil; Dangerous Materials

Orange Telephone and Other Communications

Blue Water Systems

Green Sewer Systems

White Steam Systems

Gray Compressed Air

2.3.1 Warning Tape for Metallic Piping

Provide acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above, with a minimum thickness of 0.003 inch and a minimum strength of 1500 psi lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.

2.3.2 Detectable Warning Tape for Non-Metallic Piping

Provide polyethylene plastic tape conforming to the width, color, and printing requirements specified above, with a minimum thickness of 0.004 inch, and a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Manufacture tape with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 3 feet deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.3.3 Detection Wire for Non-Metallic Piping

Insulate a single strand, solid copper detection wire with a minimum of 12

AWG.

2.4 MATERIAL FOR RIP-RAP

Provide rock conforming to IDOT RR-3 State Standard for construction indicated.

2.4.1 Bedding Material

Not used.

2.4.2 Grout

Not used.

2.4.3 Rock

Provide rock fragments that ensure permanence in the structure and the environment in which it is to be used. Use rock fragments free from cracks, seams, and other defects that would increase the risk of deterioration from natural causes.

SECTION 31 00 00.00 06 Page 8

2.5 BORROW

Provide borrow materials from sources located outside of Government property meeting the requirements of paragraph STRUCTURAL FILL BACKFILL

TOPSOIL.

Amendment 0004***************************************************************

2.6 GEOTEXTILE

Use AASHTO Class 2 non-woven geotextile fabric at 2' deep sinkhole repair.

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PART 3 EXECUTION

3.1 PROTECTION

Perform all work specified in accordance with applicable requirements of the Corps of Engineers publication EM 385-1-1 Safety and Health Requirements Manual. Provide a Geotechnical Engineer to monitor construction activities and to prepare necessary work plans and reports;

see paragraph QUALITY CONTROL.

Use equipment of type and size appropriate for the site conditions (soil character and moisture content). Maintenance of exposed subgrades and fills is the responsibility of the Contractor. The Contractor is required to prevent damage by ineffective drainage, dewatering, and heavy loads and equipment by implementing precautionary measures. Repair or replace any defects or damage.

3.1.1 Underground Utilities

Location of the existing utilities indicated is approximate. Physically verify the location and elevation of the existing utilities indicated prior to starting construction. The Contractor is responsible for protecting utilities from damage during construction.

3.1.2 Drainage and Dewatering

Provide for the collection and disposal of surface and subsurface water encountered during construction.

3.1.2.1 Drainage

Provide for the collection and disposal of surface and subsurface water encountered during construction. Construct storm drainage features (ponds/basins) at the earliest stages of site development, and throughout construction grade the construction area to provide positive surface water runoff away from the construction activity and provide temporary ditches, swales, and other drainage features and equipment as required to keep soils from becoming unstable, prevent erosion, or undermining of foundations. Remove unstable material from working platforms for equipment operation and soil support for subsequent construction features and provide new material as specified herein. It is the responsibility of the Contractor to assess the site conditions to employ necessary measures to permit construction to proceed.

3.1.2.2 Dewatering

Not used.

SECTION 31 00 00.00 06 Page 9

3.1.3 Shoring and Sheeting

Submit an Excavation and Trenching Plan to stabilize features, prevent undermining or unintended horizontal and vertical movement of adjacent structures, and prevent slippage or movement in banks or slopes adjacent to the excavation. Submit drawings and calculations, certified by a registered professional engineer, describing the methods for shoring and sheeting of excavations. Drawings to include material sizes and types, arrangement of members, and the sequence and method of installation and removal. Calculations are to include data and references used.

3.1.4 Protection of Graded Surfaces

Protect newly backfilled, graded, and topsoiled areas from traffic, erosion, and settlements that may occur. Repair or reestablish damaged grades, elevations, or slopes.

3.2 BORROW

Select borrow material to meet the requirements and conditions of the fill or embankment for which it is to be used. Obtain borrow material from from approved private sources. Submit a Borrow Plan that includes materials to be excavated, stockpile locations, proposed slopes, drainage, and closure. Unless otherwise provided in the contract, the Contractor is responsible for obtaining the right to procure material, pay royalties and other charges involved, and bear the expense of developing the sources, including rights-of-way for hauling from the owners. Unless specifically provided, do not obtain borrow within the limits of the project site without prior written approval.

