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COURT STREET IMPROVEMENTS - 08-0035-EN
LOF C T C I Y OF LEARWATER wl?- Q; POST OFFICE Box 4748, CLEARWATER FLORIDA 13758-4748 ^ ` , TELEPHONE (727) 462-6126 FAX (727) 462-6989 T R? 44 , PUBLIC SERVICES 4-7 DEPAR'T'MENT OFFICj,?! prCOPL), 1EG!S°.r!i l: o , A'VD July 21, 2009 SPA S D En Semper Fi Services, LLC Attn: Mr. Mark Jackson 1611 - 12`h Street E., Unit "B" Palmetto, Florida 34221 Re: Court Street Improvements (08-0035-EN) Dear Mr. Jackson: The work of the above referenced project is completed and acceptable as of March 10, 2009. However, if at some later date any defects appear due to construction, you will be expected to accept the responsibility according to the Guarantee of the General Conditions which reads: "The Contractor shall remedy any defects in the work at his own expense and pay for any damage to other work resulting therefrom which appear within a period of one year from the date of final acceptance". At this time we have also included your "Contractor's Evaluation" for this project. Very truly yours, -`? X?-X- Perry M opez Constru ' n Manager City of Clearwater /ae cc: Gary A. Johnson, C.G.C., Public Services Director Tara Kivett, Construction Project Coordinator Susan Chase, City Clerk Specialist, Office of Official Records & Leg. Services Project File Warranty File "EQUAL EMPLOYMENT AND AFFIRMATIVE ACFION EMPLOYER" CITY OF CLEARWATER CONSTRUCTION DIVISION CONTRACTOR'S PAST PERFORMANCE REPORT Contractor: Sem er Fi Services LLC Project Name: Court St. Improvements Address: 1611 -12t" Street E. , Unit B Project Number; 08-0035-EN City/State/Zip: Palmetto, Florida 34221 Phone: 941 845-0128 Completion Date: 3/10/09,122 days; NTP 11/9/08 120 days in original contract Type of Work: Intersection Improvements Fax No.: 941 845-0135 Final Contract Amount: $642,336.51 ANSWER ALL QUESTIONS Performance 1. Pursuit of the Work. Maximum Value 12 2. Proper MOT and Minimize Impacts to Traveling Public. 3. Timely and Complete Submittal of Documents 4. Timely Completion of Project. 5. Coordination / Cooperation with Cl Personnel, Property Owners and Utilities Company. 6. Mitigate Cost and Time Overruns 7, Environmental Compliance 8. Conformance with Contract Documents. Total Score 12 8 16/20 note #4 10 12 10/12 note #4 20 100/106 Rated Value 6 0 6 14 4 9 9 8 56 7zz,- 7/16/09 7a 2?' Construction Coordinator (signature) Date Constructio anager Date 1 CONTRACT DOCUMENTS AND TECHNICAL SPECIFICATIONS CITY OF CLEARWATER COURT STREET IMPROVEMENTS (08-0035-EN) PREPARED FOR Clearwater U ISSUED FOR BID AUGUST/2008 CPMPFRFIif:R ?,nenur: loo•wv -- - - --- ACORDTM CERTIFICATE OF LIABILITY INSURANCE 10/08/2008 ' PRODUCER CAD - Commercial Insurance HUB INTL New England, LLC THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. PO Box 9146 Norwell, MA 02061-9146 INSURERS AFFORDING COVERAGE NAIC # INSURED INSURERA: First Mercury Insurance Company LLC et al Fi Semper INSURER B: Colony Insurance Company 1611 12th 1611 12, Suite B Street, INSURER c: Travelers Insurance Co. Palmetto, FL 34221 INSURER D: INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NU I WI I NZ5I ANLJINU TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR ANY REQUIREMENT , THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH MAY PERTAIN , POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. IVE EFFECT Y AT 1 p TION P I C LIMITS LTR N S TYPE OF INSURANCE POLICY NUMBER M D rrfl E DA T E MN A GENERAL LIABILITY FMMA0010172 03115/08 03/15109 EACH OCCURRENCE $1,000,000 X COMMERCIAL GENERAL LIABILITY DAMAGE TO RENTED $50,000 CLAIMS MADE F-X] OCCUR MED EXP (Any one person) $ X 000 BI/PD Ded•5 PERSONAL BADVINJURY $1,000,000 , GENERAL AGGREGATE s2.000.000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG s2,000,000 POLICY X PRO- LOC C AUTOMOBILE LIABILITY 8101022A765 03115108 03115/09 COMBINED SINGLE LIMIT $1 000 000 X ANY AUTO (Ea accident) , , ALL OWNED AUTOS BODILY INJURY $ SCHEDULED AUTOS (Per person) HIRED AUTOS BODILY INJURY $ NON-OWNED AUTOS (Par accident) PROPERTY DAMAGE $ (Per accident) GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ ANY AUTO OTHER THAN EA ACC $ AUTO ONLY: AGG $ B EXCESSIUMBRELLA LIABILITY AR5460512A 03115/08 03/15/09 EACH OCCURRENCE $5 000 000 X OCCUR EICLAIMS MADE AGGREGATE 5:000:000 DEDUCTIBLE $ X RETENTION $ 0 $ WC STATU- OTH- WORKERS COMPENSATION AND T Y LIMIT ER EMPLOYERS' LIABILITY E.L. EACH ACCIDENT $ ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? E.L. DISEASE - EA EMPLOYEE $ If yes, describe under SPECIAL PROVISIONS below E.L. DISEASE - POLICY LIMIT $ OTHER DESCRIPTION OF OPERATIONS / LOCATIONS I VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS Named Insured includes Semper Fi Services, LLC. City of Clearwater is included as additional insured as respects Court Street Improvements Project (08-0035-EN) ERTIFI C SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION City of Clearwater DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 10 DAYS WRITTEN Attn: Public Works Construction NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL P O Box 4748 IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR FL 33758-4748 Clearwater REPRESENTATIVES. , CATS HOLDER CANCELLATION AUTHORIZED REPRESENTATIVE ACORD 25 (2001/08) 1 of 2 #S202864/M131468 P0003 0 ACORD CORPORA i ION Iyoo IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. ACORD 25S (2001/08) 2 of 2 #S202864/M131468 > 10/8/2008 08:27 Lion Insurance Lion Insurance Company-),Semper Fi Services,, LLC 1/1 Date CERTIFICATE OF LIABILITY INSURANCE T 10/812008 Producer: Lion Insurance Company This Certificate is issued as a matter of information only and confers no rights upon the Certificate Holder. This Certificate does not amend, extend or alter 2739 U.S. Highway 19 N. the coverage afforded by the policies below. Holiday, FL 34691 Insurers Affording Coverage NAIC # Insurer A: Lion Insurance Company 11075 I ured; S Inc t Personnel Leasin th E ns g, . as ou Insurer B: 19 N Hi hwa S 2739 U . g y . . FL 34691 Holida Insurer C: y, Insurer D: Insurer E: Coverages he policies of insurance I sled below have been issued to the insured named above for the policy period indicated. Notwithstanding any requirement, term or condition o any contractor other document with respect to which this certificate maybe issued or may pertain, me insurance afforded by the policies described herein is subject to all the terms, exclusions, and conditions of such policies. Aggregate limits shown may have been reduced by paid claims. INSR ADDL Policy Effective Policy Expiration Date Limits LTR INSRD Type of Insurance Policy Number Date (MM/DD/YY) (MM/DD/YY) GENERAL LIABILITY Each Occurrence $ Commercial General Liability Damage to rented premises (EA Claims Made 11 Occur occurrence) $ Mad Fir $ P l Ad I $ ersona v njury General aggregate limit applies per LOC Pr ect P l General Aggregate $ ot o icy 1:1 11 Produces - Comp/0p Agg $ AUTOMOBILE LIABILITY Combined Single Limit (EA Accident) $ A A uto ny Bodily Injury All Owned Autos (Per Person) $ d A h d l S utos c e u e Hired Autos Bodily Injury Non-Owned Autos (Per Accident) $ Property Damage (Per Accident) $ EXCESS/UMBRELLA LIABILITY Each Occurrence Occur ? Claims Made Aggregate Deductible A Workers Compensation and WC 71949 01/01/2008 01/01/2009 x WC State- oTH- ers' Liabilit Em lo to Limits ER y p y Any proprietor/partner/executive officer/member E.L. Each Accident $t 000 OOo excluded? E.L. Disease - Ea Employee $1.000.000 If Yes, describe under special provisions below. E.L. Disease -Policy Limits $1.000,000 Other Lion Insurance Company is A.M. Best Company rated A- (Excellent). AM B # 12616 Descriptions of Operations/L ocations/Vehicles/Exclusions added by Endorsement/Special Provisions: Client ID: 41-66-446 Coverage only applies to active employee(s) of South East Personnel Leasing, Inc. that are leased to the following "Client Company": Semper Fi Services, LLC Coverage only applies to injuries incurred by South East Personnel Leasing, Inc. active employee(s) , while working in Florida. Coverage does not apply to statutory employee(s) or independent contractor(s) of the Client Company or any other entity. A list of the active employee(s) leased to the Client Company can be obtained by faxing a request to (727) 937-2138 or by calling (727) 938-5562. REFERENCE PROJECT: CONTRACT NO. 08-0035-EN, COURT STREET IMPROVEMENTS, CLEARWATER, FL " FAX: 941-845-0135 & 727-562-4755 / ISSUE 10-08-08 (NM) Begin Date 11/28/2007 CERTIFICATE HOLDER CANCELLATION CITY OF CLEARWATER Should any of the above described policies be cancelled before the expiration date thereof, the issuing insurer will endeavor to mad 30 days wnten nonce to the certificate holder named to me left, but failure to do so shall impose no ATTN: PUBLIC WORKS CONSTRUCTION obligation or liability of ary land uponthe insurer, its agents or representatives PO BOX 4748 CLEARWATER FL 33758-4748 S. + EMERGENCY CALL LIST TO: Engineering; Police Communications; Traffic; Fire Department; Utilities Dispatch/Gas; Public Service/ Road & Drainage; Assistant Director Public Utilities; Public Utilities/Water; Public Utilities/Wastewater; Construction Project Coordinator; Construction Inspector FROM: Engineering PROJECT: COURT STREET IMPROVEMENTS (08-0035-EN) LOCATION: COURT STREET, CLEARWATER, FLORIDA The following Contractor has been awarded the above project by the City Commission action dated: OCTOBER 2, 2008 PROJECT IS TO BEGIN: To be determined after pre-con meeting 10/15 CONTRACTOR'S NAME AND ADDRESS: NAME: SEMPER FI SERVICES, LLC. ADDRESS: 1611 12TH STREET, E., UNIT B PALMETTO, FLORIDA 34221 PHONE #: (941) 845-0128 FAX #: (941) 845-0135 IN CASE OF EMERGENCY - PLEASE NOTIFY: (Please List 3) NAME: Bret Barry PHONE NO.: (727) 530-7569 -Office NAME: Eric Wenham PHONE NO.:(941)526-8619-Cell (727)530-7569-Office NAME :Mark Jackson PHONE NO.:(941)845-0128-Office (941)737-3562-Cell EMERGENCY TRAFFIC MAINTENANCE PERSON NAME:Mike Grizzle PHONE NO.:(727)530-7569-Office (904)226-7218 Cell TITLE: Project Manager TITLE: Project Manager TITLE: Manager NOTE: IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE TRAFFIC ENGINEERING DEPARTMENT & THE CLEARWATER POLICE DEPARTMENT WHEN WORK COMMENCES AND WHEN STREETS ARE TO BE CLOSED TO TRAFFIC. .` a TO: City of Clearwater ATTN: Public Works Construction P.O. Box 4748 Clearwater, Florida 33758-4748 The following personnel are authorized by me to sign submittals for Project Name & Number: COURT STREET IMPROVEMENTS PROJECT (08-0035-EN) NAMES: Mark A. Jackson, Manager Bret Barry, Project Manager Eric Wenham, Project Manager COMPANY NAME: BY: e?< Mark A. Jackson DATE: Oc!g96er 10, 2008 TITLE: Manager ADDENDUM NO. 1 FOR COURT STREET IMPROVEMENTS Clearwater, Florida Project Number 08-0035-EN DATE: AUGUST 25, 2008 SUBJECT: Addendum No. 1 TO: Prospective Bidders and Others Concerned The Contract Documents for the subject project shall be supplemented to include the following: CLARIFICATION - MANDATORY PRE-BID MEETING DAY The Mandatory Pre-Bid Meeting is scheduled for Wednesday, August 27, 2008, not Thursday, August 27, 2008. END OF ADDENDUM #1 THE CITY OF CLEARWATER PINELLAS COUNTY, FLORIDA By: /s/William B. Horne, II City Manager ADDENDUM NO. 2 FOR COURT STREET IMPROVEMENTS Clearwater, Florida Project Number 08-0035-EN DATE: August 29,2008 SUBJECT: Addendum No. 2 TO: Prospective Bidders and Others Concerned The Contract Documents for the subject project shall be supplemented to include the following: • Pinellas County to furnish pay items 670-5-111 and 685-106 with shop drawings, contractor to install. • Sheet 2 of the plans - delete note referring to Section A-A (this work was removed from the plans). • Delete the Field office is not required for this bid. • Pedestrian MOT shall be maintained at all times for access into and around buildings. END OF ADDENDUM #2 THE CITY OF CLEARWATER PINELLAS COUNTY, FLORIDA BY: /s/William B. Horne, II City Manager ADDENDUM NO. 3 FOR COURT STREET IMPROVEMENTS Clearwater, Florida Project Number 08-0035-EN DATE: September 11, 2008 SUBJECT: Addendum No. 3 TO: Prospective Bidders and Others Concerned The Contract Documents for the subject project shall be supplemented to include the following: Change of column titles on bid proposal sheet (titles only) END OF ADDENDUM #3 THE CITY OF CLEARWATER PINELLAS COUNTY, FLORIDA By: /s/William B. Horne, II City Manager SECTION I ADVERTISEMENT FOR BID ADVERTISEMENT OF BIDS & NOTICE TO CONTRACTORS COURT STREET IMPROVEMENTS (08-0035-EN) CLEARWATER, FLORIDA Copies of the Contract Documents and Plans for this Project are available for inspection and/or purchase by prospective bidders at the City of Clearwater's Plan Room - website address: www.myCIearwater.com/cit3Mrojects, ON MONDAY, AUGUST 11, 2008, until no later than close of business three (3) days preceding the bid opening. Price of Contract Documents and Plans, as indicated on the website, reflects reproduction cost only. The work for which proposals are invited consists of. milling, and resurfacing Court Street between Ft. Harrison Avenue and Oak Avenue as well as milling and resurfacing Oak Avenue between Court Street and Chestnut Street. Installing new striping designating new lane arrangements on both roadways along with construction of a new mast arm signal at Osceola Avenue and Court Street and replacement of the existing span wire signal at Court Street and Oak Avenue with a mast arm. Construction of a new widened sidewalk (approximately 12 feet wide) along the south side of Court Street for a distance of 240 feet from the east curb line of Oak Avenue to the east. Installation of bollards along the new sidewalk frontage for pedestrian control. Installation of appropriate conduit and electrical appliances to support the new and improved signalization. A MANDATORY Pre-Bid Conference for all prospective bidders will be held on THURSDAY, AUGUST 27, 2008 at the Municipal Services Building at 100 S. Myrtle Avenue, Clearwater, Florida at 10:00 AM in Room 130. Representatives of the Owner and Consulting Engineer will be present to discuss this Project. Sealed proposals will be received by the Purchasing Manager, at the Purchasing Office, located at the Municipal Services Bldg., 100 S. Myrtle Ave., 3rd Floor, Clearwater, Florida 33756-5520, until 1:30 P.M. on FRIDAY, SEPTEMBER 12, 2008, and publicly opened and read at that hour and place for COURT STRET IMPROVEMENTS (08-0035-EN). A complete bidders package containing plans, specifications, bond forms, contract form, affidavits and proposal form is available to the general public (Contractors, Sub-contractors, suppliers, vendors, etc.) for review and purchase. However, sealed proposals will only be accepted from those Contractors that are currently City pre-qualified Contractors in the construction category of ROADWAY AND PARKING LOT CONSTRUCTION with a minimum pre-qualification amount of $1,000,000. Contractors wanting to pre-qualify to bid this project as a General Contractor must do so two (2) weeks/ten (10) workdays prior to the bid opening date. A 10% bid bond is required for all City of Clearwater projects. The right is reserved by the City Manager of the City of Clearwater, Florida to reject any or all bids. The City of Clearwater, Florida George McKibben, Purchasing Manager (727) 562-4634 CourtadverstisementSection Ldoe Page 1 of I Revised: 7/08/2008 SECTION II INSTRUCTIONS TO BIDDERS SECTION II INSTRUCTIONS TO BIDDERS Table of Contents: SECTION II ................................................................................................................................... i 1 COPIES OF BIDDING DOCUMENTS .......................................................................... 1 2 QUALIFICATION OF BIDDERS .................................................................................. 1 3 EXAMINATION OF CONTRACT DOCUMENTS AND SITE ................................. 1 4 INTERPRETATIONS AND ADDENDA ....................................................................... 2 5 ...................................................................... BID SECURITY OR BID BOND 3 .............. 6 CONTRACT TIME .......................................................................................................... 3 7 LIQUIDATED DAMAGES ............................................................................................. 3 8 SUBSTITUTE MATERIAL AND EQUIPMENT ......................................................... 3 9 SUBCONTRACTORS ...................................................................................................... 3 10 BID/PROPOSAL FORM ................................................................................................. 4 11 SUBMISSION OF BIDS .................................................................................................. 4 12 MODIFICATION AND WITHDRAWAL OF BIDS .................................................... 5 13 ............................................................................ REJECTION OF BIDS 5 ........................ 14 DISQUALIFICATION OF BIDDER .............................................................................. 5 15 OPENING OF BIDS ......................................................................................................... 5 16 LICENSES, PERMITS, ROYALTY FEES AND TAXES ........................................... 5 17 IDENTICAL TIE BIDS/VENDOR DRUG FREE WORKPLACE ............................. 6 18 ............................................................................. AWARD OF CONTRACT 7 .................. 19 BID PROTEST .................................................................................................................. 7 20 TRENCH SAFETY ACT ................................................................................................. 8 21 CONSTRUCTION SITE EROSION AND SEDIMENT CONTROL MANAGEMENT MEASURES ....................................................................................... 8 SectionII.doc i Revised: 7/17/2008 Section II - Instructions to Bidders 1 COPIES OF BIDDING DOCUMENTS 1.1 Complete sets of the Bidding Documents are available at the City of Clearwater's Plan Room - website address: www.myclearwater.com/ciiyprojects. Price of Contract Documents and Plans, as indicated on the City's Website, reflects reproduction costs only, which is non-refundable. A complete bidders package containing plans, specifications, bond forms, contract form, affidavits and bid/proposal form is available only to pre-qualified bidders. Contractors, suppliers, or others who are not pre-qualified but who may be a possible subcontractor, supplier, or other interested person may purchase a "Subcontractor" package consisting of plans, specifications, and list of pay items. 1.2 Complete sets of Bidding Documents must be used in preparing bids. Neither the City nor the Engineer shall be liable for errors or misinterpretations resulting from the use of incomplete sets of Bidding Documents, by Bidders, sub-bidders or others. 1.3 The City, in making copies of Bidding Documents available on the above terms, does so only for the purpose of obtaining Bids on the Work and does not confer a license or grant any other permission to use the documents for any other purpose. 2 QUALIFICATION OF BIDDERS 2.1 Each prospective Bidder must pre-qualify to demonstrate, to the complete satisfaction of the City of Clearwater, that the Bidder has the necessary facilities, equipment, ability, financial resources and experience to perform the work in a satisfactory manner before obtaining drawings, specifications and contract documents. An application package for pre- qualification may be obtained by contacting the City of Clearwater, Engineering Department, Engineering Services Division at P.O. Box 4748, Clearwater, Florida 33758- 4748 (mailing address); 100 South Myrtle Avenue, Clearwater, Florida 33756-5520 (street address only) or by phone at (727) 562-4750. All qualification data must be completed and delivered to the Director of Engineering at the above address not later than fourteen (14) days prior to the time set for the receipt of bids. Bidders currently pre-qualified by the City do not have to make reapplication. 3 EXAMINATION OF CONTRACT DOCUMENTS AND SITE 3.1 It is the responsibility of each Bidder, before submitting a Bid, to (a) examine the Contract Documents thoroughly; (b) visit the site to become familiar with local conditions that may in any manner affect cost, progress, performance or furnishing of the work; (c) consider and abide by all applicable federal, state and local laws, ordinances, rules and regulations; and (d) study and carefully correlate Bidder's observations with the Contract Documents, and notify Engineer of all conflicts, errors or discrepancies in the Contract Documents. 3.2 In reference to the Technical Specifications and/or the Scope of the Work for identification of those reports of explorations and tests of subsurface conditions at the site which have been utilized by the Engineer in the preparation of the Contract Documents, bidder may rely upon the accuracy of the technical data contained in such reports but not upon non-technical data, interpretations or opinions contained therein or for the completeness thereof for the purposes of bidding or construction. In reference to those drawings relating to physical conditions of existing surface and subsurface conditions (except Underground Facilities) which are at or contiguous to the site and which have been utilized by the Engineer in SectionII.doc Page 1 of 9 Revised: 7/17/2008 Section II - Instructions to Bidders preparation of the Contract Documents, bidder may rely upon the accuracy of the technical data contained in such drawings but not upon the completeness thereof for the purposes of bidding or construction. 3.3 Information and data reflected in the Contract Documents with respect to Underground Facilities at or contiguous to the site are based upon information and data furnished to the City and Engineer by owners of such Underground Facilities or others, and the City does not assume responsibility for the accuracy or completeness thereof unless expressly provided in the Contract Documents. 3.4 Provisions concerning responsibilities for the adequacy of data furnished to prospective Bidders on subsurface conditions, Underground Facilities, other physical conditions, possible conditions, and possible changes in the Contract Documents due to differing conditions appear in the General Conditions. . 3.5 Before submitting a Bid, each Bidder shall, at Bidder's own expense, make or obtain any additional examinations, investigations, explorations, tests and studies and obtain any additional information and data which pertain to the physical conditions (surface, subsurface and Underground Facilities) at or contiguous to the site or otherwise which may affect cost, progress, performance or furnishing the work in accordance with the time, price and other terms and conditions of the Contract Documents. 3.6 On request in advance, City will provide each Bidder access to the site to conduct such explorations and tests at Bidder's own expense as each Bidder deems necessary for submission of a Bid. Bidder shall fill all holes and clean up and restore the site to its former condition upon completion of such explorations and tests. 3.7 The lands upon which the Work is to be performed, rights-of-way and easements for access thereto and other lands designated for use by the Contractor in performing the Work are identified in the Contract Documents. All additional lands and access thereto required for temporary construction facilities or storage of materials and equipment are to be provided by the Contractor. Easements for permanent structures or permanent changes in existing structures are to be obtained and paid for by the City unless otherwise provided in the Contract Documents. 3.8 The submission of a Bid will constitute an unequivocal representation by the Bidder that the Bidder has complied with every requirement of these Instructions to Bidders and that, without exception, the Bid is premised upon performing and furnishing the Work required by the Contract Documents by such means, methods, techniques, sequences or procedures of construction as may be indicated in or required by the Contract Documents, and that the Contract Documents are sufficient in scope and detail to indicate and convey understanding of all terms and conditions of performance and furnishing of the work. 4 INTERPRETATIONS AND ADDENDA 4.1 All questions as to the meaning or intent of the Contract Documents are to be directed to the Engineer. Interpretations or clarifications considered necessary by the Engineer in response to such questions will be issued by Addenda, either by mail or facsimile transmission, to all parties recorded by the Purchasing Manager as having received the Bidding Documents. Questions received less than ten (10) days prior to the date for opening of Bids may not be answered. Only information provided by formal written Addenda will be binding. Oral and other interpretations of clarifications will be without legal effect. SectionII.doc Page 2 of 9 Revised: 7/17/2008 Section II - Instructions to Bidders 4.2 Addenda may also be issued to modify the Bidding Documents as deemed advisable by the City or Engineer. 5 BID SECURITY OR BID BOND 5.1 Each Bid must be accompanied by Bid Security made payable to the City of Clearwater in an amount equal to ten percent (10%) of the Bidder's maximum Bid price and in the form of a certified or cashiers check or a Bid Bond (on form attached) issued by a surety meeting the requirements of the General Conditions. A cash bid bond will not be accepted. 5.2 The Bid Security of the Successful Bidder will be retained until such Bidder has executed the Agreement and furnished the required Payment and Performance bonds, whereupon the Bid Security will be returned. If the Successful Bidder fails to execute, deliver the Agreement and furnish the required Bonds within ten (10) days after the award of contract by the City Council, the City may annul the bid and the Bid Security of the Bidder will be forfeited. The Bid Security of any Bidder whom the City believes to have a reasonable chance of receiving the award may be retained by the City until the successful execution of the agreement with the successful Bidder or for a period up to ninety (90) days following bid opening. Security of other Bidders will be returned approximately fourteen (14) days after the Bid opening. 5.3 The Bid Bond shall be issued in the favor of the City of Clearwater by a surety company qualified to do business in, and having a registered agent in the State of Florida. 6 CONTRACT TIME 6.1 The number of consecutive calendar days within which the work is to be completed is set forth in the Technical Specifications. 7 LIQUIDATED DAMAGES 7.1 Provisions for liquidated damages are set forth in the Contract Agreement. 8 SUBSTITUTE MATERIAL AND EQUIPMENT 8.1 The contract, if awarded, will be on the basis of material and equipment described in the Drawings or specified in the Specifications without consideration of possible substitute or "or equal" items. Whenever it is indicated in the Drawings or specified in the Specifications that a substitute or "or equal" item may be furnished or used, application for its acceptance will not be considered by the Engineer until after the effective date of the Contract Agreement. The procedure for submittal of any such application is described in the General Conditions and as supplemented in the Technical Specifications. 9 SUBCONTRACTORS 9.1 If requested by the City or Engineer, the Successful Bidder, and any other Bidder so requested, shall, within seven (7) days after the date of the request, submit to the Engineer an experience statement with pertinent information as to similar projects and other evidence of qualification for each Subcontractor, supplier, person and organization to be used by the Contractor in the completion of the Work. The amount of subcontract work shall not exceed fifty percent (50%) of the Work except as may be specifically approved by the Engineer. If the Engineer, after due investigation, has reasonable objection to any proposed SectionII.doc Page 3 of 9 Revised: 7/17/2008 Section II - Instructions to Bidders Subcontractor, supplier, other person or organization, he may, before recommending award of the Contract to the City Council, request the Successful Bidder to submit an acceptable substitute without an increase in Contract Price or Contract Time. If the Successful Bidder declines to make any such substitution, the City may award the contract to the next lowest and most responsive Bidder that proposes to use acceptable Subcontractors, Suppliers, and other persons and organizations. Declining to make requested substitutions will not constitute grounds for sacrificing the Bid security to the City of any Bidder. Any Subcontractor, supplier, other person or organization listed by the Contractor and to whom the Engineer does not make written objection prior to the recommendation of award to the City Council will be deemed acceptable to the City subject to revocation of such acceptance after the Effective Date of the Contract Agreement as provided in the General Conditions. 9.2 No Contractor shall be required to employ any Subcontractor, supplier, person or organization against whom he has reasonable objection. 10 BID/PROPOSAL FORM 10.1 The Bid/Proposal Form is included with the Contract Documents and shall be completed in ink or by typewriter. All blanks on the Bid/Proposal Forms must be completed. The Bidder must state in the Bid/Proposal Form in words and numerals without delineation's, alterations or erasures, the price for which he will perform the work as required by the Contract Documents. Bidders are required to bid on all items in the Bid/Proposal form. The lump sum for each section or item shall be for furnishing all equipment, materials, and labor for completing the section or item as per the plans and contract specifications. Should it be found that quantities or amounts shown on the plans or in the proposal, for any part of the work, are exceeded or should they be found to be less after the actual construction of the work, the amount bid for each section or item will be increased or decreased in direct proportion to the unit prices bid for the listed individual items. 10.2 Bids by corporations shall be executed in the corporate name by the president or a vice- president (or other corporate officer accompanied by evidence of authority to sign) and the corporate seal shall be affixed. The corporate address and state of incorporation shall be shown below the Signature. If requested, the person signing a Bid for a corporation or partnership shall produce evidence satisfactory to the City of the person's authority to bind the corporation or partnership. 10.3 Bids by partnerships shall be executed in the partnership name and signed by a general partner, whose title shall appear under the signature and the official address of the partnership shall be shown below the signature. 10.4 All names shall be typed or printed below the signature. 11 SUBMISSION OF BIDS 11.1 Sealed Bids shall be submitted at or before the time and at the place indicated in the Advertisement for Bids and shall be submitted in a 8.5"x11" manila envelope with the project name and number on the bottom left hand corner. If forwarded by mail, the Bid shall be enclosed in another envelope with the notation "Bid Enclosed" on the face thereof and addressed to the City of Clearwater, attention Purchasing Manager. Bids will be received at the office indicated in the Advertisement until the time and date specified. Telegraphic or facsimile bids received by the Purchasing Manager will not be accepted. SectionII.doc Page 4 of 9 Revised: 7/17/2008 Section II - Instructions to Bidders 12 MODIFICATION AND WITHDRAWAL OF BIDS 12.1 Bids may be modified or withdrawn by an appropriate document duly executed (in the manner that a Bid must be executed) and delivered as described in the Advertisement of Bids. A request for withdrawal or a modification shall be in writing and signed by a person duly authorized to do so. Withdrawal of a Bid will not prejudice the rights of a Bidder to submit a new Bid prior to the Bid Date and Time. After expiration of the period for receiving Bids, no Bid may be withdrawn or modified. 