SLED Opportunity · FLORIDA · COUNTY OF FLAGLER
County Road 205 Phase 2 Roadway Widening & Resurfacing From SR 100 to Private Dirt Road FPN 433614-2-54-01
AI Summary
Flagler County seeks bids for County Road 205 Phase 2: widening, resurfacing, earthwork, drainage, paving, and related construction from SR 100 to a private dirt road. Bonds required.
Opportunity details
- Solicitation No.
- 224202
- Type / RFx
- RFP
- Status
- open
- Level
- county
- Published Date
- April 16, 2026
- Due Date
- May 20, 2026
- Jurisdiction
- County of Flagler
- State
- Florida
- Agency
- County of Flagler
Description
Flagler County Board of County Commissioners are soliciting responses for the improvements under this solicitation consisting of construction of County Road 205, Phase 2 Widening and Resurfacing between State Road 100 and private dirt road.
Project Details
- Reference ID: 26-ITB-005
- Department: Engineering
- Department Head: Hamid Tabassian, PE, DBIA (County Engineer)
Important Dates
- Answers Posted By: 2026-05-04T21:00:25.468Z
- Pre-Proposal Meeting: 2026-04-29T14:00:33.563Z — 3rd Floor Engineering Conference Room 1769 East Moody Blvd Bldg. 2 Bunnell, FL 32110
Evaluation Criteria
- PAYMENT AND PERFORMANCE BOND —
BOND NO. ______________
PAYMENT AND PERFORMANCE BOND
KNOW ALL MEN BY THESE PRESENTS, that we ______________________, hereinafter called "Principal”, with a principal business address at ___________________________________, and a phone number of _________________, and _____________________, duly authorized to do business in the State of Florida, pursuant to the laws of the State of Florida, hereinafter called "Surety”, are each held and firmly bound unto the Flagler County Board of County Commissioners, 1769 E. Moody Boulevard, Building No. 2, Bunnell, Florida 32110, and a phone number of (386) 313-4001, hereinafter called "Owner”, and as an additional oblige the State of Florida Department of Transportation, in the penal sum of ____________________________________________ ($______________), lawful money of the United States of America, to be paid to Owner, to which payment well and truly be made we bind ourselves, our heirs, executors, personal representatives, successors, and assignees, jointly and severally and firmly by these presents.
Whereas, Principal has entered into an Agreement, with an effective date of ____ day of _______ , 20__, with Owner for accomplishing the construction of the Project known as "County Road 205 Phase 2 Roadway Widening & Resurfacing From SR 100 to Private Dirt Road FPN 433614-2-54-01” in accordance with the Contract Documents related thereto, which Agreement is on file in the Office of the Clerk of Circuit Court at the Flagler County Courthouse, Bunnell, Florida, and which Agreement is incorporated herein by reference and made a part hereof (hereinafter, the “Agreement”).
NOW THEREFORE, THE CONDITION OF THIS BOND IS SUCH THAT IF THE PRINCIPAL in all respects shall comply with Section 337.18(1), Florida Statutes, and shall promptly, faithfully, efficiently, and fully perform the Agreement, and any alterations as may be made in said Agreement as provided for therein, and within the time period specified, and further, shall remedy any errors in partial or final estimates and any defects which may exist, appear, occur or result in or from said work within a period of one (1) year, or other period otherwise specified in the Agreement, from the date of final acceptance of the work under the Agreement, and further if the Principal shall promptly make payment to all persons furnishing labor, material, equipment, and supplies, and all persons defined in Section 713.01, Florida Statutes, whose claims derive directly or indirectly from the prosecution of the work provided for in the Agreement (See Section 337.18(1)(a) through(f), Florida Statutes, for specific “claim” notice and time limitation requirements), and shall promptly pay all State Workers’ Compensation and Unemployment Compensation taxes incurred in the performance of the Agreement, and shall be liable to the State of Florida in a civil action instituted by the Owner, Flagler County Board of County Commissioners, the Department of Transportation or any officer of the State of Florida authorized in such cases for double any amount in money or property the State of Florida may lose or be overcharged or otherwise defrauded of, by reason of any wrongful or criminal act, if any, of the Principal, its agents, and employees, and should the Principal not be declared to be in default under the Agreement, then the Bond shall be deemed void. In the event of default by the Principal, the Surety shall pay the Owner in addition to the above obligations, all liquidated damages and disincentives assessed against the Principal because of the default which were not withheld from Agreement proceeds and if the Owner at its sole option demands that the Surety take over the project, then in such event, the Surety may not select the Principal or any affiliate of the Principal to complete the project for and on behalf of the Surety without the Owner’s express written consent and, finally if the subject Agreement required contractor qualification, under Section 337.14, Florida Statutes, or otherwise, the Surety must use a qualified contractor, who is approved by the Owner to perform the work. It is further covenanted and agreed that any alterations or additions made under this Agreement or in the work to be performed therein or the granting of any extension of time for the performance of the Agreement or any other forbearance by or on the part of either the Owner or the Principal shall not in any way release the Principal and the Surety or either of them, their respective heirs, executors, administrators, successors, or assigns, from any liability hereunder. Notice to the Surety of such alterations, extension, or forbearance is hereby specifically waived. Under this Bond, the Surety, pursuant to Section 337.11(9)(a), Florida Statutes, shall be fully liable under such surety bond to the full extent of any modified contract amount up to and including 25 percent over the original contract amount and without regard to the fact that the Surety was not aware of or did not approve such modifications. However, if modifications of the original contract amount cumulatively result in modifications of the contract amount in excess of 25 percent of the original contract amount, the Surety’s approval shall be required to bind the Surety under the Bond on that portion in excess of 25 percent of the original contract amount. This obligation shall remain in full force and effect until the full performance of all covenants, terms, and conditions herein stipulated. Failure by the Surety to perform obligations under the terms of this Bond may result in the Surety being disqualified from issuing bonds for future Owner contracts.
WITNESS the signature of the Principal and the signature of the Surety by ____________________ its ____________________________________ (Agent or Attorney-In-Fact) with the seals of the Principal and Surety hereunto affixed this day of , 20____.
PRINCIPAL:_________________________________
(Typed or Printed Name of Company)
WITNESS:________________________ BY:___________________________________
(Signature) (Authorized Signature)
__________________________________ _____________________________________
(Typed or Printed Name) (Typed or Printed Name)
_____________________________________
(Title)
WITNESS:________________________
(Signature)
__________________________________
(Typed or Printed Name)
STATE OF _______________________
COUNTY OF _____________________
The foregoing instrument was acknowledged before me this ____ day of ______________, 20___, by
______________________ (officer’s name), as ____________________________________ (title) of
__________________________________________ (company name), a ______________________
(state) _______________________________ (corporation, limited liability corporation), who swore or
affirmed that he/she is authorized to execute this Bond and to bind ____________________ (company
name), a _______ (state) ______________________ (corporation, limited liability corporation).
_______________________________________ is personally known to me or has produced
as identification and who did (did not) take an oath.
My Commission Expires: ____________________________________
Signature of Notary: ________________________________________
Printed: __________________________________________________
(Affix Official Seal) Notary Public
Commission No. ___________________________
SURETY:___________________________________________
(Typed or Printed Company Name)
____________________________________________________
____________________________________________________
(Business Address)
____________________________________________________
(Surety Authorized Signature)
____________________________________________________
(Printed Name)
Witness as to Surety _________________________________
(Signature)
____________________________________________________
(Printed Name)
Witness as to Surety _________________________________
(Signature)
____________________________________________________
(Printed Name)
OR
____________________________________________________
As Attorney in Fact (Signature) (Attach Power)
____________________________________________________
(Printed Name)
____________________________________________________
(Business Address)
____________________________________________________
(Telephone Number)
Witnessed by: ________________________________________
(Signature)
____________________________________________________
(Printed Name)
Witnessed by: ________________________________________
(Signature)
____________________________________________________
(Printed Name)
STATE OF _______________________
COUNTY OF _____________________
The foregoing instrument was acknowledged before me this ____ day of ______________, 20___, by
______________________ (officer’s name), as ____________________________________ (title) of
__________________________________________ (company name), a ______________________
(state) _______________________________ (corporation, limited liability corporation), who swore or
affirmed that he/she is authorized to execute this Bond and to bind ____________________ (company
name), a _______ (state) ______________________(corporation, limited liability corporation).
_______________________________________ is personally known to me or has produced
________________ as identification and who did (did not ) take an oath.
My Commission Expires: ____________________________________
Signature of Notary: ________________________________________
Printed: __________________________________________________
(Affix Official Seal) Notary Public
Commission No. ___________________________
The Principal shall record this bond in the official records of the Clerk of Court of Flagler County prior to commencing the work.
NOTE: DATE OF BOND MUST NOT BE PRIOR TO DATE OF CONTRACT EXECUTION
- Bid Bond Form —
BID BOND
County Road 205 Phase 2 Roadway Widening & Resurfacing From SR 100 to Private Dirt Road FPN 433614-2-54-01
KNOW ALL MEN BY THESE PRESENTS, that we ________________________________ (hereinafter called Principal) and ________________________________ (hereinafter called the Surety) a corporation chartered and existing under the laws of the State of __________________ with its principal offices in _____________________________________________ and authorized to do business in the State of Florida, in the full and just sum of __________________________________________________ dollars ($____________________) Good and lawful money of the United States of America to be paid upon demand of the Flagler County Board of County Commissioners (hereinafter call County), to which payment will and truly to be made we bind ourselves, our heirs, executors, administrators and assigns, jointly and severally and firmly by these presents,
WHEREAS, the Principal is about to submit, or has submitted to the County a Bid for the “26-ITB-005, County Road 205 Phase 2 Roadway Widening & Resurfacing From SR 100 to Private Dirt Road FPN 433614-2-54-01” in and for the said County of Flagler, Florida.
WHEREAS, the Principal desires to file this bond in accordance with law, in lieu of a certified or cashier's check otherwise required to accompany this Bid.
NOW THEREFORE, the conditions of this obligation are such that if the Bid be accepted the Principal shall within ten (10) days after the receipt of notification of the acceptance thereof execute a Contract in accordance with the Bid and upon the terms, conditions and unit or lump sum prices set forth therein, in the form and manner required by the County, in an amount not less than the total Contract price as indicated by the approximate quantities shown in the Bid, in form and with security satisfactory to the said County, then this obligation to be void; otherwise to be and remain in full force and virtue in law; and the Surety shall upon the failure of the Principal to comply with any or all of the foregoing requirements within the time specified above, immediately pay to the aforesaid County upon demand the amount hereof in good and lawful money of the United States of America, not as a penalty, but as liquidated damages.
The exclusive jurisdiction and venue for resolving any dispute relating to this bond shall be the Circuit Court of Flagler County, Florida.
IN TESTIMONY WHEREOF, the Principal and Surety have caused these presents to be duly signed and sealed this _________ day of ______________.
Signed Sealed and Delivered in the Presence of:
PRINCIPAL:______________________________
(Typed or Printed Name)
WITNESS: ____________________ BY:_______________________________
(Signature) (Signature)
_____________________ _______________________________
(Typed or Printed Name) (Typed or Printed Name)
WITNESS: ____________________
(Signature)
_____________________
(Typed or Printed Name)
SURETY:___________________________________
(Typed or Printed Name)
BY (AGENT): _______________________________
(Signature)
______________________________
(Typed or Printed Name)
______________________________
(Title)
ADDRESS: __________________________________________
__________________________________________
- SWORN STATEMENT PURSUANT TO SECTION 287.133 (3) (a), FLORIDA STATUTES, IN PUBLIC ENTITY CRIMES —
THIS FORM MUST BE SIGNED AND SWORN TO IN THE PRESENCE OF A NOTARY PUBLIC OR OTHER OFFICIAL AUTHORIZED TO ADMINISTER OATHS.
1. This sworn statement is submitted to
County of Flagler
by
[print individual's name and title]
for
[print name of entity submitting sworn statement]
whose business address is ____________________________________________
(if applicable) its Federal Employer Identification Number (FEIN) is
_______________________________
(If the entity has no FEIN, include the Social Security Number of the individual signing this
sworn statement) : .
2. I understand that a "public entity crime" as defined in Paragraph 287.133 (a)(g), Florida Statutes, means a violation of any public entity or with an agency or political subdivision of any other State or of the United States, including, but not limited to, any Bid or Contract for goods or services to be provided to any public entity or an agency or political subdivision of any other state or of the United States and involving antitrust, fraud, theft, bribery, collusion, racketeering, conspiracy, or material misrepresentation.
3. I understand that "convicted" or "conviction" as defined in Paragraph 287.133 (a)(b), Florida Statutes, means a finding of guilt or a conviction of a public entity crime, with or without an adjudication of guilt, in any federal or state trial court of record relating to charges brought by indictment or information after July 1, 1989, as a result of a jury verdict, non‑jury trial, or entry of a plea of guilty or nolo contendere.
4. I understand that an "affiliate" as defined in Paragraph 287.133 (1)(a), Florida Statutes, means:
a. A predecessor or successor of a person convicted of a public entity crime; or
b. An entity under the control of any natural person who is active in the management of the entity and who has been convicted of a public entity crime. The term "affiliate" includes those officers, directors, executives, partners, shareholders, employees, members, and agents who are active in the management of an affiliate. The ownership by one person of shares constituting a controlling interest in another person, or a pooling of equipment or income among persons when not for fair market value under an arm's length agreement, shall be a prima facie case that one person controls another person. A person who knowingly enters into a joint venture with a person who has been convicted of a public entity crime in Florida during the preceding thirty-six (36) months shall be considered an affiliate.
5. I understand that a "person" as defined in Paragraph 287.133(1)(e), Florida Statutes, means any natural person or entity organized under the laws of any state or of the United States with the legal power to enter into a binding Contract and which Bids or applies to Bid on Contracts for the provisions of goods or services let by a public entity, or which otherwise transacts or applies to transact business with a public entity. The term "person" includes those officers, directors, executives, partners, shareholders, employees, members, and agents who are active in management of an entity.
6. Based on information and belief, the statement which I have marked below is true in relation to the entity submitting this sworn statement: [indicate which statement applies]
Neither the entity submitting this sworn statement, nor any of its officers, directors, executives, partners, shareholders, employees, members, or agents who are active in the management of the entity, nor any affiliate of the entity has been charged with and convicted of a public entity crime subsequent to July 1, 1989.
The entity submitting this sworn statement, or one or more of its officers, directors, executives, partners, shareholders, employees, members, or agents who are active in the management of the entity, or an affiliate of the entity has been charged with and convicted of a public entity crime subsequent to July 1, 1989.
_____The entity submitting this sworn statement, or one or more of its officers, directors, executives, partners, shareholders, employees, members, or agents who are active in the management of the entity, or an affiliate of the entity has been charged with and convicted of a public entity crime subsequent to July 1, 1989. However, there has been a subsequent proceeding before a Hearing Officer of the State of Florida, Division of Administrative Hearings and the Final Order entered by the Hearing Officer determined that it was not in the public interest to place the entity submitting this sworn statement on the convicted vendor list [attach a copy of the final order].
I UNDERSTAND THAT THE SUBMISSION OF THIS FORM TO THE CONTRACTING OFFICER FOR THE PUBLIC ENTITY IDENTIFIED IN PARAGRAPH 1 (ONE) ABOVE IS FOR THAT PUBLIC ENTITY ONLY AND, THAT THIS FORM IS VALID THROUGH DECEMBER 31, OF THE CALENDAR YEAR IN WHICH IT IS FILED. I ALSO UNDERSTAND THAT I AM REQUIRED TO INFORM THE PUBLIC ENTITY PRIOR TO ENTERING INTO A CONTRACT.
[signature]
[date]
STATE OF FLORIDA
COUNTY OF ____________
PERSONALLY APPEARED BEFORE ME, the undersigned authority
who, after first being sworn by me, affixed his signature in
[Name of Individual Signing]
the space provided above on this ______ day of ________________ .
NOTARY PUBLIC
My commission expires: _____________________
Personally Known ____ OR Produced Identification ____
Type of Identification Produced ___________________________________________________
- Project Forms —
ARTICLE 1 ‑ INSTRUCTIONS
1.1. The following forms and certificates are samples of those to be used by the Contractor for submissions for Contractual and administrative requirements.
1.2. Requirements and instructions on the forms constitute extensions of, or additions to, the Contractual conditions of the Contract and the general requirements of the specification.
1.3. Do not detach, or otherwise remove sample project forms from specifications.
1.4. Prepare all forms as required with all blank spaces filled in, in ink or typewritten.
1.5 Submit all Forms to the Office of the County Engineer
ARTICLE 2 ‑ PROJECT FORM LISTING
Part 1: Standard Contract Administration Forms
Application and Certificate for Payment (Prepared and submitted by prime contractor monthly for progress payment)
Continuation Sheet (Prepared and submitted by prime contractor as itemized breakdown of monthly progress payment)
Agreement Amendment (Prepared by Engineer for contract revision)
Contractor's Affidavit for Payment of Debts and Claims (Prepared and submitted by prime contractor as part of project close-out documentation to be accompanied by separate release or waivers of lien from sub-contractors and material and equipment suppliers)
Contractor's Affidavit of Release of Liens (Final Release) (Prepared and submitted by prime contractor as part of project close-out documentation)
Consent of Surety Company To Final Payment (Prepared and submitted by prime contractor as part of project close-out documentation)
Partial Release of Lien (Submitted monthly by prime contractor with each invoice beginning with the second progress payment application)
Conditional Final Release and Waiver of Lien (Prepared and submitted by prime contractor as part of project close-out documentation)
Final Release of Lien (Prepared and submitted by prime contractor as part of project close-out documentation)
Certificate of Substantial Completion (Prepared by Engineer)
Certificate of Final Completion (Prepared by Engineer)
Part 2: FDOT Program Forms:
*Note: Many of the forms listed below are available from FDOT in excel, word or other fillable formats and
can be downloaded at: https://www.fdot.gov/construction/forms/FormsMain.shtm
Certification Disbursement of Previous Periodic Payment to Subcontractors (FDOT Form 700-010-38) (Submitted monthly by prime contractor with each invoice beginning with the second progress payment application)
Construction Compliance with Specifications and Plans (FDOT Form 700-020-02) (Submitted monthly by prime contractor with each invoice)
Maintenance of Traffic (MOT) Review Report (FDOT Form 700-011-37)(Submitted by the prime contractor after initial commencement of MOT activities and weekly thereafter until completed)
Part 3: Miscellaneous Forms:
Stormwater Pollution Prevention Plan Inspection and Maintenance Report (Submitted by the prime contractor after the commencement of earth disturbing activities and weekly and within 24 hours of the end of a storm that is 0.50 inches or greater amount)
- VENDOR INFORMATION —
In addition to General conditions, your BID may be disqualified if the following vendor information is not returned with your BID.
Vendor is:
( ) Corporation
( ) Partnership
( ) Sole Proprietorship
( ) Other ________________________________________(Explain)
Federal Employer Identification
Number or Social Security Number: _________________________________
Do you collect Florida State Sales Tax? ( ) Yes ( ) No
Firm Name: _____________________________________________________
Mailing Address: _________________________________________________
_________________________________________________
Telephone No. _______________________ Fax No. ___________________
Email Address: ____________________Web Address:______________________
Commodity or Service Supply: __________________________________________
If remittance address is different from the mailing address so indicate below.
Firm Name: ____________________________________________________
Mailing Address: _________________________________________________
_________________________________________________
Submitted by: ____________________________________________________
Name & Title Printed: ______________________________________________
This document must be completed and returned with your Submittal
- SCOPE OF WORK – INTENT OF CONTRACT. — SCOPE OF WORK – INTENT OF CONTRACT. (REV 10-25-21) (FA 1-26-22) (FY 2024-25)
ARTICLE 4-1 is expanded by the following:
The Improvements under this Contract consist of The Improvements under this Contract consist of construction of County Road 205, Phase 2 Widening and Resurfacing between State Road 100 (Sta. 0+00 to Sta. 98+00) and State Road 13.
The summary of pay items for this project is listed in the Plans.
120 EARTHWORK AND RELATED OPERATIONS. (REV 3-2-22) (FA 7-13-21) (FY 2023-24)SECTION 120 is deleted and the following substituted:
SECTION 120EARTHWORK AND RELATED OPERATIONS
- Description.
120-1.1 General: Perform earthwork and related operations based on the type of work specified in the Contract and the Earthwork Categories as defined below. Meet the applicable requirements for materials, equipment and construction as specified.
Earthwork and related operations consist of excavation for the construction of the roadway, excavation for structures and pipe, constructing backfill around structures and pipe, and constructing embankments as required for the roadway, ditches, and channel changes.
120-1.2 Earthwork Categories: Performance of Earthwork Operations will fall into one of the following Earthwork Categories:
120-1.2.1 Earthwork Category 1: Includes the earthwork and related operations associated with the construction of sidewalks and bike paths along with any drainage structures associated with these facilities.
120-1.2.2 Earthwork Category 2: Includes the earthwork and related operations associated with the construction of turn lanes and other non-mainline traffic lanes, widening, roadway shoulders, concrete box culverts, retaining walls, and other drainage structures on the non-mainline pavement.
120-1.2.3 Earthwork Category 3: Includes the earthwork and related operations associated with the construction of new mainline pavement, along with concrete box culverts, retaining walls, and other drainage structures on the mainline pavement.
120-1.3 Unidentified Areas of Contamination: When encountering or exposing any abnormal condition indicating the presence of contaminated materials, cease operations immediately in the vicinity and notify the Engineer. The presence of tanks or barrels; discolored earth, metal, wood, ground water, etc.; visible fumes; abnormal odors; excessively hot earth; smoke; or other conditions that appear abnormal may indicate the presence of contaminated materials and must be treated with extreme caution.
Make every effort to minimize the spread of contamination into uncontaminated areas. Immediately provide for the health and safety of all workers at the job site and make provisions necessary for the health and safety of the public that may be exposed to any potentially hazardous conditions. Ensure provisions adhere to all applicable laws, rules or regulations covering potentially hazardous conditions and will be in a manner commensurate with the gravity of the conditions.
The Engineer will notify the Department of a contamination assessment/remediation process plan to determine the course of action necessary for site security and the steps necessary under applicable laws, rules, and regulations for additional assessment and/or remediation work to resolve the contamination issue.
120-2 Classifications of Excavation.120-2.1 General: The Engineer may classify excavation specified under this Section for payment as any of the following: regular excavation, subsoil excavation, lateral ditch excavation, and channel excavation.
The definition of existing surface is a combination of the following:
- The original unpaved ground line;
- The bottom of the existing pavement;
- The bottom of existing features removed by clearing and grubbing;
- The bottom of the existing base, if the base is to be removed.
The definition of finished graded surface includes the completed grades of side slopes, unpaved shoulders, and the bottom of the base for flexible or rigid pavement.
120-2.2 Regular Excavation: Regular excavation includes roadway excavation and borrow excavation, as defined below for each.
: Roadway excavation consists of the excavation and the utilization or disposal of all materials necessary for the construction of the roadway,
ditches, channel changes, etc., except as may be specifically shown to be paid for separately and that portion of the lateral ditches within the limits of the roadway right-of-way as shown in the Plans.
Borrow excavation consists of the excavation and utilization of material from authorized borrow pits, including only material that is suitable for the construction of roadway embankments or of other embankments covered by the Contract.
A Cost Savings Initiative Proposal (CSIP) submittal based on using borrow material from within the project limits will not be considered.
120-2.3 Subsoil Excavation: Subsoil excavation consists of the excavation and disposal of muck, clay, rock, or any other material that is unsuitable in its original position and that is excavated below the existing surface. For pond and ditches that identify the placement of a blanket material, the existing surface is the bottom of the blanket material. Subsoil excavation also consists of the excavation of all suitable material within the above limits as necessary to excavate the unsuitable material. Consider the limits of subsoil excavation indicated in the Plans as being particularly variable, in accordance with the field conditions encountered.
The quantity of material required to replace the excavated material and to raise the elevation of the roadway to the bottom of the template will be paid for under embankment or borrow excavation (Truck Measure).
120-2.4 Lateral Ditch Excavation: Lateral ditch excavation consists of all excavation of inlet and outlet ditches to structures and roadway, and ditches parallel to the roadway right-of- way. Dress lateral ditches to the grade and finished graded surface shown in the Plans.
120-2.5 Channel Excavation: Channel excavation consists of the excavation of channels of streams and satisfactory disposal of all materials from the limits of the channel as shown in the Plans.
120-2.6 Excavation for Structures and Pipe: Excavation for structures consists of the excavation for bridge foundations, box culverts, pipe culverts, storm sewers and all other pipelines, retaining walls, headwalls for pipe culverts and drains, catch basins, drop inlets, manholes, and similar structures.
120-3 Preliminary Soils Investigations.When the Plans contain the results of a soil survey, do not assume such data is a guarantee of the depth, extent, or character of material present.
120-4 Excavation Requirements.120-4.1 Removal of Unsuitable Materials and Existing Roads
120-4.1.1 Subsoil Excavation: Where rock, muck, clay, or other material within the limits of the roadway is unsuitable in its original position, excavate such material to the depth shown in the Plans as the removal limits or as indicated by the Engineer, and backfill with suitable material. Where the removal of plastic soils is required, meet a construction tolerance of ±0.2 foot in depth and ±6 inches (each side) in width.
120-4.1.2 Construction over Existing Old Road: Where a new roadway is to be constructed over an old one, completely remove the existing pavement for the entire limits of the width and depth. If the Plans provide that paving materials may be incorporated into the fill, distribute such material in a manner so as not to create voids. Recompact the old road meeting the requirements of 120-10.2.
120-4.2 Lateral Ditch Excavation: Excavate inlet and outlet ditches to structures and roadway, changes in channels of streams and ditches parallel to the roadway. Dress lateral ditches to the grade and finished graded surface shown in the Plans.
120-4.3 Channel Excavation: Excavate and dispose of all materials from the limits of the channel as shown in the Plans. Excavate for bridge foundations, box culverts, pipe culverts, storm sewers and all other pipelines, retaining walls, headwalls for pipe culverts and drains, catch basins, drop inlets, manholes, and similar structures.
120-4.4 Excavation for Structures and Pipe.120-4.4.1 Requirements for all Excavation: Perform all excavation to foundation materials, satisfactory to the Engineer, regardless of the elevation shown in the Plans. Remove rock, boulders or other hard lumpy or unyielding material to a depth of 12 inches below the bottom of pipes and box culverts elevations. Remove muck or other soft material to the depth indicated in the Plans or as directed by the Engineer.