3.2.1 Government Furnished Borrow Area(s)

Not used.

3.2.2 Contractor Furnished Borrow Area(s)

Obtain approved borrow materials from approved offsite sources. If a borrow source is selected that is not a commercial entity from which soil material is directly purchased, submit a Borrow Plan that includes the borrow source location, geotechnical test results showing the fill material meets the Contract requirements, environmental test results in accordance with paragraph ENVIRONMENTAL REQUIREMENTS FOR OFF-SITE SOIL, and any Federal, State, and local permits required for excavation and reclamation of the borrow area.

3.2.3 Environmental Requirements for Off-Site Soil

Borrow soils shall meet the requirements of LRL Section 01 57 19.00 06 TEMPORARY ENVIRONMENTAL CONTROLS AND PERMITS paragraphs BORROW SOILS and

MANAGEMENT OF BORROW MATERIAL AND EXCESS SOILS.

3.3 SURFACE PREPARATION

3.3.1 Clearing and Grubbing

Remove trees, stumps, logs, shrubs, brush and vegetation and other items that would interfere with construction operations. Remove stumps entirely. Grub out matted roots and roots over 3 inches in diameter to at least 18 inches below existing surface.

SECTION 31 00 00.00 06 Page 10

3.3.2 Stripping

Strip suitable soil from the site where excavation or grading is indicated and stockpile separately from other excavated material. Protect topsoil and keep in segregated piles until needed.

3.3.3 Proof Rolling

Perform proof rolling on exposed subgrade that is unfrozen and free of surface water (including wet conditions resulting from rainfall). Notify the Contracting Officer a minimum of 3 days prior to proof rolling.

Perform proof rolling in the presence of the Contracting Officer and Contractor's Geotechnical Engineer.

Prior to fill placement and after stripping, excavating, and rough grading to the planned elevation, proof roll the existing subgrade of all pavement locations with six passes of a 15 ton, pneumatic-tired or smooth drum roller, or 2 passes of a triaxial dump truck (third axle up) loaded with 20 tons. Operate the roller truck in a systematic manner to ensure the number of passes over all areas, and at speeds between 2.5 to 3.5 miles per hour. Make one-half of the passes in a direction perpendicular to the other passes, if feasible.

The Contractor's Geotechnical Engineer is responsible for judging the suitability of the subgrade for the proposed construction and providing recommendations to address unsuitable conditions. Contracting Officer is to approve any remedial measures recommended by Contractor's Geotechnical Engineer.

3.3.4 Stockpiling Operations

Place and grade stockpiles of satisfactory materials as specified. Keep stockpiles in a neat and well drained condition, giving due consideration to drainage at all times. Clear, grub, and seal by rubber-tired equipment, the ground surface at stockpile locations; separately stockpile excavated satisfactory and unsatisfactory materials. Protect stockpiles of satisfactory materials from contamination that may destroy the quality and fitness of the stockpiled material. Do not create stockpiles that could obstruct the flow of any stream, endanger a partly finished structure, impair the efficiency or appearance of any structure, or be detrimental to the completed work in any way. If the Contractor fails to protect the stockpiles, and any material becomes unsatisfactory, remove and replace such material with satisfactory material from approved sources.

3.4 EXCAVATION

Excavate to contours, elevation, and dimensions indicated. Excavate soil disturbed or weakened by Contractor's operations, and soils softened or made unstable for subsequent construction due to exposure to weather. Use material removed from excavations meeting the specified requirements in the construction of fills, embankments, subgrades, shoulders, bedding, backfill, and for similar purposes to minimize surplus material and to minimize additional material to brought on site. Do not excavate below indicated depths except to remove unstable material as determined by the Contractor's Geotechnical Engineer and confirmed by the Contracting Officer. Remove and replace excavations below the grades shown with satisfactory materials recommended by the Contractor's Geotechnical Engineer and approved by the Contracting Officer.

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If at any time during excavation, including excavation from borrow areas, the Contractor encounters material that may be classified as rock or as hard/unyielding material, uncover such material, and notify the Contracting Officer. Do not proceed with the excavation of this material until the Contracting Officer has classified the materials as common excavation or rock excavation. Failure on the part of the Contractor to uncover such material, notify the Contracting Officer, and allow sufficient time for classification and delineation of the undisturbed surface of such material will cause the forfeiture of the Contractor's right of claim to any classification or volume of material to be paid for other than that allowed by the Contracting Officer for the areas of work in which such deposits occur.