12.2 After a bid is received by the City, the bidder may request to modify the bid for typographical or scrivener's errors only. The bidder must state in writing to the City that a typographical or scrivener's error has been made by the bidder, the nature of the error, the requested correction of the error, and what the adjusted bid amount will be if the correction is accepted by the City. The City reserves the right at its sole discretion to accept, reject, or modify any bid. 13 REJECTION OF BIDS 13.1 To the extent permitted by applicable State and Federal laws and regulations, the City reserves the right to reject any and all Bids, and to waive any and all informalities. Grounds for the rejection of a bid include but are not limited to a material omission, unauthorized alteration of form, unauthorized alternate bids, incomplete or unbalanced unit prices, or irregularities of any kind. Also, the City reserves the right to reject any Bid if the City believes that it would not be in the best interest of the public to make an award to that Bidder, whether because the Bid is not responsive or the Bidder is unqualified or of doubtful financial ability or fails to meet any other pertinent standard or criteria established by the City. The City reserves the right to decide which bid is deemed to be the lowest and best in the interest of the public. 14 DISQUALIFICATION OF BIDDER 14.1 Any or all bids will be rejected if there is any reason for believing that collusion exists among the bidders, the participants in such collusion will not be considered in future proposals for the same work. Each bidder shall execute the Non-Collusion Affidavit contained in the Contract Documents. 15 OPENING OF BIDS 15.1 Bids will be opened and read publicly at the location and time stated in the Advertisement for Bids. Bidders are invited to be present at the opening of bids. 16 LICENSES, PERMITS, ROYALTY FEES AND TAXES 16.1 The Contractor shall secure all licenses and permits (and shall pay all permit fees) except as specifically stated otherwise in the Technical Specifications. The Contractor shall comply with all Federal and State Laws, County and Municipal Ordinances and regulations, which in any manner effect the prosecution of the work. City of Clearwater building permit fees and impact fees will be waived except as specifically stated otherwise in the Technical Specifications. 16.2 The Contractor shall assume all liability for the payment of royalty fees due to the use of any construction or operation process, which is protected by patent rights except as specifically SectionII.doc Page 5 of 9 Revised: 7/17/2008 Section II - Instructions to Bidders stated otherwise in the Technical Specifications. The amount of royalty fee, if any, shall be stated by the Contractor. 16.3 The Contractor shall pay all applicable sales, consumer, use and other taxes required by law. The Contractor is responsible for reviewing the pertinent State Statutes involving the sales tax and sales tax exemptions and complying with all requirements. 16.4 The City of Clearwater is exempt from state sales tax on materials incorporated into the WORK. The City of Clearwater reserves the right to implement the Owner Direct Purchase (ODP) Option, if indicated in the Scope of Work Description in Section IV - Technical Specifications and as defined in Section III - General Conditions. 17 IDENTICAL TIE BIDS/VENDOR DRUG FREE WORKPLACE 17.1 In accordance with the requirements of Section 287.087 Florida Statutes regarding a Vendor Drug Free Workplace, in the event of identical tie bids, preference shall be given to bidders with drug-free workplace programs. Whenever two or more bids which are equal with respect to price, quality, and service are received by the City for the procurement of commodities or contractual services, a bid received from a business that certifies that it has implemented a drug-free workplace program shall be given preference in the award process. Established procedures for processing tie bids will be followed if none or all of the tied bidders have a drug-free workplace program. In order to have a drug-free workplace program, a contractor shall supply the City with a certificate containing the following six statements and the accompanying certification statement: (1) Publish a statement notifying employees that the unlawful manufacture, distribution, dispensing, possession, or use of a controlled substance is prohibited in the workplace and specifying the actions that will be taken against employees for violations of such prohibition. (2) Inform employees as to the dangers of drug abuse in the workplace, the business's policy of maintaining a drug-free workplace, any available drug counseling, rehabilitation, and employee assistance programs, and the penalties that may be imposed upon employees for drug abuse violations. (3) Give each employee engaged in providing the commodities or contractual services that are under bid a copy of the statement specified in subsection (1). (4) In the statement specified in subsection (1), notify the employees that, as a condition of working on the commodities or contractual services that are under bid, the employee will abide by the terms of the statement and will notify the employer of any conviction of, or plea of guilty or nolo contendere to, any violation of chapter 893, or of any controlled substance law, of the United States, or of any state, for a violation occurring in the workplace no later than five (5) days after such conviction. (5) Impose a sanction on, or require 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. (6) Make a good faith effort to continue to maintain a drug-free workplace through implementation of this section. I certify that this firm does/does not (select only one) fully comply with the above requirements. SectionII.doc Page 6 of 9 Revised: 7/17/2008 Section II - Instructions to Bidders 18 AWARD OF CONTRACT 18.1 Discrepancies between words and figures will be resolved in favor of words. Discrepancies in the multiplication of units of work and unit prices will be resolved in favor of the unit prices. Discrepancies between the indicated sum of any column of figures and the correct sum thereof will be resolved in favor of the correct sum. 18.2 In evaluating the Bids, the City will consider the qualifications of the Bidders, whether or not the Bids comply with the prescribed requirements, unit prices, and other data as may be requested in the Bid/Proposal form. The City may consider the qualifications and experience of Subcontractors, suppliers and other persons and organizations proposed by the Contractor for the Work. The City may conduct such investigations as the City deems necessary to assist in the evaluation of any Bid and to establish the responsibility, qualifications and financial ability of Bidders, proposed Subcontractors, Suppliers and other persons, and organizations to perform and furnish the Work in accordance with the Contract Documents to the City's satisfaction within the prescribed time. 18.3 If the Contract is to be awarded, it will be awarded to the lowest responsible, responsive Bidder whose evaluation by the City indicates to the City that the award will be in the best interest of the City. 18.4 Award of contract will be made for that combination of base bid and alternate bid items in the best interest of the City, however, unless otherwise specified all work awarded will be awarded to only one Contractor. 19 BID PROTEST 19.1 RIGHT TO PROTEST: Any actual bidder who is aggrieved in connection with the solicitation or award of a contract may seek resolution of his/her complaints initially with the Purchasing Manager, and if not satisfied, with the City Manager, in accordance with protest procedures set forth in this section. 19.2 PROTEST PROCEDURE: A. A protest with respect to the specifications of an invitation for bid or request for proposal shall be submitted in writing a minimum of five (5) work days prior to the opening of the bid or due date of the request for proposals, unless the aggrieved person could not have been reasonably expected to have knowledge of the facts giving rise to such protest prior to the bid opening or the closing date for proposals. Opening dates for bids or due dates for requests for proposal will be printed on the bid/request document itself. B. Protests in respect to award of contract shall be submitted in writing a maximum of five (5) work days after notice of intent to award is posted, or is mailed to each bidder, which ever is earlier. Notice of intent to award will be forwarded to bidders upon telephonic or written request. Protests of recommended award should cite specific portions of the City of Clearwater Code of Ordinances that have allegedly been violated. C. Exceptions to the five (5) day requirements noted in both A and B above may be granted if the aggrieved person could have not been reasonably expected to have knowledge of the facts giving rise to such protest prior to the bid opening, posting of SectionII.doc Page 7 of 9 Revised: 7/17/2008 Section II - Instructions to Bidders intent to award, or due date for requests for proposals. Request for exceptions should be made in writing, stating reasons for the exception. D. The Purchasing Manager shall respond to the formal written protest within five (5) work days of receipt. The Purchasing Manager's response will be fully coordinated with the appropriate Department Director and the Assistant City Manager. E. If the protestor is not satisfied with the response from the Purchasing Manager, he/she may then submit in writing within five (5) work days of receipt of that response his/her reason for dissatisfaction, along with copies of his/her original formal protest letter and the response from the Purchasing Manager, to the City Manager, F. The City Manager as Purchasing Agent for the City has the final authority in the matter of protests. The City Manager will respond to the protestor within ten (10) work days of receipt of the appeal. 19.3 PROTEST FEE: When filing a formal protest, the protesting vendor must include a fee in the amount of 5% of the selected vendor's total bid to offset the City's additional expenses related to the protest. This fee shall not exceed $2,500 nor be less than $50. If either the Purchasing Manager or the City Manager upholds the protest, the City will refund 100% of the fee paid. 19.4 STAY OF PROCUREMENT DURING PROTEST: In the event of a timely protest, the Purchasing Manager shall not proceed with the solicitation or award of contract until all administrative remedies have been exhausted or until the City Manager makes written determination that the award of contract without delay is necessary to protect the best interest of the City. 20 TRENCH SAFETY ACT 20.1 The Bidder shall comply with the provisions of the City of Clearwater's Ordinance related to trench digging (Ordinance No. 7918-08) along with the Florida Trench Safety Act (Sections 553.60-553.64, Florida Statutes) and the provisions of the Occupational Safety and Health Administration's (OSHA) excavation safety standards, 29 C.F.R.s 1926.650 Subparagraph P, or current revisions of these laws. 21 CONSTRUCTION SITE EROSION AND SEDIMENT CONTROL MANAGEMENT MEASURES 21.1 The Bidder shall comply with the provisions of the Environmental Protection Agency (EPA) National Pollution Discharge Elimination System (NPDES) stormwater permit and implement stormwater pollution prevention plans (SWPPP's) or stormwater management programs (both using best management practices (BMPs) that effectively reduce or prevent the discharge of pollutants into receiving waters. A. The control of construction-related sediment loadings is critical to maintaining water quality. The implementation of proper erosion and sediment control practices during the construction stage can significantly reduce sediment loadings to surface waters. SectionII.doc Page 8 of 9 Revised: 7/17/2008 Section II - Instructions to Bidders B. Prior to land disturbance, prepare and implement an approved erosion and sediment control plan or similar administrative document that contains erosion and sediment control provisions. NPDES Management Measures available at City of Clearwater Engineering Environmental Division and EPA websites to help address construction-related Best Management Practices. References EPA website SectionII.doc Page 9 of 9 Revised: 7/17/2008 SECTION III GENERAL CONDITIONS SECTION III GENERAL CONDITIONS Table of Contents: SECTION III .................................................................................................................................. i GENERAL CONDITIONS .........................................................................................................1 1 DEFINITIONS ..................................................................................................................1 2 PRELIMINARY MATTERS ........................................................................................... 4 2.1 DELIVERY OF BONDS AND CERTIFICATES OF INSURANCE ............................ 4 2.2 COPIES OF DOCUMENTS ............................................................................................ 4 2.3 COMMENCEMENT OF CONTRACT TIME/NOTICE TO PROCEED; STARTING THE PROJECT ................................................................................................................ 4 2.4 BEFORE STARTING CONSTRUCTION ..................................................................... 5 2.5 PRECONSTRUCTION CONFERENCE ........................................................................ 5 3 CONTRACT DOCUMENTS, INTENT ......................................................................... 5 3.1 INTENT ........................................................................................................................... 5 3.2 REPORTING AND RESOLVING DISCREPANCIES .................................................. 6 4 AVAILABILITY OF LANDS; SUBSURFACE AND PHYSICAL CONDITIONS; REFERENCE POINTS .................................................................................................... 6 4.1 AVAILABILITY OF LANDS ......................................................................................... 6 4.2 INVESTIGATIONS AND REPORTS ............................................................................ 6 4.3 PHYSICAL CONDITIONS, UNDERGROUND FACILITIES ..................................... 7 4.4 REFERENCE POINTS .................................................................................................... 7 5 BONDS AND INSURANCE ............................................................................................ 7 5.1 PERFORMANCE AND PAYMENT BOND/CONTRACT BOND ............................... 7 5.2 INSURANCE ................................................................................................................... 8 5.2.1 WORKER'S COMPENSATION INSURANCE ........................................................... 9 5.2.2 PUBLIC LIABILITY AND PROPERTY DAMAGE COVERAGE .............................. 9 5.2.3 COMPREHENSIVE A UTOMOBILE LIABILITY .................................................... 10 5.3 WAIVER OF RIGHTS .................................................................................................. 10 6 CONTRACTORS RESPONSIBILITIES .....................................................................11 6.1 SUPERVISION AND SUPERINTENDENCE ............................................................. 11 6.2 LABOR, MATERIALS AND EQUIPMENT ............................................................... 11 6.3 SUBSTITUTES AND "OR EQUAL" ITEMS .............................................................. 12 6.4 RESPONSIBILITY FOR SUBCONTRACTORS, SUPPLIERS AND OTHERS........ 12 6.5 USE OF PREMISES ...................................................................................................... 13 6.6 LICENSE AND PATENT FEES, ROYALTIES AND TAXES ................................... 14 6.7 LAWS AND REGULATIONS ...................................................................................... 14 6.8 PERMITS .......................................................................................................................14 6.9 SAFETY AND PROTECTION ..................................................................................... 15 6.10 EMERGENCIES ............................................................................................................15 6.11 DRAWINGS .................................................................................................................. 16 SectionIII.doc i Revised: 5/09/2007 Section III - General Conditions 6. 11.1 SHOP DRAWINGS AND SAMPLES ....................................................................... 16 611.2 AS-B UILT DRA WINGS ............................................................................................ 17 6.11.3 CAD STANDARDS ................................................................................................... 19 611.4 DELIVERABLES :.................................................................................................... 20 6.12 CONTRACTOR'S GENERAL WARRANTY AND GUARANTEE ........................... 20 6.13 CONTINUING THE WORK ........................................................................................ 21 6.14 INDEMNIFICATION .................................................................................................... 21 7 OTHER WORK .............................................................................................................. 22 7.1 RELATED WORK AT SITE ........................................................................................ 22 7.2 COORDINATION ......................................................................................................... 22 8 OWNERS RESPONSIBILITY ...................................................................................... 23 9 ENGINEER'S STATUS DURING CONSTRUCTION .............................................. 23 9.1 OWNERS REPRESENTATIVE ................................................................................... 23 9.2 CLARIFICATIONS AND INTERPRETATIONS ........................................................ 23 9.3 REJECTING OF DEFECTIVE WORK ........................................................................ 23 9.4 SHOP DRAWINGS, CHANGE ORDERS, AND PAYMENTS .................................. 24 9.5 DECISIONS ON DISPUTES ........................................................................................ 24 9.6 LIMITATIONS ON ENGINEER'S RESPONSIBILITIES ........................................... 25 10 CHANGES IN THE WORK .......................................................................................... 25 11 CHANGES IN THE CONTRACT PRICE ................................................................... 26 11.1 CHANGES IN THE CONTRACT PRICE .................................................................... 26 11.2 ALLOWANCES AND FINAL CONTRACT PRICE ADJUSTMENT ....................... 26 11.3 UNIT PRICE WORK .................................................................................................... 27 12 CHANGES IN THE CONTRACT TIME .................................................................... 27 13 TESTS AND INSPECTIONS, CORRECTION, REMOVAL OR ACCEPTANCE OF DEFECTIVE WORK ............................................................................................... 28 13.1 TESTS AND INSPECTION .......................................................................................... 28 13.2 UNCOVERING THE WORK ....................................................................................... 29 13.3 ENGINEER MAY STOP THE WORK ........................................................................ 29 13.4 CORRECTION OR REMOVAL OF DEFECTIVE WORK ........................................ 29 13.5 WARRANTY/CORRECTION PERIOD ...................................................................... 29 13.6 ACCEPTANCE OF DEFECTIVE WORK ................................................................... 30 13.7 OWNER MAY CORRECT DEFECTIVE WORK ....................................................... 30 14 PAYMENTS TO CONTRACTOR AND COMPLETION ......................................... 31 14.1 APPLICATION FOR PROGRESS PAYMENT ........................................................... 31 14.2 CONTRACTOR'S WARRANTY OF TITLE ............................................................... 31 14.3 REVIEW OF APPLICATIONS FOR PROGRESS PAYMENTS ................................ 32 14.4 PARTIAL UTILIZATION ............................................................................................ 32 14.5 FINAL INSPECTION ................................................................................................... 33 14.6 FINAL APPLICATION FOR PAYMENT ................................................................... 33 14.7 FINAL PAYMENT AND ACCEPTANCE ................................................................... 33 14.8 WAIVER OF CLAIMS ................................................................................................. 34 SectionIII.doc ii Revised: 9/26/2007 Section III - General Conditions 15 SUSPENSION OF WORK AND TERMINATION .................................................... 34 15.1 OWNER MAY SUSPEND THE WORK ...................................................................... 34 15.2 OWNER MAY TERMINATE ...................................................................................... 34 15.3 CONTRACTOR MAY STOP WORK OR TERMINATE ........................................... 36 16 DISPUTE RESOLUTION .............................................................................................. 36 17 MISCELLANEOUS ....................................................................................................... 36 17.1 SUBMITTAL AND DOCUMENT FORMS ................................................................. 36 17.2 GIVING NOTICE .......................................................................................................... 36 17.3 NOTICE OF CLAIM ..................................................................................................... 36 17.4 PROFESSIONAL FEES AND COURT COSTS INCLUDED ..................................... 37 17.5 ASSIGNMENT OF CONTRACT ................................................................................. 37 17.6 RENEWAL OPTION .................................................................................................... 3.7 SectionIII.doc iii Revised: 9/26/2007 Section III - General Conditions 1 DEFINITIONS Addenda Written or graphic instruments issued prior to the opening of Bids which clarify, correct or change the Bidding Requirements or the contract documents. Agreement The written contract between OWNER and CONTRACTOR covering the Work to be performed; other Contract Documents are attached to the Agreement and made a part thereof as provided therein. Application for Payment The form accepted by ENGINEER which is to be used by CONTRACTOR in requesting progress or final payments and which is to be accompanied by such supporting documentation as is required by the Contract Documents. Approve The word approve is defined to mean satisfactory review of the material, equipment or methods for general compliance with the design concepts and with the information given in the Contract Documents. It does not imply a responsibility on the part of the Engineer to verify in every detail conformance with the Drawings and Specifications. Bid The offer or proposal of the bidder submitted on the prescribed form setting forth the prices for the work to be performed. Bidding Documents The advertisement or invitation to Bid, instructions to bidders, the Bid form, and the proposed Contact Documents (including all Addenda issued prior to receipt of Bids). Bonds Performance and payment bonds and other instruments of security. Change Order A written order to Contractor signed by Owner and Contractor authorizing an addition, deletion or revision in the Work, or an adjustment in the Contract Price or the Contract Time issued on or after the effective date of the Agreement. City The City of Clearwater, Florida. Contract Documents The Agreement, Addenda (which pertain to the Contract Documents), Contractor's Bid (including documentation accompanying the bid and any post-Bid documentation submitted prior to the execution of the Agreement) when attached as an exhibit to the Agreement, the Bonds, Instructions to Bidders, these General Conditions, any Supplementary Conditions, the Specifications and the Drawings, any other exhibits identified in the Agreement, together with all Modifications issued after the execution of the Agreement. Contract Price The Contract price constitutes the total compensation (subject to authorized adjustments) payable by Owner to Contractor for performing the Work. SectionIII.doc I Revised: 9/26/2007 Section III - General Conditions Contract Time The number of days or the date stated in the Agreement for the completion of the Work. Contractor The Person with whom the Owner has entered into the Agreement. Day A calendar day of twenty-four hours measured from midnight to the next midnight. Defective. An adjective which when modifying the word Work refers to Work that is unsatisfactory, faulty or deficient, or does not conform to the Contract Documents or does not meet the requirements of any inspection, reference standard, test or approval referred to in the Contract Documents, or has been damaged prior to Engineers recommendation of final payment. Drawings The drawings, which will be identified in Technical Specifications or the Agreement, which show the character and scope of the Work to be performed and which have been prepared or approved by Engineer and are referred to in the contract documents. Shop drawings are not Drawings as so defined. Engineer The,duly appointed representative of the City Manager of the City of Clearwater. For the purposes of this contract, the City Engineer or his duly appointed representative. Engineer's Consultant A Person having a contract with Engineer to furnish services as Engineer's independent professional associate or consultant with respect to the Project and who is identified as such in the Supplementary Conditions. Furnish The words "furnish", "furnish and install", "install", and "provide" or words of similar meaning shall be interpreted, unless otherwise specifically stated, to mean "furnish and install complete in place and ready for service". Inspection The term "inspection" and the act of inspecting means examination of construction to ensure that it conforms to the design concept expressed in the Drawings and Specifications. These terms shall not be construed to mean supervision, superintending or overseeing. Laws and Regulations Any and all applicable laws, rules, regulations, ordinances, codes and orders of any kind of governmental bodies, agencies, authorities and courts having jurisdiction. Liens Liens, charges, security interests or encumbrances upon real property or personal property. Milestone A principal event specified in the contract Documents relating to an intermediate completion date or time prior to the final completion date. SectionIII.doc 2 Revised: 9/26/2007 Section III - General Conditions Notice to Proceed Owner Person Project A written notice given by the Owner to the Contractor fixing the date on which the Contract Time will commence to run and on which Contractor shall start to perform his obligations under the Contract Documents. The City of Clearwater, Florida A natural person or a corporation, partnership, firm, organization, or other artificial entity. The total construction of which the Work to be provided under the Contract Documents may be the whole or a part as indicated elsewhere in the Contract Documents. Partial Utilization Use by Owner of a substantially completed part of the Work for the purpose for which is intended (or a related purpose) prior to Final Completion of all the Work. Shop Drawing All drawings, diagrams, illustrations, schedules and other data which are specifically prepared by or for Contractor to illustrate some portion of the Work and all illustrations, brochures, standard schedules, performance charts, instructions, diagrams and other information prepared by a supplier and submitted by Contractor to illustrate material or equipment for some portion of the Work. Specifications Those portions of the Contract Documents consisting of written technical descriptions of materials, equipment, construction systems, standards and workmanship as applied to the Work and certain administrative details applicable thereto. Subcontractor A person having a direct contract with Contractor or with any other Subcontractor for the performance of a part of the Work at the site. Substantial Completion The Work (or a specified part thereof) which has progressed to the point where, in the opinion of Engineer, as evidenced by Engineer's definitive certificate of Substantial Completion, it is sufficiently complete, in accordance with the Contract documents, so that the Work (or specified part) can be utilized for the purposes for which it is intended; or if no such certificate is issued, when the Work is complete and ready for final payment as evidenced by the Engineer's recommendation of final payment. The terms "substantially complete" and "substantially completed" as applied to all or part of the Work refer to Substantial Completion thereof. Supplementary Conditions The part of the Contract which amends or supplements these General Conditions. Supplier A manufacturer, fabricator, supplier, distributor, materialman or vendor having a direct contract with Contractor or with any Subcontractor to furnish materials or equipment to be incorporated in the Work by the Contractor. SectionIII.doc 3 Revised: 9/26/2007 Section III - General Conditions Surety Any person, firm or corporation which is bound with Contractor and which engages to be responsible for Contractor and his acceptable performance of the Work by a Bid, Performance or Payment Bond. Underground Facilities All pipelines, conduits, ducts, cables, wires manholes, vaults, tanks, tunnels or other such facilities or attachments, and any encasements containing such facilities which have been installed underground to furnish any of the following services or materials: electricity, gases, steam, liquid petroleum products, telephone or other communications, cable television, sewage and drainage removal or treatment, traffic or other control systems or water. Unit Price Work Work to be paid for on the basis of unit prices. Work The entire completed construction or the various separately identifiable parts thereof required to be furnished under the Contract Documents. Work includes and is the result of performing or furnishing labor and incorporating materials and equipment into the construction, and performing or furnishing services and furnishing documents, all as required by the Contract Documents. Work Change Directive A written directive to Contractor, issued on or after the Effective Date of the Agreement and signed by the Engineer, ordering an addition, deletion, or revision in the Work, or responding to differing or unforeseen physical conditions under which the Work is to be performed or emergencies. Work Change Directive will not change the Contract Price or Contract Time, but is evidence that the parties expect that the change directed or documented by a Work Change Directive will be incorporated in a subsequently issued Change Order following negotiations by the parties as to its effect, if any, on the Contract Price or Contract Times. 