120-4.4.2 Earth Excavation:120-4.4.2.1 Foundation Material other than the Rock: When masonry is to rest on an excavated surface other than rock, take special care to avoid disturbing the bottom of the excavation, and do not remove the final foundation material to grade until just before placing the masonry. In case the foundation material is soft or mucky, the Engineer may require excavation to a greater depth and to backfill to grade with approved material.
120-4.4.2.2 Foundation Piles: Where foundation piles are used, complete the excavation of each pit before driving the piles. After the driving is completed, remove all loose and displaced material, leaving a smooth, solid, and level bed to receive the masonry.
120-4.4.2.3 Removal of Obstructions: Remove boulders, logs, or any unforeseen obstacles encountered in excavating.
120-4.4.3 Rock Excavation: Clean all rock and other hard foundation material, remove all loose material, and cut all rock to a firm surface. Either level, step vertically and horizontally, or serrate the rock, as may be directed by the Engineer. Clean out all seams and fill them with concrete or mortar.
120-4.4.4 Pipe Trench Excavation: Excavate trenches for pipes to the elevation of the bottom of the pipe and to a width sufficient to provide adequate working room. Remove soil not meeting the classification specified as suitable backfill material in 120-8.3.2.2 to a depth of 4 inches below the bottom of the pipe elevation. Remove rock, boulders or other hard lumpy or unyielding material to a depth of 12 inches below the bottom of the pipe elevation. Remove muck or other soft material to a depth necessary to establish a firm foundation. Where the soils permit, ensure that the trench sides are vertical up to at least the mid-point of the pipe.
For pipelines placed above the natural ground line, place and compact the embankment, prior to excavation of the trench, to an elevation at least 2 feet above the top of the pipe and to a width equal to four pipe diameters, and then excavate the trench to the required grade.
For pipe trenches utilizing trench boxes, ensure that the trench box used is of sufficient width to permit thorough tamping of bedding material under and around the pipes as specified in 125-8.1.6.
Do not disturb the installed pipe and its embedment when moving trench boxes. Move the trench box carefully to avoid excavated wall displacement or damage. As the trench box is moved, fill any voids left by the trench box and continuously place and compact the backfill material adjacent to and all along the side of the trench box walls to fill any voids created by the trench box.
120-5 Disposal of Surplus and Unsuitable Material.120-5.1 Ownership of Excavated Materials: Take ownership of the materials and dispose them outside the right-of-way.
120-5.2 Placement of Muck on Side Slopes: As an exception to the provisions of 120- 5.1, the Contractor may store muck (A-8 material) alongside the roadway, provided there is a clear distance of at least 6 feet between the roadway grading limits and the muck Do not store such material in a manner which will impede the inflow or outfall of any channel or side ditches. All stored materials that is not used for the final surface material must be disposed of outside the right-of-way.
120-5.3 Disposal of Paving Materials: Unless otherwise noted, take ownership of paving materials, such as paving brick, asphalt block, concrete slab, sidewalk, curb and gutter, etc., excavated in the removal of existing pavements, and dispose of them outside the right-of- way. Existing limerock base that is removed may be incorporated in the stabilized portion of the subgrade. If the construction sequence will allow, incorporate all existing limerock base into the project as allowed by the Contract Documents.
120-5.4 Disposal Areas: Where the Contract Documents require disposal of excavated materials outside the right-of-way, and the disposal area is not indicated in the Contract Documents, furnish the disposal area without additional compensation.
Provide areas for disposal of removed paving materials out of sight of the project and at least 300 feet from the nearest roadway right-of-way line of any road. If the materials are buried, disregard the 300-foot limitation.
120-6 Materials for Embankment.120-6.1 General Requirements for Embankment Materials: Construct embankments using suitable materials excavated from the roadway or delivered to the jobsite from authorized borrow pits. Embankment material shall not contain muck, stumps, roots, brush, vegetable matter, rubbish, reinforcement bar or other material that does not compact into a suitable and enduring roadbed.
Remove all waste material designated as undesirable. Use material in embankment construction in accordance with Plan details or as the Engineer directs. Construct the embankment using maximum particle sizes as follows:
- In top 12 inches: 3-1/2 inches (in any dimension).
- 12 to 24 inches: 6 inches (in any dimension).
- In the depth below 24 inches: not to exceed 12 inches (in any dimension) or the compacted thickness of the layer being placed, whichever is less.
Spread all material so that the larger particles are separated from each other to minimize voids between them during compaction. Compact around these rocks in accordance with 120-9.2.
When and where approved by the Engineer, larger rocks (not to exceed 18 inches in any dimension) may be placed outside the 1:2 slope and at least 4 feet or more below the bottom of the base. Compact around these rocks to a firmness equal to that of the supporting soil. Where constructing embankments adjacent to bridge end bents or abutments, do not place rock larger than 3-½ inches in diameter within 3 feet of the location of any end-bent piling.
120-6.2 Use of Materials Excavated from the Roadway and Appurtenances: Assume responsibility for determining the suitability of excavated material for use on the project in accordance with the applicable Contract Documents. Consider the sequence of work and maintenance of traffic phasing in the determination of the availability of this material.
120-6.3 Authorization for Use of Borrow: Use borrow pit only when sufficient quantities of suitable material are not available from roadway and drainage excavation, to properly construct the embankment, subgrade, and shoulders, and to complete the backfilling of structures and pipe. Do not use borrow material until so ordered by the Engineer, and then only use material from approved borrow pits.
120-6.3.1 Haul Routes for Borrow Pits: Provide and maintain, at no expense to the Agency, all necessary roads for hauling the borrow material. Where borrow area haul roads or trails are used by others, do not cause such roads or trails to deteriorate in condition.
Arrange for the use of all non-public haul routes crossing the property of any railroad. Incur any expense for the use of such haul routes. Establish haul routes which will direct construction vehicles away from developed areas when feasible and keep noise from hauling operations to a minimum. Advise the Engineer in writing of all proposed haul routes.
120-6.3.2 Borrow Material for Shoulder Build-up: When so indicated in the Plans, furnish borrow material with a specific minimum bearing value, for building up of existing shoulders. Blend materials as necessary to achieve this specified minimum bearing value prior to placing the materials on the shoulders. Take samples of this borrow material at the pit or blended stockpile. Include all costs of providing a material with the required bearing value in the Contract unit price for borrow material.
120-6.4 Materials Used at Pipes, Culverts, etc.: Construct embankments over and around pipes, culverts, and bridge foundations with selected materials.
120-7 Embankment Construction.120-7.1 General: Construct embankments in sections of not less than 300 feet in length or for the full length of the embankment. Do not construct another LOT over an untested LOT without the Engineer’s approval in writing.
For construction of mainline pavement lanes, turn lanes, ramps, parking lots, concrete box culverts and retaining wall systems, a LOT is defined as a single lift of finished embankment not to exceed 500 feet.
For construction of shoulder-only areas, shared use paths, and sidewalks areas, a LOT is defined as a single lift of finished embankment not to exceed 2000 feet.
Isolated compaction operations will be considered as separate LOTs. For multiple phase construction, a LOT shall not extend beyond the limits of the phase.
120-7.2 Dry Fill Method:120-7.2.1 General: Construct embankments to meet compaction requirements in 120-7 and in accordance with the acceptance program requirements in 120-10.
Construct embankment in the dry whenever normal dewatering equipment and methods can accomplish the needed dewatering.
120-7.2.1.1 Maximum Compacted Lift Thickness Requirements: Construct the embankment in successive layers with lifts up to a maximum listed in the table below based on the embankment material classification group.
Table 120-1
Group
AASHTO Soil Class
Maximum Lift Thickness
Thick Lift Control Test Section Requirements
1
A-3
12 inches
Not Needed
A-2-4 (No. 200 Sieve ≤ 15%)
2
A-1
6 inches without Control Test Section
Maximum of 12 inches per 120-7.2.1.2
A-2-4 (No. 200 Sieve > 15%)
A-2-5, A-2-6, A-2-7, A-4, A-5, A-6
A-7 (Liquid Limit < 50)
120-7.2.1.2 Thick Lift Requirements: For embankment materials classified as Group 2 in Table 120-1 above, the option to perform thick lift construction in successive layers of not more than 12 inches compacted thickness may be used after meeting the following requirements:
- Demonstrate the possession and control of compacting equipment sufficient to achieve density required by 120-10.5 for the full depth of a thicker lift.
- Construct a test section of the length of one full LOT of not less than 500 feet.
- Perform five tests at random locations within the test section.
- All five tests must meet the density required by 120-10.5.
- Identify the test section with the compaction effort and soil classification in the project’s records.
- Obtain Engineer’s approval for the compaction effort after completing a successful test section.
In case of a change in compaction effort or soil classification, failing density test, construct a new test section. The Contractor may elect to place material in 6 inches compacted thickness at any time. Construct all layers approximately parallel to the centerline profile of the road.
The Engineer reserves the right to terminate the Contractor’s use of thick lift construction. Whenever the Engineer determines that the Contractor is not achieving satisfactory results, revert to the 6-inch compacted lifts.
120-7.2.1.3 Equipment and Methods: Provide normal dewatering equipment including, but not limited to, surface pumps, sump pumps and trenching/digging machinery. Provide normal dewatering methods including, but not limited to, constructing shallow surface drainage trenches/ditches, using sand blankets, sumps, and siphons.
When normal dewatering does not adequately remove the water, the Engineer may require the embankment material to be placed in the water or in low swampy ground in accordance with 120-9.2.4.
120-7.2.2 Placing in Unstable Areas: When depositing the material in water, or in low swampy ground that will not support the weight of hauling equipment, construct the embankment by dumping successive loads in a uniformly distributed layer of a thickness not greater than necessary to support the hauling equipment while placing subsequent layers. Once sufficient material has been placed so that the hauling equipment can be supported, construct the remaining portion of the embankment in layers in accordance with the applicable provisions of 120-9.2.3 and 120-9.2.6.
120-7.2.3 Placing on Steep Slopes: When constructing an embankment on a hillside sloping more than 20 degrees from the horizontal, before starting the fill, deeply plow or cut into steps the surface of the original ground on which the embankment is to be placed.
120-7.2.4 Placing Outside Standard Minimum Slope: The standard minimum slope is defined as the plane described by a one (vertical) to two (horizontal) slope downward from the roadway shoulder point or the gutter line, in accordance with Standard Plans, Index 120-001 and 120-002. Where material that is unsuitable for normal embankment construction is to be used in the embankment outside the standard minimum slope, place such material in layers
of not more than 18 inches in thickness, measured loose. The Contractor may also place material, which is suitable for normal embankment, outside such standard minimum slope in 18-inch layers. Maintain a constant thickness for suitable material placed within and outside the standard minimum slope, unless placing in a separate operation.
120-7.3 Hydraulic Method:120-7.3.1 Method of Placing: When the hydraulic method is used, as far as practicable, place all dredged material in its final position in the embankment by such method.
Place and compact any dredged material that is reworked or moved and placed in its final position by any other method, as specified in 120-9.2. Baffles or any other form of construction may be used if the slopes of the embankments are not steeper than indicated in the Plans.
Remove all timber used for temporary bulkheads or baffles from the embankment and fill and thoroughly compact all voids. When placing fill on submerged land, construct dikes prior to beginning of dredging, and maintain the dikes throughout the dredging operation.
120-7.3.2 Excess Material: Do not use excess material placed outside the prescribed slopes, below the normal high-water level, to raise the fill. Remove only the portion of this material required for dressing the slopes.
120-7.3.3 Protection of Openings in Embankment: Maintain openings in the embankments at the bridge sites. Remove any material which invades these openings or existing channels without additional compensation to provide the same depth of channel as existed before the construction of the embankment. Do not excavate or dredge any material within 200 feet of the toe of the proposed embankment.
120-8 Backfilling Around Structures and Pipe.120-8.1 Requirements for Structures and Pipes:
120-8-1.1 General: Backfill around structures and pipe in the dry whenever normal dewatering equipment and methods can accomplish the needed dewatering. A LOT is defined as one lift of backfill material placement, not to exceed 500 feet in length or a single run of pipe connecting two successive structures, whichever is less. Backfill for structures and pipe compacted in one operation will be considered as one LOT within the cover zone. Backfill around structures compacted separately from the pipe will be considered as separate LOTs.
Backfill on each side of the pipe for the first lift will be considered a separate LOT. Backfill on opposite sides of the pipe for the remaining lifts will be considered separate LOTs, unless the same compaction effort is applied. Same compaction effort is defined as the same type of equipment (make and model) making the same number of passes on both sides of the pipe. For multiple phases of backfill, a LOT shall not extend beyond the limits of the phase.
When placing backfill within a trench box, each lift of backfill is considered a LOT. Placement of backfill within a trench box limits will be considered a complete operation before trench box is moved for next backfill operation. When the trench box is moved for next backfill operation this will start new LOTs for each lift. Follow the density testing frequency in 125-9.3.1.
129-8.1.2 Equipment and Methods: Provide normal dewatering equipment including, but not limited to, surface pumps, sump pumps, wellpoints and header pipe and trenching/digging machinery. Provide normal dewatering methods including, but not limited to, constructing shallow surface drainage trenches/ditches, using sand blankets, perforated pipe drains, sumps, and siphons.
120-8.1.3 Backfill Materials: Backfill to the original ground surface or subgrade surface of openings made for structures, with a sufficient allowance for settlement. The Engineer may require that the material used for this backfill be obtained from a source entirely apart from the structure.
Do not allow heavy construction equipment to cross over culvert or storm sewer pipes until placing and compacting backfill material to the finished earthwork grade or to an elevation at least 4 feet above the crown of the pipe.
120-8.1.4 Use of A-7 Material: In the backfilling of trenches, A-7 material may be used from a point 12 inches above the top of the pipe up to the elevation shown in the Standard Plans as the elevation for undercutting of A-7 material.
120-8.1.5 Time of Placing Backfill: Do not place backfill against any masonry or concrete abutment, wingwall, or culvert until the Engineer has given permission to do so, and in no case until the masonry or concrete has been in place seven days or until the specified 28-day compressive strength occurs.
120-8.1.6 Placement and Compaction: Place the material in horizontal layers not exceeding 6 inches compacted thickness in depth above water level, behind abutments, wingwalls and end bents or end rest piers, under the haunches of the pipes, around box culverts, and all structures including pipe culverts. When the backfill material is deposited in water, compact as specified in 125-8.2.5 and 125-8.3.4.
120-8.1.6.1 Thick Lift Requirements: The Contractor may elect to place material in thicker lifts of no more than 12 inches compacted thickness above the Soil Envelope if the embankment material is classified as Group 1 in the table below. If the embankment material is classified as Group 2 in the table below and the Contractor chooses to place material in thicker lifts of no more than 12 inches compacted thickness above the soil envelope, then the Contractor must demonstrate with a successful test section that density can be achieved. Thick lift around structures is only allowed above the soil envelope of the connecting pipe. Notify the Engineer in writing prior to beginning construction of a test section. Construct a test section of the length of one LOT. Perform five quality control tests at random locations within the test section. All five tests must meet the density required by 120-9.2. Identify the test section with the compaction effort and soil classification in the project’s records. In case of a change in compaction effort or soil classification, construct a new test section. When a test fails the requirements of 120-9.2, construct a new test section. The Contractor may elect to place material in 6 inches compacted thickness at any time.
Table 120-2
Group
AASHTO Soil Class
Maximum Lift Thickness
Thick Lift Control Test Section Requirements
Within Cover Zone
Above Soil Envelope
Within Cover Zone
Above Soil Envelope
1
A-3
6 inches
12 inches
N/A
Not Needed
A-2-4 (No. 200 Sieve ≤ 15%)
2
A-1
6 inches without control test section
N/A
Maximum of 12
inches per 120-
7.2.1.2
A-2-4 (No. 200 Sieve > 15%)
A-2-5, A-2-6, A-2-7, A- 4, A-5, A-6
A-7 (Liquid Limit < 50)
120-8.2 Additional Requirements for Structures Other than Pipe:120-8.2.1 Density: Where the backfill material is deposited in water, obtain a 12 inch layer of comparatively dry material, thoroughly compacted by tamping, before the
Engineer verifies layer and density requirements. Meet the requirements of the density Acceptance Criteria.
120-8.2.2 Box Culverts: For box culverts over which pavement is to be constructed, compact around the structure to an elevation not less than 12 inches above the top of the structure, using rapid-striking mechanical tampers.
120-8.2.3 Other Limited Areas: Compact in other limited areas using mechanical tampers or approved hand tampers, until the cover over the structure is at least 12 inches thick. When hand tampers are used, deposit the materials in layers not more than 4 inches thick using hand tampers suitable for this purpose with a face area of not more than
100 in2. Take special precautions to prevent any wedging action against the masonry, and step or terrace the slope bounding the excavation for abutments and wingwalls if required by the Engineer.
120-8.2.4 Culverts and Piers: Backfill around culverts and piers on both sides simultaneously to approximately the same elevation.
120-8.2.5 Compaction Under Wet Conditions: Where wet conditions do not permit the use of mechanical tampers, compact using hand tampers. Use only A-3 material for the hand tamped portions of the backfill. When the backfill has reached an elevation and condition such as to make the use of the mechanical tampers practical, perform mechanical tamping in such manner and to such extent as to transfer the compaction force into the sections previously tamped by hand.
120-8.3 Additional Requirements for Pipe Greater than 12 Inches Inside Diameter: 120-8.3.1 General: Trenches for pipe may have up to four zones that must be
backfilled.
Lowest Zone: The lowest zone is backfilled for deep undercuts up to
within 4 inches of the bottom of the pipe.
Bedding Zone: The zone above the Lowest Zone is the Bedding Zone.
Usually, it will be the backfill which is the 4 inches of soil below the bottom of the pipe. When rock or other hard material has been removed to place the pipe, the Bedding Zone will be the 12 inches of soil below the bottom of the pipe.
Cover Zone: The next zone is the backfill that is placed after the pipe has been laid and will be called the Cover Zone. This zone extends to 12 inches above the top of the pipe. The Cover Zone and the Bedding Zone are considered the Soil Envelope for the pipe.
Top Zone: The Top Zone extends from 12 inches above the top of the pipe to the base or final grade.
120-8.3.2 Material:120-8.3.2.1 Lowest Zone: Backfill areas undercut below the Bedding Zone of a pipe with coarse sand, or other suitable granular material, obtained from the grading operations on the project, or a commercial material if no suitable material is available.
120-8.3.2.2 Soil Envelope: In both the Bedding Zone and the Cover Zone of the pipe, backfill with materials classified as A-1, A-2, or A-3. Material classified as A-4 may be used if the pipe is concrete pipe.
120-8.3.2.3 Top Zone: Backfill the area of the trench above the soil envelope of the pipe with materials allowed on Standard Plans, Index 120-001.
120-8.3.3 Compaction:120-8.3.3.1 Lowest Zone: Compact the soil in the Lowest Zone to approximately match the density of the soil in which the trench was cut.
120-8.3.3.2 Bedding Zone: If the trench was not undercut below the bottom of the pipe, loosen the soil in the bottom of the trench immediately below the approximate middle third of the outside diameter of the pipe.
If the trench was undercut, place the bedding material and leave it in a loose condition below the middle third of the outside diameter of the pipe. Compact the outer portions to meet the density requirements of the Acceptance Criteria. Place the material in lifts no greater than 6 inches (compacted thickness).
120-8.3.3.3 Cover Zone: Place the material in 6 inches layers (compacted thickness), evenly deposited on both sides of the pipe, and compact with mechanical tampers suitable for this purpose. Hand tamp material below the pipe haunch that cannot be reached by mechanical tampers. Meet the requirements of the density Acceptance Criteria.
120-8.3.3.4 Top Zone: Place the material in layers not to exceed
12 inches in compacted thickness. Meet the requirements of the density acceptance criteria.
120-8.3.4 Backfill Under Wet Conditions: Where wet conditions are such that dewatering by normal pumping methods would not be effective, the procedure outlined below may be used when specifically authorized by the Engineer in writing.
Granular material may be used below the elevation at which mechanical tampers would be effective, but only material classified as A-3. Place and compact the material using timbers or hand tampers until the backfill reaches an elevation such that its moisture content will permit the use of mechanical tampers. When the backfill has reached such elevation, use normally acceptable backfill material. Compact the material using mechanical tampers in such manner and to such extent as to transfer the compacting force into the material previously tamped by hand.
The Engineer may permit the use of coarse aggregate below the elevation at which mechanical tampers would be effective. Use coarse aggregate from approved sources for Aggregate Size Number 89, 8, 78, 7, 68, 6, or 57. Place the coarse aggregate such that it will be stable and firm. Fully wrap the aggregate with an appropriate geosynthetic filter fabric, as specified by the Engineer. Do not place coarse aggregate within 4 feet of the ends of the trench or ditch. Use normally accepted backfill material at the ends.
120-9 Compaction Requirements.120-9.1 Moisture Content: Compact the materials at a moisture content such that the specified density can be attained. If necessary, add water to the material, or lower the moisture content by manipulating the material or allowing it to dry, as is appropriate, to attain the specified density.
120-9.2 Compaction of Embankments:120-9.2.1 Earthwork Category 1 and 2 Density Requirements: The Engineer will accept a minimum density of 95% of the maximum density as determined by FM 1-T099 for all earthwork items requiring densities.
120-9.2.2 Earthwork Category 3 Density Requirements: The Engineer will accept a minimum of 100% of the maximum density as determined by FM 1-T099 for all densities required under category 3. Except for embankments constructed by the hydraulic method as specified in 120-7.3, and for the material placed outside the standard minimum slope
as specified in 120-7.2.4, and for other areas specifically excluded herein, compact each layer of the material used in the formation of embankments to the required density stated above.
Uniformly compact each layer using equipment that will achieve the required density, and as compaction operations progress, shape and manipulate each layer as necessary to ensure uniform density throughout the embankment.
120-9.2.3 Compaction Over Unstable Foundations: Where the embankment material is deposited in water or on low swampy ground, and in a layer thicker than 12 inches (as provided in 120-7.2.2), compact the top 6 inches (compacted thickness) of such layer to the density as specified in 120-10.5.
120-9.2.4 Compaction Where Plastic Material Has Been Removed: Where unsuitable material is removed and the remaining surface is of soil classifications A-4, A-5, A-6, or A-7 per AASHTO M145, as determined by the Engineer, compact the surface of the excavated area by rolling with a sheepsfoot roller exerting a compression of at least 250 psi on the tamper feet, for the full width of the roadbed (subgrade and shoulders). Perform rolling before beginning any backfill and continue until the roller feet do not penetrate the surface more than 1 inch. Do not perform such rolling where the remaining surface is below the normal water table and covered with water. Vary the procedure and equipment required for this operation at the discretion of the Engineer.
120-9.2.5 Compaction for Pipes, Culverts, etc.: Compact the backfill of trenches to the densities specified for embankment or subgrade, as applicable, and in accordance with the requirements of this section.
Thoroughly compact embankments over and around pipes, culverts, and bridges in a manner which will not place undue stress on the structures, and in accordance with the requirements of this section.
120-9.2.6 Compaction of Grassed Shoulder Areas: For the upper 6-inch layer of all shoulders which are to be grassed, since no specific density is required, compact only to the extent needed for planting.
120-9.2.7 Compaction of Grassed Embankment Areas: For the outer layer of all embankments where plant growth will be established, do not compact. Leave this layer in a loose condition to a minimum depth of 6 inches for the subsequent seeding or planting operations.
120-9.3 Compaction of Subgrade: If the plans do not provide for stabilizing, compact the subgrade in both cuts and fills to the density specified in 120-10.5. For cut areas, determine Standard Proctor Maximum Density in accordance with FM 1-T099 at a frequency of one per mile or when there is a change in soil type, whichever occurs first. For undisturbed soils, do not apply density requirements where constructing paved shoulders is 5 feet or less in width.
Where trenches for widening strips are not of sufficient width to permit the use of standard compaction equipment, perform compaction using vibratory rollers, trench rollers, or other type compaction equipment approved by the Engineer.
Maintain the required density until the base or pavement is placed on the
subgrade.
120-10 Acceptance Program.120-10.1 Density over 105%: When a computed dry density results in a value greater than 105% of the applicable Proctor maximum dry density, the Engineer will perform a second
density test within 5 feet. If the second density results in a value greater than 105%, investigate the compaction methods, examine the applicable Maximum Density and material description. If necessary, the Engineer will test an additional sample for acceptance in accordance with FM 1- T099.
120-10.2 Maximum Density Determination: The Engineer will determine the maximum density and optimum moisture content by sampling and testing the material in accordance with the specified test method listed in 120-10.3.
120-10.3 Density Testing Requirements: Compliance with the requirements of 120-
- will be determined in accordance FM 1-T 238. The in-place moisture content will be determined for each density in accordance with FM 5-507 (Determination of Moisture Content by Means of a Calcium Carbide Gas Pressure Moisture Tester), or ASTM D 4643 (Laboratory Determination of Moisture Content of Granular Soils by Use of a Microwave Oven).
120-10.4 Soil Classification and Organic Content: The Engineer will perform soil classification tests in accordance with AASHTO T88, T89, T90, and FM 1-T267. The Engineer will classify soils in accordance with AASHTO M-145 in order to determine compliance with embankment utilization requirements. The Engineer will verify the organic content test with the criteria specified in Standard Plans, Index 120-001.
120-10.5 Acceptance Criteria: The Engineer will accept a minimum density in accordance with 120-9.2 with the following exceptions:
- embankment constructed by the hydraulic method as specified in 120-7.3;
- material placed outside the standard minimum slope as specified in 120-7.2.4;
- other areas specifically excluded herein.
120-10.6 Frequency: The Engineer will conduct sampling and testing at a minimum frequency listed in the table below.
Test Name
Frequency
Proctor Maximum Density
One per soil type
Density
1 per LOT (Alternate Lift)
Soil Classification and Organic Content
One per Maximum Density
120-11 Maintenance and Protection of Work.While construction is in progress, always maintain adequate drainage for the roadbed.
Maintain a shoulder at least 3 feet wide adjacent to all pavement or base construction to provide support for the edges.
Maintain and protect all earthwork construction throughout the life of the Contract and take all reasonable precautions to prevent loss of material from the roadway due to the action of wind or water. Repair any slides, washouts, settlement, subsidence, or other mishap which may occur prior to final acceptance of the work. Maintain all channels excavated as a part of the Contract work against natural shoaling or other encroachments to the lines and grades shown in the Plans, until final acceptance of the project.