3.4.1 Ditches, Gutters, and Channel Changes

Finish excavation of ditches, gutters, and channel changes by cutting accurately to the cross sections, grades, and elevations shown. Do not excavate below grades shown. Backfill excessive excavation as directed by the Contracting Officer, with satisfactory, compacted, material or with suitable stone or cobble to grades shown. Dispose excavated material as shown or as directed. Do not allow material to be deposited within 4 feet from edge of a ditch. Maintain excavations free from detrimental quantities of leaves, brush, sticks, trash, and other debris until final acceptance of the work.

3.4.2 Trench Excavation Requirements

Not used.

3.4.3 Underground Utilities

Perform work adjacent to utilities in accordance with procedures outlined by utility owner. Excavation made with power-driven equipment is not permitted within 2 feet of known utility or subsurface construction. For work immediately adjacent to or for excavations exposing a utility or other buried obstruction, excavate by hand. Start hand excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines or other existing work affected by the contract excavation until approval for backfill is granted by the Contracting Officer. Report damage to utility lines or subsurface construction immediately to the Contracting Officer.

3.4.4 Structural Excavation

Not used.

3.5 SUBGRADE PREPARATION

3.5.1 General Requirements

Shape subgrade to line, grade, and cross section as indicated. Remove unsatisfactory and unstable material in surfaces to receive fill or in excavated areas, as determined by proof rolling, and replace with structural fill unless recommended otherwise by the Contractor's Geotechnical Engineer and approved by the Contracting Officer. Do not place material on surfaces that are muddy, frozen, contain frost, or otherwise containing unstable material. Scarify the surface to a depth of

SECTION 31 00 00.00 06 Page 12

12 inches prior to placing fill. Step or bench sloped surfaces steeper than 1 vertical to 4 horizontal prior to scarifying. When subgrade is part fill and part excavation or natural ground, scarify to a depth of 12 inches.

3.5.2 Subgrade for Structures and Concrete Slabs

Do not excavate below depth shown for structures and concrete slabs. If over excavation occurs, notify the Contracting Officer and replace with structural fill compacted per Paragraph STRUCTURAL FILL PLACEMENT.

After final rolling, the surface of the subgrade for concrete slabs must not show deviations greater than 0.05 foot when tested with a 12-foot straightedge applied both parallel and at right angles to the centerline of the area.

3.5.3 Subgrade for Pavements

Compact top 12 inches of subgrade for pavements to at least 95 percent of ASTM D1557 and moisture condition to plus or minus 2 percent of optimum.

After final rolling, the surface of the subgrade for pavements must not show deviations greater than 0.05 foot when tested with a 12-foot straightedge applied both parallel and at right angles to the centerline of the area.

3.5.4 Subgrade for Shoulders

Not used.

3.5.5 Subgrade Filter Fabric

Not used.

3.6 FILLING AND COMPACTION

Prepare ground surface on which fill and backfill is to be placed and provide compaction requirements for fill and backfill materials in conformance with the applicable portions of paragraphs for SUBGRADE PREPARATION. Do not place material on surfaces that are muddy, frozen, or contain frost. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, or other approved equipment well suited to the soil being compacted. Moisten material as described in paragraph SUBGRADE PREPARATION. Fill and backfill to contours, elevations, and dimensions indicated. Compact and test each lift before placing overlaying lift.

3.6.1 Trench Backfill

Not used.

3.6.2 Structural Fill Placement

Place fill in successive horizontal layers of loose material not more than 8 inches in depth, or in loose layers not more than 4 inches in depth when using hand-operated compaction equipment. Do not place over wet or frozen materials. Compact to at least 95 percent of laboratory maximum density, except as otherwise specified. Perform compaction in such a manner as to

SECTION 31 00 00.00 06 Page 13 prevent wedging action or eccentric loading upon or other damage to the structure. Moisture condition fill material to within range of plus 2 or minus 2 percent of optimum moisture content at the time of compaction.