2 PRELIMINARY MATTERS 2.1 DELIVERY OF BONDS AND CERTIFICATES OF INSURANCE When Contractor delivers the executed Agreements to Owner, Contractor shall also deliver to Owner such Bonds and Certificates of Insurance as Contractor may be required to furnish by this contract. 2.2 COPIES OF DOCUMENTS Engineer shall furnish to Contractor four copies of Contract Documents for execution. Additional copies will be furnished, upon request, at the cost of reproduction. 2.3 COMMENCEMENT OF CONTRACT TIME/NOTICE TO PROCEED; STARTING THE PROJECT The Contract Time will commence on the day indicated in the Notice to Proceed. Contractor shall start to perform the work on the date the Contract Time commences to run. No work shall be done at the site prior to the date that the Contract Time commences to run. SectionIII.doc 4 Revised: 9/26/2007 Section III - General Conditions 2.4 BEFORE STARTING CONSTRUCTION Before undertaking each part of the Work, Contractor shall carefully study and compare the Contract Documents and check and verify pertinent figures shown thereon and all applicable field measurements. Contractor shall promptly report in writing to Engineer any conflict, error or discrepancy which Contractor may discover; and shall obtain a written interpretation or clarification from Engineer before proceeding with any work effected thereby; however, Contractor shall not be liable to Owner for failure to report any conflict, error or discrepancy in the Drawings or Specifications, unless Contractor had actual knowledge thereof or should reasonably have known thereof. No verbal agreement or conversation with any officer, agent or employee of Owner or Engineer, either before or after the execution of this Contract, shall affect or modify any of the terms or obligations herein contained. Contractor shall not commence any work at any time without approved insurance required by these General Conditions. Failure to obtain this insurance will be the sole responsibility of the Contractor. 2.5 PRECONSTRUCTION CONFERENCE Within twenty days of Award of Contract and before the start of the Work, the Engineer may schedule a conference to be attended by Contractor, Engineer and others as appropriate to establish a working understanding among the parties as to the Work and to discuss the schedule of the Work and general Contract procedures. 3 CONTRACT DOCUMENTS, INTENT 3.1 INTENT The Contract Documents comprise the entire Agreement between the Owner and the Contractor concerning the Work. They may be altered only by written agreement. The Contract Documents are complementary; what is called for by one is as binding as if called for by all. It is the intent of the Contract Documents to describe a functionally complete project (or part thereof) to be constructed in accordance with the Contract Documents. Any Work, materials or equipment which may reasonably be inferred from the Contract Documents or from prevailing custom or from trade usage as being required to produce the intended result will be furnished and performed whether or not specifically called for. When words or phrases, which have a well- known technical or construction industry or trade meaning, are used to describe Work, materials or equipment, such words or phrases shall be interpreted in accordance with that meaning. Clarifications and interpretations of the Contract Documents shall be issued by the Engineer. Reference to standards, specifications, manuals or codes of any technical society, organization or association, or to the code, Laws or Regulation of any governmental authority, whether such reference be specific or by implication, shall mean the latest standard specification, manual or code, or Laws or Regulations in effect at the time of opening of Bids except as may be otherwise specifically stated in the Contract Documents. However, no provision of any referenced standard specification, manual or code (whether or not specially incorporated by reference in the responsibilities of Owner or Contractor as set forth in the Contract Documents) shall change the duties and responsibilities of Owner, Contractor or Engineer, or any of their agents or employees from those set forth in the Contract Documents. Clarifications and interpretations of the Contract shall be issued by Engineer. Each and every provision of law and clause required by law to be inserted in these Contract documents shall be deemed to be inserted herein, and they shall be SectionIII.doc 5 Revised: 9/26/2007 Section III - General Conditions read and enforced as through it were included herein, and if through mistake or otherwise, any such provision is not inserted, or if not correctly inserted, then upon the application of either party, the Contract Documents shall forthwith be physically amended to make such insertion. The various Contract Documents shall be given precedence, in case of conflict, error or discrepancy, as follows: Modifications, Contract Agreement, Addenda, Supplementary Conditions, General Conditions, Drawings, Technical Specifications. In a series of Modifications or Addenda the latest will govern. 3.2 REPORTING AND RESOLVING DISCREPANCIES If, during the performance of the Work, Contractor discovers any conflict, error, ambiguity or discrepancy within the Contract Documents or between the Contract Documents and any provision of any such Law or Regulation applicable to the performance of the Work or of any such standard, specification, manual or code or of any instruction of any Supplier, Contractor shall report it to the Engineer in writing at once, and Contractor shall not proceed with the Work affected thereby (except in an emergency) until an amendment or supplement to Contract Documents has been issued by one of the methods provided in these General Specifications, provided however, that Contractor shall not be liable to Owner or Engineer for failure to report any such conflict, error, ambiguity or discrepancy unless Contractor knew or reasonably should have known thereof. 4 AVAILABILITY OF LANDS; SUBSURFACE AND PHYSICAL CONDITIONS; REFERENCE POINTS 4.1 AVAILABILITY OF LANDS Owner shall furnish, as indicated in the Contract Documents, the lands upon which the Work is to be Performed, rights-of-way, easements for access thereto, and such other lands which are designated for the use of contractor. Owner shall identify any encumbrances or restrictions not of general application but specifically related to use of lands so furnished with which contractor will have to comply in performing the Work. Easements for permanent structures or permanent changes in existing facilities will be obtained and paid for by Owner, unless otherwise provided in the Contract Documents. 4.2 INVESTIGATIONS AND REPORTS Reference is made to the Supplementary Conditions and Technical Specifications for identification of those reports of investigations and tests of subsurface and latent physical conditions at the site or otherwise affecting cost, progress or performance of the Work which have been relied upon by Engineer in preparation of the Drawings and Specifications. Such reports are not guaranteed as to accuracy or completeness and are not part of the Contract Documents. Contractor shall promptly notify Engineer in writing of any subsurface or latent physical conditions at the site, or in an existing structure, differing materially from those indicated or referred to in the Contract Documents. Engineer will promptly review those conditions and advise if further investigation or tests are necessary. Owner or Engineer shall obtain the necessary additional investigations and tests and furnish copies to the Engineer and Contractor. If Engineer finds that the results of such investigations or tests indicate that there are subsurface or latent physical conditions, which differ materially from those, indicated in the SectionIII.doc 6 Revised: 9/26/2007 Section III - General Conditions contract Documents, and which could not reasonably have been anticipated by Contractor, a work change or Change Order will be issued incorporating the necessary revisions. 4.3 PHYSICAL CONDITIONS, UNDERGROUND FACILITIES The information and data shown or indicated in the Contract Documents with respect to existing Underground Facilities at or contiguous to the site is based on information and data furnished to Owner or Engineer by the owners of such Underground Facilities or by others. Unless otherwise expressly provided in the Contract Documents, Owner and Engineer shall not be responsible for the accuracy or completeness of any such information or data; and the cost of all the following will be included in the Contract Price and contractor shall have full responsibility for: (i) reviewing and checking all such information and data, (ii) locating all Underground Facilities shown or indicated in the Contract Documents, (iii) coordination of the Work with the owners of such Underground Facilities during construction, and (iv) the safety and protection of all such Underground Facilities and repairing any damage thereto resulting from the Work. The Contractor is required to call the LOCAL PUBLIC UTILITY NOTIFICATION CENTER prior to any excavation per State regulations and to notify any utility owners who are not a member of the LOCAL PUBLIC UTILITY NOTIFICATION CENTER prior to any excavation. The LOCAL PUBLIC UTILITY NOTIFICATION CENTER is an agency for the protection and location of utilities prior to any excavation and contact number is available in local telephone directory. 4.4 REFERENCE POINTS Engineer shall provide engineering surveys to establish reference points for construction, which in Engineer's judgment are necessary to enable Contractor to proceed with the Work. Contractor shall be responsible for laying out the Work, shall protect and preserve the established reference points and shall make no changes or relocations without the prior written approval of Owner. Contractor shall report to Engineer whenever any reference point is lost or destroyed or requires relocation because of necessary changes in grades or locations, and shall be responsible for the accurate replacement or relocation of such reference points by professionally qualified personnel. The Contractor is referred to the Technical Specifications for more specific information regarding the provision of construction surveys. Excessive stake replacement caused by negligence of Contractor's forces, after initial line and grade have been set, as determined by the Engineer, will be charged to the Contractor at the rate of $100.00 per hour. Time shall be computed for actual time on the project. All time shall be computed in one-hour increments with a minimum charge of one hour. 5 BONDS AND INSURANCE 5.1 PERFORMANCE AND PAYMENT BOND/CONTRACT BOND Contractor shall furnish a Performance and Payment Bond, in an amount at least equal to the Contract Price as security for the faithful performance and payment of all Contractor's obligations under the Contract Documents. This bond shall remain in effect at least one year after the date when final payment becomes due, unless a longer period of time is prescribed by laws and regulations or by the Contract Documents. Contractor shall also furnish such other Bonds as are required by the Supplementary Conditions. All Bonds shall be in the form prescribed by the Contract Documents and shall be executed by such sureties as are named in the current list of "Companies Holding Certificates of Authority as Acceptable Sureties on Federal Bonds and as SectionIII.doc 7 Revised: 9/26/2007 Section III - General Conditions Acceptable Reinsuring Companies" as published in Circular 570 (amended) by the Audit Staff, Bureau of Government Financial Operations, U.S. Treasury Department. All bonds signed by an agent must be accompanied by a certified copy of such agents' authority to act. All bonds shall be deemed to contain all of the Conditions of Section 255.05, Florida Statutes, even if such language is not directly contained within the bond and the Surety shall be licensed and qualified to do business in the State of Florida. The Owner reserves the right to reject any surety. If the Surety on any Bond furnished by the Contractor is declared bankrupt or becomes insolvent or its right to do business is terminated in any state where any part of the Project is located or it ceases to meet the requirements of these Contract Documents, the Contractor shall within five days after notice thereof substitute another Bond and surety, both of which must be acceptable to the Owner. 5.2 INSURANCE Contractor shall purchase and maintain such liability and other insurance as is appropriate for the Work being performed and furnished and as will provide protection from claims set forth below which may arise out of or result from Contractor's performance and furnishing of the Work and Contractor's other obligations under the Contract Documents, whether it is to be performed or furnished by Contractor, and Subcontractor or Supplier, or by anyone directly or indirectly employed by any of them to perform or furnish any of the Work, or by anyone for whose acts any of them may be liable for the following: (i) Claims under worker's compensation, disability benefits and other similar employee benefit acts; (ii) Claims for damages because of bodily injury, occupational sickness or disease, or death of Contractor's employees; (iii) Claims for damages because of bodily injury, sickness or disease, or death of any person other than Contractor's employees; (iv) Claims for damages insured by customary personal injury liability coverage which are sustained by any person as a result of an offense directly or indirectly related to the employment of such person by Contractor, or by any other person for any other reason; (v) Claims for damages, other than to the Work itself, because of injury to or destruction of tangible property wherever located, including loss of use resulting therefrom; and (vi) Claims for damages because of bodily injury or death of any person or property damage arising out of the ownership, maintenance or use of any motor vehicle. The Contractor shall deliver to Owner, with copies to each additional insured identified in the Supplementary Conditions, certificates of insurance (and other evidence of insurance requested by Owner or any other additional insured) which Contractor is required to purchase and maintain in accordance with this paragraph. The policies of insurance so required by this paragraph to be purchased and maintained shall: (i) include as additional insured (subject to any customary exclusion in respect of professional liability) City of Clearwater and any other persons or entities identified in the Supplementary Conditions, all of whom shall be listed as additional insured, and include coverage for the respective officers and employees of all such additional insures; (ii) include completed operations insurance; (iii) include contractual liability insurance covering Contractor's indemnity obligations in Article for Contractor's Responsibilities; (iv) contain a provision or endorsement that the coverage afforded will not be canceled, materially changed or renewal refused until at least thirty days prior written notice has been given to the Owner, and Contractor and to each other additional insured identified in the Supplemental Conditions to whom a certificate of insurance has been issued (and the certificates of insurance furnished by the Contractor as described in this paragraph); (v) remain in effect at least until final payment and at all times thereafter when Contractor may be correcting, removing or replacing defective Work in accordance with Article for Correction of Defective Work; (vi) with respect to completed operations insurance, and any insurance coverage written on a claims-made basis, shall remain in SectionIII.doc 8 Revised: 9/26/2007 Section III - General Conditions effect for at least two years after final payment. Contractor shall furnish Owner and each other additional insured identified in the Supplementary Conditions to whom a certificate of insurance has been issued evidence satisfactory to Owner and any such additional insured, of continuation of such insurance at final payment and one year thereafter and (vii) Name and telephone number of the authorized insurance agent for the Insurer. The limits of liability for the insurance required shall provide coverage for not less than the following amounts or greater where required by laws and regulations: 5.2.1 WORKER'S MMPFNSATI[IM INCi 10AMPG Contract Award Amount Under $1,000,000. Contract Award Amount $1,000,000. and Over (1) Workers' Compensation Statutory Statutory (2) Employer's Liability $500,000. $1,0001000. 5.2.2 PUBLIC LIABILITY AND PROPERTY DAMAGE COVERAGE Comprehensive General Liability including Premise/Operations; Explosion, Collapse and Underground Property Damage; Products/Completed Operations, Broad Form Contractual, Independent Contractors; Broad Form Property Damage; and Personal Injury liabilities: Contract Award Amount Contract Award Amount Under $1,000,000. $1,000,000. and Over (1) Bodily Injury: $500,000. Each $1,000,000. Each Occurrence Occurrence $1,000,000. Annual $1,000,000. Annual Aggregate Aggregate (2) Property Damage: $500,000. Each $1,000,000. Each Occurrence Occurrence $1,000,000. Annual $1,000,000. Annual Aggregate Aggregate (3) Personal Injury, with $1,000,000. Annual $1,000,000. Annual employment exclusion deleted Aggregate Aggregate SectlonIII.doc 9 Revised: 9/26/2007 Section III - General Conditions 5.2.3 COMPREHENSIVE AUTOMOBILE LIABILITY including all owned (private and others), hired and non-owned vehicles: Contract Award Amount Under $1,000,000. Contract Award Amount $1,000,000. and Over (1) Bodily Injury $500,000. Each Person $1,000,000. Each Person $500,000. Each Accident $1,000,000. Each Accident (2) Property Damage $500,000. Each $1,000,000. Each Occurrence Occurrence Receipt and acceptance by the Owner of the Contractor's Certificate of Insurance, or other similar document does not constitute acceptance or approval of amounts or types of coverages, which may be less than required by these Contract Documents. Owner shall not be responsible for purchasing and maintaining any property insurance to protect the interests of Contractor, Subcontractors or others in the Work. The Owner may at its option require a copy of the Contractor's Insurance Policy(s). All insurance policies required within this Contract Document shall provide full coverage from the first dollar of exposure unless otherwise stipulated. No deductibles will be accepted without prior approval from the Owner. Loneshore and Harbor Worker's Compensation Act: Section 32 of the Act, 33 U.S.C. 932, requires an employer, with employees in maritime employment, to secure the payment of benefits under the Act either by insuring with an insurance carrier authorized by the U.S. Department of Labor, or to be authorized by the U.S. Department of Labor as a self-insurer. For General Contractors: Section 4(a) of the Act provides that every employer shall be liable for and shall secure the payment to his employees of the compensation payable under Sections 7, 8, and 9 of the Act. In the case of an employer who is a subcontractor, only if such subcontractor fails to secure the payment of compensation shall the contractor be liable for and be required to secure the payment of compensation. 5.3 WAIVER OF RIGHTS Owner and Contractor intend that all policies purchased in accordance with Article on Insurance will protect Owner, Contractor, Subcontractors, Engineer, Engineer's Consultants and all other persons or entities identified in the Supplementary Conditions to be listed as insured or additional insured in such policies and will provide primary coverage for all losses and damages caused by the perils covered thereby. All such policies shall contain provisions to the effect that in the event of payment of any loss or damage the insurers will have no rights of recovery against any of the insured or additional insured thereunder, Owner and Contractor waive all rights against each other and their respective officers, directors, employees and agents for all losses and damages caused by, arising out of or resulting from any of the perils covered by such policies and any other property insurance applicable to the work; and, in addition, waive all such rights against Sub-contractors, Engineer, Engineer's Consultants and all other persons or entities identified in the Supplementary Conditions to be listed as insured or additional insured under such policies for losses and damages so caused. None of the above waivers shall extend to the SectionIII.doc 10 Revised: 9/26/2007 Section III - General Conditions rights that any party making such waiver may have to the proceeds of insurance otherwise payable under any policy so issued. In addition, Owner waives all rights against Contractor, Subcontractors, Engineer, Engineer's Consultant and the officers, directors, employees and agents of any of them for: (i) loss due to business interruption, loss of use or other consequential loss extending beyond direct physical loss or damage to Owner's property or the Work caused by, arising out of or resulting from fire or other peril, whether or not insured by Owner and; (ii) loss or damage to the completed Project or part thereof caused by, arising out of or resulting from fire or other insured peril covered by any property insurance maintained on the completed Project or part thereof by Owner during partial utilization, after substantial completion or after final payment. 6 CONTRACTORS RESPONSIBILITIES 6.1 SUPERVISION AND SUPERINTENDENCE Contractor shall supervise, inspect and direct the Work competently and efficiently, devoting such attention thereto and applying such skills and expertise as may be necessary to perform the Work in accordance with the Contract Documents. Contractor shall be solely responsible for the means, methods, techniques, sequences and procedures of construction, but Contractor shall not be responsible for the negligence of others in the design or specification of a specific means, method, technique, sequence or procedure of construction which is shown or indicated in and expressly required by the Contract Documents. Contractor shall be responsible to see that the completed work complies accurately with the Contract Documents. Contractor shall keep on the work at all times during its progress a competent resident superintendent, who shall not be replaced without notice to Owner and Engineer except under extraordinary circumstances. The superintendent will be Contractor's representative at the site and shall have authority to act on behalf of Contractor. All communications to the superintendent shall be as binding as if given to Contractor. Contractor shall employ only competent persons to do the work and whenever Engineer shall notify Contractor, in writing, that any person on the work appears to be incompetent, unfaithful, disorderly, or otherwise unsatisfactory, such person shall be removed from the project and shall not again be employed on it except with the written consent of Engineer. Contractor shall reimburse the Owner for additional engineering and inspection costs incurred as a result of overtime work in excess of the regular working hours or on the Owner's normally approved holidays. At Owner's option, overtime costs may either be deducted from the Contractor's monthly payment request or deducted from the Contractor's retention prior to release of final payment or the Engineer may elect to receive a monthly check from the Contractor in the amount of the overtime costs. Minimum number of chargeable hours for inspection costs on weekends or holidays shall be four hours. The cost of overtime inspection per hour shall be $40.00 per hour. Contractor shall provide and maintain in a neat and sanitary condition, such sanitary accommodations for the use of Contractor's employees as may be necessary to comply with the requirements of Laws and Regulations and the Engineer. 6.2 LABOR, MATERIALS AND EQUIPMENT Contractor shall provide competent, suitably qualified personnel to survey, lay out and construct the work as required by the Contract Documents. Contractor shall at all times maintain good SectionIII.doc 11 Revised: 9/26/2007 Section III - General Conditions discipline and order at the site. Except as otherwise required for the safety or protection of persons or the work or property at the site or adjacent thereto, and except as otherwise indicated in the Contract Documents, all work at the site shall be performed during regular working hours and Contractor will not permit overtime work or the performance of work on Saturday, Sunday, or any legal holiday without Owner's consent given after prior notice to Engineer. Unless otherwise specified in the General Requirements, Contractor shall furnish and assume full responsibility for all materials, equipment, labor, transportation, construction equipment and machinery, tools, appliances, fuel, power, light, heat, telephone, water, sanitary facilities, temporary facilities, and all other facilities and incidentals necessary for the furnishing, performance, testing, start-up and completion of the Work. All materials and equipment installed in the Work shall be of good quality and new, except as otherwise provided in the Contract Documents. If required by Engineer, Contractors shall furnish satisfactory evidence (including reports of required tests) as to the quality of materials and equipment. The Contractor shall provide suitable and secure storage for all materials to be used in the Work so that their quality shall not be impaired or injured. Materials that are improperly stored, maybe rejected by the Engineer without testing. All materials and equipment shall be applied, installed, connected, erected, used, cleaned and conditioned in accordance with the instructions of the applicable manufacturer, fabricator, supplier, or distributor, except as otherwise provided in the Contract Documents. 6.3 SUBSTITUTES AND "OR EQUAL" ITEMS Whenever an item of material or equipment is specified or described in the Contract Documents by using the name of a proprietary item or the name of a particular Supplier, the specification or description is intended to establish the type, function and quality required. Unless the specification or description contains or is followed by words reading that no like, equivalent or "or equal" item or no substitution is permitted, other items of material or equipment or material or equipment of other Suppliers may be accepted by Engineer. If in Engineer's sole discretion an item of material or equipment proposed by Contractor is functionally equal to that named and sufficiently similar so that no change in related Work will be required, it may be considered by Engineer for approval. If in the Engineer's sole discretion an item of material or equipment proposed by Contractor does not qualify as an "or equal" item, it may be considered as a proposed substitute item. Contractor shall submit sufficient information as required by the Engineer to allow the Engineer to determine that the item of material or equipment proposed is essentially equivalent to that named and is an acceptable substitute therefore. Request for review of proposed substitute and "or equal" will be not be accepted by Engineer from anyone other than Contractor. Request for substitute and "or equal" items by Contractor must be submitted in writing to Engineer and will contain all information as Engineer deems necessary to make a determination. All data provided by Contractor in support of any proposed substitute or "or equal" item will be at Contractor's expense. Engineer will be allowed a reasonable time to evaluate each proposal or submittal made per this paragraph. Engineer will be sole judge of acceptability. 6.4 RESPONSIBILITY FOR SUBCONTRACTORS, SUPPLIERS AND OTHERS Contractor shall be fully responsible to Owner and Engineer for all acts and omissions of the Subcontractors, Suppliers and other persons performing or furnishing any of the work under a SectionIII.doc 12 Revised: 9/26/2007 Section III - General Conditions direct or indirect contract with Contractor just as Contractor is responsible for Contractor's own acts and omissions. Nothing in the Contract Documents shall create for the benefit of any such Subcontractor, Supplier or other person any contractual relationship between Owner or Engineer and any Subcontractor, Supplier or other person, nor shall it create any obligation on the part of Owner or Engineer to pay or to see to the payment of any moneys due any such Subcontractor, Supplier or other person. Contractor shall be solely responsible for scheduling and coordinating the work of Subcontractors, Suppliers and other persons performing or furnishing any of the work under a direct or indirect contract with Contractor. Contractor shall require all Subcontractors, Suppliers and such other persons performing or furnishing any of the work to communicate with the Engineer through Contractor. The divisions and sections of the Specifications and the identifications of any Drawings shall not control Contractor in dividing the work among Subcontractors or Suppliers or delineating the work to be performed by any specific trade. All work performed for Contractor by a Subcontractor or Supplier will be pursuant to an appropriate agreement between Contractor and the Subcontractor or Supplier which specifically binds the Subcontractor or Supplier to the applicable terms and conditions of the Contract Documents for the benefit of Owner and Engineer. Contractor shall not pay or employ any Subcontractor, Supplier or other person or organization whether initially or as a substitute, against whom Owner or Engineer may have reasonable objection. Contractor shall not be required to employ any Subcontractor, Supplier or other person or organization to furnish or perform any of the work against whom Contractor has reasonable objection. Owner or Engineer will not undertake to settle any differences between Contractor and his Subcontractors or between Subcontractors. 6.5 USE OF PREMISES Contractor shall confine construction equipment, the storage of materials and equipment and the operations of works to the site and land areas identified in and permitted by the Contract Documents on other land areas permitted by Laws and Regulations, right-of-way, permits and easements, and shall not unreasonably encumber the premises with construction equipment or other materials or equipment. Contractor shall assume full responsibility for any damage to any such land or area, or to the owner or occupant thereof or of any adjacent land or areas, resulting from the performance of the Work. Should any claim be made by any such owner or occupant because of the performance of the Work, Contractor shall promptly settle with such other party by negotiation or otherwise resolve the claim by arbitration or other dispute resolution proceed in or at law. Contractor shall, to the fullest extent permitted by Laws and Regulations, indemnify and hold harmless Owner, Engineer, Engineer's Consultant and their officials, directors, employees and agents from and against all claims, costs, losses and damages arising out of or resulting from any claim or action, legal or equitable, brought by any such owner or occupant against Owner, Engineer or any other party indemnified hereunder to the extent caused by or based upon Contractor's performance of the Work. During the progress of the Work, Contractor shall keep the premises free from accumulations of waste materials, rubbish and other debris resulting from the Work. At the completion of the Work or at intervals established by the Engineer, Contractor shall remove all waste materials, rubbish and debris from and about the premises as well as all tools, appliances, construction SectionIII.doc 13 Revised: 9/26/2007 Section III - General Conditions equipment and machinery and surplus materials. Contractor shall restore to original condition all property not designated for alteration by the Contract Documents. 