120-12 Construction.120-12.1 Construction Tolerances: Shape the surface of the earthwork to conform to the lines and grades shown in the Plans. In final shaping of the surface of earthwork, maintain a tolerance of 0.3 foot above or below the finished graded surface with the following exceptions:
etc.
- Shape the surface of shoulders to within 0.1 foot of the finished graded surface.
- Shape the earthwork to match adjacent pavement, curb, sidewalk, structures,
- Shape the bottom of ditches so that the ditch impounds no water.
- When the work does not include construction of base or pavement, shape the
entire roadbed (shoulder point to shoulder point) to within 0.1 foot above or below the Plan finished graded surface.
Ensure that the shoulder lines do not vary horizontally more than 0.3 foot from the true lines shown in the Plans.
120-12.2 Operations Adjacent to Pavement: Carefully dress areas adjacent to pavement areas to avoid damage to such pavement. Complete grassing of shoulder areas prior to placing the final wearing course. Do not manipulate any embankment material on a pavement surface.
When shoulder dressing is underway adjacent to a pavement lane being used to maintain traffic, exercise extreme care to avoid interference with the safe movement of traffic.
120-13 Method of Measurement.120-13.1 Excavation: Excavation will be paid for by volume, in cubic yards, calculated by the method of average end areas, unless the Engineer determines that another method of calculation will provide a more accurate result. The material will be measured in its original position by field survey or by photogrammetric means as designated by the Engineer.
Measurement for payment will include the excavation of unsuitable material, lateral ditch excavation, channel excavation, and excavation for structures and pipe. Payment will not be made for excavation or embankment beyond the limits shown in the plans or authorized by the Engineer.
120-13.2 Embankment: Measurement will be made on a loose volume basis, as measured in trucks or other hauling equipment at the point of dumping on the road. Payment will not be made for embankment beyond the limits shown in the plans or authorized by the Engineer.
120-14 Basis of Payment.120-14.1 General: Prices and payments for the work items included in this Section will be full compensation for all work described herein, including excavating, dredging, pumping, hauling, placing, and compacting; dressing the surface of the earthwork; and maintaining and protecting the complete earthwork.
120-14.2 Excavation: The total quantity of all excavation specified under this Section will be paid for at the Contract unit price for Excavation. No payment will be made for the excavation of any materials which are used for purposes other than those shown in the plans or designated by the Engineer. No payment will be made for materials excavated outside the lines and grades given by the Engineer, unless specifically authorized by the Engineer.
120-14.3 Embankment: The total quantity of embankment specified in this Section will be paid for at the Contract unit price for embankment. No payment will be made for materials which are used for purposes other than those shown in the plans or designated by the Engineer. No payment will be made for materials placed outside the lines and grades given by the Engineer.
344 CONCRETE FOR LOCAL AGENCY PROGRAM. (REV 6-9-2021) (FA 7-2-21) (FY 2024-25)SECTION 344 is deleted and the following substituted:
SECTION 344 CONCRETE FOR LAP (OFF-SYSTEM)- Description.
344-1 General: Construct concrete structures and other concrete members, based on the type of work as described in the Contract Documents and the concrete work categories as defined below.
344-1.2 Work Categories: Construction will fall into one of the following concrete work categories:
344-1.2.1 Concrete Work Category 1: Includes the construction of cast-in-place nonstructural concrete; including sidewalks, curb and gutter, ditch and slope pavement, or other non-reinforced cast-in- place elements.
344-1.2.2 Concrete Work Category 2: Includes the construction of precast and prestressed concrete products.
344-1.2.2.1 Precast Concrete Drainage Structures: Includes but are not limited to reinforced and non-reinforced concrete pipes, french drains, underdrains, inlets, manholes, junction boxes, endwalls, pipe culverts, storm sewers, and box culverts.
344-1.2.2.1 Incidental Precast/Prestressed Concrete Structures: Includes the fabrication, storage, transportation, and erection of prestressed concrete poles, concrete bases for light poles, highway sign foundations, retaining wall systems, traffic separators, sound barriers or other structural precast elements.
344-1.2.3 Concrete Work Category 3: Includes the work associated with the placement and/or construction of structural cast-in-place concrete meeting the requirements of this section.
344-2 Materials.344-2.1 General: Use concrete composed of a mixture of portland cement, aggregates, and water, with or without chemical or mineral admixtures and supplementary cementitious materials that meet the following requirements:
344-2.1.1 Portland Cement: Portland cements meeting the requirements of AASHTO M 85 or ASTM C150 is required. Different brands of cement, cement of the same brand from different facilities or different types of cement shall be stored separately and shall not be mixed.
344-2.1.2 Coarse and Fine Aggregates: Aggregates shall meet ASTM C33.
344-2.1.3 Water: Water shall meet the requirements of ASTM C 1602.
344-2.1.4 Chemical Admixtures: Use chemical admixtures shall be listed on the FDOT Approved Products List (APL). Admixtures may be added at the dosage rates recommended by the manufacturer.
344-2.1.5 Types of Cement: Unless a specific type of cement is designated in the Contract Documents, use Type I, Type IL, Type IP, Type IS, Type II, Type II (MH) or Type III cement in all classes of concrete. Use Type IL or Type II (MH) for all mass concrete elements.
344-2.1.6 Supplementary Cementitious Materials: Supplementary Cementitious Materials shall meet the requirements of ASTM C618 and ASTM C 989, respectively. Fly ash shall not include the residue resulting from the burning of municipal garbage or any other refuse with coal, or the burning of industrial or municipal garbage in incinerators.
344-3 Production, Mixing and Delivery of Concrete. 344-3.1 Concrete Production Requirements:344-3.1.1 Category 1: Use a concrete production facility that is certified by the National Ready Mixed Concrete Association (NRMCA) or listed on the FDOT list of non- structural concrete producers. Concrete production facilities listed on the FDOT Producers with Accepted QC Programs list for structural concrete may also be used for Category 1.
344-3.1.2 Category 2: Obtain precast concrete products from plants that are currently on the FDOT’s Production Facility Listing for the types of products that they are producing.
344-3.1.3 Category 3: Obtain structural concrete from a plant that is currently on the FDOT’s Production Facility Listing for structural concrete.
344-3.2 Classes of Concrete: Meet the requirements of Table 344-1.
Table 344-1 Master Proportion Table (7)
Class of Concrete
28-day Specified Minimum Compressive Strength (fc′) (psi)
Maximum Water to Cementitious Materials Ratio (pounds per pounds)
Minimum Total Cementitious Materials Content (lb/yd3)
Target Slump Value (inches) (3)
Category 1
Class NS
2,500
N/A
N/A
N/A
Category 3
I (1)
3,000
0.53
470
3 (2)
I (Pavement)
3,000
0.50
470
1.5 or 3 (5)
II (1)
3,400
0.53
470
3 (2)
II (Bridge Deck)
4,500
0.44
600 (8)
3 (2)
III (4)
5,000
0.44
600 (8)
3 (2)
III (Seal)
3,000
0.53
600 (8)
8
IV
5,500
0.41(6)
600 (8)
3 (2)
IV (Drilled Shaft)
4,000
0.41
600 (8)
8.5
V (Special)
6,000
0.37 (6)
600 (8)
3 (2)
V
6,500
0.37 (6)
600 (8)
3 (2
VI
8,500
0.37 (6)
600 (8)
3 (2)
VII
10,000
0.37 (6)
600 (8)
3 (2)
Notes:
- For precast three-sided culverts, box culverts, endwalls, inlets, manholes and junction boxes, the target slump value and air content will not apply. The maximum allowable slump is 6 inches, except as noted in (2). The Contractor is permitted to use concrete meeting the requirements of ASTM C478 (4,000 psi) in lieu of the specified Class I or Class II concrete for precast endwalls, inlets, manholes and junction boxes.
- The Engineer may allow a maximum target slump of 7 inches when a Type F, G, I or II admixture is used. When flowing concrete is used, meet the requirements of Section 8.6 of the FDOT Materials Manual.
- For a reduction in the target slump for slip-form operations, submit a revision to the mix design to the Engineer. The target slump for slip-form mix is 1.50 inches.
- When precast three-sided culverts, box culverts, endwalls, inlets, manholes or junction boxes require a Class III concrete, the minimum cementitious materials content is 470 pounds per cubic yard. Do not apply the air content range and the maximum target slump shall be 6 inches, except as allowed in (2).
- Meet the requirements of Section 350 of FDOT Specifications.
- When silica fume or metakaolin is required, the maximum water to cementitious material ratio will be 0.35. When ultrafine fly ash is used, the maximum water to cementitious material ratio will be 0.30.
- Tolerance for slump is ± 1.5 inches and Air Content range is 0.0% to 6.0%.
- The minimum total amount of cementitious materials content of 600 pounds per cubic yard is required for extremely aggressive environment. For moderately and slightly aggressive environments, the required amounts are 550 lb/yd3 and 510 lb/yd3, respectively.
344-3.3 Contractors Quality Control: For Categories 1 and 2, assume full responsibility for controlling all operations and processes such that the requirements of these Specifications are always met.
For Category 3, furnish a Quality Control (QC) plan to identify to the Engineer how quality will be ensured at the project site. During random inspections, the Engineer will use this document to verify that the construction of the project agrees with the QC plan.
344-3.4 Concrete Mix Design: Before producing any Category 1 or Category 2 concrete, submit the proposed mix designs to the Engineer. For Category 3, submit to the Engineer for
approval, FDOT approved mix designs. Do not use concrete mix designs without prior approval of the Engineer.
Materials may be adjusted provided that the theoretical yield requirement of the approved mix design is met. Show all required original approved design mix data and batch adjustments on an Engineer approved concrete delivery ticket.
344-3.5 Delivery: For Category 3, the maximum allowable transit time of concrete is 90 minutes. For critical placements, with the Engineer’s approval, the transit time may be extended to the allowable mixing time shown in the mix design.
Furnish a delivery ticket on a form approved by the Engineer with each batch of concrete before unloading at the placement site. Record material quantities incorporated into the mix on the delivery ticket. Ensure that the Batcher responsible for producing the concrete signs the delivery ticket certifying that the batch was produced and delivered in accordance with these requirements. Sign the delivery ticket certifying that the concrete was placed in accordance with these requirements.
344-3.6 Placing Concrete:344-3.6.1 Concreting in Cold Weather: Do not mix or place concrete when the air temperature at placement is below 40°F.
During the curing period, if the National Oceanic and Atmospheric Administration (NOAA) predicts the ambient temperature to fall below 35°F for 12 hours or more or to fall below 30°F for more than 4 hours, enclose the structure in such a way that the air temperature within the enclosure can be kept above 50°F for a period of 3 days after placing the concrete or until the concrete reaches a minimum compressive strength of 1,500 psi.
Assume all risks connected with the placing and curing of concrete.
Although the Engineer may give permission to place concrete, the Contractor is responsible for satisfactory results. If the placed concrete is determined to be unsatisfactory, remove, dispose of, and replace the concrete at no expense to the Agency.
344-3.6.2 Concreting in Hot Weather: For Category 3, hot weather concreting is defined as the production, placing and curing of concrete when the concrete temperature at placing exceeds 86ºF but is less than 100ºF.
Spray reinforcing bars and metal forms with cool fresh water just prior to placing the concrete in a method approved by the Engineer.
Assume all risks associated with the placing and curing of concrete.
Although the Engineer may give permission to place concrete, the Contractor is responsible for satisfactory results. If the placed concrete is determined to be unsatisfactory, remove, dispose of, and replace the concrete at no expense to the Agency.
Unless the specified hot weather concreting measures are in effect, reject concrete exceeding 85ºF at the time of placement. Regardless of special measures taken, reject concrete exceeding 100ºF. Predict the concrete temperatures at placement time and implement hot weather measures to avoid production shutdown.
344-3.7 Mixers: For Category 3 concrete, do not place concrete from a truck mixer that does not have a current FDOT mixer identification card.
344-3.8 Small Quantities of Concrete: With approval of the Engineer, small quantities of concrete, less than 3 cubic yards placed in one day and less than 0.5 cubic yards placed in a single placement may be accepted using a pre-bagged mixture. The Engineer may verify that the pre-bagged mixture is prepared in accordance with the manufacturer’s recommendations and will meet the requirements of this Specification.
344-3.9 Sampling and Testing:344-3.9.1 Category 1: The Engineer may sample and test the concrete to verify its quality. The minimum 28 day compressive strength requirement for this concrete is 2,500 psi.
344-3.9.2: Category 2: No sampling and testing is required by the Engineer for
category 2.
344-3.9.3 Category 3: The Engineer will randomly select a sample from each
LOT to determine its plastic properties and to make three 4 x 8 inch cylinders for testing by the Engineer at 28 days to ensure that the design compressive strength has been met for the class of concrete as specified in Table 344-1. A LOT is defined as the concrete placement of 200 cubic yards or one day’s production, whichever is less.
344-3.10 Records: Ensure the following records are available for review for at least 3 years after final acceptance of the project:
- Accepted concrete Plant QC Plan.
- Approved concrete mix designs.
- Materials source (delivery tickets, certifications, certified mill test reports).
- A copy of the scale company or testing agency report showing the signature of the scale company representative, date of inspection, observed deviations from quantities checked during calibration of the scales and meters.
- A copy of the documentation certifying the admixture weighing/measuring
devices.
- Aggregate moisture control records including date and time of test.
- Manufacturer’s mixer information.
- Certification documents for admixture weighing and measuring dispensers.
- A daily record of all concrete batched for delivery to the projects, including
respective mix design numbers and quantities of batched concrete.
344-4 Acceptance of the Work.344-4.1 Category 1 Work: Category 1 work will be accepted based on certification by the batcher and contractor on the delivery ticket.
344-4.2 Category 2 Work: Certify that the precast elements were produced by production facilities that are currently on the FDOT’s Production Facility Listing for the types of products that they are producing. In addition, the producer’s logo shall be stamped on the element. The producer shall not use the Florida Department of Transportation QC stamp on elements used on this project. Provide a statement of certification from the manufacturer of the precast element that the element meets the requirements of this Specification.
344-4.3 Category 3 Work: Category 3 concrete will be accepted based on the Engineer’s test results for plastic properties and compressive strength requirements for the class of concrete as defined in Table 344-2. In addition, a Delivery Ticket as described in 344-3.5 will be required for acceptance of the material at the project site.
344-4.4 Small Quantities of Concrete: Category 3 concrete meeting the definition of 344-3.8 will be accepted in accordance with 344-4.3 based on test results for plastic properties and compressive strength.
344-5 Method of Measurement.The quantities to be paid for will be the items shown in the plans, completed and accepted.
344-6 Basis of Payment.Prices and payments will be full compensation for all work and materials specified in this Section.
SUPERPAVE ASPHALT FOR LAP (OFF-SYSTEM). (REV 1-26-15) (FA 1-29-15)SECTION 334
SUPERPAVE ASPHALT FOR LAP (OFF-SYSTEM)- Description.
334-1.1 General: Construct a Superpave asphalt pavement (consisting of either Hot Mix Asphalt (HMA) or Warm Mix Asphalt (WMA)) based on the type of work specified in the Contract and the Asphalt Work Categories as defined below. Meet the applicable requirements for plants, equipment, and construction requirements as defined below. Use an asphalt mix, either HMA or WMA, which meets the requirements of this specification.
334-1.2 Asphalt Work Mix Categories: Construction of asphalt pavement will fall into one of the following work categories:
334-1.2.1 Asphalt Work Category 1: Includes the construction of shared use paths and miscellaneous asphalt.
334-1.2.2 Asphalt Work Category 2: Includes the construction of new asphalt turn lanes, paved shoulders and other non-mainline pavement locations.
334-1.2.3 Asphalt Work Category 3: Includes the construction of new mainline asphalt pavement lanes, milling and resurfacing.
334-1.3 Mix Types: Use the appropriate asphalt mix as shown in Table 334-1.
Table 334-1 Asphalt Mix Types
Asphalt Work
Category
Mix Types
Traffic Level
ESALs (millions)
1
Type SP-9.5
A
<0.3
2
Structural Mixes: Types SP-9.5 or SP- 12.5
Friction Mixes: Types FC-9.5 or FC- 12.5
B
0.3 to <3
3
Structural Mixes: Types SP-9.5 or SP- 12.5
Friction Mixes: Types FC-9.5 or FC- 12.5
C
≥3
A Type SP or FC mix one traffic level higher than the traffic level specified in the Contract may be substituted, at no additional cost (i.e. Traffic Level B may be substituted for Traffic Level A, etc.). Traffic levels are as defined in Section 334 of the Florida Department of Transportation’s (FDOT’s) Specifications.
334-1.4 Gradation Classification: The Superpave mixes are classified as fine and are defined in 334-3.2.2. The equivalent AASHTO nominal maximum aggregate size Superpave mixes are as follows:
Type SP-9.5, FC-9.5.............................................................. 9.5 mm
Type SP-12.5, FC-12.5........................................................ 12.5 mm
334-1.5 Thickness: The total pavement thickness of the asphalt pavement will be based on a specified spread rate or plan thickness as shown in the Contract Documents. Before paving, propose a spread rate or thickness for each individual layer meeting the requirements of this specification, which when combined with other layers (as applicable) will equal the plan spread rate or thickness. When the total pavement thickness is specified as plan thickness, the plan thickness and individual layer thickness will be converted to spread rate using the following equation:
Spread rate (lbs/yd2) = t x Gmm x 43.3
where: t = Thickness (in.) (Plan thickness or individual layer thickness) Gmm = Maximum specific gravity from the mix design
whole number.
For target purposes only, spread rate calculations shall be rounded to the nearest
334-1.5.1 Layer Thicknesses: Unless otherwise called for in the Contract
Documents, the allowable layer thicknesses for asphalt mixtures are as follows: Type SP-9.5, FC-9.5..... 3/4 to 1-1/2 inches
Type SP-12.5, FC-12.5.................................. .. 1-1/2 to 2-1/2 inches
334-1.5.2 Additional Requirements: The following requirements also apply to asphalt mixtures:
- When construction includes the paving of adjacent shoulders (less than or equal to 5 feet wide), the layer thickness for the upper pavement layer and shoulder shall be the same and paved in a single pass, unless otherwise called for in the Contract Documents.
- For overbuild layers, use the minimum and maximum layer thicknesses as specified above unless called for differently in the Contract Documents. On variable thickness overbuild layers, the minimum allowable thickness may be reduced by 1/2 inch, and the maximum allowable thickness will be as specified below, unless called for differently in the Contract Documents.
Type SP-9.5....................................................... 3/8 to 2 inches
Type SP-12.5..................................................... 1/2 to 3 inches
- Variable thickness overbuild layers may be tapered to zero thickness provided the contract documents require a minimum of 1-1/2 inches of mix placed over the variable thickness overbuild layer.
334-1.6 Weight of Mixture: The weight of the mixture shall be determined as provided in 320-3.2 of the FDOT Specifications.
334-2 Materials.334-2.1 Superpave Asphalt Binder: Unless specified elsewhere in the Contract or in 334-2.3.3, use a PG 67-22 asphalt binder from the FDOT’s Approved Products List (APL). If the
Contract calls for an alternative asphalt binder, meet the requirements of FDOT Specifications Section 336 or 916, as appropriate.
334-2.2 Aggregate: Use aggregate capable of producing a quality pavement.
For Type FC mixes, use an aggregate blend that consists of crushed granite, crushed Oolitic limestone, other crushed materials (as approved by FDOT for friction courses per Rule 14-103.005, Florida Administrative Code), or a combination of the above. Crushed limestone from the Oolitic formation may be used if it contains a minimum of 12% silica material as determined by FDOT Test Method FM 5-510 and FDOT grants approval of the source prior to its use. As an exception, mixes that contain a minimum of 60% crushed granite may either contain:
- Up to 40% fine aggregate from other sources; or,
- A combination of up to 20% RAP and the remaining fine aggregate
from other sources.
A list of aggregates approved for use in friction courses may be available on the FDOT’s State Materials Office website. The URL for obtaining this information, if available, is: ftp://ftp.dot.state.fl.us/fdot/smo/website/sources/frictioncourse.pdf.
334-2.3 Reclaimed Asphalt Pavement (RAP) Material:334-2.3.1 General requirements: RAP may be used as a component of the asphalt mixture, provided the RAP meets the following requirements:
- When using a PG 76-22 (PMA), or PG 76-22 (ARB) asphalt binder, limit the amount of RAP material used in the mix to a maximum of 20% by weight of total aggregate. As an exception, amounts greater than 20% RAP by weight of total aggregate can be used if no more than 20% by weight of total asphalt binder comes from the RAP material.
- Provide stockpiled RAP material that is reasonably consistent in characteristics and contains no aggregate particles which are soft or conglomerates of fines.
- Provide RAP material having a minimum average asphalt binder content of 4.0% by weight of RAP. As an exception, when using fractionated RAP, the minimum average asphalt binder content for the coarse portion of the RAP shall be 2.5% by weight of the coarse portion of the RAP. The coarse portion of the RAP shall be the portion of the RAP retained on the No. 4 sieve. The Engineer may sample the stockpile to verify that this requirement is met.
- Use a grizzly or grid over the RAP cold bin, in-line roller crusher, screen, or other suitable means to prevent oversized RAP material from showing up in the completed recycle mixture. If oversized RAP material appears in the completed recycle mix, take the appropriate corrective action immediately. If the appropriate corrective actions are not immediately taken, stop plant operations.
334-2.3.2 Material Characterization: Assume responsibility for establishing the asphalt binder content, gradation, and bulk specific gravity (Gsb) of the RAP material based on a representative sampling of the material.
334-2.3.3 Asphalt Binder for Mixes with RAP: Select the appropriate asphalt binder grade based on Table 334-2. The Engineer reserves the right to change the asphalt binder type and grade during production based on characteristics of the RAP asphalt binder.
Table 334-2
Asphalt Binder Grade for Mixes Containing RAP
Percent RAP
Asphalt Binder Grade
0 - 15
PG 67-22
Table 334-2
Asphalt Binder Grade for Mixes Containing RAP
Percent RAP
Asphalt Binder Grade
16 – 30
PG 58-22
> 30
PG 52-28
334-3 Composition of Mixture.334-3.1 General: Compose the asphalt mixture using a combination of aggregates, mineral filler, if required, and asphalt binder material. Size, grade and combine the aggregate fractions to meet the grading and physical properties of the mix design. Aggregates from various sources may be combined.
334-3.2 Mix Design:334-3.2.1 General: Design the asphalt mixture in accordance with
AASHTO R 35-12, except as noted herein. Submit the proposed mix design with supporting test data indicating compliance with all mix design criteria to the Engineer. Prior to the production of any asphalt mixture, obtain the Engineer’s conditional approval of the mix design. If required by the Engineer, send representative samples of all component materials, including asphalt binder to a laboratory designated by the Engineer for verification. As an exception to these requirements, use a currently approved FDOT Mix Design.
Warm mix technologies (additives, foaming techniques, etc.) listed on the Department’s website may be used in the production of the mix. The URL for obtaining this information, is: http://www.dot.state.fl.us/statematerialsoffice/quality/programs/warmmixasphalt/index.shtm.
The Engineer will consider any marked variations from original test data for a mix design or any evidence of inadequate field performance of a mix design as sufficient evidence that the properties of the mix design have changed, and at his discretion, the Engineer may no longer allow the use of the mix design.
334-3.2.2 Mixture Gradation Requirements: Combine the aggregates in proportions that will produce an asphalt mixture meeting all of the requirements defined in this specification and conform to the gradation requirements at design as defined in
AASHTO M 323-12, Table 3. Aggregates from various sources may be combined.
334-3.2.2.1 Mixture Gradation Classification: Plot the combined mixture gradation on an FHWA 0.45 Power Gradation Chart. Include the Control Points from AASHTO M323-12, Table-3, as well as the Primary Control Sieve (PCS) Control Point from AASHTO M323-12, Table 4. Fine mixes are defined as having a gradation that passes above or through the primary control sieve control point.
334-3.2.3 Gyratory Compaction: Compact the design mixture in accordance with AASHTO T312-12, with the following exceptions: use the number of gyrations at Ndesign as designed in Table 334-3.
Table 334-3
Gyratory Compaction Requirements
Traffic Level
Ndesign Number of Gyrations
A
50
B
65
C
75
334-3.2.4 Design Criteria: Meet the requirements for nominal maximum aggregate size as defined in AASHTO M323-12, as well as for relative density, VMA, VFA, and dust-to-binder ratio as specified in AASHTO M323-12, Table 6. Ninitial and Nmaximum requirements are not applicable.
334-3.2.5 Moisture Susceptibility: Test 4 inch specimens in accordance with FDOT Test Method FM 1-T 283. Provide a mixture having a retained tensile strength ratio of at least 0.80 and a minimum tensile strength (unconditioned) of 100 pounds per square inch. If necessary, add a liquid anti-stripping agent from the FDOT’s APL or hydrated lime in order to meet these criteria.
In lieu of moisture susceptibility testing, add a liquid anti-stripping agent from the FDOT’s APL. Add 0.5% liquid anti-stripping agent by weight of asphalt binder.
334-3.2.6 Additional Information: In addition to the requirements listed above, provide the following information on each mix design:
- The design traffic level and the design number of gyrations (Ndesign).
- The source and description of the materials to be used.
- The FDOT source number and the FDOT product code of the aggregate components furnished from an FDOT approved source (if required).
- The gradation and proportions of the raw materials as intended to be combined in the paving mixture. The gradation of the component materials shall be representative of the material at the time of use. Compensate for any change in aggregate gradation caused by handling and processing as necessary.
- A single percentage of the combined mineral aggregate passing each specified sieve. Degradation of the aggregate due to processing (particularly material passing the No. 200 sieve) should be accounted for and identified.
- The bulk specific gravity (Gsb) value for each individual aggregate and
RAP component.
- A single percentage of asphalt binder by weight of total mix intended to
be incorporated in the completed mixture, shown to the nearest 0.1%.
- A target temperature for the mixture at the plant (mixing temperature) and a target temperature for the mixture at the roadway (compaction temperature). Do not exceed a target temperature of 330°F for PG 76-22 (PMA) and PG 76-22 (ARB) asphalt binders, and 315°F for unmodified asphalt binders.
- Provide the physical properties achieved at four different asphalt binder contents. One shall be at the optimum asphalt content, and must conform to all specified physical requirements.
- The name of the mix designer.
- The ignition oven calibration factor.
- The warm mix technology, if used.
334-4 Process Control.Assume full responsibility for controlling all operations and processes such that the requirements of these Specifications are met at all times. Perform any tests necessary at the plant and roadway to control the process.