Amendment 0004***************************************************************

3.6.3 Backfill

Place backfill in such a manner that existing structures are not damaged by the shock of falling earth. Deposit the backfill material, compact it to at least 90 percent of laboratory maximum dry density except as otherwise specified. Bring up the backfill evenly on all sides of the structure to prevent eccentric loading and excessive stress. Moisture condition backfill material to within plus 2 or minus 2 percent of optimum moisture content at the time of compaction. If the backfill has less than 5 percent passing the No. 200 sieve, compact with a minimum of 4 passes of a hand-operated plate-type vibratory compactor with a compaction energy (centrifugal force) of at least 6,000 pounds and at least 2,000 cycles (vibrations) per minute or a minimum 60-inch wide vibratory smooth drum.

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3.6.4 Porous Fill Placement

Not used.

3.6.5 Flowable Fill

Not used.

3.6.6 Compaction

3.6.6.1 General Site

Compact underneath areas designated for vegetation and areas outside the 5 foot line of the paved area or structure to 90 percent of ASTM D1557.

3.6.6.2 Adjacent Areas

Compact areas within 5 feet of structures to 95 percent of ASTM D1557.

3.7 EMBANKMENTS

3.7.1 Earth Embankments

Construct earth embankments from satisfactory materials free of organic or frozen material and rocks with any dimension greater than 3 inches. Place the material in successive horizontal layers of loose material not more than 8 inches in depth. Spread each layer uniformly on a soil surface that has been moistened or aerated as necessary and scarified or otherwise broken up so that the fill will bond with the surface on which it is placed. After spreading, plow, disk, or otherwise break up each layer;

moisten or aerate as necessary; thoroughly mix; and compact to at least 95 percent laboratory maximum density. Fill material is to be to a moisture content that will readily facilitate obtaining the specified compaction.

Compaction requirements for the upper portion of earth embankments forming subgrade for pavements are identical with those requirements specified in paragraph SUBGRADE PREPARATION. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment.

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3.7.2 Rock Embankments

Not used.

3.8 RIP-RAP CONSTRUCTION

Construct rip-rap in accordance with IDOT State Standard, SECTION 281.

RIPRAP in the areas indicated. Trim and dress indicated areas to conform to cross sections, lines and grades shown within a tolerance of 0.1 foot.

3.9 FINISHING/FINISH OPERATIONS

During construction, keep embankments, subgrades, and excavations shaped and drained. Maintain ditches and drains along subgrade to drain effectively at all times. Do not disturb the finished subgrade by traffic or other operation. Protect and maintain the finished subgrade in a satisfactory condition until ballast, subbase, base, or pavement is placed. Do not permit the storage or stockpiling of materials on finished subgrade. Do not lay subbase, base course, ballast, or pavement until the subgrade has been checked and approved, and in no case place subbase, base, surfacing, pavement, or ballast on a muddy, spongy, frozen or otherwise unstable subgrade.

Finish the surface of excavations, embankments, and subgrades to a smooth and compact surface in accordance with the lines, grades, and cross sections or elevations shown. Provide the degree of finish for graded areas within 0.1 foot of the grades and elevations indicated except as indicated for subgrades specified in paragraph SUBGRADE PREPARATION.

Finish gutters and ditches in a manner that will result in effective drainage. Finish the surface of areas to be turfed to a smoothness suitable for the application of turfing materials. Repair graded, topsoiled, or backfilled areas prior to acceptance of the work, and re-established grades to the required elevations and slopes.

3.9.1 Capillary Water Barrier

Not used.

3.9.2 Grading Around Structures

Construct areas within 5 feet outside of each structure line true-to-grade, shape to drain, and maintain free of trash and debris until final inspection has been completed and the work has been accepted.

3.9.3 Shoulder Construction

Not used.

3.9.4 Grading

Finish grades as indicated within 0.1 foot. Grade areas to drain water away from structures. Maintain areas free of trash and debris. For existing grades that will remain but that were disturbed by Contractor's operations, grade at no cost to the Government as recommended by the Contractor's Geotechnical Engineer and approved by the Contracting Officer.

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3.9.5 Topsoil and Seed

Provide as specified in Section 32 92 19 SEEDING .

On areas to receive topsoil, prepare the compacted subgrade soil to a 2 inches depth for bonding of topsoil with subsoil. Spread topsoil evenly to a thickness of 4 inches and grade to the elevations and slopes shown.

Do not spread topsoil when frozen or excessively wet or dry. Keep topsoil separate from other excavated materials, brush, litter, objectionable weeds, roots, stones larger than 2 inches in diameter, and other materials that would interfere with planting and maintenance operations. Remove from the site any surplus of topsoil from excavations and gradings.

Obtain…