6.6 LICENSE AND PATENT FEES, ROYALTIES AND TAXES Contractor shall pay all license fees and royalties and assume all costs incident to the use in the performance of the work or the incorporation in the Work of any invention, design, process, product or device which is the subject of patent rights or copyrights held by others. If a particular invention, design, process, product or device is specified in the Contract Documents for use in the performance of the work and if to the actual knowledge of Owner or Engineer its use is subject to patent rights or copyrights calling for the payment of any license fee or royalty to others, the existence of such rights shall be disclosed by Owner in the Contract Documents. To the fullest extent permitted by Laws and Regulations, Contractor shall indemnify and hold harmless Owner, Engineer, Engineer's Consultants and the officers, directors, employees, agents and other consultants of each and any of them from and against all claims, costs, losses and damages arising out of or resulting from any infringement of patent rights or copyrights incident to the use in the performance of the Work or resulting from the incorporation in the Work of any invention, design, process, product or device not specified in the Contract Documents, and shall defend all such claims in connection with any alleged infringement of such rights. Contractor shall pay all sales, consumer, use and other taxes required to be paid by Contractor in accordance with the Laws and Regulations of the State of Florida and other governmental agencies, which are applicable during the performance of the work. 6.7 LAWS AND REGULATIONS Contractor shall give all notices and comply with all Laws and Regulations applicable to furnishing and performance of the Work. Except where otherwise expressly required by applicable Laws and Regulations, neither Owner nor Engineer shall be responsible for monitoring Contractor's compliance with any Laws or Regulations. If Contractor performs any work knowing or having reason to know that it is contrary to Laws or Regulations, Contractor shall bear all claims, costs, losses and damages caused by or arising out of such work: however, it shall not be Contractor's primary responsibility to make certain that the Specifications and Drawings are in accordance with Laws and Regulations, but this shall not relieve Contractor of Contractor's obligations to Owner to report and resolve discrepancies as described above. 6.8 PERMITS Unless otherwise provided in the Supplementary Conditions, Contractor shall obtain and pay for all construction permits and licenses. Owner shall assist Contractor, when necessary, in obtaining such permits and licenses. Contractor shall pay all governmental charges and inspection fees necessary for the prosecution of the Work, which are applicable at the time of opening of Bids. Contractor shall pay all charges of utility owners for connections to the work, and Owner shall pay all charges of such utility owners for capital costs related thereto such as plant investment fees. Unless otherwise stated in the Contract Documents, City of Clearwater Building Permit Fees will be waived. SectionIII.doc 14 Revised: 9/26/2007 Section III - General Conditions 6.9 SAFETY AND PROTECTION Contractor shall be responsible for initiating, maintaining and supervising all safety precautions and programs in connection with the Work. Contractor shall take all necessary precautions for the safety of, and shall provide the necessary protection to prevent damage, injury or loss to: (i) all persons on the work site or who may be affected by the work, (ii) all the Work and materials and equipment to be incorporated therein, whether in storage on or off the site;, and (iii) other property at the site or adjacent thereto, including trees, shrubs, lawns, walks, pavements, roadways, structures, utilities and Underground Facilities not designated for removal, relocation or replacement in the course of construction. In the event of temporary suspension of the work, or during inclement weather, or whenever Engineer may direct; Contractor shall, and shall cause Subcontractors, to protect carefully the Work and materials against damage or injury from the weather. If, in the opinion of Engineer, any portion of Work or materials shall have been damaged or injured by reason of failure on the part of the Contractor or any Subcontractors to so protect the Work, such Work and materials shall be removed and replaced at the expense of Contractor. The Contractor shall initiate and maintain an accident prevention program which shall include, but shall not be limited to the establishment and supervision of programs for the education and training of employees in the recognition, avoidance and prevention of unsafe conditions and acts. Contractor shall provide first aid services and medical care to his employees. The Contractor shall develop and maintain an effective fire protection and prevention program and good housekeeping practices at the site of contract performance throughout all phases of construction, repair, alteration or demolition. Contractor shall require appropriate personal protective equipment in all operations where there is exposure to hazardous conditions. The Engineer may order that the work stop if a condition of immediate danger to Owner's employees, equipment or if property damage exists. This provision shall not shift responsibility or risk of loss for injuries of damage sustained from the Contractor to the Owner, and the Contractor shall remain solely responsible for compliance with all safety requirements and for the safety of all persons and property at the site of Contract performance. The Contractor shall instruct his employees required to handle or use toxic materials or other harmful substances regarding their safe handling and use. The Contractor shall take the necessary precautions to protect pedestrians and motorists from harm, and to prevent disruptions of such traffic due to construction activity. Contractor shall comply with all applicable Laws and Regulations of any public body having jurisdiction for safety of persons or property and to protect them from damage, injury or loss; and shall erect and maintain all necessary safeguards for such safety and protection. Contractor shall notify owners of adjacent property and of Underground Facilities and utility owners when prosecution of the work may affect them, and shall cooperate with them in the protection, removal, relocation and replacement of their property. All damage, injury or loss to any property caused, directly or indirectly, in whole or part, by Contractor, any Subcontractor, Supplier or any other person or organization directly or indirectly employed by any of them to perform or furnish any of the work or anyone for whose acts any of them may be liable, shall be remedied by Contractor. Contractor's duties and responsibilities for safety and for protection of the Work shall continue until such time as all the Work is completed and Engineer has issued a notice to Owner and Contractor that the Work is acceptable. 6.10 EMERGENCIES In emergencies affecting the safety or protection of persons or the Work or property at the site or adjacent thereto, Contractor, with or without special instruction or authorization from Owner or Engineer, is obligated to act to prevent damage, injury or loss. Contractor shall give Engineer SectionIII.doc 15 Revised: 9/26/2007 Section III - General Conditions prompt written notice if Contractor believes that any significant changes in the Work or variations from the Contract Documents have been caused thereby. If Engineer determines that a change in the Contract Documents is required because of the action taken by Contractor in response to such an emergency, a Work Change Directive or Change Order will be issued to document the consequences of such action. 6.11 DRAWINGS 6.11.1 SHOP DRAWINGS AND SAMPLES Contractor shall submit Shop Drawings to Engineer for review and approval as called for in the Technical Specifications or required by the Engineer. The data shown on the Shop Drawings will be complete with respect to quantities, dimensions, specified performance and design criteria, materials and similar data to show Engineer the materials and equipment Contractor proposes to provide and to enable Engineer to review the information. Contractor shall also submit Samples to Engineer for review and approval. Before submitting each Shop Drawing or Sample, Contractor shall have determined and verified: (i) all field measurements, quantities, dimensions, specified performance criteria, installation requirements, materials, catalog numbers and similar information with respect thereto, (ii) all materials with respect to intended use, fabrication, shipping, handling, storage, assembly and installation pertaining to the performance of the Work, and (iii) all information relative to * Contractor's sole responsibilities in respect to means, methods, techniques, sequences and procedures of construction and safety precautions and programs incident thereto. Contractor shall also have reviewed and coordinated each Shop Drawing or Sample with other Shop Drawings and Samples with the requirements of the Work and the Contract Documents. Each submittal will bear a stamp or specific written indication that Contractor has satisfied Contractor's obligations under the Contract Documents with respect to Contractor's review and approval of that submittal. At the time of submission, Contractor shall give Engineer specific written notice of such variations, if any, that the Shop Drawing or Sample submitted may have from the requirements of the Contract Documents, such notice to be in a written communication separate from the submittal; and, in addition, shall cause a specific notation to be made on each Shop Drawing and Sample submitted to Engineer for review and approval of each such variation. Engineer's review and approval of Shop Drawings and Samples will be only to determine if the items covered by the submittals will, after installation or incorporation in the Work, conform to the information given in the Contract Documents and be compatible with the design concept of the completed Project as a functioning whole as indicated the Contract Documents. Engineer's review and approval will not extend to means, methods, techniques, sequences or procedures of construction (except where a particular means method, technique, sequence or procedure of construction is specifically and expressly called for by the Contract Documents) or to safety precautions or programs incident thereto. The review and approval of a separate item as such will not indicate approval of the assembly in which the item functions. Contractor shall make corrections required by Engineer, and shall return the required number of corrected copies of Shop Drawings and submit as required new Samples for review and approval. Contractor shall direct specific attention in writing to revisions other than the corrections called for by Engineer on previous submittals. Engineer's review and approval of Shop Drawings or Samples shall not relieve Contractor from responsibility for any variation from the requirements of the Contract Documents unless Contractor has in writing called Engineer's attention to each such variation at the time of SectionIII.doc 16 Revised: 9/26/2007 Section III - General Conditions submission and Engineer has given written approval of each such variation by specific written notation thereof incorporated in or accompanying the Shop Drawing or Sample approval; nor will any approval by the Engineer relieve the Contractor from responsibility for complying with the requirements of paragraph above discussing field measurements by the Contractor. 6.11.2 AS-BUILT DRAWINGS The Contractor shall keep and maintain one set of blueprints, As-Built Drawings, in good order and legible condition to be continuously marked-up at the job site. The Contractor shall mark and annotate neatly and clearly all project conditions, locations, configurations and any other changes or deviations which may vary from the details represented on the original Contract Plans, including revisions made necessary by Addenda, Shop Drawings, and Change Orders during the construction process. The Contractor shall record the horizontal and vertical locations, in the plan and profile, of all buried utilities that differ from the locations indicated or which were not indicated on the Contract Plans and buried (or concealed), construction and utility features which are revealed during the construction period. The As-Built Drawings shall be available for inspection by the Engineer at all times during the progress of the Project. The As-Built Drawings shall be reviewed by the City Inspector for accuracy and compliance with the requirements of "As-Built Drawings" prior to submittal of the monthly pay requests. The pay requests shall be rejected if the marked-up blueline prints do not conform to the "As- Built Drawings" requirements. As-Built Drawings shall be submitted to the City Inspector for approval upon completion of the project and prior to acceptance of final pay request. Prior to placing new potable water mains in service, the Contractor shall provide the Engineer intersection drawings, as specified for the water mains. The City's acceptance of the "As-Built Drawings" does not relieve the Contractor of the sole responsibility for the accuracy and completeness of the As-Built Drawings. 6.11.2.1 General The Contractor shall prepare an "AS-BUILT SURVEY" per chapter 61G17-6, Florida Administrative Code (see definition below), signed and sealed by a Florida registered land surveyor. The contractor will deliver to the City two hard copies of signed and sealed As-Built Drawings and an AutoCAD file. 61 G17-6.002 Definition: (10)(a) As-Built Survey: a survey performed to obtain horizontal and/or vertical dimensional data so that constructed improvements may be located and delineated: also know as Record Survey. This survey shall be clearly titled "As-Built Survey" and shall be signed and sealed by a Florida registered land surveyor. The survey must be delivered to the City of Clearwater Construction Division upon substantial completion of the project. If this condition is not met, the City will procure the services of a Professional Surveyor and Mapper registered in the State of Florida and will back charge the contractor a fee of $1,800 per day or any portion thereof to provide the City with the required As-Built Survey. 6.11.2.2 Sanitary and Storm Sewer Piping Systems 1. Manholes and inlets shall be located by survey coordinates (northing, easting and elevation) based on the approved horizontal and vertical datum or utilize the stationing supplied on the SectionIII.doc 17 Revised: 9/26/2007 Section III - General Conditions construction plans. New sanitary service connections and replaced sanitary service connections shall be dimensioned to the nearest downstream manhole. All manholes, cleanouts and catch basin invert and rim elevations, manhole and catch basin dimensions, pipe sizes, and pipe material shall also be noted on the plan view and also on the profile if one exists. 2. Pipe materials and areas of special construction shall be noted. 6.11.2.3 Pressure Pipe construction (Water, Reclaimed Water, Forcemain) All pipes shall be located by survey coordinates (northing, easting and elevation) based on the approved horizontal and vertical datum or utilize the stationing supplied on the construction plans. Coordinates shall be at all pipe bends, tees, valves, reducers, and deflections. Also all new and replaced service connections for potable and reclaimed water will be located as described above. Additionally there must be survey coordinates no further than 100 feet apart on linear type construction and shall denote top of pipe elevation at those points. 6.11.2.4 Electrical and Control Wiring The as-built drawings shall include all changes to the original Contract Plans. The as-built drawings shall also include the size, color, and number of wires and conduit. For projects where this information is too voluminous to be contained on the blueline prints, the Contractor shall prepare supplemental drawings, on same size sheets as the blueline prints, showing the additional conduit runs, 1-line diagrams, ladder diagrams, and other information. The wiring schematic diagrams shall show termination location and wiring identification at each point on the ladder diagram. 6.11.2.5 Horizontal and Vertical Control The As-Built survey shall be based on the original datum used for the construction design plans or if required by the City the datum shall be referenced to the North American Datum of 1983/90 (horizontal) and the North American Vertical Datum of 1988. The unit of measurement shall be the United States Foot. Any deviation or use of any other datum, (horizontal and or vertical), must be approved by the City of Clearwater Engineering Department. 6.11.2.6 Standards The As-Built survey shall meet the Minimum Technical Standards per Chapter 61G17 and the Clearwater CAD STANDARDS set forth below. In addition to locating all improvements that pertain to the as-built survey it is the requirement of the City to have minimum location points at every change in direction and no more than 100 feet apart on all pressure pipes. 6.11.2.7 Other The As-Built drawings shall reflect any differences from the original Contract Plans, in the same level of detail and units of dimensions as the Plans. SectionIII.doc 18 Revised: 9/26/2007 Section III - General Conditions 6.11.3 CAD STANDARDS 6.11.3.1 Layer Naming 6.11.3.1.1 Prefixes and Suffixes DI prefix denotes digitized or scanned entities EP prefix denotes existing points - field collected EX prefix denotes existing entities - line work and symbols PR prefix denotes proposed entities - line work and symbols FU prefix denotes future entities (proposed but not part of this contract) - line work and symbols TX suffix denotes text - use for all text, no matter the prefix 6.11.3.1.2 Layer Naming Definitions: GAS gas lines and appurtenances ELEC power lines and appurtenances PHONE telephone lines and appurtenances CABLE cable TV lines and appurtenances BOC curbs WALK sidewalk WATER water lines and appurtenances, sprinklers STORM storm lines and appurtenances TREES trees, bushes, planters SANITARY sanitary lines and appurtenances FENCE all fences BLDG buildings, sheds, finished floor elevation DRIVE driveways EOP edge of pavement without curbs TRAFFIC signal poles, control boxes TOPBANK top of bank TOESLOPE toe of slope TOPBERM top of berm TOEBERM toe of berm SEAWALL seawall rCONCSLAB concrete slabs SectionIII.doc 19 Revised: 9/26/2007 Section III - General Conditions WALL walls, except seawall SHORE shoreline, water elevation CL centerline of road CLD centerline of ditch CLS centerline of swale CORNER property corners, monumentation BENCH benchmark, temporary benchmarks Other layers may be created as required, using above format. 6.11.3.2 Layer Properties All layers will use standard AutoCAD linetypes, bylayer. All layers will use standard AutoCAD colors, bylayer. All text will use standard AutoCAD fonts. 6.11.3.3 Text Styles Text style for EX layers will use the simplex font, oblique angle of 0°, and a text height of .008 times the plot scale. Text style for PR and FU layers will use the simplex font, oblique angle of 22.5°, and a text height of .010 times the plot scale. 6.11.4 DELIVERABLES: The as-built survey shall be produced on vellum or bond material, 24" x 36" at a scale of 1 "=20' unless approved otherwise. The consultant shall deliver all drawing files in digital format. Acceptable file formats include: DWG, DXF of a shape file. Please address any questions regarding format to Mr. Tom Mahony, at (727) 562-4762 or e-mail address Tom.Mahony iDmyClearwater.com . 6.12 CONTRACTOR'S GENERAL WARRANTY AND GUARANTEE Contractor warrants and guarantees to Owner, Engineer and Engineer's Consultants that all Work will be in accordance with the Contract Documents and will not be defective. Contractor's warranty and guarantee hereunder includes defects or damage caused by abuse, vandalism, modification or operation by persons other than Contractor, Subcontractors or Suppliers. Until the acceptance of the Work by the Owner, the Work shall be under the charge and care of the Contractor, and he shall take every necessary precaution against injury or damage to any part thereof by action of the elements, or from any other cause whatsoever, arising from the execution or non-execution of the Work. The Contractor shall rebuild, repair and make good, at his own expense, all injuries or damages to any portion of the Work occasioned by any cause before its completion and final acceptance by the Owner. In addition, "the Contractor shall remedy any defects in the work at his own expense and pay for any damage to other work resulting therefrom which appear within a period of one year from the date of final acceptance". SectionIII.doc 20 Revised: 9/26/2007 Section III - General Conditions Contractor's warranty and guarantee hereunder excludes improper maintenance and operation by Owner's employees and normal wear and tear under normal usage for any portion of the Work, which has been partially accepted by the Owner for operation prior to final acceptance by the Owner. Contractor's obligation to perform and complete the Work in accordance with the Contract Documents shall be absolute. None of the following will constitute an acceptance of Work that is not in accordance with the Contract Documents or a release of Contractor's obligation to perform the Work in accordance with the Contract Documents: (i) observations by Engineer, (ii) recommendation of any progress or final payment by Engineer, (iii) the issuance of a certificate of Substantial Completion or any payment by Owner to contractor under the Contract Documents, (iv) use or occupancy of the Work or any part thereof by Owner, (v) any acceptance by Owner or any failure to do so, (vi) any review and approval of a Shop Drawing or Sample submittal or the issuance of a notice of Acceptance by the Engineer. 6.13 CONTINUING THE WORK Contractor shall carry on the work and adhere to the progress schedule during all disputes or disagreements with Owner. No work shall be delayed or postponed pending resolution of any disputes or disagreements, except as Owner or Contractor may otherwise agree in writing. 6.14 INDEMNIFICATION Contractor shall indemnify and hold harmless Owner, Engineer, Engineer's Consultants and the officers, directors, employees, agents and other consultants of each and any of them from and against all claims, costs, losses and damages (including but not limited to all fees and charges of engineers, architects, attorneys and other professionals and all court or arbitration or other dispute resolution costs) caused by, arising out of or resulting from the performance of the Work, provided that any such claim, cost, loss or damage: (i) is attributable to bodily injury, sickness, disease or death, or to injury to or destruction of tangible property (other than the work itself), including the loss of use resulting therefrom, and (ii) is caused in whole or in part by any negligent act or omission of Contractor, any Subcontractor, any Supplier, any person directly or indirectly employed by any of them to perform or furnish any of the Work, or anyone for whose acts any of them may be liable, regardless of whether or not caused in part by any negligence or omission of a person or entity indemnified hereunder or whether liability is imposed upon such indemnified party by Laws and Regulations regardless of the negligence of any such person. If, through acts of neglect on the part of Contractor, any other Contractor or any Subcontractor shall suffer loss or damage on the work, Contractor shall settle with such other Contractor or Subcontractor by agreement or arbitration if such other Contractor or Subcontractor will so settle. If such other Contractor or Subcontractor shall assert any claim against Owner on such account of any damage alleged to have been sustained, Owner shall notify Contractor, who shall indemnify and save harmless Owner against any such claim. In any and all claims against Owner or Engineer or any of their respective consultants, agents, officers, directors, or employees by any employee (or the survivor or personal representative of such employee) of Contractor, any Subcontractor, any Supplier, any person directly or indirectly employed by any of them to perform or furnish any of the work, or anyone for whose acts any of them may be liable, the indemnification obligation under this paragraph shall not be limited in any way by any limitation on the amount or type of damages, compensation or benefits payable by or for Contractor or any such Sub-contractor, Supplier or other person or organization under workers' compensation acts, disability benefit acts or other employee benefit acts. The indemnification obligations of Contractor under this SectionIII.doc 21 Revised: 9/26/2007 Section III - General Conditions paragraph shall not extend to the liability of Engineer and Engineer's Consultants, officers, directors, employees, or agents caused by the professional negligence, errors or omissions of any of them. 7 OTHER WORK 7.1 RELATED WORK AT SITE Owner may perform other work related to the Project at the site by Owner's own forces, or let other direct contracts therefore which shall contain General Conditions similar to these, or have other work performed by utility owners. If the fact that such other work is to be performed was not noted in the Contract Documents, then: (i) written notice thereof will be given to Contractor prior to starting any such other. work, and (ii) Contractor may make a claim therefore if Contractor believes that such performance will involve additional expense to Contractor or requires additional time and the parties are unable to agree as to the amount or extent thereof. Contractor shall afford each other contractor who is a party to such a direct contract and each utility owner (and Owner, if Owner is performing the additional work with Owner's employees) proper and safe access to the site and a reasonable opportunity for the introduction and storage of materials and equipment and the execution of such other work and shall properly connect and coordinate the work with theirs. Unless otherwise provided in the Contract Documents, Contractor shall do all cutting, fitting and patching of the work that may be required to make its several parts come together properly and integrate with such other work. Contractor shall not endanger any work of others by cutting, excavating, or otherwise altering their work and will only cut or alter their work with the written consent of Engineer and the others whose work will be affected. The duties and responsibilities of Contractor under this paragraph are for the benefit of such utility owners and other contractors to the extent that there are comparable provisions for the benefit of Contractor in said direct contracts between Owner and such utility owners and other contractors. Should the Contractor cause damage to any other contractor on the Project, the contractor agrees, upon due notice, to settle with such contractor by agreement or arbitration, if he will so settle. If such other contractor sues the Owner on account of any damage alleged to have been so sustained, the Owner shall notify the Contractor, who shall defend such proceedings at his own expense, and if any judgment against the Owner arises therefrom the Contractor shall pay or satisfy the judgment and pay all costs incurred by the Owner. If the proper execution or results of any part of Contractor's work depends upon work performed by others under this Article. Contractor shall inspect such other work and promptly report to Engineer in writing any delays, defects or deficiencies in such other work that render it unavailable or unsuitable for the proper execution and results of Contractor's work. Contractor's failure to so report will constitute an acceptance of such other work as fit and proper for integration with Contractor's work except for latent or nonapparent defects and deficiencies in such other work. 7.2 COORDINATION If Owner contracts with others for the performance of other work on the Project at the site, the following will be set forth in the Scope of Work: (i) the person who will have authority and responsibility for coordination of the activities among the various prime contractors will be identified; (ii) the specific matters to be covered by such authority and responsibility will be itemized; and (iii) the extent of such authority and responsibilities will be provided. Unless SectionIII.doc 22 Revised: 9/26/2007 Section III - General Conditions otherwise provided in the Supplementary Conditions, Owner shall have sole authority and responsibility in respect of such coordination. 8 OWNERS RESPONSIBILITY Except as otherwise provided in these General Conditions, Owner shall issue all communications to Contractor through Engineer. Owner shall furnish the data required of Owner under the Contract Documents promptly and shall make payments to Contractor promptly when they are due as provided in these General Conditions. Owner is obligated to execute Change Orders as indicated in the Article on Changes In The Work. Owner's responsibility in respect of certain inspections, tests, and approvals is set forth in the Article on Tests and Inspections. In connection with Owner's right to stop work or suspend work, see the Article on Engineer may Stop the Work. The Article on Suspension of Work and Termination deals with Owner's right to terminate services of Contractor under certain circumstances. The Owner shall not supervise, direct or have control or authority over, nor be responsible for, Contractor's means, methods, techniques, sequences or procedures of construction or the safety precautions and programs incident thereto, or for any failure of Contractor to comply with Laws and Regulations applicable to the furnishing or performance of the Work. Owner will not be responsible for Contractor's failure to perform or furnish the Work in accordance with the Contract Documents. 9 ENGINEER'S STATUS DURING CONSTRUCTION 9.1 OWNERS REPRESENTATIVE Engineer will be Owner's representative during the construction period. The duties and the responsibilities and the limitations of authority of Engineer as Owner's representative during construction are set forth in the Contract Documents and shall not be extended without written consent of Owner and Engineer. 9.2 CLARIFICATIONS AND INTERPRETATIONS Engineer will issue with reasonable promptness such written clarifications or interpretations of the requirements of the Contract Documents (in the form of Drawings or otherwise) as Engineer may determine necessary, which shall be consistent with the intent of and reasonably inferable from Contract Documents. Such written clarifications and interpretations will be binding on Owner and Contractor. If Contractor believes that a written clarification or interpretation justifies an adjustment in the Contract Price or the Contract Time and the parties are unable to agree to the amount or extent thereof, if any, Contractor may make a written claim therefore as provided in the Articles for Change of Work and Change of Contract Time. 9.3 REJECTING OF DEFECTIVE WORK Engineer will have authority to disapprove or reject Work which Engineer believes to be defective, or that Engineer believes will not produce a completed Project that conforms to the SectionIII.doc 23 Revised: 9/26/2007 Section III - General Conditions Contract Documents or that will prejudice the integrity of the design concept of the completed Project as a functioning whole as indicated by the Contract Documents. Engineer will also have authority to require special inspection or testing of the Work whether or not the Work is fabricated, installed or completed. 