334-5 General Construction Requirements.334-5.1 Weather Limitations: Do not transport asphalt mix from the plant to the roadway unless all weather conditions are suitable for the paving operations.
334-5.2 Limitations of Paving Operations:334-5.2.1 General: Spread the mixture only when the surface upon which it is to be placed has been previously prepared, is intact, firm, dry, clean, and the tack, with acceptable spread rate, is properly broken. Ensure all granular base materials are properly primed and all asphalt base materials are properly tacked, prior to paving.
334-5.2.2 Air Temperature: Place the mixture only when the air temperature in the shade and away from the artificial heat meets the requirements of Table 334-4. The
minimum ambient temperature requirement may be reduced by 5°F when using a warm mix technology, if mutually agreed to by both the Engineer and the Contractor. Table 334-4 Ambient Air Temperature Requirements for Paving
Layer Thickness or Asphalt Binder Type
Minimum Temperature (°F)
≤1 inch
50
Any mixture > 1 inch containing a PG asphalt binder with a high temperature designation ≥ 76°C
45
Any mixture > 1 inch containing a PG asphalt binder with a high temperature designation < 76°C
40
334-5.3 Mix Temperature: Heat and combine the ingredients of the mix in such a manner as to produce a mixture with a temperature at the plant and at the roadway, within a range of plus or minus 30ºF from the target temperature as shown on the mix design. Reject all loads outside of this range. For warm mix asphalt, the Contractor may produce the first five loads of the production day and at other times when approved by the Engineer, at a hot mix asphalt temperature not to exceed 330°F for purposes of heating the asphalt paver. For these situations, the upper tolerance of +30°F does not apply.
334-5.4 Transportation of the Mixture: Transport the mix in trucks of tight construction, which prevents the loss of material and the excessive loss of heat and previously cleaned of all foreign material. After cleaning, thinly coat the inside surface of the truck bodies with soapy water or an asphalt release agent as needed to prevent the mixture from adhering to the beds. Do not allow excess liquid to pond in the truck body. Do not use a release agent that will contaminate, degrade, or alter the characteristics of the asphalt mix or is hazardous or detrimental to the environment. Petroleum derivatives (such as diesel fuel), solvents, and any product that dissolves asphalt are prohibited. Provide each truck with a tarpaulin or other waterproof cover mounted in such a manner that it can cover the entire load when required.
When in place, overlap the waterproof cover on all sides so it can be tied down. Cover each load during cool and cloudy weather and at any time it appears rain is likely during transit with a tarpaulin or waterproof cover. Cover and tie down all loads of friction course mixtures.
334-5.5 Preparation of Surfaces Prior to Paving:334-5.5.1 Cleaning: Clean the surface of all loose and deleterious material by the use of power brooms or blowers, supplemented by hand brooming where necessary.
334-5.5.2 Patching and Leveling Courses: As shown in the plans, bring the existing surface to proper grade and cross-section by the application of patching or leveling courses.
334-5.5.3 Application over Surface Treatment: Where an asphalt mix is to be placed over a surface treatment, sweep and dispose of all loose material from the paving area.
334-5.5.4 Tack Coat: Use a rate of application as defined in Table 334-5. Control the rate of application to be within plus or minus 0.01 gallon per square yard of the target application rate. The target application rate may be adjusted by the Engineer to meet specific field conditions. Determine the rate of application as needed to control the operation. When using PG 52-28, multiply the target rate of application by 0.6.
Table 334-5
Tack Coat Application Rates
Asphalt Mixture Type
Underlying Pavement Surface
Target Tack Rate (gal/yd2)
Base Course, Structural Course, Dense Graded Friction Course
Newly Constructed Asphalt Layers
0.03 minimum
Milled Surface or Oxidized and Cracked Pavement
0.06
Concrete Pavement
0.08
334-5.6 Placing Mixture:334-5.6.1 Alignment of Edges: With the exception of pavements placed adjacent to curb and gutter or other true edges, place all pavements by the stringline method to obtain an accurate, uniform alignment of the pavement edge. Control the unsupported pavement edge to ensure that it will not deviate more than plus or minus 1.5 inches from the stringline.
334-5.6.2 Rain and Surface Conditions: Immediately cease transportation of asphalt mixtures from the plant when rain begins at the roadway. Do not place asphalt mixtures while rain is falling, or when there is water on the surface to be covered. Once the rain has stopped and water has been removed from the tacked surface to the satisfaction of the Engineer and the temperature of the mixture caught in transit still meets the requirements as specified in 334-5.3, the Contractor may then place the mixture caught in transit.
334-5.6.3 Checking Depth of Layer: Check the depth of each layer at frequent intervals to ensure a uniform spread rate that will meet the requirements of the Contract.
334-5.6.4 Hand Work: In limited areas where the use of the spreader is impossible or impracticable, spread and finish the mixture by hand.
334-5.6.5 Spreading and Finishing: Upon arrival, dump the mixture in the approved paver, and immediately spread and strike-off the mixture to the full width required, and to such loose depth for each course that, when the work is completed, the required weight of mixture per square yard, or the specified thickness, is secured. Carry a uniform amount of mixture ahead of the screed at all times.
334-5.6.6 Thickness Control: Ensure the spread rate is within 10% of the target spread rate, as indicated in the Contract. When calculating the spread rate, use, at a minimum, an average of five truckloads of mix. When the average spread rate is beyond plus or minus 10% of the target spread rate, monitor the thickness of the pavement layer closely and adjust the construction operations.
If the Contractor fails to maintain an average spread rate within plus or minus 10% of the target spread rate for two consecutive days, the Engineer may elect to stop the construction operation at any time until the issue is resolved.
When the average spread rate for the total structural or friction course pavement thickness exceeds the target spread rate by plus or minus50 pounds per square yard for layers greater than or equal to 2.5 inches or exceeds the target spread rate by plus or minus 25 pounds per square yard for layers less than 2.5 inches, address the unacceptable pavement in accordance with 334-5.10.4, unless an alternative approach is agreed upon by the Engineer.
334-5.7 Leveling Courses:334-5.7.1 Patching Depressions: Before spreading any leveling course, fill all depressions in the existing surface as shown in the plans.
334-5.7.2 Spreading Leveling Courses: Place all courses of leveling with an asphalt paver or by the use of two motor graders, one being equipped with a spreader box. Other types of leveling devices may be used upon approval by the Engineer.
334-5.7.3 Rate of Application: When using Type SP-9.5for leveling, do not allow the average spread of a layer to be less than 50 pounds per square yard or more than
75 pounds per square yard. The quantity of mix for leveling shown in the plans represents the average for the entire project; however, the Contractor may vary the rate of application throughout the project as directed by the Engineer. When leveling in connection with base widening, the Engineer may require placing all the leveling mix prior to the widening operation.
334-5.8 Compaction: For each paving or leveling train in operation, furnish a separate set of rollers, with their operators.
When density testing for acceptance is required, select equipment, sequence, and coverage of rolling to meet the specified density requirement. Regardless of the rolling procedure used, complete the final rolling before the surface temperature of the pavement drops to the extent that effective compaction may not be achieved or the rollers begin to damage the pavement.
When density testing for acceptance is not required, use a rolling pattern approved by the Engineer.
Use hand tamps or other satisfactory means to compact areas which are inaccessible to a roller, such as areas adjacent to curbs, headers, gutters, bridges, manholes, etc.
334-5.9 Joints.334-5.9.1 Transverse Joints: Construct smooth transverse joints, which are within 3/16 inch of a true longitudinal profile when measured with a 15 foot manual straightedge meeting the requirements of FDOT Test Method FM 5-509. These requirements are waived for transverse joints at the beginning and end of the project and at the beginning and end of bridge structures, if the deficiencies are caused by factors beyond the control of the Contractor such as no milling requirement, as determined by the Engineer. When smoothness requirements are waived, construct a reasonably smooth transitional joint.
334-5.9.2 Longitudinal Joints: For all layers of pavement except the leveling course, place each layer so that longitudinal construction joints are offset 6 to 12 inches laterally between successive layers. Do not construct longitudinal joints in the wheel paths. The Engineer may waive these requirements where offsetting is not feasible due to the sequence of construction.
334-5.10 Surface Requirements: Construct a smooth pavement with good surface texture and the proper cross slope.
334-5.10.1 Texture of the Finished Surface of Paving Layers: Produce a finished surface of uniform texture and compaction with no pulled, torn, raveled, crushed or loosened portions and free of segregation, bleeding, flushing, sand streaks, sand spots, or ripples. Correct any area of the surface that does not meet the foregoing requirements in accordance with 334-5.10.4.
In areas not defined to be a density testing exception per 334-6.4.1, obtain for the Engineer, three 6 inch diameter roadway cores at locations visually identified by the Engineer to be segregated. The Engineer will determine the density of each core in accordance with FDOT Test Method FM 1-T 166 and calculate the percent Gmm of the segregated area using the average Gmb of the roadway cores and the representative PC Gmm for the questionable material. If the average percent Gmm is less than 90.0, address the segregated area in accordance with 334-5.10.4.
334-5.10.2 Cross Slope: Construct a pavement surface with cross slopes in
compliance with the requirements of the Contract Documents.
334-5.10.3 Pavement Smoothness: Construct a smooth pavement meeting the requirements of this Specification. Furnish a 15 foot manual and a 15 foot rolling straightedge meeting the requirements of FDOT Test Method FM 5-509.
334-5.10.3.1 Straightedge Testing:334-5.10.3.1.1 Acceptance Testing: Perform straightedge testing in the outside wheel path of each lane for the final (top) layer of the pavement. Test all pavement lanes where the width is constant using a rolling straightedge and document all deficiencies on a form approved by the Engineer. Notify the Engineer of the location and time of all straightedge testing a minimum of 48 hours before beginning testing.
334-5.10.3.1.2 Final (Top) Pavement Layer: At the completion of all paving operations, straightedge the final (top) layer either behind the final roller of the paving train or as a separate operation. Address all deficiencies in excess of 3/16 inch in accordance with 334-5.10.4, unless waived by the Engineer. Retest all corrected areas.
334-5.10.3.1.3 Straightedge Exceptions: Straightedge testing will not be required in the following areas: shoulders, intersections, tapers, crossovers, sidewalks, shared use paths, parking lots and similar areas, or in the following areas when they are less than 250 feet in length: turn lanes, acceleration/deceleration lanes and side streets. The limits of the intersection will be from stop bar to stop bar for both the mainline and side streets. In the event the Engineer identifies a surface irregularity in the above areas that is determined to be objectionable, straightedge and address all deficiencies in excess of 3/8 inch in accordance with 334-5.10.4.
334-5.10.4 Correcting Unacceptable Pavement: Correct deficiencies in the pavement layer by removing and replacing the full depth of the layer, extending a minimum of 50 feet on both sides (where possible) of the defective area for the full width of the paving lane, at no additional cost.
334-6 Acceptance of the Mixture.334-6.1 General: The asphalt mixture will be accepted based on the Asphalt Work Category as defined below:
- Asphalt Work Category 1 – Certification by the Contractor as defined in 334-
6.2.
- Asphalt Work Category 2 – Certification and process control testing by the
Contractor as defined in 334-6.3.
- Asphalt Work Category 3 – Process control testing by the Contractor and acceptance testing by the Engineer as defined in 334-6.4.
334-6.2 Certification by the Contractor: On Asphalt Work Category 1 construction, the Engineer will accept the mix on the basis of visual inspection. Submit a Notarized Certification of Specification Compliance letter on company letterhead to the Engineer stating that all material produced and placed on the project meets the requirements of the Specifications. The Engineer may run independent tests to determine the acceptability of the material.
334-6.3 Certification and Process Control Testing by the Contractor: On Asphalt Work Category 2 construction, submit a Notarized Certification of Specification Compliance letter on company letterhead to the Engineer stating that all material produced and placed on the project meets the requirements of the Specifications, along with supporting test data documenting all process control testing as described in 334-6.3.1. If required by the Contract, utilize an Independent Laboratory as approved by the Engineer for the process control testing.
The mix will also require visual acceptance by the Engineer. In addition, the Engineer may run independent tests to determine the acceptability of the material. Material failing to meet these acceptance criteria will be addressed as directed by the Engineer such as but not limited to acceptance at reduced pay, delineation testing to determine the limits of the questionable material, removal and replacement at no cost to the agency, or performing an Engineering analysis to determine the final disposition of the material.
334-6.3.1 Process Control Sampling and Testing Requirements: Perform process control testing at a frequency of once per day. Obtain the samples in accordance with FDOT Method FM 1-T 168. Test the mixture at the plant for gradation (P-8 and P-200) and asphalt binder content (Pb). Measure the roadway density with 6 inch diameter roadway cores at a minimum frequency of once per 1,500 feet of pavement with a minimum of three cores per day.
Determine the asphalt binder content of the mixture in accordance with FDOT Method FM 5-563. Determine the gradation of the recovered aggregate in accordance with FDOT Method FM 1-T 030. Determine the roadway density in accordance with FDOT Method FM 1-T 166. The minimum roadway density will be based on the percent of the maximum specific gravity (Gmm) from the approved mix design. If the Contractor or Engineer suspects that the mix design Gmm is no longer representative of the asphalt mixture being produced, then a new Gmm value will be determined from plant-produced mix, in accordance with FDOT Method FM 1-T 209, with the approval of the Engineer. Roadway density testing will not be required in certain situations as described in 334-6.4.1. Assure that the asphalt binder content, gradation and density test results meet the criteria in Table 334-4.
Table 334-4
Process Control and Acceptance Values
Characteristic
Tolerance
Asphalt Binder Content (percent)
Target ± 0.55
Passing No. 8 Sieve (percent)
Target ± 6.00
Passing No. 200 Sieve (percent)
Target ± 2.00
Roadway Density (daily average)
Minimum 90.0% of Gmm
334-6.4 Process Control Testing by the Contractor and Acceptance Testing by the Engineer: On Asphalt Work Category 3, perform process control testing as described in 334-
6.3.1. In addition, the Engineer will accept the mixture at the plant with respect to gradation (P-8 and P-200) and asphalt binder content (Pb). The mixture will be accepted on the roadway with respect to density. The Engineer will sample and test the material as described in 334-6.3.1. The Engineer will randomly obtain at least one set of samples per day. Assure that the asphalt content, gradation and density test results meet the criteria in Table 334-4. Material failing to meet these acceptance criteria will be addressed as directed by the Engineer such as but not limited to acceptance at reduced pay, delineation testing to determine the limits of the questionable material, removal and replacement at no cost to the agency, or performing an Engineering analysis to determine the final disposition of the material.
334-6.4.1 Acceptance Testing Exceptions: When the total quantity of any mix type in the project is less than 500 tons, the Engineer will accept the mix on the basis of visual inspection. The Engineer may run independent tests to determine the acceptability of the material.
Density testing for acceptance will not be performed on widening strips or shoulders with a width of 5 feet or less, variable thickness overbuild courses, leveling courses, any asphalt layer placed on subgrade (regardless of type), miscellaneous asphalt pavement, shared use paths, crossovers, or any course with a specified thickness less than 1 inch or a specified spread rate less than 100 pounds per square yard. Density testing for acceptance will not be performed on asphalt courses placed on bridge decks or approach slabs; compact these courses in static mode only. In addition, density testing for acceptance will not be performed on the following areas when they are less than 1,000 feet continuous in length: turning lanes, acceleration lanes, deceleration lanes, shoulders, parallel parking lanes, or ramps. Density testing for acceptance will not be performed in intersections. The limits of the intersection will be from stop bar to stop bar for both the mainline and side streets. Compact these courses in accordance with a standard rolling procedure approved by the Engineer. In the event that the rolling procedure deviates from the approved procedure, placement of the mix will be stopped.
334-7 Method of Measurement.For the work specified under this Section, the quantity to be paid for will be the weight of the mixture, in tons.
The bid price for the asphalt mix will include the cost of the liquid asphalt and the tack coat application as specified in 334-5.5.4. There will be no separate payment or unit price adjustment for the asphalt binder material in the asphalt mix.
334-8 Basis of Payment.334-8.1 General: Price and payment will be full compensation for all the work specified under this Section.
MAINTENANCE OF TRAFFIC. (REV 9-19-23) (8-14-23) (1-24)SUBARTICLE 102-3.3 is deleted and the following substituted:
102-3.3 Lane Closures: Approval for all lane closures, mobile operations, and traffic pacing operations is required. Submit routine requests to the Engineer 14 calendar days in advance of planned lane closures, mobile operations, and traffic pacing operations. Requests for planned lane closures are to be submitted through the Department’s Lane Closure Notification System (LCNS). For unforeseen events that require cancelling or rescheduling lane closures, mobile operations, and traffic pacing operations, revise the lane closure request as soon as possible.
Record information for lane closures, including but not limited to begin and end lane closure times and locations, into the Department’s LCNS. Lane closures are to be activated in the Department’s LCNS within five minutes of placing the first channelizing device and deactivated within 5 minutes removing the last channelizing device associated with the closure.
At the preconstruction conference, submit a request for access to the Department’s LCNS to the Engineer. Include the name, email address, level of access required, and a copy of the individual’s certification of training for Contractor personnel requiring access to the Department’s LCNS. For change of access requests, submit a request to the Engineer at least ten calendar days in advance of when the change is needed.
102-3.3.1 Traffic Pacing: In addition to dates and locations, include a pacing plan outlining the expected equipment and number of traffic control officers required, the proposed traffic pacing lengths and durations, the available existing egresses in the event of an emergency, and a contingency plan in the event of an equipment failure.
546 RUMBLE STRIPS.(REV 1-30-15) (FA 3-13-15) (7-15)
SECTION 546 is deleted and the following substituted:
SECTION 546 RUMBLE STRIPS- Description.
Construct rumble strips in accordance with the details shown in the Plans and Design Standards.
546-2 Materials for Raised Rumble Strips.546-2.1 General: Construct raised rumble strips using one of the following:
546-2.1.1 Preformed Thermoplastic: Use only materials listed on the Department’s Approved Product List (APL), meeting the following requirements:
Preformed Thermoplastic..................... . 971-1 and 971-6
Ensure that the material used can be restored to its original dimensions by using a self bonding overlay meeting these requirements. Submit a certified test report to the Engineer indicating that the materials meet all requirements specified.
546-2.1.2 Asphalt: Any plant-mixed hot bituminous asphalt mixture meeting the requirements of a job-mix formula issued by the Department, except open-graded friction course.
546-3 Application.546-3.1 Raised Rumble Strips: Notify the Engineer before the placement of raised rumble strips. Apply raised rumble strips having well defined edges. Remove and replace any raised rumble strips not meeting the requirements of the Contract Documents at no additional cost to the Department.
Before applying raised rumble strips, remove any material that would adversely affect the bond of the raised rumble strips by a method approved by the Engineer.
Apply raised rumble strips only to dry surfaces, and only when the ambient air and surface temperature is at least 55ºF and rising.
Before applying thermoplastic materials on portland cement concrete surfaces, apply a primer sealer recommended by the manufacturer.
Prior to the application of any plant-mixed hot bituminous material, apply a tack coat meeting the requirements of 300-2.3.
The mixture will be accepted on the basis of visual inspection by the Engineer with no further testing required.
546-3.2 Ground-In Rumble Strips for Shoulders: Construct ground-in rumble strips on asphalt pavement surfaces only. Before the construction of any ground-in rumble strips, demonstrate to the Engineer that the equipment to be used can achieve a depression having well defined edges and a smooth interior finish without snagging or tearing the finished pavement.
Before opening the adjacent lane to traffic, ensure that all debris generated by the grinding process is removed and disposed of daily by vacuum or a method approved by the Engineer. Do not dispose of the debris within the right of way. Do not use the debris generated by the grinding process in recycled asphalt.
Restore any pavement to the satisfaction of the Engineer at no additional cost to the Department, when ground-in rumble strips do not meet the requirements of the Contract Documents.
546-3.3 Rumble Striping for Centerlines and Edge Lines: Construct ground-in rumble strips in accordance with 546-3.2. Apply the pavement markings over the ground-in rumble strip as shown in Design Standards, Index No. 519.
546-4 Method of Measurement.The quantity of raised rumble strips to be paid for under this Section will be the Plan quantity per set, constructed and accepted.
The quantity of ground-in shoulder rumble strips to be paid for under this Section will be the plan quantity in gross miles, constructed and accepted. No deduction will be made when the skip array is used.
The quantity of centerline and edge line ground-in rumble strips will be the length, in gross miles, constructed and accepted. No deduction will be made when the skip array is used.
546-5 Basis of Payment.Price and payment will be full compensation for all work specified in this Section, including, all cleaning and preparing of surfaces, disposal of all debris, furnishing of all materials, application, curing and protection of all items, protection of traffic, furnishing of all tools, machines and equipment, and all incidentals necessary to complete the work. Final payment will be withheld until all deficiencies are corrected.
Payment will be made under:
Item No. 546- 71- Raised Rumble Strip Sets - per set.
Item No. 546- 72- Ground-In Rumble Strips - per gross mile.
700 HIGHWAY SIGNING.(REV 4-1-15) (FA 4-8-15) (7-15)
SUBARTICLE 700-4.5 is deleted and the following substituted:
700-4.5 Main Power Supply and Energy Distribution Specifications: Provide a nominal single-phase power line voltage of 120/240 VAC. Ensure the DMS meets the requirements of NEMA TS 4-2005, Section 10.2.
Ensure all 120 VAC wiring has an overall nonmetallic jacket or is placed in metal conduit, pull boxes, raceways, or control cabinets and installed as required by the NEC. Do not use the sign housing as a wiring raceway or control cabinet.
Provide Type XHHW power cables sized as required by the NEC for acceptable voltage drops while supplying alternating current to the sign.
Ensure surge protective devices (SPD) are installed or incorporated in the sign system by the manufacturer to guard against lightning, transient voltage surges, and induced current. Ensure that SPDs meet or exceed the requirements of Section 620. Ensure SPDs protect all electric power and data communication connections.
SUBARTICLE 700-4.8.4 is deleted and the following substituted:
700-4.8.4 Control Cabinet: Provide a control cabinet that meets the requirements of Section 676. Ensure that the minimum height of the cabinet is 46 inches.
Provide a ground control cabinet that includes the following assemblies and components: power indicator, surge suppression on both sides of all electronics, communication interface devices, connection for a laptop computer for local control and programming, a four foot long cable to connect laptop computers, a workspace for a laptop computer, and duplex outlets.
Provide for all telephone, data, control, power, and confirmation connections between the sign and ground control box, and for any required wiring harnesses and connectors.
711 THERMOPLASTIC PAVEMENT MARKINGS. (REV 2-24-15) (FA 3-13-15) (7-15)SECTION 711 is deleted and the following substituted:
SECTION 711 THERMOPLASTIC PAVEMENT MARKINGS- Description.
Apply new thermoplastic pavement markings, or refurbish existing thermoplastic pavement markings, in accordance with the Contract Documents.
711-2 Materials.Use only materials listed on the Department’s Approved Product List (APL) meeting the following requirements.
Standard and Refurbishment Thermoplastic..........................
..................................................................... 971-1 and 971-5
Preformed Thermoplastic............................ 971-1 and 971-6
Glass Spheres .............................................. 971-1 and 971-2
Use sand materials meeting the requirements of 971-5.4.
The Engineer will take random samples of all material in accordance with the Department’s Sampling, Testing and Reporting Guide schedule.
711-3 Equipment.Use equipment capable of providing continuous, uniform heating of the pavement marking material to temperatures exceeding 390ºF, mixing and agitation of the material in the reservoir to provide a homogeneous mixture without segregation. Use equipment that will maintain the pavement marking material in a plastic state, in all mixing and conveying parts, including the line dispensing device until applied. Use equipment which can produce varying width lines and which meets the following requirements:
- Capable of traveling at a uniform, predetermined rate of speed, both uphill and downhill, to produce a uniform application of pavement marking material and capable of following straight lines and making normal curves in a true arc.
- Capable of applying glass spheres to the surface of the completed pavement marking by a double drop application for standard thermoplastic pavement markings and a single drop application for recapping and refurbishment thermoplastic pavement markings. The bead dispenser for the first bead drop shall be attached to the pavement marking machine in such a manner that the beads are dispensed closely behind the installed line. The second bead dispenser bead shall be attached to the pavement marking machine in such a manner that the beads are dispensed immediately after the first bead drop application. Use glass spheres dispensers equipped with an automatic cut-off control that is synchronized with the cut-off of the thermoplastic material and applies the glass spheres uniformly on the entire pavement markings surface with 50 to 60% embedment.
- Equipped with a special kettle for uniformly heating and melting the pavement marking material. The kettle must be equipped with an automatic temperature control device and
material thermometer for positive temperature control and to prevent overheating or scorching of the thermoplastic material.
- Meet the requirements of the National Fire Protection Association, state, and local authorities.
711-4 Application.711-4.1 General: Remove existing pavement markings such that scars or traces of removed markings will not conflict with new pavement markings by a method approved by the Engineer. Cost for removing conflicting pavement markings during maintenance of traffic operations to be included in Maintenance of Traffic, Lump Sum.
Before applying pavement markings, remove any material that would adversely affect the bond of the pavement markings by a method approved by the Engineer.
Before applying pavement markings to any portland cement concrete surface, apply a primer, sealer, or surface preparation adhesive of the type recommended by the manufacturer. Offset longitudinal lines at least 2 inches from any longitudinal joints of portland cement concrete pavement.
Apply pavement markings to dry surfaces only, and when the ambient air and surface temperature is at least 50ºF and rising for asphalt surfaces and 60°F and rising for concrete surfaces.
Apply pavement markings to the same tolerances in dimensions and in alignment specified in 710-5. When applying pavement markings over existing markings, ensure that no more than 2 inches on either end and not more than 1 inch on either side of the existing line is visible.
Apply thermoplastic material to the pavement by extrusion or other means approved by the Engineer.
Conduct field tests in accordance with FM 5-541.Take test readings representative of the pavement marking performance. Remove and replace pavement markings not meeting the requirements of this Section at no additional cost to the Department.
Wait at least 14 days after constructing the final asphalt surface course to place thermoplastic pavement markings. Provide temporary pavement markings during the interim period prior to opening the road to traffic.
711-4.1.1 Preformed Thermoplastic: Apply markings to dry surfaces only and when ambient air temperature is at least 32°F. Prior to installation, follow the manufacturer’s recommendations for pre-heating.
711-4.2 Thickness:711-4.2.1 Standard Thermoplastic Markings: Apply or recap standard thermoplastic pavement markings for longitudinal lines to attain a minimum thickness of
0.10 inch or 100 mils and a maximum thickness 0.15 inch or 150 mils maximum thickness, when measured above the pavement surface.
All chevrons, diagonal and transverse lines, messages, symbols, and arrows, wherever located, will have a thickness of 0.09 inch or 90 mils to 0.12 inch or 120 mils when measured above the pavement surface.
Measure, record and certify on Department approved form and submit to the Engineer, the thickness of white and yellow pavement markings in accordance with FM 5- 541.
The Engineer will verify the thickness of the pavement markings in accordance with FM 5-541 within 30 days of receipt of the Contractor’s certification.
711-4.2.2 Refurbishment Thermoplastic Markings: Apply a minimum of
0.06 inch or 60 mils of thermoplastic material. Ensure that the combination of the existing marking and the overlay after application of glass spheres does not exceed the maximum thickness of 0.150 inch or 150 mils for all lines.
Measure, record and certify on Department approved form and submit to the Engineer, the thickness of white and yellow pavement markings in accordance with FM 5- 541.
The Engineer will verify the thickness of the pavement markings in accordance with FM 5-541 within 30 days of receipt of the Contractor’s certification.
711-4.2.3 Preformed Thermoplastic: Apply 0.125 inch or 125 mils of preformed thermoplastic material.
Measure, record and certify on Department approved form and submit to the Engineer, the thickness of the pavement markings in accordance with FM 5-541.
711-4.3 Retroreflectivity: Apply white and yellow pavement markings that will attain an initial retroreflectivity of not less than 450 mcd/lx·m2 and not less than 350 mcd/lx·m2, respectively for all longitudinal lines. All chevrons, diagonal lines, stop lines, messages, symbols, and arrows will attain an initial retroreflectivity of not less than 300 mcd/lx·m2 and
250 mcd/lx·m2 for white and yellow respectively. All crosswalks and bicycle markings shall attain an initial retroreflectivity of not less than 275 mcd/lx·m2.
Measure, record and certify on Department approved form and submit to the Engineer, the retroreflectivity of white and yellow pavement markings in accordance with FM 5- 541.
711-4.4 Glass Spheres:711-4.4.1 Longitudinal Lines: For standard thermoplastic markings, apply the first drop of Type 4 or larger glass spheres immediately followed by the second drop of Type 1 glass spheres. For refurbishment thermoplastic markings, apply a single drop of Type 3 glass spheres. Apply reflective glass spheres to all markings at the rates determined by the manufacturer’s recommendations.
711-4.4.2 Chevrons, Diagonal and Transverse Lines, Messages, Symbols, and Arrows: For standard or refurbishment thermoplastic markings, apply a single drop of Type 1 glass spheres. Apply retroreflective glass spheres to all markings at the rates determined by the manufacturer’s recommendations.
Apply a mixture consisting of 50% glass spheres and 50% sharp silica sand to all standard thermoplastic crosswalk lines at the rates determined by the manufacturer’s recommendations.
711-4.4.3 Preformed Markings: These markings are factory supplied with glass spheres and skid resistant material. No additional glass spheres or skid resistant material should be applied during installation.
711-5 Contractor’s Responsibility for Notification.Notify the Engineer prior to the placement of the materials. Furnish the Engineer with the manufacturer’s name and batch numbers of the thermoplastic materials and glass spheres to be used. Ensure that the approved batch numbers appear on the thermoplastic materials and glass spheres packages.
711-6 Protection of Newly Applied Thermoplastic Pavement Markings.Do not allow traffic onto or permit vehicles to cross newly applied pavement markings until they are sufficiently dry. Remove and replace any portion of the pavement markings damaged by passing traffic or from any other cause, at no additional cost to the Department.
711-7 Observation Period.Longitudinal pavement markings are subject to a 180 day observation period under normal traffic. The observation period shall begin with the satisfactory completion and acceptance of the work.
The longitudinal pavement markings shall show no signs of failure due to blistering, excessive cracking, chipping, discoloration, poor adhesion to the pavement, loss of retroreflectivity or vehicular damage. The retroreflectivity shall meet the initial requirements of 711-4.3. The Department reserves the right to check the retroreflectivity any time prior to the end of the observation period.
Replace, at no additional expense to the Department, any longitudinal pavement markings that do not perform satisfactorily under traffic during the 180 day observation period.
711-8 Corrections for Deficiencies.Recapping applies to conditions where additional pavement marking material is applied to new or refurbished pavement markings to correct a thickness deficiency. Correct deficiencies by recapping or removal and reapplication of a 1 mile section centered around the deficiency, as determined by the Engineer, at no additional cost to the Department.
711-9 Submittals.711-9.1 Submittal Instructions: Prepare a certification of quantities, using the Department’s current approved form, for each project in the Contract. Submit the certification of quantities and daily worksheets to the Engineer. The Department will not pay for any disputed items until the Engineer approves the certification of quantities.
711-9.2 Contractor’s Certification of Quantities: Request payment by submitting a certification of quantities no later than Twelve O clock noon Monday after the estimate cut-off date or as directed by the Engineer, based on the amount of work done or completed. Ensure the certification of quantities consists of the following:
- Contract Number, FPID Number, Certification Number, Certification Date and the period that the certification represents.
- The basis for arriving at the amount of the progress certification, less payments previously made and less any amount previously retained or withheld. The basis will include a detailed breakdown provided on the certification of items of payment.
711-10 Method of Measurement.The quantities, authorized and acceptably applied, under this Section will be paid as follows:
- The length, in gross miles, of solid, 10’-30’ skip, 3’-9’ dotted, 6’-10’ dotted, and 2’-4’ dotted lines.
- The length, in linear feet, of transverse lines, diagonal lines, chevrons, and parking spaces.
- The number of pavement messages, symbols, and arrows. Each arrow is paid as a complete marking, regardless of the number of “points” or directions.
- The area, in square feet, for removal of existing markings acceptably removed. Payment for removal of conflicting markings will be in accordance with 102-5.8. Payment for removal of non-conflicting markings will be paid separately.
The gross mile measurement will be taken as the distance from the beginning of the thermoplastic line to the end of the thermoplastic line and will include the unmarked gaps for skip and dotted lines. The gross mile measurement will not include designated unmarked lengths at intersections, turn lanes, etc. Final measurement will be determined by plan dimensions or stations, subject to 9-1.3.1.
711-11 Basis of Payment.Prices and payments will be full compensation for all work specified in this Section, including, all cleaning and preparing of surfaces, furnishing of all materials, application, curing and protection of all items, protection of traffic, furnishing of all tools, machines and equipment, and all incidentals necessary to complete the work. Final payment will be withheld until all deficiencies are corrected.
Payment will be made under:
Item No. 711 Thermoplastic Pavement Markings
Solid - per gross mile. Solid - per linear foot. Skip - per gross mile. Dotted - per gross mile. Message or Symbol - each. Arrows - each.
Yield Line - per linear foot. Remove - per square foot.
STABILIZING (LOCAL AGENCY USE – FDOT ARCHIVE SPECIFICATION). (REV 01-00) (1-13)- Description.
SECTION 160 STABILIZING
Stabilize designated portions of the roadbed to provide a firm and unyielding subgrade, having the required bearing value specified in the plans. When specified in the plans, provide additional strengthening of the subbase by additional stabilizing of the upper portion of the previously stabilized subgrade, within the limits specified.
160-2 Stabilized Subgrade.For stabilized subgrade, the Contractor may choose the type of material, Commercial or Local.
When the stabilizing is designated as Type B, the Engineer will determine compliance with the bearing value requirements by the Limerock Bearing Ratio (LBR) Method. If approved by the Engineer and only for materials requiring an LBR value of 40, the Engineer may omit Sections 6.0 and 6.1 of Florida Method of Test for Limerock Bearing Ratio (FM 5-515) and perform an Unsoaked LBR Test. The Engineer or the Contractor may request to use this method. If the Unsoaked LBR Test results in a failing test, then the
Engineer will perform a standard Soaked LBR Test. When the stabilizing is designated as Type C, the Engineer will determine compliance by the Florida Soil Bearing Test.
The Contractor is responsible to make the finished roadbed section meet the bearing value requirements, regardless of the quantity of stabilizing materials necessary to be added. Also, the Department will make full payment for any areas where the existing subgrade materials meet the design bearing value requirements without the addition of stabilizing additives, as well as areas where the Contractor may elect to place select high-bearing materials from other sources within the limits of the stabilizing.
After substantially completing the roadbed grading operations, determine the type and quantity (if any) of stabilizing material necessary for compliance with the bearing value requirements. Notify the Engineer of the approximate quantity to be added. Obtain the Engineer's approval for spreading and mixing-in of such quantity of materials to achieve uniformity and effectiveness.
The Engineer may allow, at no additional cost to the Department, the substitution of 6 inches [150 mm] of Granular Subbase meeting the requirements of Section 290, when 12 inches [300 mm] of Type B Stabilization requiring an LBR value of 40 is specified.
160-3 Stabilized Subbase.When Stabilized Subbase is required, after the mixing operations for the stabilization of the entire subgrade limits, strengthen the upper portion of the subgrade, within the limits shown, by adding and mixing-in a loose depth of commercial stabilizing material as designated in the plans or as may be otherwise designated by the Engineer. Provide a minimum depth of spread 3 inches [75 mm] (loose measurement).
160-4 Materials.160-4.1 Commercial and Local Materials: Meet the requirements of Section 914 for the particular type of stabilizing material to be used.
160-4.2 Use of Materials from Existing Base: When the use of materials from an existing base is required as all, or a portion, of the stabilizing additives, the Engineer will direct the location, placement, and distribution of such materials. Perform this work prior to the spreading of any additional commercial or local materials. Do not remove any section of existing base until the need for it in maintaining traffic is fulfilled.
The Engineer may direct the Contractor to use materials from an existing base in combination with either of the designated types of stabilizing.
160-5 Construction Methods.160-5.1 General: Prior to the beginning of stabilizing operations, construct the area to be stabilized to an elevation such that, upon completion of stabilizing operations, the completed stabilized subgrade will conform to the lines, grades, and cross-section shown in the plans. Prior to spreading any additive stabilizing material, bring the surface of the roadbed to a plane approximately parallel to the plane of the proposed finished surface.
The Contractor may process the subgrade to be stabilized in one course, unless the equipment and methods being used do not provide the required uniformity, particle size limitation, compaction, and other desired results, in which case, the Engineer will direct that the processing be done in more than one course. 160-5.2 Application of Stabilizing Material: When additive stabilizing materials are required, spread
the designated quantity uniformly over the area to be stabilized.
When materials from an existing base are to be used in the stabilizing at a particular location, place and spread all of such materials prior to the addition of other stabilizing additives.
Spread commercial stabilizing material by the use of mechanical material spreaders, except that where use of such equipment is not practicable, use other means of spreading, but only upon written approval of the proposed alternate method.
160-5.3 Mixing: Perform mixing using rotary tillers or other equipment meeting the approval of the Engineer. The Contractor may mix the materials in a plant of an approved type suitable for this work.
Thoroughly mix the area to be stabilized throughout the entire depth and width of the stabilizing limits.
Perform the mixing operations, as specified, (either in place or in a plant) regardless of whether the existing soil, or any select soils placed within the limits of the stabilized sections, have the required bearing value without the addition of stabilizing materials.
As an exception to the above mixing requirements, where the subgrade is of rock, the Engineer may waive the mixing operations (and the work of stabilizing), and the Department will not pay for stabilization for such sections of the roadway.
160-5.4 Maximum Particle Size of Mixed Materials: At the completion of the mixing, ensure that the gradation of the material within the limits of the area being stabilized is such that 97% will pass a 31z inch [90 mm] sieve and that the material does not have a plasticity index greater than eight or liquid limit greater than 30. Note that clay balls or lumps of clay size particles (2 microns or less) [(2 μm or less)] and therefore cannot be considered as individual particle sizes. Remove any materials not meeting the plasticity requirements from the stabilized area. The Contractor may break down or remove from the stabilized area materials not meeting the gradation requirements.
160-5.5 Compaction: Except where a stabilized subbase is also to be constructed (as specified in 160-6), after completing the mixing operations and satisfying the requirements for bearing value, uniformity, and particle size, compact the stabilized area in accordance with 160-8. Compact the materials at a moisture content permitting the specified compaction. If the moisture content of the material is improper for attaining the specified density, either add water or allow the material to dry until reaching the proper moisture content for the specified compaction.
160-5.6 Finish Grading: Shape the completed stabilized subgrade to conform with the finished lines, grades, and cross-section indicated in the plans. Check the subgrade using elevation stakes or other means approved by the Engineer.
160-5.7 Requirements for Condition of Completed Subgrade: After completing the stabilizing and compacting operations, ensure that the subgrade is firm and substantially unyielding to the extent that it will support construction equipment and will have the bearing value required by the plans.
Remove all soft and yielding material, and any other portions of the subgrade which will not compact readily, and replace it with suitable material so that the whole subgrade is brought to line and grade, with proper allowance for subsequent compaction.
160-5.8 Maintenance of Completed Subgrade: After completing the subgrade as specified above, maintain it free from ruts, depressions, and any damage resulting from the hauling or handling of materials, equipment, tools, etc. The Contractor is responsible for maintaining the required density until the subsequent base or pavement is in place including any repairs, replacement, etc., of curb and gutter, sidewalk, etc., which might become necessary in order to recompact the subgrade in the event of underwash or other damage occurring to the previously compacted subgrade. Perform any such recompaction at no expense to the Department. Construct and maintain ditches and drains along the completed subgrade section.
160-6 Stabilized Subbase (Additional Strengthening of Upper Portion).When a stabilized subbase is to be constructed in conjunction with the stabilization operations, after the mixing of the stabilization area as specified in 160-5.3, and determination that the bearing value requirements specified in 160-7 have been met, shape the area over which the stabilized subbase is to be constructed as provided in 160-5.1, and compact it sufficiently to provide a firm surface for the operations to follow. Spread the amount of commercial stabilizing material specified in 160-3 for this operation, in accordance with 160-5.2, and mix it to the depth indicated in the plans, in accordance with 160-5.3. Allow a tolerance of 1 inch [25 mm] in excess of the plan depth in this mixing. The Engineer will not perform any additional tests for bearing value after the mixing of materials for the Stabilized Subbase.
Compact and finish grading, as specified in 160-5.5 and 160-5.6, and meet the provisions of 160-5.4, 160-5.7, and 160-5.8 for this work.
When commercial materials are used as the stabilizing additives for the initial subgrade stabilization,
the Engineer may eliminate the work of Stabilized Subbase, either entirely or in designated sections of the overall limits for this work as may be specified in the plans.
160-7 Bearing Value Requirements.160-7.1 General: The Engineer will obtain and test bearing value samples at completion of satisfactory mixing of the stabilized area. For any area where the bearing value obtained is deficient from the value indicated in the plans, in excess of the tolerances established herein, spread and mix additional stabilizing material in accordance with 160-5.3. Perform this reprocessing for the full width of the roadway being stabilized and longitudinally for a distance of 50 feet [15 m] beyond the limits of the area in which the bearing value is deficient.
The Contractor shall make his own determination of the quantity of additional stabilizing material to be used in reprocessing.
160-7.2 Tolerances in Bearing Value Requirements: Use the following undertolerances from the specified bearing value, as based on tests performed on samples obtained after completing mixing operations:
Specified Bearing Value
Undertolerance
LBR 40
5.0
LBR 35
4.0
LBR 30 (and under)
2.5
All Florida Bearing Values
5.0
The following unsoaked bearing value requirement is based on tests performed on samples obtained after completing mixing operations:
Specified Bearing Value Unsoaked Bearing Value
Required
Undertolerance
LBR 40 LBR 43 0.0
160-8 Density Requirements.160-8.1 General: Within the entire limits of the width and depth of the areas to be stabilized, other than as provided in 160-8.2, obtain a minimum density at any location of 98% of the maximum density as determined by AASHTO T 180. When bearing value determinations are made by the Florida Soil Bearing Test, the Engineer will use Test Method C of AASHTO T 180, and, when bearing value determinations are made by the Limerock Bearing Ratio Method, the Engineer will use Test Method D of AASHTO T 180 (as modified by the Department's Research Bulletin 22-B, Revised April, 1972).
160-8.2 Exceptions to Density Requirements: The Contractor need not obtain the minimum density specified in 160-8.1 if within the following limits:
- The width and depth of areas which are to be subsequently incorporated into a base course under the same contract.
- The upper 6 inches [150 mm] of areas to be grassed under the same contract. Compact these areas to a reasonably firm condition as directed by the Engineer.
160-9 Method of Measurement.160-9.1 Type B Stabilization and Type C Stabilization: The quantity to be paid for will be the plan quantity, in square yards [square meters], completed and accepted.
160-9.2 Stabilized Subbase: The quantity to be paid for will be the area, in square yards [square meters], completed and accepted.
160-9.3 Commercial Stabilizing Material: The quantity to be paid for separately will be determined by measurement, loose volumes, in truck bodies, at the point of unloading.
160-10 Basis of Payment.160-10.1 Type B Stabilization and Type C Stabilization: Price and payment will constitute full compensation for all work specified in this Section applicable to these types of Stabilization, including furnishing and spreading of all stabilizing material required and any reprocessing of stabilization areas necessary to attain the specified bearing value.
160-10.2 Stabilized Subbase: Price and payment will constitute full compensation for the work of incorporating the additional commercial stabilizing material into the designated subbase area.
160-10.3 Commercial Stabilizing Material: Price and payment will be full compensation for furnishing and spreading commercial stabilizing material.
No separate payment will be made for any commercial stabilizing material which the Contractor may elect to use in Type B or Type C Stabilization.
No separate payment will be made for the work of using materials from an existing base, in the stabilizing section.
160-10.4 General: The above prices and payments will constitute full compensation for all work and materials specified in this Section, specifically including all costs of the processing and incorporation of existing base materials into the proposed stabilization area when such work is required by the plans.
If the item of Borrow Excavation is included in the Contract, any stabilizing materials obtained from designated borrow areas will be included in the pay quantity for Borrow Excavation.
160-10.5 Payment Items: Payment will be made under:
Item No. 160- 3- Commercial Stabilizing Material - per cubic yard. Item No. 2160- 3- Commercial Stabilizing Material - per cubic meter. Item No. 160- 4- Type B Stabilization - per square yard.
Item No. 2160- 4- Type B Stabilization - per square meter. Item No. 160- 5- Type C Stabilization - per square yard. Item No. 2160- 5- Type C Stabilization - per square meter. Item No. 160- 6- Stabilized Subbase - per square yard.
Item No. 2160- 6- Stabilized Subbase - per square meter.
LIMEROCK BASE (FOR LOCAL AGENCY USE – FDOT ARCHIVE SPECIFICATION).(REV 01-00) (1-13)
SECTION 200 LIMEROCK BASE
- Description.
Construct a base composed of limerock.
200-2 Materials.Meet the requirements of Section 911. The Contractor may use more than one source of limerock on a single Contract provided that a single source is used throughout the entire width and depth of a section of base. Obtain approval from the Engineer before placing material from more than one source. Place material to ensure total thickness single source integrity at any station location of the base. Intermittent placement or 1zBlending1z of sources is not permitted. Limerock may be referred to hereinafter as "rock".
Do not use any of the existing limerock base that is removed to construct the new limerock base.
200-3 Equipment.Use mechanical rock spreaders, equipped with a device that strikes off the rock uniformly to laying thickness, capable of producing even distribution. For crossovers, intersections and ramp areas; roadway
widths of 20 feet [6 m] or less; the main roadway area when forms are used and any other areas where the use of a mechanical spreader is not practicable; the Contractor may spread the rock using bulldozers or blade graders.
200-4 Transporting Limerock.Transport the limerock to its point of use, over rock previously placed, if practicable, and dump it on the end of the preceding spread. Hauling and dumping on the subgrade will be permitted only when, in the Engineer's opinion, these operations will not be detrimental to the subgrade.
200-5 Spreading Limerock.200-5.1 Method of Spreading: Spread the rock uniformly. Remove all segregated areas of fine or coarse rock and replace them with properly graded rock.
200-5.2 Number of Courses: When the specified compacted thickness of the base is greater than 6 inches [150 mm], construct the base in multiple courses of equal thickness. Individual courses shall not be less than 3 inches [75 mm]. The thickness of the first course may be increased to bear the weight of the construction equipment without disturbing the subgrade.
If, through field tests, the Contractor can demonstrate that the compaction equipment can achieve density for the full depth of a thicker lift, and if approved by the Engineer, the base may be constructed in successive courses of not more than 8 inches [200 mm] compacted thickness.
The Engineer1zs approval will be based on results of a test section constructed using the Contractor1zs specified compactive effort. Approval requires the compactive effort pass a minimum of five density tests with no failing tests. Construct a test section between 300 feet [90 m] and 1,000 feet [300 m] in length, full width. At each test site, the bottom 6 inches [150 mm] must be tested and pass. Remove the materials above the bottom 6 inches [150 mm], at no expense to the Department. The minimum density required on the thicker lift will be the average of the five results obtained on the thick lift in the passing test section. Maintain the exposed surface as close to 1zundisturbed1z as possible; no further compaction will be permitted during the test preparation. If unable to achieve the required density, remove and replace or repair the test section to comply with the specifications at no additional expense to the Department.
Once approved, a change in the source of base material will require the construction of a new test section. The compactive effort will not be allowed to change once the test section is approved. The Engineer will periodically verify the density of the bottom 6 inches [150 mm] during thick lift operations.
The Department may terminate the use of thick lift construction and have the Contractor revert to the 6 inch [150 mm] maximum lift thickness if satisfactory results are not being achieved.
200-5.3 Limerock Base for Shoulder Pavement: Unless otherwise permitted, complete all limerock base shoulder construction at any particular location before placing the final course of pavement on the traveled roadway. When dumping material for the construction of a limerock base on the shoulders, do not allow material capable of scarring or contaminating the pavement surface on the adjacent pavement. Immediately sweep off any limerock material that is deposited on the surface course.
200-6 Compacting and Finishing Base.200-6.1 General:
200-6.1.1 Single Course Base: After spreading, scarify the entire surface, then shape the base to produce the required grade and cross-section after compaction.
200-6.1.2 Multiple Course Base: Clean the first course of foreign material, then blade and bring it to a surface cross-section approximately parallel to the finished base. Before spreading any material for the upper courses, allow the Engineer to make density tests for the lower courses to determine that the required compaction has been obtained. After spreading the material for the top course, finish and shape its surface to produce the required grade and cross-section, free of scabs and laminations, after compaction.
200-6.2 Moisture Content: When the material does not have the proper moisture content to ensure the required density, wet or dry it as required. When adding water, uniformly mix it in by disking to the full
depth of the course that is being compacted. During wetting or drying operations, manipulate, as a unit, the entire width and depth of the course that is being compacted.
200-6.3 Density Requirements: When proper moisture conditions are attained, compact the material to not less than 98% of maximum density determined by AASHTO T 180.
Compact the limerock base for shoulder pavement to not less than 95% of the maximum density determined under AASHTO T 180.
200-6.4 Density Tests: The Engineer will perform at least three density determinations on each day's final compaction operations on each course, and at more frequent intervals, if deemed necessary.
During final compacting operations, blade any areas necessary to obtain the true grade and cross- section before making the Engineer the density tests on the finished base.
200-6.5 Correction of Defects:
200-6.5.1 Contamination of Base Material: If, at any time, the subgrade material becomes mixed with the base course material, dig out and remove the mixture, and reshape and compact the subgrade. Then replace the materials removed with clean base material, and shape and compact as specified above. Perform this work at no expense to the Department.
200-6.5.2 Cracks and Checks: If cracks or checks appear in the base, either before or after priming, which, in the opinion of the Engineer, would impair the structural efficiency of the base, remove the cracks or checks by rescarifying, reshaping, adding base material where necessary, and recompacting.
200-6.6 Compaction of Widening Strips: Where base construction consists of widening strips and the trench width is not sufficient to permit use of standard base compaction equipment, compact the base using vibratory compactors, trench rollers or other special equipment which will achieve the density requirements specified herein.
When multiple course base construction is required, compact each course prior to spreading material for the overlaying course.
200-7 Testing Surface.Check the finished surface of the base course with a template cut to the required crown and with a 15 foot [4.572 m] straightedge laid parallel to the centerline of the road. Correct all irregularities greater than 1z inch [6 mm] to the satisfaction of the Engineer by scarifying and removing or adding rock as required, and recompact the entire area as specified hereinbefore.
200-8 Priming and Maintaining.200-8.1 Priming: Apply the prime coat only when the base meets the specified density requirements and when the moisture content in the top half of the base does not exceed 90% of the optimum moisture of the base material. At the time of priming, ensure that the base is firm, unyielding and in such condition that no undue distortion will occur.
200-8.2 Maintaining: Maintain the true crown and template, with no rutting or other distortion, while applying the surface course.
200-9 Thickness Requirements.Meet the requirements of 285-6.
200-10 Calculations for Average Thickness of Base.Calculations for determining the average thickness of base will be made in accordance with 285-7.
200-11 Method of Measurement.200-11.1 General: The quantity to be paid for will be the plan quantity, adjusted as specified below.
200-11.2 Authorized Normal Thickness Base: The surface area of authorized normal thickness base to be adjusted will be the plan quantity as specified above, omitting any areas not allowed for payment under the provisions of 200-9 and omitting areas which are to be included for payment under 200-11.3. The adjustment shall be made by adding or deducting, as appropriate, the area of base represented by the difference between the calculated average thickness, determined as provided in 200-10, and the specified normal thickness, converted to equivalent square yards [square meters] of normal thickness base.
200-11.3 Authorized Variable Thickness Base: Where the base is constructed to a compacted thickness other than the normal thickness as shown on the typical section in the plans, as specified on the plans or ordered by the Engineer for providing additional depths at culverts or bridges, or for providing transitions to connecting pavements, the volume of such authorized variable thickness compacted base will be calculated from authorized lines and grades, or by other methods selected by the Engineer, converted to equivalent square yards [square meters] of normal thickness base for payment.
200-12 Basis of Payment.Price and payment will be full compensation for all the work specified in this Section, including correcting all defective surface and deficient thickness, removing cracks and checks as provided in 200-6.5.2, and the additional limerock required for crack elimination.
Prime coat will be paid for under Section 300. Payment shall be made under:
Item No. 285-7- Optional Base - per square yard. Item No. 2285-7- Optional Base - per square meter.
PORTLAND CEMENT CONCRETE (LOCAL AGENCY USE – FDOT ARCHIVE SPECIFICATION).(REV 01-00) (1-13)
SECTION 346 PORTLAND CEMENT CONCRETE
- Description.