9.4 SHOP DRAWINGS, CHANGE ORDERS, AND PAYMENTS In connection with Engineer's authority as to Shop Drawings and Samples, see articles on Shop Drawings and Samples. In connection with Engineer's authority as to Change Orders, see the articles on Changes of Work, Contract Price and Contract Time. In connection with Engineer's authority as to Applications for Payment, see the articles on Payments to Contractor and Completion. 9.5 DECISIONS ON DISPUTES Engineer will be the initial interpreter of the requirements of the Contract Documents and judge of the acceptability of the work thereunder. Claims, disputes and other matters relating to the acceptability of the work or the interpretation of the requirements of the Contract Documents pertaining to the performance and furnishing of the work and Claims under the Articles for Changes of Work, Changes of Contract Time and Changes of Contract Price will be referred initially to Engineer in writing with a request for a formal decision in accordance with this paragraph. Written notice of each such claim, dispute or other matter will be delivered by the claimant to Engineer and the other party to the Agreement promptly (but in no event later than thirty days) after the start of the occurrence or event giving rise thereto, and written supporting data will be submitted to Engineer and the other party within sixty days after the start of such occurrence or event unless Engineer allows an additional period of time for the submission of additional or more accurate data in support of such claim, dispute or other matter. The opposing party shall submit any response to Engineer and the claimant within thirty days after receipt of the claimant's last submittal (unless Engineer allows additional time). Engineer will render a formal decision in writing within thirty days after receipt of the opposing party's submittal, if any, in accordance with this paragraph. Engineer's written decision on such claim, dispute or other matter will be final and binding upon Owner and Contractor unless (i) an appeal from Engineer's decision is taken within thirty days of the Engineers decision, or the appeal time which may be stated in a Dispute Resolution Agreement between the Owner and Contractor for the settlement of disputes or (ii) if no such Dispute Resolution Agreement has been entered into, a written notice of intention to appeal from Engineer's written decision is delivered by Owner or Contractor to the other and to Engineer within thirty days after the date of such decision and a formal proceeding is instituted by the appealing party in a forum of competent jurisdiction to exercise such rights or remedies as the appealing party may have with respect to such claim, dispute or other matter in accordance with applicable Laws and Regulations within sixty days of the date of such decision, unless otherwise agreed in writing by Owner and Contractor. When functioning as interpreter and judge, Engineer will not show partiality to Owner or Contractor and will not be liable in connection with any interpretation or decision rendered in good faith in such capacity. The rendering of a decision by Engineer with respect to any such claim, dispute or other matter will be a condition precedent to any exercise by Owner or Contractor of such rights or remedies as either may otherwise have under the Contract Documents or by Laws or Regulations in respect of any such claim, dispute or other matter pursuant the Article on Dispute Resolution. SectionIII.doc 24 Revised: 9/26/2007 Section III - General Conditions 9.6 LIMITATIONS ON ENGINEER'S RESPONSIBILITIES Neither Engineer's authority or responsibility under this paragraph or under any other provision of the Contract Documents nor any decision made by Engineer in good faith either to exercise or not exercise such authority or responsibility or the undertaking, exercise or performance of any authority or responsibility by Engineer shall create, impose or give rise to any duty owed by Engineer to Contractor, any Subcontractor, any Supplier, any other person or organization or to any surety for or employee or agent of any of them. Engineer will not supervise, direct, control or have authority over or be responsible for Contractor's means, methods, techniques, sequences or procedures of construction, or the safety precautions and programs incident thereto, or for any failure of Contractor to comply with Laws and Regulations applicable to the furnishing or performance of the work. Engineer will not be responsible for Contractor's failure to perform or furnish the work in accordance with the Contract Documents. Engineer will not be responsible for the acts or omissions of Contractor or of any Subcontractor, any Supplier, or of any other person or organization performing or furnishing any of the work. Engineer's review of the final Application for Payment and accompanying documentation and all maintenance and operating instructions, schedules, guarantees, bonds and certificates of inspection, tests and approvals and other documentation required to be delivered by the Contractor will only be to determine generally that their content complies with the requirements of the Contract Documents and, in the case of certificates of inspections, tests and approvals that the results certified indicate compliance with the Contract Documents. The limitations upon authority and responsibility set forth in this paragraph shall also apply to Engineer's Consultants and assistants. 10 CHANGES IN THE WORK Without invalidating the Agreement and without notice to any surety, Owner may, at any time or from time to time, order additions, deletions or revisions in the Work. Such additions, deletions or revisions will be authorized by a Written Amendment, a Change Order, or a Work Change Directive. Upon receipt of any such document, Contractor shall promptly proceed with the Work involved which will be performed under the applicable conditions of the Contract Documents (except as may otherwise be specifically provided). If Owner and Contractor are unable to agree as to the extent, if any, of an adjustment in the Contract Price or an adjustment of the Contract Time that should be allowed as a result of a Work Change Directive, a claim may be made therefore as provided in these General Conditions. Contractor shall not be entitled to an increase in the Contract Price or an extension of the Contract Time with respect to any Work performed that is not required by the Contract Documents as amended, modified and supplemented as provided in these General Conditions except in the case of an emergency as provided or in the case of uncovering work as provided in article for Uncovering Work. Owner and Contractor shall execute appropriate Change Orders or Written Amendments recommended by Engineer covering: changes in the work which are (i) ordered by Owner (ii) required because of acceptance of defective work under the article for Acceptance of Defective Work or correcting defective SectionIII.doc 25 Revised: 9/26/2007 Section III - General Conditions Work under the article for Owner May Correct Defective Work or (iii) agreed to by the parties; changes in the Contract Price or Contract Time which are agreed to by the parties; and changes in the Contract Price or Contract Time which embody the substance of any written decision rendered by Engineer pursuant to the article for Decisions on Disputes; provided that, in lieu of executing any such Change Order, an appeal may be taken from any such decision in accordance with the provisions of the Contract Documents and applicable Laws and Regulations, but during any such appeal, Contractor shall carry on the Work and adhere to the progress schedule as provided in the article for Continuing the Work. If notice of any change affecting the general scope of the work or the provisions of the Contract Documents (including, but not limited to, Contract Price or Contract Time) is required by the provisions of any Bond to be given to a surety, the giving of any such notice will be Contractor's responsibility, and the amount of each applicable Bond will be adjusted accordingly. 11 CHANGES IN THE CONTRACT PRICE 11.1 CHANGES IN THE CONTRACT PRICE The Contract Price constitutes the total compensation (subject to authorized adjustments) payable to Contractor for performing the Work. All duties, responsibilities and obligations assigned to or undertaken by Contractor shall be at Contractor's expense without change in the Contract Price. The Contract Price may only be adjusted by a Change Order or by a Written Amendment. Any claim for an adjustment in the Contract Price shall be based on a written notice. of claim stating the general nature of the claim, to be delivered by the party making the claim to the other party and to Engineer promptly (but in no event later than thirty days) after the start of the occurrence or event giving rise to the claim. Notice of the amount of the claim with supporting data shall be delivered within sixty days after the start of such occurrence or event (unless Engineer allows additional time for claimant to submit additional or more accurate data in support of the claim) and shall be accompanied by claimant's written statement that the claimed adjustment covers all known amounts to which the claimant is entitled as a result of said occurrence or event. No claim for an adjustment in the Contract Price will be valid if not submitted in accordance with this paragraph. The value of any Work covered by a Change Order or of any claim for an adjustment in the Contract Price will be determined as follows: (i) where the Work involved is covered by unit prices contained in the Contract Documents, by application of such unit prices to the quantities of the items involved (ii) where the Work involved is not covered by unit prices contained in the Contract Documents, by a mutually agreed lump sum (which may include an allowance for overhead and profit), (iii) where the Work is not covered by unit prices contained in the Contract Documents and agreement is reached to establish unit prices for the Work. 11.2 ALLOWANCES AND FINAL CONTRACT PRICE ADJUSTMENT It is understood that Contractor has included in the Contract Price all allowances so named in the Contract Documents and shall cause the Work so covered to be furnished and performed for such sums as may be acceptable to Owner and Engineer. Contractor agrees that: (i) the allowances include the cost to Contractor (less any applicable trade discounts) of materials and equipment required by the allowances to be delivered at the Site, and all applicable taxes; and (ii) Contractor's costs for unloading and handling on the site, labor, installation costs, overhead, SectionIII.doc 26 Revised: 9/26/2007 Section III - General Conditions profit and other expenses contemplated for the allowances have been included in the Contract Price and not in the allowances and no demand for additional payment on account of any of the foregoing will be valid. Prior to final payment, an appropriate Change Order will be issued as recommended by Engineer to reflect actual amounts due Contractor on account of Work covered by allowances and all the Work actually performed by the Contractor, and the Contract Price shall be correspondingly adjusted. 11.3 UNIT PRICE WORK Where the Contract Documents provide that all or part of the Work is to be Unit Price Work, initially the Contract Price will be deemed to include for all Unit Price Work an amount equal to the sum of the established unit price for each separately identified item of unit price work times the estimated quantity of each item as indicated in the Agreement. The estimated quantities of items of Unit Price Work are not guaranteed and are solely for the purpose of comparison of Bids and determining an initial Contract Price. Determinations of the actual quantities and classifications of Unit Price Work performed by Contractor will be made by Engineer. Each unit price will be deemed to include an amount considered by Contractor to be adequate to cover Contractor's overhead and profit for each separately identified item. Owner or Contractor may make a claim for an adjustment in the Contract Price if. (i) the quantity of any item of Unit Price Work performed by Contractor differs materially and significantly from the estimated quantity of such item indicated in the Contract Documents; and (ii) there is no corresponding adjustment with respect to any other item of Work; and (iii) if Contractor believes that Contractor is entitled to an increase in Contract Price as a result of having incurred additional expense or Owner believes that Owner is entitled to a decrease in Contract Price and the parties are unable to agree as to the amount of any such increase or decrease. On unit price contracts, the Owner endeavors to provide adequate unit quantities to satisfactorily complete the construction of the project. It is expected that in the normal course of project construction and completion that not all unit quantities will be used in their entirety and that a finalizing change order which adjusts contract unit quantities to those unit quantities actually used in the construction of the project will result in a net decrease from the original Contract Price. Such reasonable deduction of final Contract Price should be anticipated by the Contractor in his original bid. 12 CHANGES IN THE CONTRACT TIME The Contract Time (or Milestones) may only be changed by a Change Order or a Written Amendment. Any claim for an adjustment of the Contract Time (or Milestones) shall be based on written notice delivered by the party making the claim to the other party and to Engineer promptly (but in no event later than thirty days) after the occurrence of the event giving rise to the claim and stating the general nature of the claim. Notice of the extent of the claim with supporting data shall be delivered within sixty days after such occurrence (unless Engineer allows an additional period of time to ascertain more accurate data in support of the claim) and shall be accompanied by the claimant's written statement that the adjustment claimed is the entire adjustment to which the claimant has reason to believe it is entitled as a result of the occurrence of said event. All claims for adjustment in the Contract Time (or Milestones) shall be determined by Engineer. No claim for an adjustment in the Contract Time (or Milestones) will be valid if not submitted in accordance with the requirements of this paragraph. All time limits stated in the Contract Documents are of the essence of the Agreement. SectionIII.doc 27 Revised: 9/26/2007 Section III - General Conditions Where Contractor is prevented from completing any part of the work within the Contract Time (or Milestones) due to delay beyond the control of Contractor, the Contract Time (or Milestones) may be extended in an amount equal to the time lost due to such delay if a claim is made therefore as provided in the article for Changes in the Work. Delays beyond the control of Contractor shall include, but not be limited to, acts by Owner, acts of utility owners or other contractors performing other work as contemplated by the article for Other Work, fires, floods, epidemics, abnormal weather conditions or acts of God. Delays attributable to and within the control of a Subcontractor or Supplier shall be deemed to be delays within the control of Contractor. Where Contractor is prevented from completing any part of the Work within the Contract Times (or Milestones) due to delay beyond the control of both Owner and Contractor, an extension of the Contract Time (or Milestones) in an amount equal to the time lost due to such delay shall be Contractor's sole and exclusive remedy for such delay. In no event shall Owner be liable to Contractor, any Subcontractor, any Supplier, any other person, or to any surety for or employee or agent of any of them, for damages arising out of or resulting from (i) delays caused by or within the control of Contractor, or (ii) delays beyond the control of both parties including but not limited to fires, floods, epidemics, abnormal weather conditions, acts of God or acts by utility owners or other contractors performing other work as contemplated by paragraph for Other Work. 13 TESTS AND INSPECTIONS, CORRECTION, REMOVAL OR ACCEPTANCE OF DEFECTIVE WORK 13.1 TESTS AND INSPECTION Contractor shall give Engineer timely notice of readiness of the Work for all required inspections, tests or approvals, and shall cooperate with inspection and testing personnel to facilitate required inspections or tests. Contractor shall employ and pay for the services of an independent testing laboratory to perform all inspections, tests, or approvals required by the Contract Documents. The costs for these inspections, tests or approvals shall be borne by the Contractor except as otherwise provided in the Contract Documents. If Laws or Regulations of any public body having jurisdiction require any Work (or part thereof) specifically to be inspected, tested or approved by an employee or other representative of such public body including all City Building Departments and City Utility Departments, Contractor shall assume full responsibility for arranging and obtaining such inspections, tests or approvals, pay all costs in connection therewith, and furnish Engineer the required certificates of inspection or approval. Unless otherwise stated in the Contract Documents, City permit and impact fees will be waived. Contractor shall also be responsible for arranging and obtaining and shall pay all costs in connection with any inspections, tests or approvals required for Owner's and Engineer's acceptance of materials or equipment to be incorporated in the Work, or of materials, mix designs, or equipment submitted for approval prior to Contractor's purchase thereof for incorporation of the Work. If any Work (or the work of others) that is to be inspected tested or approved is covered by Contractor without written concurrence of Engineer, it must, if requested by Engineer, be uncovered for observation. Uncovering Work as provided in this paragraph shall be at SectionIII.doc 28 Revised: 9/26/2007 Section III - General Conditions Contractor's expense unless Contractor has given Engineer timely notice of Contractor's intention to cover the same and Engineer has not acted with reasonable promptness in response to such notice. 13.2 UNCOVERING THE WORK If any Work is covered contrary to the written request of Engineer, it must, if requested by Engineer, be uncovered for Engineer's observation and replaced at Contractor's expense. If Engineer considers it necessary or advisable that covered Work be observed by Engineer or inspected or tested by others, Contractor, at Engineer's request, shall uncover, expose or otherwise make available for observation, inspection or testing as Engineer may require, that portion of the Work in question, furnishing all necessary labor, material and equipment. If it is found that such Work is defective, Contractor shall pay all claims, costs, losses and damages caused by, arising out of or resulting from such uncovering, exposure, observation, inspection and testing and of satisfactory replacement or reconstruction (including but not limited to all costs of repair or replacement of work of others); and Owner shall be entitled to an appropriate decrease in the Contract Price for the costs of the investigation, and, if the parties are unable to agree as to the amount thereof, may make a claim therefore as provided in the article for Change in Contract Price. If, however, such Work is not found to be defective, Contractor shall be allowed an increase in the Contract Price or an extension of the Contract Time (or Milestones), or both, directly attributable to such uncovering, exposure, observation, inspection, testing, replacement and reconstruction; and, if the parties are unable to agree as to the amount or extent thereof, Contractor may make a claim therefore as provided the article for Change in Contract Price and Change of Contract Time. 13.3 ENGINEER MAY STOP THE WORK If the Work is defective, or Contractor fails to supply sufficient skilled workers or suitable materials or equipment, or fails to furnish or perform the Work in such a way that the completed Work will conform to the Contract Documents, Engineer may order Contractor to stop the Work, or any portion thereof, until the cause for such order has been eliminated; however, this right of Engineer to stop the Work shall not give rise to any duty on the part of Engineer or Owner to exercise this right for the benefit of Contractor or any surety or other party. If the Engineer stops Work under this paragraph, Contractor shall be entitled to no extension of Contract Time or increase in Contract Price. 13.4 CORRECTION OR REMOVAL OF DEFECTIVE WORK If required by Engineer, Contractor shall promptly, as directed, either correct all defective Work, whether or not fabricated, installed or completed, or, if the Work has been rejected by Engineer, remove it from the site and replace it with Work that is not defective. Contractor shall pay all claims, costs, losses and damages caused by or resulting from such correction or removal (including but not limited to all costs of repair or replacement of work of others). 13.5 WARRANTY/CORRECTION PERIOD If within one year after the date of Substantial Completion or such longer period of time as may be prescribed by Laws or Regulations or by the terms of any applicable special guarantee required by the Contract Documents or by any specific provision of the Contract Documents, any Work is found to be defective, Contractor shall promptly, without cost to Owner and in SectionIII.doc 29 Revised: 9/26/2007 Section III - General Conditions accordance with Owner's written instructions; (i) correct such defective Work, or, if it has been rejected by Owner, remove it from the site and replace it with Work that is not defective and (ii) satisfactorily correct or remove and replace any damage to other Work or the work of others resulting therefrom. If Contractor does not promptly comply with the terms of such instructions, or in an emergency where delay would cause serious risk of loss or damage, Owner may have the defective Work corrected or the rejected. Work removed and replaced, and all claims, costs, losses and damages caused by or resulting from such removal and replacement (including but not limited to all costs of repair or replacement of work of others) will be paid by Contractor. In special circumstances where a particular item of equipment is placed in continuous service before Final Completion of all the Work, the correction period for that item may start to run from an earlier date if specifically and expressly so provided in the Specifications or by Written Amendment. Where defective Work (and damage to other Work resulting therefrom) has been corrected, removed or replaced under this paragraph the correction period hereunder with respect to such Work will be extended for an additional period of one year after such correction or removal and replacement has been satisfactorily completed. 13.6 ACCEPTANCE OF DEFECTIVE WORK If, instead of requiring correction or removal and replacement of defective Work, Owner prefers to accept it, Owner may do so. Contractor shall pay all claims, costs, losses and damages attributable to Owner's evaluation of and determination to accept such defective Work (such costs to be approved by Engineer as to reasonableness). If any such acceptance occurs prior to Engineer's recommendation of final payment, a Change Order will be issued incorporating the necessary revisions in the Contract Documents with respect to the Work; and Owner shall be entitled to an appropriate decrease in the Contract Price, and, if the parties are unable to agree as to the amount thereof, Owner may make a claim therefore as provided in article for Change of Contract Price. If the acceptance occurs after the Engineer's recommendation for final payment an appropriate amount will be paid by Contractor to Owner. 13.7 OWNER MAY CORRECT DEFECTIVE WORK If Contractor fails within a reasonable time after written notice from Engineer to correct defective Work or to remove and replace rejected Work as required by Engineer in accordance with the article for Correction and Removal of Defective Work or if Contractor fails to perform the Work in accordance with the Contract Documents, or if Contractor fails to comply with any other provision of the Contract Documents, Owner may, after seven days' written notice to Contractor, correct and remedy any such deficiency. In exercising the rights and remedies under this paragraph Owner shall proceed expeditiously. In connection with such corrective and remedial action, Owner may exclude Contractor from all or part of the site, take possession of all or part of the Work, and suspend Contractor's services related thereto, take possession of Contractor's tools, appliances, construction equipment and machinery at the site, and incorporate in the Work all materials and equipment stored at the site or for which Owner has paid Contractor but which are stored elsewhere. Contractor shall allow Owner, Owner's representatives, agents and employees, Owner's other contractors, and Engineer and Engineer's Consultants access to the site to enable Owner to exercise the rights and remedies under this paragraph. All claims, costs, losses and damages incurred or sustained by Owner in exercising SectionIII.doc 30 Revised: 9/26/2007 Section III - General Conditions such rights and remedies will be charged against Contractor and a Change Order will be issued incorporating the necessary revisions in the Contract Documents with respect to the Work; and Owner shall be entitled to an appropriate decrease in the Contract Price, and, if the parties are unable to agree as to the amount thereof, Owner may make a claim therefore as provided in the article for Change of Contract Price. Such claims, costs, losses and damages will include but not be limited to all costs of repair or replacement of work of others destroyed or damaged by correction, removal or replacement of Contractor's defective Work. Contractor shall not be allowed an extension of the Contract Time (or Milestones) because of any delay in the performance of the Work attributable to the exercise by Owner of Owner's rights and remedies hereunder. 14 PAYMENTS TO CONTRACTOR AND COMPLETION Progress payments on account of Unit Price Work will be based on the number of units completed. 14.1 APPLICATION FOR PROGRESS PAYMENT Contractor shall submit (not more often than once a month) to Engineer for review an Application for Payment filled out and signed by Contractor covering the Work completed as of the 25th of each month and accompanied by such supporting documentation as is required by the Engineer and the Contract Documents. Unless otherwise stated in the Contract Documents, payment will not be made for materials and equipment not incorporated in the Work. Payment will only be made for that portion of the Work, which is fully installed including all materials, labor and equipment. A retainage of not less than five (5%) of the amount of each Application for Payment for the total of all Work completed to date will be held until final completion and acceptance of the Work covered in the Contract Documents. No progress payment shall be construed to be acceptance of any portion of the Work under contract. In addition to all other payment provisions set out in this contract, the Engineer may require the Contractor to produce for the Owner, within fifteen days of the approval of any progress payment, evidence and/or payment affidavit that all subcontractors and suppliers have been paid any sum or sums then due. A failure on the part of the contractor to provide the report as required herein shall result in further progress or partial payments being withheld until the report is provided. 14.2 CONTRACTOR'S WARRANTY OF TITLE Contractor warrants and guarantees that title to all Work, materials and equipment covered by any Application for Payment, whether incorporated in the Project or not, will pass to Owner no later than the time of payment, free and clear of liens. No materials or supplies for the Work shall be purchased by Contractor or Subcontractor subject to any chattel mortgage or under a conditional sale contact or other agreement by which an interest is retained by the seller. Contractor warrants that he has good title to all materials and supplies used by him in the Work, free from all liens, claims or encumbrances. Contractor shall indemnify and save Owner harmless from all claims growing out of the lawful demands. of Subcontractors, laborers, workmen, mechanics, materialmen, and furnisher's of machinery and parts thereof, equipment, power tools, and all supplies incurred in the furtherance of the performance of this Contract. Contractor shall at Owner's request, furnish satisfactory evidence that all obligations of the nature hereinabove designated have been paid, discharged, or waived. If Contractor fails to do so, then Owner may, after having served written notice on said Contractor either pay unpaid SectionIII.doc 31 Revised: 9/26/2007 Section III - General Conditions bills, of which Owner has written notice, or withhold from the Contractor's unpaid compensation a sum of money deemed reasonably sufficient to pay any and all such lawful claims until satisfactory evidence is furnished that all liabilities have been fully discharged, whereupon payment to Contractor shall be resumed in accordance with the terms of this Contract, but in no event shall the provisions of this sentence be construed to impose any obligations upon Owner to the Contractor or the Surety. In paying any unpaid bills of the Contractor, Owner shall be deemed the agent of Contractor and any payment so made by Owner shall be considered as payment made under the Contract by Owner to Contractor, and Owner shall not be liable to Contractor for any such payment made in good faith. 14.3 REVIEW OF APPLICATIONS FOR PROGRESS PAYMENTS Engineer will within twenty days after receipt of each Application for payment, either indicate a recommendation of payment and present Application to Owner, or return the Application to Contractor indicating Engineer's reasons for refusing to recommend payment. In the latter case, Contractor may make the necessary corrections and resubmit the Application. Engineer may refuse to recommend the whole or any part of any payment to the Owner. Engineer may also refuse to recommend any such payment, or, because of subsequently discovered evidence or the results of subsequent inspections or test, nullify any such payment previously recommended, to such extent as may be necessary in Engineer's opinion to protect Owner from loss because: (i) the Work is defective, or completed Work has been damaged requiring correction or replacement, (ii) the Contract Price has been reduced by amendment or Change Order, (iii) Owner has been required to correct defective Work or complete Work, or (iv) Engineer has actual knowledge of the occurrence of any of the events enumerated in the article on Suspension of Work and Termination. Owner may refuse to make payment of the full amount recommended by the Engineer because: (i) claims have been made against Owner on account of Contractor's performance or furnishing of the Work, (ii) Liens have been filed in connection with the Work, except where Contractor has delivered a specific Bond satisfactory to Owner to secure the satisfaction and discharge of such Liens, (iii) there are other items entitling Owner to a set-off against the amount recommended, or (iv) Owner has actual knowledge of any of the events described in this paragraph. The Owner shall give Contractor immediate notice of refusal to pay with a copy to the Engineer, stating the reasons for such actions, and the Owner shall promptly pay Contractor the amount so withheld, or any adjustment thereto agreed to by Owner and Contractor, when Contractor ' corrects to Owner's satisfaction the reasons for such action. 