Use concrete composed of a mixture of portland cement, aggregate, water, and, where specified, admixtures and pozzolan. Deliver the portland cement concrete to the site of placement in a freshly mixed, unhardened state.
Meet the production and quality control of concrete provisions of this Section and the Florida Department of Transportation Standard Operating Procedures.
346-2 Materials.346-2.1 General: Meet the following requirements:
Coarse Aggregate........................................................... Section 901
Fine Aggregate*............................................................. Section 902
Portland Cement............................................................. Section 921
Water.............................................................................. Section 923
Admixtures..................................................................... Section 924
Fly Ash, Slag** and Microsilica (Pozzolanic Materials)Section 929
*The Engineer will allow only silica sand except as provided in 902-5.2.3.
**The Engineer will allow only granulated blast furnace slag.
Use the materials containing no hardened lumps, crusts or frozen matter, and that are not contaminated with dissimilar material.
346-2.2 Types of Cement: Unless a specific type of cement is designated elsewhere, use Type I, Type IP, Type IS, Type IP(MS), Type II, or Type III cement in all classes of concrete.
Use only the types of cements designated for each environmental condition in structural
concrete.
TABLE 1
BRIDGE SUPERSTRUCTURES
Component
Slightly Aggressive Environment
Moderately Aggressive Environment
Extremely Aggressive Environment
Precast Superstructure and Prestressed Elements
Type I, Type II, Type III, Type IP, Type IS, or Type IP (MS)
Type I, Type II, and Type III all with Fly Ash or Slag; Type IP, Type IS, or Type IP(MS)
Type II with Fly Ash or Type II with Slag
C.I.P. Superstructure Slabs and Barriers
Type I, Type II, Type IP, Type IS, or Type IP(MS)
Type I with Fly Ash or Slag, Type II, Type IP, Type IS, or Type IP(MS)
Type II with Fly Ash or Type II with Slag
BRIDGE SUBSTRUCTURE, DRAINAGE STRUCTURES AND OTHER STRUCTURES
Component
Slightly Aggressive Environment
Moderately Aggressive Environment
Extremely Aggressive Environment
All Structure Components
Type I, Type II, Type III, Type IP, Type IS, or Type IP (MS)
Type I with Fly Ash or Slag, Type II, Type IP, Type IP(MS), or Type IS
Type II with Fly Ash or Type II with Slag
346-2.3 Use of Fly Ash, Slag, Microsilica, and Other Pozzolanic Materials: The Contractor may use fly ash, slag, microsilica and other pozzolanic materials as a cement replacement in all classes of concrete (when Type I, Type II, or Type III cement is used) with the following limitations:
- When fly ash, slag or microsilica is used as a cement replacement, use it on a pound per pound [kilogram per kilogram] basis. Calculate cement replacement as shown in the example.
Example - Assume a total cementitious content of 752 pounds [341 kg]. Calculate the required microsilica for a 7.6% replacement as 752 by .076 = 57 pounds [341 by
.076 = 26 kg]. Calculate the required fly ash for a 20% replacement as 752 by 0.20 = 151 pounds [341 by 0.20 = 68 kg]. Cement required is 544 pounds [247 kg].
- Ensure that the quantity of cementitious material replaced with fly ash in mass concrete is greater than 18% and less than 50% by weight of the total cementitious content. The minimum cementitious content for each class of concrete is shown in the Master Proportion Table (Table 3).
- Ensure that the quantity of cementitious material replaced with fly ash in drilled shaft concrete is 35 1z 2% by weight of the total cementitious content.
- For all other concrete uses not covered in (2) and (3) above, ensure that the quantity of cementitious material replaced with fly ash is greater than 18% and less than 22% by weight of the total cementitious content.
- Ensure that the pozzolan constituent of Type IP(MS) is in the range of 15 to 40% by weight of the portland-pozzolan cementitious material.
- Obtain the Engineer's approval to use pozzolanic materials other than Class F
fly ash.
- Ensure that the quantity of cementitious material replaced with slag in drilled
shaft concrete is 60 1z 2% by weight of the total cementitious content.
- For all other concrete uses not covered in (7) above, ensure that the quantity of cementitious material replaced with slag is not less than 25% or greater than 70% of the total cementitious content when used in Slightly and Moderately Aggressive environments, and not less than 50% or greater than 70% of the total cementitious content when used in Extremely Aggressive environments. When used in combination with microsilica, ensure that the slag does not replace less than 50% or more than 55% of the total cementitious content.
- Ensure that the quantity of cementitious material replaced with microsilica is not less than 7% or greater than 9%. Use high range water reducing admixtures in concrete mixes incorporating microsilica.
346-2.4 Coarse Aggregate Gradation: Produce all concrete using Size No. 57 or Size No.
67 coarse aggregate except as follows:
- With the Engineer's approval, the Contractor may use Size No. 8 or Size No. 89 either alone or blended with Size No. 57 or Size No. 67 for concrete construction that is heavily reinforced or for barrier wall or curb construction using slip forms.
- The Engineer may approve other gradations of aggregates. The Engineer will consider requests for approval of other gradations individually and will require the Contractor to submit sufficient statistical data to establish production quality and uniformity of the subject aggregates, and to establish the quality and uniformity of the resultant concrete. Furnish aggregate gradations sized larger than nominal maximum size of 1.5 inch [37.5 mm] as two components.
- Select the maximum coarse aggregate size so as not to violate the reinforcement spacing provisions given for reinforced concrete in the AASHTO Standard Specifications for Highway Bridges.
346-2.5.1 Chemical Admixtures: Use concrete containing a water-reducing admixture (Type A) or water-reducing and retarding admixture (Type D). Use a dosage rate that is generally in accordance with the manufacturer's recommended dosage rate. When necessary, adjust the dosage rate.
The Engineer may approve the use of other admixtures. The Engineer will require the Contractor to submit statistical evidence supporting successful laboratory and field trial mixes which demonstrate improved concrete quality or handling characteristics.
The Engineer will not allow chemical admixtures or additives containing calcium chloride (either in the raw materials or introduced during the manufacturing process) in reinforced concrete.
346-2.5.2 Air Entrainment Admixtures: Ensure that all concrete except counterweight concrete contains an air entraining admixture. Establish dosage rates by trial mixes, and adjust them to meet field conditions.
346-2.5.3 High Range Water Reducing Admixtures: Use high range water reducing admixtures in concrete mixes incorporating microsilica. The Contractor may propose the use of an approved High Range Water Reducer (HRWR) admixture, either Type F or Type G. In a proposal to use HRWR for precast items, include a list of precast items for which it is proposed. The Contractor may also propose the use of HRWR for cast-in-place concrete, except for concrete used in drilled shafts. In a proposal to use HRWR for cast-in-place items, include a detailed listing of the areas, locations, elements, etc. for which its use is proposed and the anticipated benefits to be derived from the use of HRWR in each instance.
Perform all testing for plastic concrete properties after the HRWR has been added to the concrete mix.
The Department will not consider Value Engineering credits or other price adjustments for proposals to utilize HRWR in order to reduce the specified minimum cementitious requirements for the various classes of concrete.
In a proposal to use HRWR in concrete, include the following:
A certification from the HRWR supplier that the HRWR admixture proposed meets the requirements of ASTM C 494, Type F or G. Ensure that the certificate states that the one year tests representing the admixture to be supplied have been performed by an independent laboratory approved by the Cement and Concrete Reference Laboratory (CCRL) and that the records of such tests will be furnished to the Department on request. Ensure that the certification also includes an additional statement from the HRWR supplier or an approved independent testing laboratory that the proposed HRWR admixture is compatible with all other admixtures to be included in the concrete design mix.
When a HRWR admixture is proposed for use in the design mix, propose a target slump value. Ensure that the target slump does not exceed 7 inches [180 mm]. Meet the other control requirements and ranges as specified herein.
Include with the confirming data all details of the design mix ingredients, all required certificates from the supplier and independent testing laboratory, and a certificate from the Witnessing Department Engineer. Ensure that the certificate states that the Contractor has demonstrated through production and placement of the required number of batches that concrete containing HRWR has been produced meeting all test requirements, that the HRWR concrete has been satisfactorily mixed in accordance with the Contractor's proposed methods and sequences, and that the concrete was acceptably placed, consolidated and cured.
Before the Engineer approves any design mix, demonstrate through production of at least three batches (3 yd3 [2.3 m3] minimum size each) of concrete containing the HRWR that the concrete plant can produce concrete consistently meeting specified slump, air content, and compressive strength requirements. Also demonstrate to the Witnessing Department Engineer that the concrete containing the HRWR admixture in accordance with the proposed design mixes can be placed, consolidated and finished under conditions existing for the proposed uses. Obtain the Engineer's approval before using HRWR concrete design mixes.
The Engineer may approve proposed HRWR mixes for concrete, centrally mixed at the placement site, without the production of demonstration batches providing you meet the requirements of 346-6.2, and:
- A previously approved HRWR mix of the same class has demonstrated satisfactory performance under the proposed job placing conditions with a minimum of 15 consecutive Department acceptance tests which met all plastic and hardened concrete test requirements.
- The cement and water reducing admixtures used in the proposed mix are the same materials from the same source used in the previously approved mix (Item (1) above), and the other materials and mix proportions are approved as similar by the Engineer.
Dispose of concrete produced for demonstration purposes at no expense to the Department. Subject to the Engineer's approval, the Contractor may incorporate this concrete into unreinforced concrete items.
Include with each design mix a description of methods, sequences, times and places that the HRWR will be introduced into the concrete mix for each proposed use.
Adjust methods, sequences, times and places for introduction of the HRWR to suit the requirements for each proposed use and condition. The Contractor may transfer design mixes including a HRWR based on demonstrated ability of the mix to perform its intended function.
The Engineer will consider design mixes submitted for approval upon receiving certification from the Witnessing Department Engineer that the Contractor has demonstrated the ability to produce concrete containing a HRWR admixture in accordance with the proposed design mixes, meeting minimum strength requirements within specified ranges for slump and air, and which can be placed, consolidated and finished under conditions existing for the proposed uses. In addition, the Witnessing Department Engineer will include in the certification the test values of the slump, air and 28-day strength tests for all demonstration batches of concrete, and an evaluation and description of the Contractor's actual sequences, methods and time required for the placement and consolidation of each batch of concrete. Also include in the certification, the Witnessing Department Engineer's evaluation of the appearance, apparent consolidation and finish texture after form removal of each item cast.
Except for casting unreinforced concrete items as approved by the Engineer, do not produce or place demonstration concrete containing a HRWR admixture for payment under Contract pay items until design mixes containing the HRWR have been approved. To qualify for payment under Contract pay items, ensure that unreinforced demonstration concrete, cast with the approval of the Engineer, meets minimum strength and entrained air requirements contained in these Specifications, and that the slump is within 1.5 inch [40 mm] of the target slump proposed by the Contractor.
346-2.5.4 Corrosion Inhibitor Admixture: Ensure that concrete containing a corrosion inhibitor admixture also contains cementitious materials consisting of Type II cement and Class F fly ash. The Contractor may use ground granulated blast furnace slag in lieu of fly ash.
Ensure that concrete containing a corrosion inhibitor admixture also contains a water reducing retardant admixture (Type D). The Contractor may also need to use a high range water reducer Type F (or Type G) to provide the required workability and to normalize the setting time of concrete. Ensure that all admixtures are compatible with the corrosion inhibitor admixture.
346-2.6 Mixing Different Coarse Aggregates: The Engineer may allow the substitution of coarse aggregate of the same type from a different source in an approved concrete mix when the aggregate to be substituted is also from an approved source and has similar physical and chemical properties. If unsatisfactory results are obtained with the different source aggregate, return to the aggregate from the originally approved aggregate source of supply.
346-3 Classification, Strength, Slump, and Air Content.346-3.1 General: The separate classifications of concrete covered by this Section are designated as Class I, Class II, Class III, Class IV, Class V, and Class VI. Strength, slump, and air content of each class are specified in the following (Table 2):
TABLE 2
Class of Concrete
Specified Minimum Strength (28-day) (psi) [(MPa)]
Target Slump (inches) [(mm)](d)
Air Content Range (%)
STRUCTURAL CONCRETE
I (Pavement) (b)
3,000 [21]
2 [50]
1 to 6
I (Special) (a)
3,000 [21]
3 [75]
1 to 6
II (a)
3,400 [23]
3 [75] (c)
1 to 6
II (Bridge Deck)
4,500 [31]
3 [75] (c)
1 to 6
III
5,000 [35]
3 [75] (c)
1 to 6
III (Seal)
3,000 [21]
8 [200]
1 to 6
IV
5,500 [38]
3 [75] (c)
1 to 6
IV (Drilled Shaft)
4,000 [28]
8 [200]
0 to 6
V (Special)
6,000 [41]
3 [75] (c) (e)
1 to 5
V
6,500 [45]
3 [75] (c)
1 to 5
VI
8,500 [59]
3 [75] (c)
1 to 5
- The Contractor may use concrete meeting the requirements of ASTM C 478 (4,000 psi) [ASTM C 478M (30 MPa)] in lieu of Class I or Class II concrete in precast items manufactured in plants which meet the Department's Standard Operating Procedures for Precast Drainage products. Apply the chloride content limits specified in 346-4.2 to all precast or cast-in-place box culverts.
- Ensure that consistency of the concrete is such that the edges of the pavement surface consistently meet the surface requirements in Section 350.
- The Engineer may allow higher target slump, not to exceed 7 inches [180 mm], when a high range water reducer is used.
TABLE 2
Class of Concrete
Specified Minimum Strength (28-day) (psi) [(MPa)]
Target Slump (inches) [(mm)](d)
Air Content Range (%)
- The Engineer may approve a reduction in the target slump for slipformed or prestressed elements.
- When the use of microsilica is required as a pozzolan in Class V (Special) concrete, ensure that the concrete does not exceed a permeability of 1,000 coulombs at 28-days when tested per AASHTO T 277. Submit 2, 4-inch [102 mm] diameter by 8 inch [203 mm] length cylindrical test specimens to the Engineer for permeability testing prior to mix design approval. The permeability of the concrete will be taken as the average of two tests. The Engineer may require permeability tests during
production.
346-3.2 Drilled Shaft Concrete: When drilled shaft concrete is specified or required in the Contract Documents and is to be placed in any wet shaft, provide concrete in accordance with the following specified slump loss requirements. When concrete is placed in a dry excavation, do not test for slump loss, except where a temporary removable casing is required.
Ensure that drilled shaft concrete has a slump between 7 inches and 9 inches [180 mm and 230 mm] when placed and maintains a slump of 4 inches [100 mm] or more throughout the drilled shaft concrete elapsed time. Ensure that the slump loss is gradual as evidenced by slump loss tests described below. The concrete elapsed time is the sum of the mixing and transit time, the placement time and the time required for removal of any temporary casing that causes or could cause the concrete to flow into the space previously occupied by the temporary casing.
Provide slump loss tests before drilled shaft concrete operations begin, demonstrating that the drilled shaft concrete maintains a slump of at least 4 inches [100 mm] throughout the concrete elapsed time. Inform the Engineer at least 48 hours prior to performing such tests in order to allow arrangements to be made for a Department representative to witness the mixing and testing required. Perform slump loss testing of the drilled shaft mix using a laboratory acceptable to the Engineer. Use a laboratory that (1) has been inspected by the CCRL on a regular basis, with all deficiencies corrected, and under the supervision of a Specialty Engineer, or (2) meets all the requirements of ASTM C 1077.
Perform the following procedures for slump loss tests:
- Perform a test for time of setting of concrete mixtures by penetration resistance (FM 1-T 197).
- Prepare the mix for the slump loss test at a temperature consistent with the highest ambient and concrete temperatures expected during actual concrete placement. Obtain the Engineer's approval of the test temperature.
- Ensure that the mix is at least 3 yd3 [2.3 m3] and is mixed in a mixer
truck.
- After initial mixing, determine the slump, concrete temperature,
ambient temperature and air content. Ensure that the concrete properties are within the required specification limits. Initiate the time of setting test (FM 1-T 197) at this time.
- Mix the concrete intermittently for 30 seconds every five minutes at the mixing speed of the mixer.
- Determine slump, concrete temperature, ambient temperature and air content at 30 minute intervals until the slump is 2 inches [50 mm] or less. Remix the mix for one minute at the mixing speed of the mixer before these tests are run.
- Begin all elapsed times when water is initially introduced into the mix.
- Ensure that the concrete maintains a slump of at least 4 inches [100 mm] for the anticipated elapsed time.
- Obtain the Engineer's approval of slump loss test results in terms of elapsed time prior to concrete placements.
346-3.3 Mass Concrete: When mass concrete is designated in the Contract Documents, provide an analysis of the anticipated thermal developments in the mass concrete elements for all expected project temperature ranges using the proposed mix design, casting procedures, and materials. Additionally, describe the measures and procedures intended for use to maintain a temperature differential of 351zF [201zC] or less between the interior and exterior portions of the designated mass concrete elements during curing. Submit both the mass concrete mix design and the proposed plan to monitor and control the temperature differential concurrently to the Engineer for approval a minimum of ten working days prior to concrete placement. Provide temperature monitoring devices approved by the Engineer to record temperature development between the interior and exterior portions of the elements at points approved by the Engineer.
Read the monitoring devices and record the readings at not greater than 6-hour intervals, as approved by the Engineer, beginning when casting is complete and continuing until the maximum temperature differential is reached and begins dropping. If monitoring indicates the 351zF [201zC] differential has been exceeded, take immediate action to retard further growth in the temperature differential and make the necessary revisions to the approved plan to maintain the 351zF [201zC] or less differential on any remaining placements. Obtain the Engineer's approval of revisions to the approved plan prior to implementation.
346-4 Composition of Concrete.346-4.1 Master Proportion Table: Proportion the materials used to produce the various classes of concrete in accordance with the following (Table 3):
TABLE 3
Class of Concrete
Minimum Total Cementitious Content lb/yd3 [kg/m3]
*Maximum Water Cement Ratio lb/lb [kg/kg]
I (Pavement)
508 [300]
0.50
I (Special)
508 [300]
0.50
II
564 [335]
0.49
II (Bridge Deck)
611 [365]
0.44
III
611 [365]
0.44
III (Seal)
611 [365]
0.52
IV
658 [390]
0.41
TABLE 3
Class of Concrete
Minimum Total Cementitious Content lb/yd3 [kg/m3]
*Maximum Water Cement Ratio lb/lb [kg/kg]
IV (Drilled Shaft)
658 [390]
0.41
V (Special)
752 [445]
0.37**
V
752 [445]
0.37**
VI
752 [445]
0.37
*The Engineer will calculate water cement ratio (W/C) based on the total cementitious material including microsilica, fly ash or slag.
**When the use of microsilica is required as a pozzolan, the Engineer will approve mix designs at a maximum water cement ratio of 0.35.
346-4.2 Chloride Content Limits for Concrete Construction:
346-4.2.1 General: Use the following maximum chloride content limits for the concrete application shown:
Application
Maximum Allowable Chloride Content lb/yd3 [kg/m3]
Production
Mix Design
Non Reinforced Concrete
N/A
N/A
Reinforced Concrete that does not require Type II cement plus slag or pozzolan(s)
0.70 [0.42]
0.64 [0.38]
All applications that require Type II cement plus pozzolan(s)
0.40 [0.24]
0.34 [0.20]
Prestressed Concrete
0.40 [0.24]
0.34 [0.20]
Determine the chloride content as the average of three tests on samples taken from the concrete. Ensure that the range of results of the three tests does not exceed a chloride content of 0.08 lb/yd3 [0.05 kg/m3] of concrete. When test results are outside of the allowable range, run an additional three tests until the test results are within the allowable range. The Contractor may obtain samples from representative concrete cylinders or cores tested for compressive strength. If the cylinders or cores have been exposed to salt or aggressive environment, discard the outer 1 inch [25 mm] surface of the sample.
346-4.2.2 Sampling and Testing: Determine chloride content in accordance with
FM 5-516.
- For all concrete requiring Type II cement with pozzolan(s) or slag and
prestressed concrete, determine the chloride content on a frequency that is in accordance with these Specifications and the following procedures:
- When the chloride content is 0.25 lb/yd3 [0.15 kg/m3] or less, make subsequent tests on a frequency of not less than one for every four weeks of production as
long as the test results remain at or below 0.25 lb/yd3 [0.15 kg/m3]. As an exception to the aforementioned testing frequency, when eight consecutive tests show chloride content below
0.25 lb/yd3 [0.15 kg/m3], the Engineer may reduce the frequency of testing.
- When the chloride content is greater than 0.25 [0.15] and less than or equal to 0.33 lb/yd3 [0.20 kg/m3], make subsequent tests at a frequency of not less than one for every two weeks of production, as long as the values remain at or below 0.33 lb/yd3 [0.20 kg/m3].
- When the chloride content is greater than 0.33 lb/yd3 [0.20 kg/m3], make subsequent chloride content tests for each day's production.
- For all reinforced concrete other than concrete requiring Type II cement with slag or pozzolan(s) and prestressed concrete, determine the chloride content on a frequency of not less than one test every four weeks. As an exception to the aforementioned testing frequency, when eight consecutive chloride content determinations are below 0.40 lb/yd3 [0.24 kg/m3] of concrete, the Engineer may reduce the frequency of testing.
For any case listed above, when the source of any concrete component material, including admixtures, is changed, determine the chloride content immediately.
Test results obtained at the frequency provided above represent the chloride content of all concrete placed subsequent to the preceding test for the determination of chloride content.
346-4.2.3 Certification: Determine the chloride content, and certify the test results of chloride determinations to the Department. Include in the certification all pertinent data required by the Department. The Department will require properly executed certifications showing the chloride content within the required limits for acceptance of all concrete produced in accordance with these Specifications.
346-4.2.4 Control Level for Corrective Action: If the test results indicate that the chloride level is greater than the following limits, suspend concrete production until implementing corrective measures.
- Chloride content of 0.65 lb/yd3 [0.39 kg/m3] or greater for reinforced concrete that does not require Type II cement plus slag or pozzolan(s).
- Chloride content of 0.35 lb/yd3 [0.21 kg/m3] or greater for prestressed concrete and all applications that require Type II cement with slag or pozzolan(s).
The Engineer will reject the concrete exceeding the maximum allowable chloride content limits shown in 346-4.2.1, if an analysis by the Department indicates an unacceptable loss of concrete durability considering the environmental classification of the site.
346-5 Sampling and Testing Methods.Perform concrete sampling and testing in accordance with the following standard Florida Test Methods:
Description
Method
Slump
FM 1-T 119
Air Content*
Pressure Type meter
FM 1-T 152
Volumetric Type meter
FM 1-T 196
Chace
FM 1-T 199
Making and Curing Test Cylinders**
FM 1-T 023
Testing Cylinders**
FM 1-T 022
Description
Method
Slump
FM 1-T 119
Taking and Testing Drilled Core Samples
FM 1-T 024
Early sampling of fresh concrete from revolving drum truck mixers or agitators
FM 5-501
Low Levels of Chloride in Concrete and Raw Materials
FM 5-516
Yield Test
FM 1-T 121
Temperature
ASTM C 1064
Sampling Fresh Cement Concrete
FM 1-T 141
Time of Setting of Concrete Mixtures by Penetration Resistance
FM 1-T 197
*Use the same type of meter for Quality Control tests as the Department uses for Quality Assurance testing. Where selecting pressure type meters, use an aggregate correction factor determined by the concrete producer for each mix design to be tested. Record and certify test results for correction factors for each type of aggregate at the plant. Use the Chace Air Indicator method for estimates only, and not for acceptance measurements.
**To determine when a precast member or a structure may be put into service, when a prestress force may be transferred, or when forms may be removed, use the results of a strength test which is the average of the compressive strengths of two test cylinders cast from concrete sampled from the LOT representing that member or structure. Cure the cylinders by methods
identical to those used in curing the concrete member or structure.
346-6 Control of Quality.346-6.1 General: Use a concrete plant approved by the Department for all concrete produced for incorporation into the work. Control Concrete production to meet the following criteria:
- Ensure that the average of any three consecutive strength test results does not fall below the specified minimum strength.
- Ensure that no strength test result falls more than 500 psi [3 MPa] below the specified minimum strength.
If the Contractor fails to meet the above specified criteria, the Department will automatically void plant approval. To obtain plant re-approval, implement corrective actions as approved by the Engineer. The Engineer may allow the Contractor to continue any ongoing concrete placement being supplied from a plant for which approval is voided during the progress of that placement; but the Engineer will not accept concrete from an unapproved plant for any new placement.
If the Department withdraws plant approval during production for a construction project, the Contractor is solely responsible to (a) obtain another approved concrete plant to produce the concrete, or (b) await re-approval of the concrete plant, prior to any further production and placement of concrete on the construction project. The Engineer will not allow changes in Contract Time or completion dates. The Contractor shall bear all delay costs or other costs associated with plant approval or disapproval.
In addition to plant approval, the Contractor and the concrete supplier shall exercise two levels of concrete quality control.
Exercise the first level of quality control in accordance with the approved Level I Quality Control Plan requirements in the Standard Operating Procedures. Include in the Level I Quality Control Plan all control activities for the production of concrete and its transport to the point of delivery at the site.
Exercise the second level of concrete quality control in accordance with the approved Level II Quality Control Plan requirements in the Standard Operating Procedures. Include in the Level II Quality Control Plan the necessary requirements to control the quality of the concrete between the point of delivery at the site and the final placement location, and other requirements contained in the Standard Operating Procedures.
Produce all concrete in accordance with an approved Quality Control Plan (including Level I and Level II) that has been developed and implemented by the Contractor and the concrete supplier in accordance with the Department's Standard Operating Procedures. These procedures require, in addition to a written Quality Control Plan, certified personnel and assurances that materials, plant, production, delivery and use of concrete comply with this Section.
346-6.2 Concrete Design Mix: Furnish concrete in accordance with the following requirements or order the concrete from a plant approved by the Department which has approved mix designs.
Prior to production of any concrete, submit a proposed mix design to the Engineer. Make a separate submittal for each class of concrete and each particular combination of component materials to be used at trial mix temperatures of 70 to 851zF [20 to 301zC], and for hot weather mixes as described in 346-6.2(5) at a minimum temperature of 941zF [351zC]. Use only design mixes approved by the State Materials Office. The approved concrete mix design will remain in effect until a change is authorized in writing by the Engineer.
Include the following with the mix design submittal:
- The Department approved source identification number for coarse and fine aggregates, along with the size of coarse aggregate and target Fineness Modulus for fine aggregate. Identify other component materials by manufacturer, brand name, and type.
- The actual proportions of raw materials intended to be combined to
produce the concrete.
- The following mix data:
- Historical data from a minimum of 15 consecutive Department
acceptance tests of production concrete made in accordance with the proposed mix design that demonstrates that the proposed mix has met all applicable plastic and hardened concrete specification criteria herein without failure. For drilled shaft concrete to be placed in (1) a wet shaft, or (2) a dry shaft requiring a temporary removable casing, provide acceptable slump loss test results. The Engineer will not approve hot weather mixes based on historical data. When required, establish the plant standard deviation and overdesign requirements as described below.
- Alternatively, test data from a single trial mix which demonstrates that concrete produced using the proposed mix, designated ingredients
and designated water-cement ratio will have a slump within 1z 0.5 inch [1z15 mm] of the target value (or for mixes utilizing HRWR, within 1z 1 inch [1z25 mm] of the target value), air content of 2.5% to 5% and strength required to meet an overdesign which is the minimum required strength plus 1.6 standard deviations.
- The chloride content of the proposed design mix. The Engineer will not approve mix designs when the chloride content of the trial mix exceeds the limits shown in 346-4.2.1.
- For design mixes developed for use under hot weather concreting
conditions:
- Hold the trial mix prepared at a minimum temperature of 941zF [341zC] in the mixer for 90 minutes after completion of initial mixing. The Engineer will not require extended mixing for precast/prestressed concrete when centrally mixed at the placement site.
On completion of the extended mixing period, ensure that the trial mix concrete has a slump within 1z0.75 inch [1z20 mm] of the target value (1z1 inch [1z25 mm] for mixes utilizing HRWR), and an air content between 2% and 5%.
Ensure that the mix temperature at the end of the extended mixing period is not less than 941zF [351zC].
During the extended mixing period, turn the drum intermittently for 30 seconds every five minutes. Cover the drum with wet burlap or an impermeable cover material during the rest periods.
At the end of the 90-minute period, remix the trial mix for a minimum of one minute and make a slump test to verify that the concrete is within the specified range for slump. If below the target range, the Contractor may adjust the slump by a water addition. After the water addition, remix the concrete for a minimum of two minutes.
The total water used in initial mixing and the final slump adjustment constitutes the design mix water content. Ensure that the total water content does not exceed the maximum water cement ratio of Table 346-3 for the respective class of concrete.
- Ensure that the heat of hydration of the cement does not exceed 80 cal/g [335 kJ/kg] at seven days measured as the average of three samples, and that no individual measurement exceeds 90 cal/g [375 kJ/kg].
Where fly ash is 18% or greater or slag is 50% or greater of the total cementitious material, ensue that the heat of hydration of the cement does not exceed
88 cal/g [370 kJ/kg] at seven days measured as the average of three samples, and ensure that no individual measurement exceeds 96 cal/g [400 kJ/kg].
Do not apply these requirements to Type III cement, as allowed in 346-2.2, when used for precast and prestressed superstructures; do not apply these requirements to cements used for steam cured concrete.
- Supplement standard curing practices with additional methods, supplies or equipment which further reduce moisture loss from exposed surfaces during the required 72-hour curing period. These methods may include but are not limited to the following examples:
- Continuous or intermittent regular water fogging.
- Insulated curing blankets approved by the Engineer.
- Curing compound applied at a rate of 1.25 times the minimum rate required in 400-16.1.2.
- Supplement standard curing practices with additional methods, supplies or equipment which further reduce moisture loss from exposed surfaces during the required 72-hour curing period. These methods may include but are not limited to the following examples:
- For design mixes proposed for use in wet drilled shafts, demonstrate the additional requirements in 346-3.2.
Ensure that strength test data for establishing the standard deviation of the plant proposed for use represents concrete produced to meet the specified strength of the mix submitted for approval within 1,000 psi [7 MPa]. Ensure that the strength test data represents either a group of at least 30 consecutive tests or a statistical average for two groups totaling 30 or more tests. When the Engineer cannot determine the plant standard deviation from historical data, apply an overdesign requirement, based on a singular trial mix, that is the minimum required strength plus 1,200 psi [8 MPa] for minimum required concrete strengths of 5,000 psi
[35 MPa] or less. For minimum required concrete strengths above 5,000 psi [35 MPa], apply an overdesign requirement that is the minimum required strength plus 1,400 psi [10 MPa].
Demonstrate the production and testing of the trial mix concrete in the presence of the Engineer. The Contractor may also demonstrate a proposed mix design at a water-cement ratio exceeding that proposed to meet the slump, air and strength requirements above (but not to exceed the maximum water-cement ratio in Table 3). The Engineer will allow the highest
water-cement ratio so demonstrated to provide the required overdesign strength requirements as an adjustment during production to maintain both plastic property and strength requirements of delivered concrete.
Ensure that preparation and testing of the trial mixes is performed by a laboratory acceptable to the Engineer which (1) has been inspected by the CCRL on a regular basis, with all deficiencies corrected, and under the supervision of a Specialty Engineer, or (2) meets all the requirements of ASTM C 1077. The Engineer may give consideration to approval of laboratories operating under other independent inspection programs demonstrated to be equivalent to the programs recognized in (1) and (2) above. Ensure that the 28-day strength (or strength at any other designated age) of trial mixes meets the above stated overdesign requirements to ensure that concrete sampled and tested at the point of placement has a strength exceeding the specified minimum strength in Table 2.
Do not place concretes of different compositions such that the plastic concretes may combine, except where the plans require concrete both with and without microsilica or calcium nitrite in a continuous placement. Produce these concretes using two separate design mixes. Designate the mix with microsilica or calcium nitrite as the original mix, and the mix without microsilica or calcium nitrite as the redesigned mix. Ensure that both mixes contain the same cement, fly ash or slag, coarse and fine aggregates and compatible admixtures. Submit both mixes for approval as separate mix designs, both meeting all requirements of this Section. Ensure that the redesigned mix exhibits plastic and hardened qualities which are additionally approved by the Engineer as suitable for placement with the original mix. The Engineer will approve the redesigned mix for commingling with the original mix and for a specific project application only. Alternately, place a construction joint at the location of the change in concretes.
346-6.3 Delivery Certification: Furnish certification to the Department with each batch of concrete delivered before unloading at the site. Certification shall be in the form of a delivery ticket on which is printed, stamped or written the information required in the Standard Operating Procedures, Attachment E.
346-6.4 Tolerances: Meet the following tolerances from target values for plastic concrete properties specified in 346-3.1:
Property
Tolerance
Slump (Non-Drilled Shaft Concrete)
± 1.5 inch [±40 mm]
Slump (Drilled Shaft Concrete)
± 1 inch [±25 mm]
Air Content
As shown in the range in Table 2
The Engineer will reject concrete with slump exceeding the above tolerances or air content exceeding the ranges in Table 2. The Engineer will not allow concrete to remain in a transporting vehicle to reduce slump. Do not add water to concrete delivered to the site which is within the target range for slump (target value ±0.75 inch [±20 mm] for non-drilled shaft concrete and ±1 inch [±25 mm] for drilled shaft concrete), except in accordance with the approved Level II Quality Control Plan as allowed in the Standard Operating Procedures.
If the slump of non-drilled shaft concrete varies from the target value in excess of
0.75 inch [20 mm] (1 inch [25 mm] for concrete containing HRWR), immediately adjust the concrete mixture to correct the slump of succeeding batches. For concrete used in slipforms, make adjustments when the slump exceeds the target value by 0.75 inch [20 mm] or is 1.5 inch [40 mm] below the target value. The Engineer will allow a reasonable time for adjustment, considering trucks already in route from the concrete plant. If the Contractor does not implement adjustments at the earliest possible time, the Engineer will reject the concrete and terminate further production until the Contractor makes corrections.
346-7 Concrete Plant Requirements.346-7.1 General: Produce concrete at plants that qualify as approved sources in accordance with the Standard Operating Procedures for Quality Control of Concrete. Use equipment for handling elements, mixing concrete, handling the mixed concrete,
transporting and depositing the mixed concrete that has no detrimental effect on the hardened concrete. Do not use equipment with aluminum surfaces in physical contact with the elements of concrete or mixed product.
346-7.2 Measuring Materials:
346-7.2.1 Water: Measure water by volume or weight. Whichever method is used, construct the equipment so that the accuracy of measurement is not affected by variations in pressure in the water supply line. Use a meter or weighing device capable of being set to deliver the required quantity and to automatically cut off the flow when the required quantity has been discharged. Ensure that the measuring equipment has an accuracy, under all operating conditions, within 1% of the quantity of water required for the batch. Verify the accuracy of measuring devices at the request of the Department, or at least quarterly.
The Contractor may exceed design mix water-cement ratios at the job site only if the Engineer has verified each mix to meet the minimum overdesign compressive strength requirements specified herein at the higher water-cement ratio. Adjust the mix consistency at the job site, within the allowable limit for the addition of water, only upon initial arrival of the concrete to the job site, as shown in the Level II Quality Control Plan requirements in the Standard Operating Procedures, and not thereafter.
Adjust the weight of mixing water for a concrete mix containing the corrosion inhibitor admixture calcium nitrite to account for water in the calcium nitrite solution.
For each gallon [liter] of calcium nitrite solution added to the concrete, deduct 0.84 gallon [0.84 liter] or 7.0 pounds [3.2 kg] of water from the weight of the mixing water.
346-7.2.2 Admixtures: Measure admixtures by weight or volume. Use measuring equipment that has an accuracy, under all operating conditions, within 3% of the quantity of admixture required for the batch. Measure microsilica slurry to an accuracy of 1%. Ensure that the admixture supplier certifies the accuracy of measuring devices. Measure each admixture separately, and add it to the mixing water in a separate sequence as the mixing water is introduced into the mix.
For the dispensing equipment for a corrosion inhibitor admixture calcium nitrite solution, meet the requirements for measuring water as stated in 346-7.2.1. Store the calcium nitrite solution (neutral set version) in a dark container to protect against photo degradation.
The Engineer may make exceptions to the above method of admixture addition if the Contractor achieves the desired goals of each admixture and does not sacrifice the accuracy of measurement.
346-7.2.3 Cement, Fly Ash, Slag, and Microsilica: Measure cement, fly ash, slag, and microsilica (excluding slurries) by weight within an accuracy of 1% of the required total amount, except that for concrete batches of 3 yd3 [3 m3] or less, the Engineer will allow accuracy of 2%. Weigh cement, fly ash, slag and microsilica separately from other materials. When weighing cement, fly ash, slag, and microsilica in a cumulative weigh hopper, weigh the cement first. Measure microsilica slurry as an admixture.
If bag cement is permitted, proportion the batch to use only whole bags.
346-7.2.4 Fine and Coarse Aggregates: Measure aggregates by weight or volume within an accuracy of 1% of the required amount. Apply aggregate surface moisture corrections.
346-7.3 Batching Plants:
346-7.3.1 Bins: Provide bins of adequate capacity for the required concrete production. Support the bins upon a rigid framework founded upon a stable foundation capable of holding them in a safe and secure position. Design each compartment to discharge efficiently and freely into the weigh hopper. Provide positive means of control so that as the quantity desired in the weigh hopper is approached, the material can be added slowly and the addition of further material can be stopped precisely. Use a discharging mechanism that prevents loss of material when it is closed. Construct aggregate storage bins sufficiently tight to prevent leakage of material, and divide them into at least one compartment for the fine aggregate and one compartment for each size of coarse aggregate to be used. Provide compartment partitions that are sufficiently tight and high enough to prevent intermingling of the several materials. Construct leak-proof and moisture-proof cement bins, and provide them with vibrators or other means to aid the flow of cement from the bin.
346-7.3.2 Weigh Hoppers: Provide weigh hoppers consisting of suitable containers freely suspended from scales and protected from the elements so that accuracy is not adversely affected. Equip the hoppers with a discharge mechanism which prevents leakage or loss of material when closed. Vent hoppers to permit air to escape and equip them with vibrators or other equipment that ensures complete and efficient discharge of materials.
346-7.3.3 Scales: Provide either beam type or springless dial type scales, or electronic devices such as load cells, manufactured by a recognized scale manufacturer. Where using beam type scales, provide suitable means to hold poises securely in position after they are set. Keep scales clean and in good operating condition. Where necessary, provide the scale operator with an unobstructed view of all indicating devices and convenient access to all controls. Use graduated weigh beam or dials to permit reading to 0.1% of the capacity of the scales.
Prior to beginning any work, ensure that all scales and other weighing devices used in batching are checked for accuracy by a qualified representative of a scale company registered with the Bureau of Weights and Measures of the Florida Department of Agriculture.
Recheck scales once every three months or more often if deemed necessary by the Engineer. Check scales up to at least the maximum load normally handled on each respective scale.
Maintain cement scales, pozzolan scales, and coarse and fine aggregate scales to an accuracy of 0.5% of the maximum load normally handled.
Affix a certificate of inspection bearing the date of the certification and signed by the scale company representative to each weighing device. Make available at the plant a copy of the scale company's report corresponding with the current certificate of inspection showing the date of inspection, signature of the scale company representative, the observed scale deviations for the loads checked, and a statement that the scale meets the requirements of Chapter 531 of the Florida Statutes pertaining to specifications, tolerances and regulations, as administered by the Bureau of Weights and Measures of the Florida Department of Agriculture.
Calibrate the dispensing equipment for calcium nitrite quarterly.
346-7.4 Mixers:
346-7.4.1 General Requirements: Provide mixers of an approved type that are capable of combining the components of the concrete into a thoroughly mixed and uniform mass, free from balls or lumps of cementitious material, and that are capable of discharging the concrete with a satisfactory degree of uniformity.
346-7.4.2 Design: Use truck mixers of the inclined axis revolving drum type, or concrete plant central mixers of the non-tilting, tilting, vertical shaft or horizontal shaft types. Make available at the batching plant at all times a copy of the manufacturer's design, showing dimensions and arrangement of blades. The Contractor may use mixers that have been altered from such design in respect to blade design and arrangement, or to drum volume, when recommended by the manufacturer and approved by the Engineer.
Ensure that metal rating plates are attached to each mixer specifying its mixing speed, agitating speed, rated capacity and unit serial number.
346-7.4.3 Truck Mixers: Use truck mixers with a drum that is actuated by a power source independent of the truck engine or by a suitable power take-off. Ensure that either system used provides control of the rotation of the drum within the limits specified on the manufacturer's rating plate, regardless of the speed of the truck. Use truck mixers of the revolving drum type that are equipped with a hatch in the periphery of the drum shell which permits access to the inside of the drum for inspection, cleaning and repair of the blades.
Use truck mixers equipped with revolution counters of an approved type and mounting, by which the number of revolutions of the drum may be readily verified.
Ensure that the water supply system mounted on truck mixers is equipped with a volumetric water gauge or approved water meter in operating condition. Calibrate water measuring devices on truck mixers or other water sources used for concrete water adjustments annually.
Where job site water additions are controlled by a truck mixer volumetric gauge, park truck mixers in a level condition during on-site water adjustments so that the gauge is indicating a specific tank volume before and after the concrete adjustment. When water additions exceed 4 gal/yd3 [20 L/m3] of concrete, ensure that the water measuring equipment has an accuracy of within 3% of the indicated quantity.
346-7.4.4 Timers: Use stationary type mixers equipped with an approved timing device which will automatically lock the discharge lever when the drum is charged and release it
at the end of the mixing period. In the event of failure of the timing device, the Engineer may allow operations to continue. Do not extend such operations beyond the end of that working day.
346-7.4.5 Cleaning and Maintenance of Mixers: Repair or replace mixer blades of revolving drum type mixers when the radial height of the blade at the point of maximum drum diameter is less than 90% of the design radial height. Repair or adjust mixers of other designs per manufacturer's instructions. Resolve questions of performance through mixer uniformity tests as described in ASTM C 94.
346-7.5 Trucks for Transporting Wet Batches: The Contractor may transport wet batches of concrete in either agitating or nonagitating trucks. Provide nonagitating trucks with bodies that are smooth, mortar tight containers with round internal corners, and capable of discharging the concrete at a satisfactorily controlled rate without segregation. Provide covers for nonagitating trucks for protection from the elements.
346-8 Mixing and Delivering Concrete.346-8.1 General Requirements: Operate truck mixers at mixing speeds of 6 to 18 rpm and agitating speeds of 2 to 6 rpm (of the drum). Operate concrete plant mixers at speeds per the manufacturer's design or recommendation. Do not allow the volume of material mixed per batch to exceed the manufacturer's rated mixing capacity.
346-8.2 Central Mixing: After all materials are in the mixer, mix the concrete a minimum of two minutes or the manufacturer's recommended minimum, whichever is longer, unless a reduced mixing time is authorized by the Department. Mix concrete containing microsilica in accordance with the microsilica supplier's recommendations.
346-8.3 Transit Mixing: Initially mix each batch between 70 and 100 revolutions of the drum at mixing speed. When water is added at the job site, mix the concrete 30 additional mixing revolutions. When mixing for the purpose of adjusting consistency, do not allow the total number of revolutions at mixing speed to exceed 160. Discharge all concrete from truck mixers before total drum revolutions exceed 300.
Do not haul concrete in mixer trucks loaded with more than the rated capacity shown on their attached plates.
346-8.4 Mixing at the Site: For mixing concrete at the job site, use a mixer of sufficient capacity to prevent delays that may be detrimental to the quality of the work. Ensure that the accuracy of batching equipment is in accordance with requirements of this Section.
346-8.5 Charging the Mixer: Charge each batch into the drum so that some water enters both in advance of and after the cementitious material and aggregates. If using fly ash in the mix, charge it into the drum over approximately the same interval as the cement. Introduce microsilica into the mixer in accordance with the microsilica supplier's recommendations. The Contractor may use other time intervals for the introduction of fly ash into the mix when the Contractor demonstrates, using test requirements specified in ASTM C 94, that he can achieve uniformity of the concrete mix.
For concrete mixes containing the corrosion inhibitor calcium nitrite, charge the batch materials into the mixer in a sequence recommended by the calcium nitrite supplier.
346-8.6 Concreting in Cold Weather: Do not mix concrete when the air temperature is below 451zF [71zC] and falling. The Contractor may mix and place concrete when the air temperature in the shade, and away from artificial heat, is above 401zF [41zC] and rising. Do not heat aggregates or use salts to reduce the freezing temperature. Protect the fresh concrete from
freezing until the concrete reaches a minimum compressive strength of 1,500 psi [10 MPa]. Do not apply this requirement where concrete is to be heat cured.
346-8.7 Concreting in Hot Weather: Hot weather concreting is defined as the production, placing and curing of concrete when the concrete temperature at placing exceeds 851zF [301zC] but is less than 1001zF [401zC].
Unless the specified hot weather concreting special measures are in effect, including a design mix complying with 346-6.2, the Engineer will reject concrete exceeding 851zF [301zC] at the time of placement. Regardless of special measures taken, the Engineer will reject concrete exceeding 1001zF [401zC]. Predict the concrete temperatures at placement time and implement hot weather measures to avoid production shutdown.
When the corrosion inhibitor calcium nitrite is used in a hot weather concrete mix, use a water reducing retardant admixture (Type D) and a high range water reducing admixture (Type F), and place the concrete in the early morning or at night.
346-8.8 Transit Time: Ensure compliance with the following maximum allowable time between the initial introduction of water into the mix and depositing the concrete in place:
Non-Agitator Trucks
Agitator Trucks
45 minutes
60 minutes
75 minutes*
90 minutes*
* When a water reducing and retarding admixture (Type D or Type G) is used.
All time limits are subject to the ability of the Contractor to properly place and consolidate the concrete. When unable to place
and consolidate the concrete within the time limits specified above, reduce the time limits to those limits which will result in acceptable placement and consolidation.
346-9 Plastic Concrete Verification Sampling and Testing.The Department will make initial verification tests on a sample from the initial delivery of each class of concrete to the job site each day to ensure compliance with the requirements in this Section for air content, temperature and slump. Furnish the Engineer sufficient concrete of each design mix as required by the Engineer for verification testing. Do not proceed with the placement operation until the delivered concrete complies with the specified tolerances in this Section for the plastic concrete. The Engineer will reject non-complying loads which cannot be adjusted at the job site in accordance with 346-6.4 and the Standard Operating Procedures.
Ensure that corrections are made by the concrete producer on subsequent loads.
After the Contractor begins concrete placement, the Department will make intermediate verification tests, as determined necessary by the Engineer, to ensure compliance with specification requirements for concrete plastic properties. The Engineer will reject
non-complying loads which cannot be adjusted at the job site in accordance with 346-6.4 and the Standard Operating Procedures.
If the Engineer obtains an intermediate verification test failure of a load of concrete before any concrete from that load is placed, the Engineer will reject the load. Continue placement operations with the next load that is in compliance with requirements for air content, temperature and slump. The Engineer will not terminate the LOT.
If the Engineer obtains an intermediate verification test failure of a load of concrete that has been partially placed, The Engineer will reject the remainder of that load and terminate the LOT. The Engineer will make acceptance cylinders representing that LOT from the same sample of concrete unless acceptance cylinders have previously been made representing that LOT.
Following termination of a LOT, the Engineer will re-initiate initial verification tests until such time as the air content, temperature and slump comply with specification requirements. The Engineer will initiate a new LOT once the testing indicates compliance with specification requirements.
When three consecutive LOTs, or when five LOTs in two days of production of the same design mix are outside the specified tolerances, suspend production. Make the necessary revisions to concrete operations or the Quality Control Plan to bring the concrete within allowable tolerances. Obtain the Engineer's approval of the revisions prior to resuming production.
346-10 Acceptance Sampling and Testing.346-10.1 General: The Department will make acceptance testing on samples of the concrete delivered to the job site. Furnish the Engineer sufficient concrete of each design mix as required by the Engineer for acceptance testing.
Furnish and maintain, throughout the required curing period, facilities suitable for curing concrete test cylinders in accordance with the requirements of FM 1-T 023 including power supply, equipment and materials necessary for proper operation.
346-10.2 Sampling Frequency for Acceptance Tests: The Engineer will randomly sample and test concrete for each design mix for air content, temperature, slump and compressive strength in accordance with the following schedules as a minimum. The Engineer will select acceptance samples from each LOT on a random basis to represent the entire LOT of concrete. The Engineer may perform additional sampling and testing to satisfy the Department's Material Sampling, Testing and Reporting Guide requirements. If the Contractor stops concrete placement for more than 90 minutes, the Engineer will initiate a new LOT when the Contractor restarts concrete placement. The Engineer will terminate a LOT when any acceptance test fails.
Class Concrete
Maximum LOT Size
I (Pavement)
1 mile [1.5 km] or 1z day1zs production, whichever is less
I (Special)
150 yd3 [125 m3] or one day1zs production, whichever is less
II, II (Bridge Deck), III, IV, IV (Drilled Shaft), V (Special), V, VI
50 yd3 [40 m3], or one day1zs production, whichever is less
III (Seal)
Each Seal placement
346-10.3 Strength Test Definition: The Department will determine a strength test for a LOT as the average of the compressive strengths of two test cylinders cast from a sample of concrete from the LOT, except that if one test cylinder shows evidence of improper sampling, molding, handling, curing or testing, the Engineer will disregard that cylinder and the Department will determine the compressive strength value for the LOT as the test result of the remaining cylinder.
346-10.4 Acceptance of Hardened Concrete: The Engineer will accept (or reject) hardened concrete on the basis of strength test results as defined in 346-10.3. The Engineer will not discard a cylinder strength test result based on low strength (strength below the specified minimum strength as per the provisions of 346-3 and 346-10). The Engineer will accept at full pay only LOTs of concrete represented by strength test results which equal or exceed the respective specified minimum strength. The Department will obtain strength test results at the frequency specified in 346-10.2.
346-11 Investigation of Low Strength Concrete for Structural Adequacy.346-11.1 General: When a concrete acceptance strength test result falls more than 10% or 500 psi [3.5 MPa] below the specified minimum strength, whichever is the lesser deviation from the specified minimum strength, and when the Department determines that an investigation is necessary, the Department will make an investigation into the structural adequacy of the LOT of concrete represented by that strength test result.
346-11.2 Determination of Structural Adequacy: When the Department determines a need to investigate structural adequacy, perform a structural analysis as shown in (b) below or take drilled core samples to determine the in-place strength of the LOT of concrete in question. If the Contractor takes cores, both the Contractor and the Department shall accept the core strength test results obtained as the in-place strength of the LOT of concrete in question. These core strength test results will be final and used in lieu of the cylinder strength test results for determination of structural adequacy.
If drilled cores are taken and the core strength test results are less than 10% below the specified minimum strength, and this deviation from the specified minimum strength does not exceed 500 psi [3.5 MPa], consider the concrete represented by the cores structurally adequate. If the core strength test results are more than 10% or 500 psi [3.5 MPa] below the specified minimum strength, whichever is the lesser deviation from the specified minimum strength, the Department will consider the concrete represented by the cores structurally questionable. Then the Contractor may either:
- Remove and replace the LOT of concrete in question at no additional expense to the Department, or
- Submit a structural analysis performed by a Specialty Engineer. If the results of the analysis, approved by the Department, indicate adequate strength to serve its intended purpose with adequate durability, the Contractor may leave the concrete in place. Otherwise, remove and replace the LOT of concrete in question at no additional expense to the Department.
The Engineer may accept low strength concrete at reduced payment in accordance with the provisions of 346-12.
346-11.3 Coring for Determination of Structural Adequacy: If the Contractor uses core samples from the hardened concrete to determine structural adequacy, the Contractor shall obtain the cores and repair the core holes. Drill the cores at the same approximate locations from which the test cylinder concrete was obtained, as approved by the Engineer. Select the location of the drilled cores so that the structure is not impaired and does not sustain permanent damage after repairing the core holes. When the Contractor supplies drilled core samples, the Engineer will require three undamaged samples. The Engineer will not accept cores taken without Department approval.
346-11.4 Core Conditioning and Testing: If the Contractor provides drilled core samples for determination of structural adequacy, the Department will test the cores in accordance with FM 1-T 024. The Department will immerse the cores in water for at least 40 hours, and test the cores wet.
346-11.5 Core Strength Representing In-Place Concrete Strength: The Department will consider the core strength obtained as the in-place concrete strength for structural determinations of the LOT of concrete in question. The Department will calculate the strength value to be the average of the compressive strengths of the three individual cores. The Department will accept this strength at its actual measured value, as determined by FM 1-T 024.