14.4 PARTIAL UTILIZATION Use by Owner at Owner's option of any substantially completed part of the Work which (i) has specifically been identified in the Contract Documents, or (ii) Owner, Engineer and Contractor agree constitutes a separately functioning and usable part of the Work that can be used by Owner for its intended purpose without significant interference with Contractor's performance of the remainder of the Work, may be accomplished prior to Final Completion of all the Work subject to the following: Owner at any time may request Contractor in writing to permit Owner to use any such part of the Work which Owner believes to be ready for its intended use and substantially complete. If Contractor agrees that such part of the Work is substantially complete, Contractor will certify to Owner and Engineer that such part of the Work is substantially complete and request Engineer to issue a certificate of Substantial Completion for that part of the Work. Contractor at any time SectionIII.doc 32 Revised: 9/26/2007 Section III - General Conditions may notify Owner and Engineer in writing that Contractor considers any such part of the Work ready for its intended use and substantially complete and request Engineer to issue a certificate of Substantial Completion for that part of the Work. Within a reasonable time after either such request, Owner, Contractor, and Engineer shall make an inspection of that part of the Work to determine its status of completion. If Engineer does not consider that part of the Work to be substantially complete, Engineer will notify Owner and Contractor in writing giving the reasons therefore. If Engineer considers that part of the Work to be substantially complete, the provisions of the articles for Substantial Completion and Partial Utilization will apply with respect to certification of Substantial Completion of that part of the Work and the division of responsibility in respect thereof and access thereto. 14.5 FINAL INSPECTION Upon written notice from Contractor that the entire Work or an agreed portion thereof is complete, Engineer will make a final inspection with Owner and Contractor and will notify Contractor in writing of all particulars in which this inspection reveals that the Work is incomplete or defective. Contractor shall immediately take such measures as are necessary to complete such Work or remedy such deficiencies. 14.6 FINAL APPLICATION FOR PAYMENT After Contractor has completed all such corrections to the satisfaction of Engineer and has delivered in accordance with the Contract Documents all maintenance and operating instructions, schedules, guarantees, Bonds, certificates or other evidence of insurance required by the paragraph for Bonds and Insurance, certificates of inspection, marked-up record documents as may be required in the Contract Documents and other documents, Contractor may make application for final payment following the procedure for progress payments. The final Application for Payment shall be accompanied (except as previously delivered) by: (I) all documentation called for in the Contract Documents, including but not limited to the evidence of insurance required by paragraph for Bonds and Insurance, (ii) consent of the surety, if any or if necessary, to final payment, and (iii) complete and legally effective releases or waivers (satisfactory to Owner) of all Liens arising out of or filed in connection with the Work. In lieu of such releases or waivers of Liens and as approved by Owner, Contractor may furnish receipts or releases in full and an affidavit of Contractor that: (i) the releases and receipts include all labor, services, material and equipment for which a Lien could be filed, and (ii) all payrolls, material and equipment bills and other indebtedness connected with the Work for which Owner or Owner's property might in any way be responsible have been paid or otherwise satisfied. If any Subcontractor or Supplier fails to furnish such a release or receipt in full, Contractor may furnish a Bond or other collateral satisfactory to Owner to indemnify Owner against any Lien. Prior to application for final payment, Contractor shall clean and remove from the premises all surplus and discarded materials, rubbish, and temporary structures, and shall restore in an acceptable manner all property, both public and private, which has been damaged during the prosecution of the Work, and shall leave the Work in a neat and presentable condition. 14.7 FINAL PAYMENT AND ACCEPTANCE If through no fault of Contractor, final completion of the Work is significantly delayed and if Engineer so confirms, Owner shall, upon receipt of Contractor's final Application for payment and recommendation of Engineer, and without terminating the Agreement, make payment of the balance due for that portion of the Work fully completed and accepted. If the remaining balance SectionIII.doc 33 Revised: 9/26/2007 Section III - General Conditions to be held by Owner for Work not fully completed or corrected is less than the retainage stipulated in the Agreement, and if Bonds have been furnished as required in paragraph for Bonds and Insurance, the written consent of the surety to the payment of the balance due for that portion of the Work fully completed and accepted shall be submitted by Contractor to Engineer with the Application for such payment. Such payment shall be made under the terms and conditions governing final payment, except that such payment shall not constitute a waiver of claims. If on the basis of Engineer's observation of the Work during construction and final inspection, and Engineer's review of the final Application for Payment and accompanying documentation, all as required by the Contract Documents, Engineer is satisfied that the Work has been completed and Contractor's other obligations under the Contract Documents have been fulfilled, Engineer will indicate in writing his recommendation of payment and present the Application to Owner for payment. Thereupon Engineer will give written notice to Owner and Contractor that the Work is acceptable subject to the provisions of this article. Otherwise, Engineer will return the Application to Contractor, indicating in writing the reasons for refusing to recommend final payment, in which case Contractor shall make the necessary corrections and resubmit the Application. If the Application and accompanying documentation are appropriate as to form and substance, Owner shall, within sixty-five days after receipt thereof pay contractor the amount recommended by Engineer. 14.8 WAIVER OF CLAIMS The making and acceptance of final payment will constitute: a waiver of all claims by Owner against Contractor, except claims arising from unsettled Liens, from defective Work appearing after final inspection, from failure to comply with the Contract Documents or the terms of any special guarantees specified therein, or from Contractor's continuing obligations under the Contract Documents; and a waiver of all claims by Contractor against Owner other than those previously made in writing and still unsettled. 15 SUSPENSION OF WORK AND TERMINATION 15.1 OWNER MAY SUSPEND THE WORK At any time and without cause, Engineer may suspend the Work or any portion thereof for a period of not more than ninety days by notice in writing to Contractor, which will fix the date on which Work will be resumed. Contractor shall resume the Work on the date so fixed. Contractor shall be allowed an adjustment in the Contract Price or an extension of the Contract Times, or both, directly attributable to any such suspension if Contractor makes an approved claim therefore as provided in the articles for Change of Contract Price and Change of Contract Time. 15.2 OWNER MAY TERMINATE Upon the occurrence of any one or more of the following events; if Contractor persistently fails to perform the work in accordance with the Contract Documents (including, but not limited to, failure to supply sufficient skilled workers or suitable materials or equipment or failure to adhere to the progress schedule as adjusted from time to time); if Contractor disregards Laws and Regulations of any public body having jurisdiction; if Contractor disregards the authority of Engineer; SectionIII.doc 34 Revised: 9/26/2007 Section III - General Conditions if Contractor otherwise violates in any substantial way any provisions of the Contract Documents; or if the Work to be done under this Contract is abandoned, or if this Contract or any part thereof is sublet, without the previous written consent of Owner, or if the Contract or any claim thereunder is assigned by Contractor otherwise than as herein specified, or at any time Engineer certifies in writing to Owner that the rate of progress of the Work or any part thereof is unsatisfactory or that the work or any part thereof is unnecessarily or unreasonably delayed. Owner may, after giving Contractor (and the surety, if any), seven days' written notice and, to the extent permitted by Laws and Regulations, terminate the services of Contractor, exclude Contractor from the site and take possession of the Work and of all Contractor's tools, appliances, construction equipment and machinery at the site and use the same to the full extent they could be used by Contractor (without liability to Contractor for trespass or conversion), incorporate in the Work all materials and equipment stored at the site or for which Owner has paid Contractor but which are stored elsewhere, and finish the Work as Owner may deem expedient. In such case Contractor shall not be entitled to receive any further payment until the Work is finished. If the unpaid balance of the Contract Price exceeds all claims, costs, losses and damages sustained by Owner arising out of or resulting from completing the Work such excess will be paid to Contractor. If such claims, costs, losses and damages exceed such unpaid balance, Contractor shall pay the difference to Owner. Such claims, costs, losses and damages incurred by Owner will be reviewed by Engineer as to their reasonableness and when so approved by Engineer incorporated in a Change Order, provided that when exercising any rights or remedies under this paragraph Owner shall not be required to obtain the lowest price for the Work performed. Where Contractor's services have been so terminated by Owner, the termination will not affect any rights or remedies of Owner against Contractor then existing or which may thereafter accrue. Any retention or payment of moneys due Contractor by Owner will not release Contractor from liability. Upon seven days' written notice to Contractor and Engineer, Owner may, without cause and without prejudice to any other right or remedy of Owner, elect to terminate the Agreement. In such case, Contractor shall be paid (without duplication of any items): for completed and acceptable Work executed in accordance with the Contract Documents prior to the effective date of termination, including fair and reasonable sums for overhead and profit on such Work; for expenses sustained prior to the effective date of termination in performing services and furnishing labor, materials or equipment as required by the Contract Documents in connection with uncompleted Work, plus fair and reasonable sums for overhead and profit on such expenses; for all claims, costs, losses and damages incurred in settlement of terminated contracts with Subcontractors, Suppliers and others; and for reasonable expenses directly attributable to termination. Contractor shall not be paid on account of loss of anticipated profits or revenue or other economic loss arising out of or resulting from such termination. SectionIII.doc 35 Revised: 9/26/2007 Section III - General Conditions 15.3 CONTRACTOR MAY STOP WORK OR TERMINATE If, through, no act or fault of Contractor, the Work is suspended for a period of more than ninety days by Owner or under an order of court or other public authority, or Engineer fails to act on any Application for Payment within sixty days after it is submitted or Owner fails for sixty days to pay Contractor any sum finally determined to be due, then Contractor may, upon seven days' written notice to Owner and Engineer, and provided Owner or Engineer do not remedy such suspension or failure within that time, terminate the Agreement and recover from Owner payment on the same terms as provided in the article for Owner May Terminate. However, if the Work is suspended under an order of court through no fault of the Owner, the Contractor shall not be entitled to payment except as the Court may direct. In lieu of terminating the Agreement and without prejudice to any other right or remedy, if Engineer has failed to act on an Application for Payment within thirty days after it is submitted, or Owner has failed for thirty days to pay Contractor any sum finally determined to be due, Contractor may upon seven day's written notice to Owner and Engineer stop the Work until payment of all such amounts due Contractor. The provisions of this article are not intended to preclude Contractor from making claim under paragraphs for Change of Contract Price or Change of Contract Time or otherwise for expenses or damage directly attributable to Contractor's stopping Work as permitted by this article. 16 DISPUTE RESOLUTION If and to the extent that Owner and Contractor have agreed on the method and procedure for resolving disputes between them that may arise under this Agreement, such dispute resolution method and procedure will proceed. If no such agreement on the method and procedure for resolving such disputes has been reached, subject to the provisions of the article for Decisions on. Disputes, Owner and Contractor may exercise such rights or remedies as either may otherwise have under the Contract Documents or by Laws or Regulations in respect of any dispute provided, however, that nothing herein shall require a dispute to be submitted to binding arbitration. 17 MISCELLANEOUS 17.1 SUBMITTAL AND DOCUMENT FORMS The form of all submittals, notices, change orders and other documents permitted or required to be used or transmitted under the Contract Documents shall be determined by the Engineer subject to the approval of the Owner. 17.2 GIVING NOTICE Whenever any provision of the Contract Documents requires the giving of written notice, notice will be deemed to have been validly given if delivered in person to the individual or to a member of the firm or to an officer of the corporation for whom it is intended, or if delivered or sent by registered or certified mail, postage prepaid, to the last business address known to the giver of the notice. 17.3 NOTICE OF CLAIM Should Owner or Contractor suffer injury or damage to person or property because of any error, omission or any act of the other party or of any of the other party's officers, employees or agents SectionIII.doc 36 Revised: 9/26/2007 Section III - General Conditions or others for whose acts the other party is legally liable, claim will be made in writing to the other party within a reasonable time of the first observance of such injury or damage. The provisions of this paragraph shall not be construed as a substitute for or a waiver of the provisions of any applicable statute of limitations or repose. 17.4 PROFESSIONAL FEES AND COURT COSTS INCLUDED Whenever reference is made to "claims, costs, losses and damages," the phrase shall include in each case, but not be limited to, all fees and charges of engineers, architects, attorneys and other professionals and all court or other dispute resolution costs. 17.5 ASSIGNMENT OF CONTRACT The Contractor shall not assign this contract or any part thereof or any rights thereunder without the approval of the Owner, nor without the consent of surety unless the surety has waived its rights to notice of assignment. 17.6 RENEWAL OPTION Annual Contracts issued through the Engineering Department may be renewed for up to two (2) years, upon mutual consent of both the City and the ContractorNendor. All terms, conditions and unit prices shall remain constant unless otherwise specified in the contract specifications or in the Invitation to bid. Renewals shall be made at the sole discretion of the City, and must be agreed to in writing by both parties. All renewals are contingent upon the availability of funds, and the satisfactory performance of the Contractor as determined by the Engineering Department. SectionIII.doc 37 Revised: 9/26/2007 SECTION IV TECHNICAL SPECIFICATIONS SECTION IV=A SUPPLEMENTAL TECHNICAL SPECIFICATIONS July 18, 2008 PREPARED BY: JAN/PMC/RS SPECIFICATIONS PACKAGE FOR COURT STREET IMPROVEMENTS FOR THE CITY OF CLEARWATER PINELLAS COUNTY, FLORIDA The contractor is to utilize the Florida Department of Transportation Standard Specifications for Road and Bridge Construction dated 2007, as amended by the following Specifications Package. The contractor shall substitute `City' for `Department' and `Engineer' as appropriate, with `City' referring to representatives of the City of Clearwater. I hereby certify that this specifications package has been properly prepared by me, or under my responsible charge, in accordance with procedures adopted by the Florida Department of Transportation. Name: John A. Novak, P.E. Page(s): 1-255 -?- oS- SUPPLEMENTAL SPECIFICATIONS ......................................................................... 4 102 MAINTENANCE OF TRAFFIC ...................................................................... 5 104 PREVENTION, CONTROL, AND ABATEMENT OF EROSION AND WATER POLLUTION ........................................................................ 21 105 QUALITY CONTROL GENERAL REQUIREMENTS ............................... 27 120 EXCAVATION AND EMBANKMENT ....................................................... 42 125 EXCAVATION FOR STRUCTURES AND PIPE ........................................ 60 162 PREPARED SOIL LAYER-DESCRIPTION ................................................. 69 300 MATERIALS-TACK COAT ........................................................................ .. 70 330 HOT BITUMINOUS MIXTURES-GENERAL CONSTRUCTION REQUIREMENTS ........................................................................................ .. 70 334 SUPERPAVE ASPHALT CONCRETE ....................................................... .. 75 337 ASPHALT CONCRETE FRICTION COURSES-ACCEPTANCE OPTIONS ...................................................................................................... .. 98 338 VALUE ADDED ASPHALT PAVEMENT ................................................ 107 346 PORTLAND CEMENT CONCRETE .......................................................... 115 347 CERTIFICATION AND ACCEPTANCE-GENERAL ............................... 136 400 CONCRETE STRUCTURES ....................................................................... 137 425 INLETS, MANHOLES, AND JUNCTION BOXES ................................... 145 430 PIPE CULVERTS ......................................................................................... 148 449 PRECAST CONCRETE DRAINAGE PRODUCTS ................................... 159 450 PRECAST PRESTRESSED CONCRETE CONSTRUCTION ................... 161 527 DETECTABLE WARNINGS ON WALKING SURFACES ...................... 189 570 PERFORMANCE TURF .............................................................................. 191 575 SODDING ..................................................................................................... 196 634 SPAN WIRE ASSEMBLY -HARDWARE AND FITTINGS ................... 196 649 GALVANIZED STEEL STRAIN POLES, MAST ARMS AND MONOTUBE ASSEMBLIES ..................................................................... 199 700 HIGHWAY SIGNING .................................................................................. 204 705 OBJECT MARKERS AND DELINEATORS ............................................. 211 709 TRAFFIC STRIPES AND MARKINGS-TWO REACTIVE COMPONENTS- BASIS OF PAYMENT ................................................... 212 710 PAINTED PAVEMENT MARKINGS ........................................................ 213 711 THERMOPLASTIC TRAFFIC STRIPES AND MARKINGS - METHOD OF MEASUREMENT ............................................................... 214 713 PERMANENT TAPE STRIPES AND MARKINGS .................................. 215 901 DELETERIOUS SUBSTANCES ................................................................. 216 914 MATERIALS FOR SUBGRADE STABILIZATION ................................. 217 916 BITUMINOUS MATERIALS ...................................................................... 218 919-, , GROUND TIRE RUBBER FOR USE IN ASPHALT RUBBER MDER ........................................................................................................ 232 921 --PORTLAND CEMENT AND BLENDED CEMENT ................................. 232 942 -PIPLGASKETS ........................................................................................... 235 _ 9'0, MATERIALS FOR RAISED RETRO-REFLECTIVE PAVEMENT MARKERS AND BITUMINOUS ADHESIVE ................... 236 971 TRAFFIC MARKING MATERIALS .......................................................... 236 972 RECYCLED PLASTIC PRODUCTS .......................................................... 239 975 PAINTING GALVANIZED STEEL STRAIN POLES, MAST ARMS AND MONOTUBE ASSEMBLIES ............................................... 242 981 TURF MATERIALS .................................................................................... 242 982 FERTILIZER ................................................................................................ 244 990 TEMPORARY TRAFFIC CONTROL DEVICE MATERIALS ................. 245 992 HIGHWAY LIGHTING MATERIALS ....................................................... 246 993 OBJECT MARKERS AND DELINEATORS ............................................. 247 994 RETROREFLECTIVE AND NONREFLECTIVE SHEETING FOR TRAFFIC CONTROL DEVICES ....................................................... 251 THIS COMPLETES THIS SPECIFICATION PACKAGE ................................. 255 -3- SUPPLEMENTAL SPECIFICATIONS -4- 102 MAINTENANCE OF TRAFFIC. (REV 5-10-07) (FA 7-19-07) (1-08) SECTION 102 (Pages 107-125) is deleted and the following substituted: SECTION 102 MAINTENANCE OF TRAFFIC 102-1 Description. Maintain traffic within the limits of the project for the duration of the construction period, including any temporary suspensions of the work. Construct and maintain detours. Provide facilities for access to residences, businesses, etc., along the project. Furnish, install and maintain traffic control and safety devices during construction. Furnish and install work zone pavement markings for maintenance of traffic in construction areas. Provide any other special requirements for safe and expeditious movement of traffic specified on the plans. Maintenance of Traffic includes all facilities, devices and operations as required for safety and convenience of the public within the work zone. Do not maintain traffic over those portions of the project where no work is to be accomplished or where construction operations will not affect existing roads. Do not obstruct or create a hazard to any traffic during the performance of the work, and repair any damage to existing pavement open to traffic. Include the cost of any work that is necessary to meet the requirements of the Contract Documents under the MOT pay item, when there is not a pay item provided. 102-2 Materials. Meet the following requirements: Bituminous Adhesive ..........................................Section 970 Work Zone Pavement Markings ................. 971-1 and 971-3 Paint ....................................................................Section 971 Glass Spheres ......................................................Section 971 Removable Tape .......................................................... 990-5 Raised Retro-reflective Pavement Markers ................. 990-6 102-2.1 Temporary Traffic Control Devices: Use only the materials meeting the requirements of Section 990, Design Standards and the MUTCD. 102-2.2 Detour: Provide all materials for the construction and maintenance of all detours. 102-2.3 Commercial Materials for Driveway Maintenance: Provide materials of the type typically used for base, including recycled asphalt pavement material, and having stability and drainage properties that will provide a firm surface under wet conditions. -5- 102-3 Specific Requirements. 102-3.1 Beginning Date of Contractor's Responsibility: Maintain traffic starting the day work begins on the project or on the first day Contract time is charged, whichever is earlier. 102-3.2 Worksite Traffic Supervisor: Provide a Worksite Traffic Supervisor in accordance with Section 105. Provide the Worksite Traffic Supervisor with all equipment and materials needed to set up, take down, maintain traffic control, and handle traffic- related situations. Ensure that the Worksite Traffic Supervisor performs the following duties: 1. Performs on site direction of all traffic control on the project. 2. Is on site during all set up and take down, and performs a drive through inspection immediately after set up. 3. Is on site during all nighttime operations to ensure proper Maintenance of Traffic. 4. Immediately corrects all safety deficiencies and does not permit minor deficiencies that are not immediate safety hazards to remain uncorrected for more than 24 hours. 5. Is available on a 24-hour per day basis and present within 45 minutes after notification of an emergency situation and is prepared to positively respond to repair the work zone traffic control or to provide alternate traffic arrangements. 6. Conducts daily daytime and weekly nighttime inspections of projects with predominately daytime work activities, and daily nighttime and weekly daytime inspections of projects with predominantly nighttime work activities of all traffic control devices, traffic flow, pedestrian, bicyclist, and business accommodations. Advise the project personnel of the schedule of these inspections and give them the opportunity to join in the inspection as is deemed necessary. Submit a comprehensive weekly report, using the Department's currently approved form, to the Engineer detailing the condition of all traffic control devices (including pavement markings) being used. Include assurances in the inspection report that pedestrians are accommodated with a safe travel path around work sites and safely separated from mainline traffic, that existing or detoured bicyclist paths are being maintained satisfactorily throughout the project limits, and that existing businesses in work areas are being provided with adequate entrances for vehicular and pedestrian traffic during business hours. Have the Worksite Traffic Supervisor sign the report and certify that all of the above issues are being handled in accordance with the Contract Documents. When deficiencies are found, the Worksite Traffic Supervisor is to note such deficiencies and include the proposed corrective actions, including the date corrected. The Department may disqualify and remove from the project a Worksite Traffic Supervisor who fails to comply with the provisions of this Section. The Department may temporarily suspend all activities, except traffic, erosion control and such other activities that are necessary for project maintenance and safety, for failure to comply with these provisions. 102-4 Alternative Traffic Control Plan. The Contractor may propose an alternative Traffic Control Plan (TCP) to the plan presented in the Contract Documents. Have the Contractor's Engineer of Record sign and seal the alternative plan. Prepare the TCP in conformance with and in the form outlined -6- in the current version of the Roadway Plans Preparation Manual. Indicate in the plan a TCP for each phase of activities. Take responsibility for identifying and assessing any potential impacts to a utility that may be caused by the alternate TCP proposed by the Contractor, and notify the Department in writing of any such potential impacts to utilities. Engineer's approval of the alternate TCP does not relieve the Contractor of sole responsibility for all utility impacts, costs, delays or damages, whether direct or indirect, resulting from Contractor initiated changes in the design or construction activities from those in the original Contract Specifications, design plans (including traffic control plans) or other Contract Documents and which effect a change in utility work different from that shown in the utility plans, joint project agreements or utility relocation schedules. The Department reserves the right to reject any Alternative Traffic Control Plan. Obtain the Engineer's written approval before beginning work using an alternate TCP. The Engineer's written approval is required for all modifications to the TCP. The Engineer will only allow changes to the TCP in an emergency without the proper documentation. 102-5 Traffic Control. 102-5.1 Standards: FDOT Design Standards (DS) are the minimum standards for the use in the development of all traffic control plans. The MUTCD Part VI is the minimum national standard for traffic control for highway construction, maintenance, and utility operations. Follow the basic principles and minimum standards contained in these documents for the design, application, installation, maintenance, and removal of all traffic control devices, warning devices and barriers which are necessary to protect the public and workers from hazards within the project limits. 102-5.2 Maintenance of Roadway Surfaces: Maintain all lanes that are being used for the maintenance of traffic, including those on detours and temporary facilities, under all weather conditions. Keep the lanes reasonably free of dust, potholes and rutting. Provide the lanes with the drainage facilities necessary to maintain a smooth riding surface under all weather conditions. 102-5.3 Number of Traffic Lanes: Maintain one lane of traffic in each direction. Maintain two lanes of traffic in each direction at existing four (or more) lane cross roads, where necessary to avoid undue traffic congestion. Construct each lane used for maintenance of traffic at least as wide as the traffic lanes existing in the area before commencement of construction. Do not allow traffic control and warning devices to encroach on lanes used for maintenance of traffic. The Engineer may allow the Contractor to restrict traffic to one-way operation for short periods of time provided that the Contractor employs adequate means of traffic control and does not unreasonably delay traffic. When a construction activity requires restricting traffic to one-way operations, locate the flaggers within view of each other when possible. When visual contact between flaggers is not possible, equip them with 2-way radios, official, or pilot vehicle(s), or use traffic signals. 102-5.4 Crossings and Intersections: Provide and maintain adequate accommodations for intersecting and crossing traffic. Do not block or unduly restrict any road or street crossing the project unless approved by the Engineer. Maintain all existing actuated or traffic responsive mode signal operations for main and side street movements for the duration of the Contract. Restore any loss of detection within 12 hours. Use only -7- detection technology listed on the Department's Approved Products List (APL) and approved by the Engineer to restore detection capabilities. Before beginning any construction, provide the Engineer a plan for maintaining detection devices for each intersection and the name(s) and phone numbers of persons that can be contacted when signal operation malfunctions. 102-5.5 Access for Residences and Businesses: Provide continuous access to all residences and all places of business. 102-5.6 Protection of the Work from Injury by Traffic: Where traffic would be injurious to a base, surface course, or structure constructed as a part of the work, maintain all traffic outside the limits of such areas until the potential for injury no longer exists. 102-5.7 Flagger: Provide trained flaggers in accordance with Section 105. 102-5.8 Conflicting Pavement Markings: Where the lane use or where normal vehicle paths are altered during construction, remove all pavement markings (paint, tape, thermoplastic, raised pavement markers, etc.) that will conflict with the adjusted vehicle paths. Use of paint to cover conflicting pavement markings is prohibited. Remove conflicting pavement markings using a method that will not damage the surface texture of the pavement and which will eliminate the previous marking pattern regardless of weather and light conditions. Remove all pavement markings that will be in conflict with "next phase of operation" vehicle paths as described above, before opening to traffic. Cost for removing conflicting pavement markings (paint, tape, thermoplastic, raised pavement markers, etc.) to be included in Maintenance of Traffic, Lump Sum. 102-5.9 Vehicle and Equipment Visibility: Equip all pickups and automobiles used on the project with a minimum of one Class 2 amber or white warning light that meets the Society of Automotive Engineers Recommended Practice SAE J845 dated March, 1992 or SAE J1318 dated April, 1986 and incorporated herein by reference, that is unobstructed by ancillary vehicle equipment such as ladders, racks or booms. If the light is obstructed, additional lights will be required. The lights shall be operating when a vehicle is in a work area where a potential hazard exists, when operating the vehicle at less than the average speed for the facility while performing work activities, making frequent stops or called for in the plans or Design Standards. Equip all other vehicles and equipment with a minimum of 4 II of reflective sheeting or flashing lights. To avoid distraction to motorists, do not operate the lights on the vehicles or equipment when the vehicles are outside the clear zone or behind a barrier. 102-5.10 No Waiver of Liability: Conduct operations in such a manner that no undue hazard results due to the requirements of this Article. The procedures and policies described herein in no way acts as a waiver of any terms of the liability of the Contractor or his surety. 102-6 Detours. 102-6.1 General: Construct and maintain detour facilities wherever it becomes necessary to divert traffic from any existing roadway or bridge, or wherever construction operations block the flow of traffic. -8- 102-6.2 Construction: Plan, construct, and maintain detours for the safe passage of traffic in all conditions of weather. Provide the detour with all facilities necessary to meet this requirement. Where the plans call for the Department to furnish detour bridge components, construct the pile bents in accordance with the plans, unless otherwise authorized by the Engineer. Submit a letter with the following: company name, phone number, office address, project contact person, project number, detour bridge type, bridge length, span length, location and usage time frames, to the Engineer at least 30 calendar days before the intended pick-up date, to obtain the storage facility location and list of components for the project. Upon receipt of letter, the Engineer will, within ten calendar days provide an approved material list to the Contractor and the appropriate Department storage yard. Provide a letter with an original company seal, identifying the representative with authority to pick up components, to the Engineer at least ten calendar days before the proposed pick-up date. The Department is not obligated to load the bridge components without this notice. Take responsibility and sign for each item loaded at the time of issuance. Provide timber dunnage, and transport the bridge components from the designated storage facility to the job site. Unload, erect, and maintain the bridge, then dismantle the bridge and load and return the components to the designated storage facility. Notify the Engineer in writing at least ten calendar days before returning the components. Include in this notice the name of the Contractor's representative authorized to sign for return of the bridge components. The yard supervisor is not obligated to unload the bridge components without this notice. The Department will provide equipment and an operator at the Department's storage facility to assist in loading and unloading the bridge components. Furnish all other labor and equipment required for loading and unloading the components. The Departments representative will record all bridge components issued or returned on the Detour Bridge Issue and Credit Ticket. The Tickets must be signed by a Department and Contractor representative, after loading or unloading each truck to document the quantity and type of bridging issued or returned. Bind together all bridge components to be returned in accordance with the instructions given by the storage facility. The yard supervisor will repack components that are not packed in compliance with these instructions. Upon request, written packing instructions will be made available to the Contractor, before dismantling of the bridge for return to the Department's storage facility. Assume responsibility for any shortage or damage to the bridge components. Monies due the Contractor will be reduced at the rate of $35.00 per hour plus materials for repacking, repairs or replacement of bridge components. The skid resistance of open steel grid decking on the detour bridge may decrease gradually after opening the bridge to traffic. The Department will furnish a pneumatic floor scabbler machine for roughening the roadway surface of the detour bridge decking. Provide an air compressor at the job site with 200 ft3/minute capacity, 90 psi air pressure for the power supply of the machine, and an operator. Transport the -9- scabbler machine to and from the Department's Structures Shop. Repair any damage to the scabbler machine caused by operations at no expense to the Department. Perform scabbling when determined necessary by the Engineer. The Department will pay for the cost of scabbling as Unforeseeable Work in accordance with 4-4. Return the bridge components to the designated storage facility beginning no later than ten calendar days after the date the detour bridge is no longer needed, the date the new bridge is placed in service, or the date Contract Time expires, whichever is earliest. Return the detour bridging at an average of not less than 200 feet per week. Upon failure to return the bridge components to the Department within the time specified, compensate the Department for the bridge components not returned at the rate of $5.00 per 10 feet, per day, per bridge, for single lane; and $10.00 per 10 feet, per day, per bridge, for dual lane until the bridge components are returned to the Department. 102-6.3 Construction Methods: Select and use construction methods and materials that provide a stable and safe detour facility. Construct the detour facility to have sufficient durability to remain in good condition, supplemented by maintenance, for the entire period that the detour is required. 102-6.4 Removal of Detours: Remove detours when they are no longer needed and before the Contract is completed. Take ownership of all materials from the detour and dispose of them, except for materials, which might be on loan from the Department with the stipulation that they are returned. 102-6.5 Detours Over Existing Roads and Streets: When the Department specifies that traffic be detoured over roads or streets outside the project area, do not maintain such roads or streets. However, maintain all signs and other devices placed for the purpose of the detour. 102-6.6 Operation of Existing Movable Bridges: The Department will maintain and operate existing moveable bridges that are to be removed by the Contractor until such time as they are closed to traffic. During this period, make immediate repairs of any damage to such structures caused by use or operations related to the work at no expense to the Department, but do not provide routine repairs or maintenance. In the event that use or operations result in damage to a bridge requiring repairs, give such repairs top priority to any equipment, material, or labor available. 102-7 Traffic Control Officer. Provide uniformed law enforcement officers, including marked law enforcement vehicles, to assist in controlling and directing traffic in the work zone when the following types of work is necessary on projects: 1. Traffic control in a signalized intersection when signals are not in use. 2. When Standard Index No. 619 is used on Interstate at nighttime and required by the plans. 3. When pacing/rolling blockade specification is used. 102-8 Driveway Maintenance. 102-8.1 General: Ensure that each residence and or business has safe, stable, and reasonable access. 102-8.2 Construction Methods: Place, level, manipulate, compact, and maintain the material, to the extent appropriate for the intended use. -10- As permanent driveway construction is accomplished at a particular location, the Contractor may salvage and reuse previously placed materials that are suitable for reuse on other driveways. 102-9 Temporary Traffic Control Devices. 102-9.1 Installation and Maintenance: Install and maintain adequate traffic control devices, warning devices and barriers as detailed in the plans, Index 600 of the Design Standards and when applicable, in accordance with the approved vendor drawings, as provided on the QPL. Erect the required traffic control devices, warning devices and barriers to prevent any hazardous conditions and in conjunction with any necessary traffic re-routing to protect the traveling public, workers, and to safeguard the work area. Use only those devices that are included on the Qualified Products List (QPL). Immediately remove or cover any devices or barriers that do not apply to existing conditions. All QPL approved safety devices must meet the requirements of National Cooperative Highway Research Program Report 350 (NCHRP 350) and current FHWA directives. Manufacturers seeking evaluation must furnish certified test reports showing that their product meets all test requirements set forth by NCHRP 350. Manufacturers seeking evaluation of Category I devices for inclusion on the QPL shall include the manufacturer's self-certification letter. Manufacturer's seeking evaluation of Category II and III devices for inclusion on the QPL shall include the FHWA WZ numbered acceptance letter with attachments and vendor drawings of the device in sufficient detail to enable the Engineer to distinguish between this and similar devices. For devices requiring field assembly or special site preparation, vendor drawings shall include all field assembly details and technical information necessary for proper application and installation and must be signed and sealed by a Professional Engineer registered in the State of Florida. Manufacturers seeking evaluation of Category IV devices for inclusion on the QPL must comply with the requirements of Section 990 and include detailed vendor drawings of the device along with technical information necessary for proper application, field assembly and installation. Notify the Engineer of any scheduled operation, which will affect traffic patterns or safety, sufficiently in advance of commencing such operation to permit his review of the plan for the proposed installation of traffic control devices, warning devices or barriers. Ensure an employee is assigned the responsibility of maintaining the position and condition of all traffic control devices, warning devices and barriers throughout the duration of the Contract. Keep the Engineer advised at all times of the identification and means of contacting this employee on a 24-hour basis. Keep traffic control devices, warning devices, safety devices and barriers . in the correct position, properly directed, clearly visible and clean, at all times. Immediately repair, replace or clean damaged, defaced or dirty devices or barriers. 102-9.2 Work Zone Signs: Provide signs in accordance with the plans and Design Standards. Meet the requirements of 700-2.6 and 700-5.5. 102-9.3 Business Signs: Provide and place signs in accordance with the plans and Design Standards. Meet the sign background sheeting requirements of Section 700. Furnish signs having a Type III reflectorized blue background with a 4 inches series B white legend and a white border. The maximum sign size is 24 by 36 inches. -11- Use signs with specific business names on each sign. Install logos provided by business owners and approved by the Engineer. Standard Business entrance signs meeting the requirements of Index 17355 without specific business names may be used only with the approval of the Engineer. 102-9.4 High Intensity Flashing Lights: Furnish Type B lights in accordance with the plans and Design Standards. 102-9.5 Warning/Channelizing Devices: Furnish warning/channelizing devices in accordance with the plans and Design Standards. 102-9.5.1 Reflective Collars for Traffic Cones: Use cone collars at night designed to properly fit the taper of the cone when installed. Place the upper 6 inches collar a uniform 3 1/2 inch distance from the top of the cone and the lower 4 inch collar a uniform 2 inch distance below the bottom of the upper 6 inch collar. Ensure that the collars are capable of being removed for temporary use or attached permanently to the cone in accordance with the manufacturer's recommendations. Provide a white sheeting having a smooth outer surface and that essentially has the property of a retroreflector over its entire surface. 102-9.5.2 Barrier Wall (Temporary): Furnish, install, maintain, remove and relocate a temporary barrier wall in accordance with the plans. Temporary concrete barrier wall, for use on roadway sections, will be in accordance with Index No. 415 or 414 as specified in the plans. Temporary water filled barrier wall used on roadway sections shall conform to the requirements of the pre-approved alternatives listed on the Department's Qualified Products List (QPL), unless otherwise called for in the plans. Proprietary barrier walls for use on roadway sections must meet NCHRP Report 350 criteria and be identified on the QPL. Temporary concrete barrier wall for use on bridge and wall sections, will be in accordance with Index No. 414. Barriers meeting the requirements of Index No. 415 or temporary water filled barriers on the QPL will not be accepted as an alternate to barriers meeting the requirements of Index No. 414. 102-9.5.3 Glare Screen (Temporary): Furnish, install, maintain, remove and relocate glare screen systems in conjunction with temporary barrier wall at locations identified in the plans. Ensure the anchorage of the glare screen to the barrier is capable of safely resisting an equivalent tensile load of 6001b/ft of glare screen, with a requirement to use a minimum of three fasteners per barrier section. When glare screen is utilized on temporary barrier wall, warning lights will not be required. 102-9.6 Temporary Vehicle Impact Attenuator (Crash Cushion) (Redirect/Inertia): Furnish, install, maintain and subsequently remove temporary vehicular impact attenuators in accordance with the details and notes shown in the plans, the Design Standards, and requirements of the pre-approved alternatives listed on the Department's QPL. Maintain the attenuators until their authorized removal. Repair all attachment scars to permanent structures and pavements after attenuator removal. Make necessary repairs due to defective material, work, or Contractor operations at no cost to the Department. Restore attenuators damaged by the traveling public within 24 hours after notification as authorized by the Engineer. 102-9.7 Guardrail (Temporary): Furnish guardrail (temporary) in accordance with the plans and Design Standards. Meet the requirements of Section 536. -12- 102-9.8 Advance Warning Arrow Panel: Furnish advance warning panel in accordance with the plans and Design Standards. 102-9.9 Portable Changeable (Variable) Message Sign (PCMS): Furnish changeable (variable) message sign in accordance with the plans and Design Standards. The 7 foot by 10 foot PCMS as defined in 990-4.3 may be used as advanced warning maintenance of traffic devices and to supplement other traffic control devices used in work zones. The 5 foot by 8 foot PCMS as defined in 990-4.3 may be used as alternates to either type A or type B arrow board on advanced warning vehicles or to supplement other traffic control devices used in a work zone. A 5 foot by 8 foot PCMS may be used as a stand alone maintenance of traffic device only when used for accident or incident management situations as defined in the MUTCD. 102-9.10 Portable Regulatory Signs: Provide portable regulatory signs in accordance with the plans and Design Standards. This specification establishes the physical display and operational requirements for solar powered portable regulatory signs. Ensure all portable regulatory signs meet the physical display and operational requirements as described in the Federal Highway Administration's MUTCD. The portable regulatory sign must be activated only during active work activities and deactivated when no work is being performed. The sign must be protected by a security code. Manufacturers seeking approval for Portable Regulatory Signs must submit an application, Material Safety Data Sheet (MSDS) and certification in accordance with 6-1. Only use Portable Regulatory Signs listed on the QPL. Manufacturers providing the signs must provide a certified test report to the Engineer indicating that the signs meet these specification requirements. 102-9.11 Radar Speed Display Unit: Furnish radar speed display unit in accordance with the plans and Design Standards. This Specification establishes the physical display and operational requirements for solar powered, Radar Speed Display Units used in active work zones to inform motorists of the posted speed and their actual speed. Ensure the radar speed display is activated only during active work activities and deactivated when no work is being performed. The display unit must be protected by a security code. Manufacturers seeking approval for a Radar Speed Display Unit must submit an application, MSDS and certification in accordance with 6-1. Only use Radar Speed Display Units listed on the QPL. Manufacturers providing the device described herein must provide a certified test report to the Engineer indicating the device meets these specification requirements. 102-9.12 Temporary Traffic Control Signals: Furnish, install and operate temporary traffic control signals as indicated in the plans. Temporary traffic control signals will consist of either portable or fixed traffic signals. -13- Provide certification that the portable traffic signals meet the requirements of the Design Standards and 603-2. The Engineer may approve used signal equipment if it is in acceptable condition. 102-9.13 Temporary Traffic Detection Technology: Furnish, install and operate Temporary Traffic Detection Technology listed on the Department's APL and approved by the Engineer to restore detection capabilities. 102-9.14 Trucks and Truck Mounted Impact Attenuators: Furnish, install and maintain only those attenuators that have been certified as meeting the requirements of NCI-RP 350 and have been properly maintained. Include the cost of trucks and truck mounted impact attenuators in MOT. Use Truck Mounted Attenuators (TMA), when called for in the Design Standards. Limit TMA's to those items listed on the QPL. Use truck mounted attenuator systems designed and installed in accordance with the manufactures recommendations. Equip the TMA cartridge with lights and reflectors in compliance with applicable Florida motor vehicle laws, including turn signals, dual tail lights, and brake lights. Ensure that lights are visible in both the raised and lowered positions if the unit is capable of being raised. Ensure that the complete unit is painted DOT yellow (Fed. Std. 595 b, No. 13538). Stripe the rear facing of the cartridge in the operating position with the alternating 6 inch white and 6 inch safety orange 45 degree striping to form an inverted "V" at the center of the unit and slope down and toward the outside of the unit, in both directions from the center. Ensure the bottom of the cartridge has the same pattern, covering the entire bottom, with 6 inch white and 6 inch safety orange stripes. Use Type III reflectorized sheeting for striping. The trucks and truck mounted impact attenuators will not be paid for separately, but will be included in the cost of Maintenance of Traffic. Payment includes all costs, including furnishing, maintaining and removal when no longer required, and all materials, labor, tools, equipment and incidentals required for attenuator maintenance. 102-10 Work Zone Pavement Marking. 102-10.1 Description: Furnish and install Work Zone Pavement Markings for maintenance of traffic in construction areas and in close conformity with the lines and details shown on the plans. Meet the requirements of 710-4.3. Use pavement marking materials that contain no lead or chromium compounds. Manufacturers seeking product approval must furnish certified test reports showing the Work Zone Pavement Marking material meets the requirements of this Section. Centerlines, lane lines, edgelines, stop bars and turn arrows in work zones will be required in accordance with the MUTCD with the following additions: (a) Install edgelines on paved shoulders. (b) Place edgelines on all detours where vehicle paths are altered from normal operations and where a lane is narrowed from its normal width for any reason. (c) Apply Work Zone Pavement Markings, including arrows and messages as determined by the Engineer to be required for the safe operation of the facility, before the end of the day if the highway is open to traffic. Channelizing devices -14- may be used to direct traffic during the day before placing the Work Zone Pavement Markings. (d) Work Zone Pavement Markings shall be water borne paint, unless otherwise identified in the plans or approved by the Engineer. The most common types of Work Zone Pavement Markings are water borne paint and removable tape. Other types of Work Zone Pavement Markings may be identified in the plans. 102-10.2 Removable Tape: 102-10.2.1 General: Use removable tape listed on the Qualified Products List (QPL) and meeting the requirements of 990-5. 102-10.2.2 Application: Apply removable tape with a mechanical applicator to provide pavement lines that are neat, accurate and uniform. Equip the mechanical applicator with a film cut-off device and with measuring devices that automatically and accumulatively measure the length of each line placed within an accuracy tolerance of t2%. Ensure removable tape adheres to the road surface. Removable tape may be placed by hand on short sections 500 feet or less if it is done in a neat accurate manner. 102-10.2.3 Retroreflectivity: Apply white and yellow traffic stripes and markings that will attain an initial retroreflectivity of not less than 300 mcd/lx-m2 for white and contrast markings and not less than 250 mcd/lx-nu for yellow markings. Black portions of contrast tapes and black masking tapes must be non-reflective and have a reflectance of less than 5 mcd/lx m2. The retroreflectance of the white, yellow and contrast pavement markings at the end of the six month service life shall not be less than 150 mcd/lx-m2. 102-10.2.4 Removability: Provide removable tape capable of being removed from bituminous concrete and portland cement concrete pavement intact or in substantially large strips, either manually or by a mechanical roll-up device, at temperatures above 40°F, without the use of heat, solvents, grinding or blasting. Ensure that the manufacturer shows documented reports that the removable tape meets this requirement after being in place for a minimum of 90 days and under an average daily traffic count per lane of at least 9,000 vehicles per day. 102-10.3 Work Zone Raised Pavement Markers (WZRPM's): Apply all markers in accordance with the Design Standards, Index No. 600. 102-10.4 Paint and Glass Beads: Meet the requirements of Section 710. 102-11 Method of Measurement. 102-11.1 General: Devices installed/used on the project on any calendar day or portion thereof, within the allowable Contract Time, including time extensions which may be granted, will be paid for at the Contract unit price for the applicable pay item, except those paid for as Lump Sum. 102-11.2 Traffic Control Officers: The quantity to be paid for will be at the Contract unit price per hour (4 hour minimum) for the actual number of officers certified to be on the project site, including any law enforcement vehicle(s) and all other direct and indirect costs. Payment will be made only for those traffic control officers specified in the Plans and authorized by the Engineer. 102-11.3 Special Detours: When a detour facility is specifically detailed in the plans, or is otherwise described or detailed as a special item, and an item for separate -15- payment is included in the proposal, the work of constructing, maintaining, and subsequently removing such detour facilities will be paid for separately. Traffic control devices, warning devices, barriers, signing, and pavement markings for Special Detours will also be paid for separately. When the plans show more than one detour, each detour will be paid for separately, at the Contract lump sum price for each. Where a separate item for a specific detour facility is included in the proposal, payment will be made under Special Detour. 102-11.4 Commercial Material for Driveway Maintenance: The quantity to be paid for will be the certified volume, in cubic yards, of all materials authorized by the Engineer, acceptably placed and maintained for driveway maintenance. The volume, which is authorized to be reused, and which is acceptably salvaged, placed, and maintained in other designated driveways will be included again for payment. 102-11.5 Work Zone Signs: The number of signs (Temporary Regulatory, Warning and Guide) certified as installed/used on the project will be paid for at the Contract unit price for Work Zone Signs. When multiple signs are located on single or multiple post(s), each sign panel will be paid individually. Signs greater than 20 ftz and detailed in the plans will be paid for under Lump Sum MOT. Portable signs (excluding Mesh signs and signs mounted with less thanl foot ground clearance) and Vehicular Mounted Signs will be included for payment under work zone signs, only if used in accordance with the Design Standards. 102-11.6. Business Signs: The number of business signs certified as installed/used on the project will be paid for at the Contract unit price for Business Signs. 102-11.7 High Intensity Flashing Lights: The number of high intensity flashing lights (Type B) certified as installed/used on the project will be paid for at the Contract unit price for High Intensity Flashing Lights (Temporary - Type B). 102-11.8 Warning/Channelizing Devices: The number of Type 1, Type II, Type 111, Vertical Panel and Drum Warning Devices certified as installed/used on the project meeting the requirements of Design Standards, Index No. 600 and have been properly maintained will be paid for at the Contract unit prices for Barricade (Temporary). 102-11.9 Barrier Wall (Temporary): The Contract unit price for Barrier Wall (Temporary) will be full compensation for furnishing, installing, maintaining, and removing the barrier wall. When called for, the Contract unit price for Barrier Wall (Temporary/Relocate) will be full compensation for relocating the barrier. The certified quantity to be paid for will be determined by the number of sections times the nominal length of each section. 102-11.10 Lights, Temporary, Barrier Wall Mount: The number of Type C Steady Burn lights, mounted on barrier wall, certified as installed/used on the project, meeting the requirements of the Design Standards and have been properly maintained will be paid for at the Contract unit price for Lights Temporary, Barrier Wall Mount. 102-11.11 Glare Screen (Temporary): The certified quantity to be paid for will be determined by the number of sections times the nominal length of each section. 102-11.12 Temporary Vehicular Impact Attenuator: -16- 102-11.12.1 Redirective: The quantity to be paid for will be the number of Temporary Vehicular Impact Attenuators (Redirective) certified as installed/used and maintained on the project, including object marker. 102-11.12.2 Inertia: The quantity to be paid for will be the number of Temporary Vehicular Impact Attenuators (Inertia) complete arrays certified as installed/used and maintained in accordance with the plans and Design Standards, Index No. 417. 102-11.13 Temporary Guardrail: The quantity to be paid for will be the length, in feet, of temporary guardrail constructed and certified as installed/used on the project. The length of a run of guardrail will be determined as a multiple of the nominal panel lengths. 102-11.14 Advance Warning Arrow Panel: The quantity to be paid at the contract unit price will be for the number of advance warning arrow panels certified as installed/used on the project on any calendar day or portion thereof within the contract time. 102-11.15 Changeable (Variable) Message Sign: The quantity to be paid at the contract unit price will be for the number of changeable (variable) message signs certified as installed/used on the project on any calendar day or portion thereof within the contract time. Payment will be made for each Changeable (Variable) message sign that is used during the period beginning fourteen working days before Contract Time begins as authorized by the Engineer. 102-11.16 Portable Regulatory Signs: The quantity to be paid for will be the number of portable regulatory sign certified as installed/used on the project on any calendar day or portion thereof within the contract time, will be paid for the contract unit price for portable regulatory sign. 102-11.17 Radar Speed Display Unit: The quantity to be paid for will be the number of radar speed display units certified as installed/used on the project on any calendar day or portion thereof within the contract time, will be paid for the contract unit price for radar speed display unit. 102-11.18 Temporary Traffic Control Signals: The quantity of Temporary Traffic Control Signals to be paid for will be the number of completed installations (each signalized location) of portable traffic signals, or the number of fixed traffic signals in place and operating on the project, as authorized by the Engineer and certified as in place and in operation on the project. 102-11.19 Temporary Traffic Detection Technology: The quantity of Temporary Traffic Detection Technology to be paid for will be the number of completed and accepted intersections utilizing Temporary Traffic Detection Technology, authorized by the Engineer and certified as completed on the project. Compensation will begin the day Temporary Traffic Detection Technology is placed into operation and approved by the Engineer and will end the day the permanent detection is operational and approved by the Engineer. 