346-12 Pay Adjustments for Low Strength Concrete.346-12.1 General: The Engineer may accept any LOT of concrete failing to meet the specified minimum strength as defined in 346-3, 346-10 and 346-11 when the Department determines that the concrete has been adequately consolidated, cured, and satisfactorily meets all other requirements of the Contract Documents, including structural adequacy. The Engineer will individually reduce in price, in accordance with 346-12, any LOT of low strength concrete accepted.
346-12.2 Basis for Pay Adjustments: When a concrete acceptance strength test result falls more than 10% or 500 psi [3.5 MPa] below the specified minimum strength, whichever is the lesser deviation from the specified minimum strength, the Contractor may elect to drill core samples from the respective LOT of concrete represented by the low acceptance strength test result for determining pay adjustments.
When cores are not taken, the Engineer will determine payment reductions based upon the results of strength tests performed on acceptance sample cylinders required in accordance with
346-10.
When the Contractor elects to supply drilled cores and submits acceptable drilled core samples to the Engineer for testing, the Engineer will determine payment reductions based upon the results of strength tests performed on those cores. Both the Contractor and the Department shall accept the results of strength tests of the drilled cores, subject to 346-12.5 and 346-12.6, as final and in lieu of the cylinder strength test results for determining pay adjustments.
Do not core hardened concrete for determining pay adjustments when the 28-day acceptance cylinder strength test results are less than 10% below the specified minimum strength, and this deviation from the specified minimum strength does not exceed 500 psi [3.5 MPa].
346-12.3 Coring for Determination of Pay Adjustments: If the Contractor elects to drill core samples from the hardened concrete for determination of pay adjustments, obtain the cores in accordance with 346-11.3.
346-12.4 Core Conditioning and Testing: If the Contractor elects to provide drilled core samples for determination of pay adjustments, the Department will test the cores in accordance with 346-11.4.
346-12.5 Core Strength Representing Equivalent 28-Day Strength: For cores tested no later than 42 days after the concrete was cast, the Engineer will accept the core strengths obtained as representing the equivalent 28-day strength of the LOT of concrete in question. The Department will calculate the strength value to be the average of the compressive strengths of the three individual cores. The Department will accept this strength at its actual measured value, as determined by FM 1-T 024.
346-12.6 Core Strength Adjustments: For cores tested later than 42 days after the concrete was cast, the Department will establish the equivalency between 28-day strength and strength at ages after 42 days based on test data developed by a Department approved testing laboratory to relate strength at the actual test age to 28-day strength for the particular class of concrete and design mix represented by the cores. Obtain such data at no additional expense to the Department. When such data is not available and cannot be produced, as determined by the Department, the Department will determine the equivalent 28-day strength by adjusting the tested core strengths according to the following relationship:
Equivalent 28-Day Strength = Average Core Strength X 100
F
where:
F = 4.4 + 39.1 (ln x) -3.1 (ln x)1z (Type I Cement)
F = -17.8 + 46.3 (ln x) -3.3 (ln x)1z (Type II Cement)
F = 48.5 + 19.4 (ln x) -1.4 (ln x)1z (Type III Cement)
x = number of days since the concrete was placed ln = natural log
346-12.7 Calculating Pay Adjustments: The Engineer will determine payment reductions for low strength concrete, accepted by the Department and represented by either cylinder or core strength test results below the specified minimum strength, in accordance with the following:
Reduction in Pay = $0.80/yd 3 [$1.05/m3] for each 10 psi [70 kPa] of strength test value below the specified minimum strength.
The Engineer will denominate low strength concrete paid on a per foot [meter] basis in cubic yards [cubic meters] by multiplying the plan cross-section of the element incorporating the low strength concrete by the full length of that element, or by 150 feet [45 m], whichever is less.
The Engineer will apply a reduction in pay to the entire LOT of concrete represented by the low strength test results except as noted above for concrete paid on a per foot [meter] basis, where the amount might exceed one LOT.
- CONTROL OF MATERIALS —
CONTROL OF MATERIALS is deleted and the following substituted: 6-1 Acceptance Criteria.
6-1.1 General: Acceptance of materials is based on the following criteria. All requirements may not apply to all materials. Use only materials in the work that meet the requirements of these Specifications. The Engineer may inspect and test any material, at points of production, distribution and use.
6-1.2 Sampling and Testing: Use the Department’s current sample identification and tracking system to provide related information and attach the information to each sample. Restore immediately any site from which material has been removed for sampling purposes to the pre-sampled condition with materials and construction methods used in the initial construction, at no additional cost to the Department. Ensure when a material is delivered to the location as described in the Contract Documents, there is enough material delivered to take samples, at no expense to the Department.
6-1.2.1 Pretest by Manufacturers: Submit certified manufacturer’s test results to the Engineer for qualification and use on Department projects. Testing will be as specified in the Contract Documents. The Department may require that manufacturers submit samples of materials for independent verification purposes.
6-1.2.2 Point of Production Test: Test the material during production as specified in the Contract Documents.
6-1.2.3 Point of Distribution Test: Test the material at Distribution facilities as specified in the Contract Documents.
6-1.2.4 Point of Use Test: Test the material immediately following placement as specified in the Specifications. After delivery to the project, the Department may require the retesting of materials that have been tested and accepted at the source of supply, or may require the testing of materials that are to be accepted by Producer Certification. The Department may reject all materials that, when retested, do not meet the requirements of these Specifications.
6-1.3 Certification:
6-1.3.1 Producer Certification: Provide complete certifications for materials as required. Furnish to the Engineer for approval, Producer Certifications for all products listed on the Approved Products List (APL) and when required by the applicable material Specification(s). Do not incorporate any manufactured products or materials into the project without approval from the Engineer. Materials will not be considered for
payment when not accompanied by Producer Certification. Producers may obtain sample certification forms through the Department’s website at the following URL: https://www.fdot.gov/materials/administration/resources/library/publications/certificatio ns/sampleforms.shtm. Ensure that the certification is provided on the producer’s letterhead and is signed by a legally responsible person from the producer and notarized.
6-1.3.1.1 Approved Products List: The Product Evaluation Section in the State Specifications and Estimates Office maintains the APL. This list provides assurance to Contractors, consultants, designers, and Department personnel that specific products and materials are approved for use on Department facilities. The Department will limit the Contractor’s use of products and materials that require pre-approval to items listed on the Approved Products List effective at the time of placement.
Manufacturers seeking evaluation in accordance with Departmental procedures of an item must submit a product evaluation application, available on the Department’s website at the following URL: https://www.fdot.gov/programmanagement/ProductEvaluation/Default.shtm, with supporting documentation as defined and detailed by the applicable Specifications and Design Standards. All required test reports must be conducted by an independent testing laboratory or other independent testing facility. All required drawings and calculations must be signed and sealed by a Professional Engineer licensed in the State of Florida.
The application must be signed by a legally responsible person from the producer. Producer name and material designation (product name, style number, etc.) provided on the application shall be the same as identified on product packaging and labels.
Products that have successfully completed the Department’s evaluation process are eligible for inclusion on the APL. Manufacturer’s of APL approved products are required to resubmit the product for APL approval when any modifications or alterations are made to an approved product. This includes, but is not limited to, design, materials, fabrication methods or operational modifications. Notification of modifications or alterations must be submitted along with supporting documents for review and approval by the Department. The Department will consider any marked variations from original test values for a product, failure to notify the Department of any modifications or alterations, or any evidence of inadequate performance of a product as sufficient evidence that the properties of the product have changed, and the Department may remove the product from the APL.
Manufacturers must re-qualify APL products for approval on or before the product’s original approval anniversary date. The APL requalification schedule and criteria are available on the Department’s website. The Department will consider failure to perform these actions as sufficient evidence that the properties of the product have changed, and the Department will remove the product from the APL.
The State Traffic Engineering and Operations Office maintains the Approved Products List (APL) of Traffic Control Signals and Devices. Traffic monitoring site equipment and materials are also included on the APL. This list provides assurance to maintaining agencies, Contractors, consultants, designers, and Department personnel that the specific items listed are approved for use on Department facilities. The Department will limit the Contractor’s procurement and use of traffic control signals and devices, and traffic monitoring site equipment and materials to only those items listed on the APL that
is effective at the time of procurement, except as provided in Section 603. Manufacturers seeking approval of a specific device must follow the approval process described in detail on the State Traffic Engineering and Operations website at the following URL: https://www.fdot.gov/traffic/default.shtm.
Manufacturers of devices on the APL are required to notify the Department of any modifications or alterations of an approved device including design, materials fabrication methods, or operational modifications. Notification of changes must be submitted along with supporting documents for review and approval by the Department. The Department will consider any marked variations from original test values for a product, failure to notify the Department of any modifications or alterations, or any evidence of inadequate performance of a product as sufficient evidence that the properties of the product have changed, and the Department may initiate action to remove the device from the APL.
6-1.3.2 Contractor Installation Certification: Provide installation certifications as required by the Contract Documents.
6-2 Applicable Documented Authorities other than Specifications.6-2.1 General: Details on individual materials are identified in various material specific Sections of the Specifications that may refer to other documented authorities for requirements. When specified, meet the requirements as defined in such references.
6-2.2 Test Methods: Methods of sampling and testing materials are in accordance with the Florida Methods (FM). If a FM does not exist for a particular test, perform the testing in accordance with the method specified in the Specification. When test methods or other standards are referenced in the Specifications without identification of the specific time of issuance, use the most current issuance, including interims or addendums thereto, at the time of bid opening.
6-2.3 Construction Aggregates: Aggregates used on Department projects must be in accordance with Rule 14-103, FAC.
6-3 Storage of Materials and Samples.6-3.1 Method of Storage: Store materials in such a manner as to preserve their quality and fitness for the work, to facilitate prompt inspection, and to minimize noise impacts on sensitive receivers. More detailed specifications concerning the storage of specific materials are prescribed under the applicable Specifications. The Department may reject improperly stored materials.
6-3.2 Use of Right-of-Way for Storage: If the Engineer allows, the Contractor may use a portion of the right-of-way for storage purposes and for placing the Contractor’s plant and equipment. Use only the portion of the right-of-way that is outside the clear zone, which is the portion not required for public vehicular or pedestrian travel. When used, restore the right-of- way to pre-construction condition at no additional cost to the
Department or as specified in the Contract Documents. Provide any additional space required at no expense to the Department.
6-3.3 Responsibility for Stored Materials: Accept responsibility for the protection of stored materials. The Department is not liable for any loss of materials, by theft or otherwise, or for any damage to the stored materials.
6-3.4 Storage Facilities For Samples: Provide facilities for storage of samples as described in the Contract Documents and warranted by the test methods and Specifications.
6-4 Defective Materials.Materials not meeting the requirements of these Specifications will be considered defective. The Engineer will reject all such materials, whether in place or not. Remove all rejected material immediately from the site of the work and from storage areas, at no expense to the Department. Do not use material that has been rejected and the defects corrected, until the Engineer has approved the material’s use. Upon failure to comply promptly with any order of the Engineer made under the provisions of this Article, the Engineer has the authority to have the defective material removed and replaced by other forces and deduct the cost of removal and replacement from any moneys due or to become due the Contractor.
As an exception to the above, within 30 calendar days of the termination of the LOT or rejection of the material, the Contractor may submit a proposed scope of work to the Engineer for an engineering or independent laboratory (as approved by the Engineer) analysis to determine the disposition of the material. A Specialty Engineer, who is an independent consultant, or the Contractor’s Engineer of Record as stated within each individual Section shall perform any such analysis. Upon the Engineer’s approval of the scope of work submitted by the Contractor, the engineering analysis must be completed and the report must be submitted to the Engineer within 45 calendar days, or other time frame as approved by the Engineer. The report must be signed and sealed by the Specialty Engineer. The Engineer will determine the final disposition of the material after review of the information submitted by the Contractor. No additional monetary compensation or time extension will be granted for the impact of any such analysis or review.
6-5 Products and Source of Supply.6-5.3 Contaminated, Unfit, Hazardous, and Dangerous Materials: Do not use any material that, after approval and/or placement, has in any way become unfit for use. Do not use materials containing any substance that has been determined to be hazardous by the State of Florida Department of Environmental Protection or the U.S. Department of Environmental Protection (EPA). Provide workplaces free from serious recognized hazards and to comply with occupational safety and health standards, as determined by the U.S. Department of Labor Occupational Safety and Health Administration (OSHA).
105 CONTRACTOR QUALITY CONTROL GENERAL REQUIREMENTSSUBARTICLE 105-1.1.2. is deleted and the following substituted:
Test data shall not be required to be entered into any FDOT and/or Flagler County databases.
- CERTIFICATION OF COMPLIANCE WITH FLORIDA TRENCH SAFETY ACT —
Bidder acknowledges that he is solely responsible for complying with the Florida Trench Safety Act (ACT) and Occupational Safety and Health Administrations excavation safety standard 29 CER 1926.650 (Subpart P as amended). Bidder further acknowledges that included in the various items of the proposal and in the Total Bid Price are costs for complying with the Florida Trench Safety Act (90-96, Law of Florida) and the Occupational Safety and Health Administrations excavation safety standards as they may be amended from time-to-time.
BY: _____________________________________
Bidder
______________________________________
Authorized Signature
______________________________________
Date
- AFFIDAVIT OF NON-COLLUSION —
Project Name: ___________________________________________
Project Number: _______________________
STATE OF FLORIDA
COUNTY OF __________________
_____________________________*, being first duly sworn, deposes and says that he (it) is the bidder in the above bid, for____________________ ______________, that the only person or persons interested in said bid are named therein that no officer, employee or agent of the Flagler County BCC or of any other bidder is interested in said bid; and that affiant makes the above bid with no past or present collusion with any other person, firm or corporation.
Affiant:___________________________ Title:____________
Sworn and subscribed to before me this__________ day of _____________
20____, in the state of Florida, County of____________________________
Attest:______________________________________
Notary Public
My Commission Expires:_______________________
(Notary Seal)
*NOTICE: State name of Bidder followed by name of authorized individual (and title) who is signing as Affiant. If Bidder is an individual, state name of Bidder only.
This document must be completed and returned with your Submittal
- DRUG FREE WORKPLACE CERTIFICATE —
I, the undersigned, in accordance with Florida Statute 287.087, hereby certify that,
(print or type name of firm)
- Publishes a written statement notifying that the unlawful manufacture, distribution, dispensing, possession or use of a controlled substance is prohibited in the Workplace named above, and specifying actions that will be taken against violations of such prohibition.
- Informs employees about the dangers of drug abuse in the workplace, the firm’s policy of maintaining a drug free working environment, and available drug counseling, rehabilitation, and employee assistance programs, and the penalties that may be imposed upon employees for drug use violations.
- Gives each employee engaged in providing commodities or contractual services that are under bid or proposal, a copy of the statement specified above.
- Notifies the employees that as a condition of working on the commodities or contractual services that are under bid or proposal, the employee will abide by the terms of the statement and will notify the employer of any conviction of, please or guilty or nolo contendere to, any violation of Chapter 1893, or of any controlled substance law of the State of Florida or the United States, for a violation occurring in the workplace, no later than five (5) days after such conviction, and requires employees to sign copies of such written statement to acknowledge their receipt.
- Imposes a sanction on, or requires the satisfactory participation in, a drug abuse assistance or rehabilitation program, if such is available in the employee’s community, by any employee who is so convicted.
- Makes a good faith effort to continue to maintain a drug free workplace through the implementation of the Drug Free Workplace program.
- “As a person authorized to sign this statement, I certify that the above named business, firm or corporation complies fully with the requirements set forth herein”.
_________________________________
Authorized Signature
_________________________________
Date Signed
State of: _____________________
County of: ___________________
Sworn to and subscribed before me this ________day of _____________________, 20_____
Personally known _______ or Produced Identification ____________________________
(Specify Type of Identification)
_____________________________
Signature of Notary
My Commission Expires: _____________________
This document must be completed and returned with your Submittal
- E-VERIFY ACKNOWLEDGEMENT
—
Contract No: ______________________
Financial Project No(s): _________________
Project Description: _____________________
Contractor acknowledges and agrees to the following:
Contractor shall utilize the U.S. Department of Homeland Security’s E-Verify system to verify the employment eligibility of all new employees hired by the Contractor during the term of the Contract and shall expressly require any subcontractors performing work or providing services pursuant to the Contract to likewise utilize the U.S. Department of Homeland Security’s E-Verify system to verify the employment eligibility of all new employees hired by the subcontractor during the Contract term.
Company/Firm: _______________________________________________________
Authorized Signature: ___________________ _______________________________
Title: _ ______________________________________________________________
Date: ________________________________________________________________
This document must be completed and returned with your Submittal
- LIST OF PROPOSED SUBCONTRACTORS —
List shall include the name of each Subcontractor where the amount of their work exceeds five percent (5%) of the Contract Price. Indicate percentage of Contract Price for each subcontractor listed. Attach additional information as needed.
Subcontractor No. 1
Name:
Description of Work:
Percent of Contract Price:
Previous Experience Together: Yes/No
Subcontractor No. 2
Name:
Description of Work:
Percent of Contract Price:
Previous Experience Together: Yes/No
Subcontractor No. 3
Name:
Description of Work:
Percent of Contract Price:
Previous Experience Together: Yes/No
Subcontractor No. 4
Name:
Description of Work:
Percent of Contract Price:
Previous Experience Together: Yes/No
Subcontractor No. 5
Name:
Description of Work:
Percent of Contract Price:
Previous Experience Together: Yes/No
This document must be completed and returned with your Submittal
- AFFIDAVIT OF COMPLIANCE WITH ANTI-HUMAN TRAFFICKING LAWS —
State of ______________________
County of ____________________
In accordance with section 787.06(13), Florida Statutes, the undersigned, on behalf of [_____________________________________________] (the "Firm"), hereby attests under penalty of perjury that the Firm does not use coercion for labor or services as defined in Section 787.06, Florida Statutes, entitled "Human Trafficking."
The undersigned representative of the Firm is authorized to execute this affidavit on behalf of the Firm.
Signed:
Name: _____________________________
Title: _____________________________
The foregoing was sworn to (or affirmed) and subscribed before me, by means of physical presence, this _____ day of ______________________ 202___ by _________________________ as __________________________ of ___________________________________. Such person is [__] personally known to me or [__] produced valid government-issued identification.
(SEAL)
__________________________________________
Notary
Submission Requirements
- Bidders Checklist
- Bidders Checklist (required) —
Please download the below documents, complete, and upload.
- Bid Bond
- Bid Bond (required) —
Please download the below documents, complete, and upload.
- Forms/Documentation
- Bid Submittal Form (required) —
Please download the below documents, complete, and upload.
- Affidavit of Non-Collusion (required) —
Please download the below documents, complete, and upload.
- Human Trafficking Attestation Pursuant to Section 787.06, Florida Statutes (required) —
Download the attached form, complete, and upload completed form.
- Certification of Compliance with Florida Trench Safety Act (required) —
Please download the below documents, complete, and upload.
- Drug-Free Workplace (required) —
Please download the below documents, complete, and upload.
- E-Verify Acknowledgement (required) —
Please download the below documents, complete, and upload.
- List of Proposed Subcontractors —
Please download the below documents, complete, and upload.
- Sworn Statement Pursuant to Section 287.133 FS Public Entity Crimes (required) —
Please download the below documents, complete, and upload.
- W-9 (required) —
Please download the below documents, complete, and upload.
- Vendor Information Form (required) —
Please download the below documents, complete, and upload.
- Proof of Insurance (required) —
Please provide Proof of Insurance - evidence of required insurance coverage or proof of insurability in the amounts indicated. If available, a properly completed ACORD Form is preferable. Upon award, final forms must contain the correct solicitation and/or project number and Flagler County contact person.
Firms that have owner/operators that have filed a "Notice of Election to be Exempt" shall submit a copy with the response
- Acknowledgements
- Registration on SAM.gov (required) —
For any federally funded project, bidder agrees to register on SAM.gov if awarded a contract under this solicitation.
- Please provide your UEI# (required)
- Registration on Sunbiz.org (required)
- Please provide your Sunbiz.org Document Number (required)
- Please upload your Sunbiz.org certificate. (required)
- Procurement Type (required) —
This may seem like a redundant question as you have already selected a template. However, to quickly enter the procurement/solicitation type automatically in multiple areas throughout the document without having to do so manually you need to confirm your procurement/solicitation here.
The selection you make here should be consistent with the selected template or you will need to start a new project/solicitation using the correct template.
- Pre-Solicitation Meeting? (required) —
Is there a pre-solicitation meeting that will occur?
If so, is this pre-solicitation meeting mandatory or non-mandatory?
- Local Preference? (required) —
Does local preference apply to this solicitation/project?
- Initial Contract Term (required) —
Fill in the blank with length of the initial contract term.
Examples:
one (1) year
two (2) year
three (3) year
until project completion
- Contract Renewals (required) —
Fill in the blank with length of the appropriate renewals.
Examples:
one (1) subsequent one (1) year renewal
two (2) subsequent one (1) year renewals
three (3) subsequent one (1) year renewals
four (4) subsequent one (1) year renewals
No renewals
- New Material Section? (required) —
Is the "New Material" section in Special Terms and Conditions applicable to this solicitation?
- Price Redeterminations? (required) —
Do any price redeterminations apply to this solicitation/contract?
- Wage Redeterminations (required) —
If the county will consider wage redeterminations based on: "Trade, transportation, and utilities" skip this question.
OR
If the county will consider wage redeterminations based on something other than "Trade, transportation, and utilities" then enter the category(ies) here.
- IT Project? (required) —
Is this an IT Project or Software procurement/solicitation?
- Federal Provisions (required) —
Do Federal Provisions apply to this contract or project?
- Federal Transit Administration (FTA) Regulations? (required) —
Do Federal Transit Administration (FTA) regulations as indicated in the FTA Master Agreement and Best Practices Procurement applicable to this project?
- Liquidated Damages? (required) —
Are liquidated damages applicable to this project/contract?
- Amount of Liquidated Damages (if applicable) (required) —
Enter the amount of liquidated damages per day, using the following format:
EXAMPLE:
- Five Thousand Dollars ($5,000) per day
- One thousand Dollars ($1,000) per day
For Reference your answer will populate the bold wording below:
Time is of the essence for this project. Any delays from the dates contained in the Agreement issued to the Contractor shall inconvenience the Public and result in monetary losses and damages to the County. The losses and damages shall be difficult to determine. In the event that the deliverables are not provided by the date set in the resulting Agreement, there shall be deducted, as agreed, fixed liquidated damages from the Agreement price being paid by the County of Flagler. This computed sum shall be: Five Thousand Dollars ($5,000.00) per day, including Saturdays and Sundays.
- Submittal Bond? (required) —
Is there a submittal bond required for this project?
- Amount of Submittal Bond (required) —
What is the submittal bond dollar amount required for this project?
EXAMPLE:
$5,000
$10,000
$15,000
- Payment and Performance Bond? (required) —
Is a Payment and Performance Bond required for this project?
- Brand Name or Equal? (required) —
Are "Brand Name or Equals" allowed on this project?
- Navigable Water? (required) —
Does this project include Navigable Water activities?
- Insurance Requirements (required) —
Select all that apply for this solicitation/project.
Commercial General Liability
Will the commercial general liability policy be provided on a project or location specific basis for the location or project site where the work or services are to be performed under the Agreement? If yes, then select here.Garage Liability
Only select this if Garage Liability is required in the Required Types and Limits of Insurance Chart.Garage Keeper's Legal Liability
Only select this if Garage Liability is required in the Required Types and Limits of Insurance Chart.Excess/Umbrella Liability
Select if Excess/Umbrella Liability is required in the Required Types and Limits of Insurance Chart.Motor Vehicle Liability
Only select this if Automobile Liability is required in the Required Types and Limits of Insurance Chart.Professional Liability
Only select this if Professional Liability is required in the Required Types and Limits of Insurance Chart.Installation Floater
Only select this if Installation Floater is required in the Required Types and Limits of Insurance Chart.Builder's Risk Insurance
Only select this if Builder’s Risk is required in the Required Types and Limits of Insurance Chart.Contractor's Pollution Liability
Only select this if Contractor’s Pollution is required in the Required Types and Limits of Insurance Chart.Transportation Pollution Liability
Only select this if Transportation Pollution Liability is required in the Required Types and Limits of Insurance Chart.Pollution Liability
Only select this if Pollution Liability is required in the Required Types and Limits of Insurance Chart.Crime Insurance
Only select this if Crime Insurance Policy is required in the Required Types and Limits of Insurance Chart.Cyber Insurance
Only select this if Cyber Insurance is required in the Required Types and Limits of Insurance Chart.Computer Software and Services (Technology) Errors and Omissions Liability
Only select this if Computer Software and Services Errors and Omissions Liability is required in the Required Types and Limits of Insurance Chart.Protection & Indemnity
Only select this if Protection & Indemnity is required in the Required Types and Limits of Insurance Chart.Marine/Vessel Pollution
Only select this if Marine/Vessel Pollution is required in the Required Types and Limits of Insurance Chart.Aerial Applicator Aviation Insurance
Only select this if Aerial Applicator Aviation is required in the Required Types and Limits of Insurance Chart.Worker's Compensation
Only select this if Worker's Compensation is required in the Required Types and Limits of Insurance Chart.Employer's Liability
Only select this if Employer's Liability is required in the Required Types and Limits of Insurance Chart. - Rental Equipment? (required) —
Will the County be renting any equipment for this project?
- Proposal Acceptance Period (required) —
When/what date should proposals/bids/submittals continue to remain valid until? Specify a complete date, being sure to note Month, Day Year.
Example:
June 30, 2025 - Indemnification for Grant Funded Projects (required) —
The design professional shall indemnify and hold harmless the County, and its officers and employees, Florida Department of Emergency Management, its employees and/or their contractors (FDEM) and the government of the United States, from liabilities, damages, losses, and costs, including, but not limited to, reasonable attorneys' fees, to the extent caused by the negligence, recklessness, or intentionally wrongful conduct of the design professional and other persons employed or utilized by the design professional in the performance of the contract.
In all claims against FDEM or US, Contractor’s indemnification obligation shall not be limited in any way by any limitation on the amount or type of damages, compensation or any benefits payable by or for Contractor, or its employees, agents, contractors, or subcontractors.
Key dates
- April 16, 2026Published
- May 20, 2026Responses Due
AI classification tags
Frequently asked questions
SLED stands for State, Local, and Education. These are solicitations issued by state governments, counties, cities, school districts, utilities, and higher education institutions — as opposed to federal agencies.
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