102-11.20 Work Zone Pavement Markings: The quantities, furnished and installed, to be paid for will be the length of skip and solid pavement markings, and the area of pavement markings placed as follows: (a) The total transverse distance, in feet, of skip pavement marking authorized and acceptably applied. The length of actual applied line will depend on the -17- skip ratio of the material used. Measurement will be the distance from the beginning of the first stripe to the end of the last stripe with proper deductions made for unpainted intervals as determined by plan dimensions or stations, subject to 9-1.3. (b) The net length, in feet, of solid pavement marking authorized and acceptably applied. (c) The number of directional arrows or pavement messages authorized and acceptably applied. (d) The number of WZRPM's authorized and acceptably applied. 102-12 Submittals. 102-12.1 Submittal Instructions: Prepare a certification of quantities, using the Department's current approved form, for certified Maintenance of Traffic payment items for each project in the Contract. Submit the certification of quantities to the Engineer. The Department will not pay for any disputed items until the Engineer approves the certification of quantities. 102-12.2 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 consists of the following: (a) Contract Number, FPID Number, Certification Number, Certification Date and the period that the certification represents. (b) The basis for arriving at the amount of the progress certification, less payments previously made and less an amount previously retained or withheld. The basis will include a detail breakdown provided on the certification of items of payment in accordance with 102-13. After the initial setup of the maintenance of traffic items and counts, the interval for recording the counts will be made weekly on the certification sheet unless there is a change. This change will be documented on the day of occurrence. Some items may necessitate a daily interval of recording the counts. 102-13 Basis of Payment. 102-13.1 Maintenance of Traffic (General Work): When an item of work is included in the proposal, price and payment will be full compensation for all work and costs specified under this Section except as may be specifically covered for payment under other items. 102-13.2 Traffic Control Officers: Price and payment will be full compensation for the services of the traffic control officers. 102-13.3 Special Detours: Price and payment will be full compensation for providing all detour facilities shown on the plans and all costs incurred in carrying out all requirements of this Section for general maintenance of traffic within the limits of the detour, as shown on the plans. 102-13.4 Commercial Materials for Driveway Maintenance: Price and payment will be full compensation for all work and materials specified for this item, including specifically all required shaping and maintaining of driveways. 102-13.5 Work Zone Signs: Price and payment will be full compensation for all work and materials for furnishing signs, supports and necessary hardware, installation, relocating, maintaining and removing signs. -18- 102-13.6. Business Signs: Price and payment will be full compensation for all materials and labor required for furnishing, installing, relocating, maintaining, and removing the signs as well as the cost of installing any logos provided by business owners. 102-13.7 High Intensity Warning Lights: Price and payment will be full compensation for furnishing, installing, operating, relocating, maintaining and removing high intensity flashing lights (Type B). 102-13.8 Channelizing Devices: Prices and payment will be full compensation for furnishing, installing, relocating, maintaining and removing the warning devices, including the costs associated with attached warning lights as required. 102-13.9 Barrier Wall (Temporary): Price and payment will be full compensation for furnishing, installing, maintaining, and removing the barrier. When called for, Barrier Wall (Temporary) (Relocate) will be full compensation for relocating the barrier. 102-13.10 Lights, Temporary, Barrier Wall Mount: Price and payment will be full compensation for all work and materials for furnishing, installing and maintaining the warning lights mounted on barrier wall. Payment will not be made for lights that are improperly placed or are not working. 102-13.11 Glare Screen (Temporary): Price and payment will be full compensation for furnishing, installing, maintaining, and removing the glare screen certified as installed/used on the project. When called for, Glare Screen (Relocate) will be full compensation for relocating the glare screen. 102-13.12 Temporary Vehicular Impact Attenuator: 102-13.12.1 Redirective: Price and payment will be full compensation for furnishing, installing, maintaining and subsequently removing such attenuators. Payment for restoring damaged attenuators will be the manufacturer's/distributor's invoice price for the new materials/parts plus 20% markup. The 20% markup is compensation for all necessary work, including but not limited to labor, equipment, supplies and profit, as authorized by the Engineer. Additional MOT required for the repair of the attenuator will be paid for under the appropriate MOT pay item. 102-13.12.2 Inertia: Price and payment for the number of complete arrays will be full compensation for furnishing, installing, maintenance and removal at each specified location. In addition, payment will be made for new modules replaced due to damages, excluding damage caused by the Contractor's operations. 102-13.13 Temporary Guardrail: Price and payment will be full compensation for furnishing all materials required for a complete installation, including end anchorage assemblies and any end connections to other structures and for installing, maintaining and removing guardrail. 102-13.14 Advance Warning Arrow Panel: Price and payment will be full compensation for furnishing, installing, operating, relocating, maintaining and removing advance warning arrow panels. 102-13.15 Changeable (Variable) Message Sign: Price and payment will be full compensation for furnishing, installing, operating, relocating, maintaining and removing changeable message signs. 102-13.16 Portable Regulatory Signs: Price and payment will be full compensation for furnishing, installing, relocating, maintaining and removing a -19- completely functioning system as described in these specifications portable regulatory signs. Price and payment will be full compensation for furnishing, installing, operating, relocating, maintaining and removing changeable message signs. Payment will include all labor, materials, incidentals, repairs and any actions necessary to operate and maintain the unit at all times that work is being performed or traffic is being affected by construction and/or maintenance of traffic operations. 102-13.17 Radar Speed Display Unit: Price and payment will be made only for a completely functioning system as described in these specifications. Payment will include all labor, hardware, accessories, signs, and incidental items necessary for a complete system. Payment will include any measurements needed to insure that the unit conforms to all specification requirements. Payment will include all labor, materials, incidentals, repairs and any actions necessary to operate and maintain the unit at all times that work is being performed or traffic is being affected by construction and/or maintenance of traffic operations. Price and payment will be full compensation for furnishing, installing, operating, relocating, maintaining and removing radar speed display unit. 102-13.18 Temporary Traffic Control Signals: Price and payment will constitute full compensation for furnishing, installing, operating, maintaining and removing temporary traffic control signals including all equipment and components necessary to provide an operable traffic signal. 102-13.19 Temporary Traffic Detection Technology: Price and payment of per intersection/per day will constitute full compensation for furnishing, installing, operating, maintaining and removing temporary traffic detection technology including all equipment and components necessary to provide an acceptable signalized intersection. Take ownership of all equipment and components. 102-13.20 Work Zone Pavement Markings: Prices and payments will be full compensation for all work specified in Section 710, 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. Removable Tape may be substituted for work zone paint at no additional cost to the Department. Payment for Class A or B Raised Pavement Markers used to supplement line markings will be paid for under Item No. 102-78, Reflective Pavement Marker. Install these markers as detailed in the Design Standards. 102-13.21 Payment Items: Payment will be made under: Item No. 102- 1- Maintenance of Traffic - lump sum. Item No. 102- 2- Special Detour - lump sum. Item No. 102- 3- Commercial Materials for Driveway Maintenance - per cubic yard. Item No. 102- 14- Traffic Control Officers - per hour. Item No. 102- 60- Work Zone Signs - per each per day. Item No. 102- 61- Business Signs - each. Item No. 102- 71- Barrier Wall - per foot. -20- Item No. 102- 94- Item No. 102- 73- Item No. 102- 74- Item No. 102- 76- Item No. 102- 77- Item No. 102- 78- Item No. 102- 79- Item No. 102- 81- Item No. 102- 89- Item No. 102- 99- Item No. 102-104- Item No. 102-104- Item No. 102-107- Item No. 102-150- Item No. 102-150- Item No. 102-911- Item No. 102-912- Item No. 710- Item No. 711- Glare Screen - per foot. Guardrail (Temporary) - per foot. Barricade (Temporary) - per each per day. Advanced Warning Arrow Panel - per each per day. High Intensity Flashing Lights (Temporary - Type B) - per each per day. Reflective Pavement Markers - each. Lights, Temporary, Barrier Wall Mount - per each per day. Vehicular Impact Attenuator/Crash Cushion (Gating) (Temporary) -per location. Vehicular Impact Attenuator/Crash Cushion (Temporary) - per location. Changeable (Variable) Message Sign (Temporary) - per each per day. Temporary Traffic Control Signals (Portable) - per each per day. Temporary Traffic Control Signals (Fixed) - per each per day. Temporary Traffic Detection - per day. Portable Regulatory Signs - per each per day. Radar Speed Display Unit - per each per day. Removable Pavement Marking (White/Black) - per foot. Removable Pavement Marking (Yellow) - per foot. Reflective Paint. Thermoplastic. 104 PREVENTION, CONTROL, AND ABATEMENT OF EROSION AND WATER POLLUTION. (REV 11-16-06) (FA 11-29-06) (7-07) ARTICLES 104-6 thru 104-10 (Pages 129-135) is deleted and the following substituted: 104-6 Construction Requirements. 104-6.1 Limitation of Exposure of Erodible Earth: The Engineer may limit the surface areas of unprotected erodible earth exposed by the construction operation and may direct the Contractor to provide erosion or pollution control measures to prevent contamination of any river, stream, lake, tidal waters, reservoir, canal, or other water impoundments or to prevent detrimental effects on property outside the project right-of- way or damage to the project. Limit the area in which excavation and filling operations are being performed so that it does not exceed the capacity to keep the finish grading, turf, sod, and other such permanent erosion control measures current in accordance with the accepted schedule. -21- Do not allow the surface area of erodible earth that clearing and grubbing operations or excavation and filling operations expose to exceed 750,000 ft2 without specific prior approval by the Engineer. This limitation applies separately to clearing and grubbing operations and excavation and filling operations. The Engineer may increase or decrease the amount of surface area the Contractor may expose at any one time. 104-6.2 Incorporation of Erosion Control Features: Incorporate permanent erosion control features into the project at the earliest practical time. Use approved temporary erosion control features to correct conditions that develop during construction which were not foreseen at the time of design, to control erosion prior to the time it is practical to construct permanent control features, or to provide immediate temporary control of erosion that develops during normal construction operations, which are not associated with permanent erosion control features on the project. The Engineer may authorize temporary erosion control features when finished soil layer is specified in the Contract and the limited availability of that material from the grading operations will prevent scheduled progress of the work or damage the permanent erosion control features. 104-6.3 Scheduling of Successive Operations: Schedule operations such that the area of unprotected erodible earth exposed at any one time is not larger than the minimum area necessary for efficient construction operations, and the duration of exposure of uncompleted construction to the elements is as short as practicable. Schedule and perform clearing and grubbing so that grading operations can follow immediately thereafter. Schedule and perform grading operations so that permanent erosion control features can follow immediately thereafter if conditions on the project permit. 104-6.4 Details for Temporary Erosion Control Features: 104-6.4.1 General: Use temporary erosion and water pollution control features that consist of, but are not limited to, temporary turf, sandbagging, slope drains, artificial coverings, sediment basins, sediment checks, berms, synthetic bales, floating turbidity barrier, staked turbidity barrier and silt fence. For design details for some of these items, refer to the Erosion Control and Water Quality Section of the Design Standards. 104-6.4.2 Temporary Turf: The Engineer may designate certain areas of turf or sod constructed in accordance with Section 570 as temporary erosion control features. For areas not defined as sod, constructing temporary turf by seeding only is not an option for temporary erosion control under this Section. The Engineer may waive the turf establishment requirements of Section 570 for areas with temporary turf that will not be a part of the permanent construction. 104-6.4.3 Sandbagging: Furnish and place sandbags in configurations to control erosion and siltation. 104-6.4.4 Slope Drains: Construct slope drains in accordance with the details shown in the plans, the Design Standards, or as may be approved as suitable to adequately perform the intended function. 104-6.4.5 Sediment Basins: Construct sediment basins in accordance with the details shown in the plans, the Design Standards, or as may be approved as suitable to -22- adequately perform the intended function. Clean out sediment basins as necessary in accordance with the plans or as directed. 104-6.4.6 Berms: Construct temporary earth berms to divert the flow of water from an erodible surface. 104-6.4.7 Synthetic Bales: Provide synthetic bales and install synthetic bales according to details shown in the plans, as directed by the Engineer, or as shown in the Design Standards to protect against downstream accumulation of sediment. Synthetic bales should be interlocking, have pre-made stake holes, are made of synthetic fibers (polypropylene, nylon, polyester) that meet the Environmental Protection Agency's TCLP standards, and produced into a filter medium. Use synthetic bales listed on the QPL. Wash out and remove sediment deposits when the deposits reach 1/2 the height of the reusable synthetic bale or as directed by the Engineer. Dispose of the washout in accordance with 104-3 or in an area approved by the Engineer. Synthetic bales that have had sediment deposits removed may be reinstalled on the project as approved by the Engineer. 104-6.4.8 Temporary Silt Fences: 104-6.4.8.1 General: Furnish, install, maintain, and remove temporary silt fences, in accordance with the manufacturer's directions, these Specifications, the details as shown on the plans, and the Design Standards. 104-6.4.8.2 Materials and Installation: Use a geotextile fabric made from woven or nonwoven fabric, meeting the physical requirements of Section 985 according to those applications for erosion control. Choose the type and size of posts, wire mesh reinforcement (if required), and method of installation. Do not use products which have a separate layer of plastic mesh or netting. Provide a durable and effective temporary silt fence that controls sediment comparable to the Design Standards, Index No. 102. Install all sediment control devices in a timely manner to ensure the control of sediment and the protection of lakes, streams, gulf or ocean waters, or any wetlands associated therewith and to any adjacent property outside the right-of- way as required. At sites where exposure to such sensitive areas is prevalent, complete the installation of any sediment control device prior to the commencement of any earthwork. After installation of sediment control devices, repair portions of any devices damaged at no expense to the Department. Erect temporary silt fence at upland locations across ditchlines and at temporary locations shown on the plans or approved by the Engineer where continuous construction activities change the natural contour and drainage runoff. Do not attach temporary silt fence to existing trees unless approved by the Engineer. 104-6.4.8.3 Inspection and Maintenance: Inspect all temporary silt fences immediately after each rainfall and at least daily during prolonged rainfall. Immediately correct any deficiencies. In addition, make a daily review of the location of silt fences in areas where construction activities have changed the natural contour and drainage runoff to ensure that the silt fences are properly located for effectiveness. Where deficiencies exist, install additional silt fences as directed by the Engineer. -23- Remove sediment deposits when the deposit reaches approximately 1/2 of the volume capacity of the temporary silt fence or as directed by the Engineer. Dress any sediment deposits remaining in place after the temporary silt fence is no longer required to conform with the finished grade, and prepare and seed them in accordance with Section 570. 104-6.4.9 Floating Turbidity Barriers and Staked Turbidity Barriers: Install, maintain, and remove turbidity barriers to contain turbidity that may occur as the result of dredging, filling, or other construction activities which may cause turbidity to occur in the waters of the State. The Contractor may need to deploy turbidity barriers around isolated areas of concern such as seagrass beds, coral communities, etc. both within as well as outside the right-of-way limits. The Engineer will identify such areas. Place the barriers prior to the commencement of any work that could impact the area of concern. Install the barriers in accordance with the details shown in the plans or as approved by the Engineer. Ensure that the type barrier used and the deployment and maintenance of the barrier will minimize dispersion of turbid waters from the construction site. The Engineer may approve alternate methods or materials. Operate turbidity barriers in such a manner to avoid or minimize the degradation of the water quality of the surrounding waters and minimize damage to areas where floating barriers installed. 104-6.4.10 Rock Bags: Furnish and place rock bags to control erosion and siltation. Place the bags as shown in the plans, the Design Standards or as directed by the Engineer. Use a fabric material with openings that are clearly visible to minimize clogging yet small enough to prevent rock loss. Use material of sufficient strength to allow removing and relocating bags without breakage. The bag size when filled with rocks shall be approximately 12 by 12 by 4 inch. Use No. 4 or No. 5 coarse aggregate rock. 104-6.4.11 Artificial Coverings: 104-6.4.11.1 General: Install artificial coverings in locations where temporary protection from erosion is needed. Two situations occur that require artificial coverings. The two situations have differing material requirements, which are described below. (1) Use artificial coverings composed of natural or synthetic fiber mats, plastic sheeting, or netting as protection against erosion, when directed by the Engineer, during temporary pauses in construction caused by inclement weather or other circumstances. Remove the material when construction resumes. (2) Use artificial coverings as erosion control blankets, at locations shown in the plans, to facilitate plant growth while permanent grassing is being established. For the purpose described, use non-toxic, biodegradable, natural or synthetic woven fiber mats. Install erosion control blankets capable of sustaining a maximum design velocity of 6.5 ft/sec as determined from tests performed by Utah State University, Texas Transportation Institute or an independent testing laboratory approved by the Department. Furnish to the Engineer, two certified copies of manufacturers test reports showing that the erosion control blankets meet the requirements of this Specification. Certification must be attested, by a person having legal authority to bind the manufacturing company. Also, furnish two 4 by 8 inch samples for product identification. -24- The manufacturers test records shall be made available to the Department upon request. Leave the material in place, as installed, to biodegrade. 104-6.5 Removal of Temporary Erosion Control Features: In general, remove or incorporate into the soil any temporary erosion control features existing at the time of construction of the permanent erosion control features in an area of the project in such a manner that no detrimental effect will result. The Engineer may direct that temporary features be left in place. 104-7 Maintenance of Erosion Control Features. 104-7.1 General: Provide routine maintenance of permanent and temporary erosion control features, at no expense to the Department, until the project is complete and accepted. If reconstruction of such erosion control features is necessary due to the Contractor's negligence or carelessness or, in the case of temporary erosion control features, failure by the Contractor to install permanent erosion control features as scheduled, the Contractor shall replace such erosion control features at no expense to the Department. If reconstruction of permanent or temporary erosion control features is necessary due to factors beyond the control of the Contractor, the Department will pay for replacement under the appropriate Contract pay item or items. Inspect all erosion control features at least once every seven calendar days and within 24 hours of the end of a storm of 0.50 inches or greater. Maintain all erosion control features as required in the Stormwater Pollution Prevention Plan, Contractor's Erosion Control plan and as specified in the State of Florida Department of Environmental Protection Generic Permit for Stormwater Discharge from Large and Small Construction Activities. 104-7.2 Mowing: The Engineer may direct mowing of designated areas within the project limits when neither the work of Sections 570 nor 580 is included in the Contract. Mow these designated areas within seven days of receiving such order. Remove and properly dispose of all litter and debris prior to the mowing operation. Use conventional and specialized equipment along with hand labor to mow the entire area including slopes, wet areas, intersections, overpasses and around all appurtenances. Mow all areas to obtain a uniform height of 6 inches, unless directed otherwise by the Engineer. 104-8 Protection During Suspension of Contract Time. If it is necessary to suspend the construction operations for any appreciable length of time, shape the top of the earthwork in such a manner to permit runoff of rainwater, and construct earth berms along the top edges of embankments to intercept runoff water. Provide temporary slope drains to carry runoff from cuts and embankments that are in the vicinity of rivers, streams, canals, lakes, and impoundments. Locate slope drains at intervals of approximately 500 feet, and stabilize them by paving or by covering with waterproof materials. Should such preventive measures fail, immediately take such other action as necessary to effectively prevent erosion and siltation. The Engineer may direct the Contractor to perform, during such suspensions of operations, any other erosion control work deemed necessary. -25- 104-9 Method of Measurement. When separate items for temporary erosion control features are included in the Contract, the quantities to be paid for will be: (1) the areas, in square yards, of Artificial Coverings; (2) the area, in acres, of Mowing; including litter, debris removal and disposal, equipment, labor, materials and incidentals (when not included under Sections 570 or 580); (3) the volume, in cubic yards, of Sandbagging, measured in accordance with 530-4.1; (4) the length, in feet, of Slope Drains (Temporary), measured along the surface of the work constructed; (5) the number of Sediment Basins acceptably constructed; (6) the number of Sediment Basin Cleanouts acceptably accomplished; (7) the length, in feet, of synthetic bales; (8) the length, in feet, of Floating Turbidity Barrier; (9) the length, in feet, of Staked Turbidity Barrier; (10) the length, in feet, of Staked Silt Fence and (11) the number of Rock Bags acceptably placed. The quantity of floating turbidity barrier, relocated turbidity barrier, synthetic bales, staked turbidity barrier, and staked silt fence to be paid for will be the total length, in feet, furnished, installed, and accepted at a new location, regardless of whether materials are new or used or relocated from a previous installation on the project. 104-10 Basis of Payment. Prices and payments will be full compensation for all work specified in this Section, including construction and routine maintenance of temporary erosion control features and for mowing. Any additional costs resulting from compliance with the requirements of this Section, other than construction, routine maintenance, and removal of temporary erosion control features and mowing, will be included in the Contract unit prices for the item or items to which such costs are related. The work of Performance Turf designated as a temporary erosion control feature in accordance with 104-6.4.2 will be paid for under the appropriate pay items specified in Sections 570 and 580. Separate payment will not be made for the cost of constructing temporary earth berms along the edges of the roadways to prevent erosion during grading and subsequent operations. The Contractor shall include these costs in the Contract prices for grading items. Additional temporary erosion control features constructed as directed by the Engineer will be paid for as unforeseeable work. In case of repeated failure on the part of the Contractor to control erosion, pollution, or siltation, the Engineer reserves the right to employ outside assistance or to use the Department's own forces to provide the necessary corrective measures. Any such costs incurred, including engineering costs, will be charged to the Contractor and appropriate deductions made from the monthly progress estimate. Payment will be made under: Item No. 104- 1- Artificial Coverings - per square yard. Item No. 104- 4- Mowing - per acre. Item No. 104- 5- Sandbagging - per cubic yard. Item No. 104- 6- Slope Drains (Temporary) - per foot. Item No. 104- 7- Sediment Basins - each. Item No. 104- 9- Sediment Basin Cleanouts - each. Item No. 104- 10- Synthetic Bales - per foot Item No. 104- 11- Floating Turbidity Barrier - per foot. -26- Item No. 104- 12- Staked Turbidity Barrier - per foot. Item No. 104- 13- Staked Silt Fence - per foot. Item No. 104- 16- Rock Bags - each. 105 QUALITY CONTROL GENERAL REQUIREMENTS. (REV 10-16-07) (FA 12-27-07) (7-08) SECTION 105 (Pages 135-145) is deleted and the following substituted: SECTION 105 QUALITY CONTROL GENERAL REQUIREMENTS 105-1 General. 105-1.1 Quality Control Documentation. 105-1.1.1 Submission of Materials Certification and Reporting Test Results: Provide certifications prior to placement of materials. Report test results at completion of the test and meet the requirements of the applicable Specifications. 105-1.1.2 Database(s): Obtain access to the Department's databases prior to testing and/or material placement. Database access information is available through the Department's website. Enter all required and specified documentation and test results in the Department databases. 105-1.1.3 Worksheets: Make available to the Department, when requested, worksheets used for collecting test information. Ensure the worksheets at a minimum contain the following: a. Project Identification Number, b. Time and Date, c. Laboratory Identification and Name, d. Training Identification Numbers (TIN) and initials, e. Record details as specified within the test method. 105-1.2 Inspections to Assure Compliance with Acceptance Criteria. 105-1.2.1 General: The Department is not obligated to make an inspection of materials at the source of supply, manufacture, or fabrication. Provide the Engineer with unrestricted entry at all times to such parts of the facilities that concern the manufacture, fabrication, or production of the ordered materials. Bear all costs incurred in determining whether the material meets the requirements of these Specifications. 105-1.2.2 Quality Control Inspection: Provide all necessary inspection to assure effective Quality Control of the operations related to materials acceptance. This includes but is not limited to sampling and testing, production, storage, delivery, construction and placement. Ensure that the equipment used in the production and testing of the materials provides accurate and precise measurements in accordance with the applicable Specifications. Maintain a record of all inspections, including but not limited to, date of inspection, results of inspection, and any subsequent corrective actions taken. Make available to the Department the inspection records, when requested. 105-1.2.3 Notification of Placing Order: Order materials sufficiently in -27- advance of their incorporation in the work to allow time for sampling, testing and inspection. Notify the Engineer, prior to placing orders for materials. Submit to the Engineer a fabrication schedule for all items requiring commercial inspection, before or at the preconstruction meeting. These items include, but are not limited to steel bridge components, overhead cantilevered sign supports with cantilevered arms exceeding 41 feet, moveable bridge components or any other item identified as an item requiring commercial inspection in the Contract Documents. Notify the Engineer at least 30 days before beginning any production and include a production schedule. 105-2 Additional Requirements for Lump Sum Projects. Prepare and submit to the Engineer a project-specific list of material items and quantities to be used on the project as a Job Guide Schedule in the same format as the current Sampling, Testing, and Reporting Guide 21 calendar days prior to commencement of construction. Provide up-to-date quantities for the items on the Job Guide Schedule to the Engineer with each monthly progress estimate. The Department may not authorize payment of any progress estimate not accompanied by updated Job Guide Schedule quantities. Maintain the Job Guide Schedule throughout the project including the quantity placed since the previous submittal, and total to date quantity and any additional materials placed. Do not commence work activities that require testing until the Job Guide Schedule has been reviewed and accepted by the Engineer. At final acceptance, submit a final Job Guide Schedule that includes all materials used on the project in the same format as the monthly reports. 105-3 Quality Control Program. 105-3.1 General: Certain operations require personnel with specific qualifications. Certain materials require production under an approved Quality Control (QC) Plan to ensure that these materials meet the requirements of the Contract Documents. Applicable materials include hot mix asphalt, Portland cement concrete (Structural), earthwork, cementitious materials, timber, steel and miscellaneous metals, galvanized metal products, prestressed and/or precast concrete products and drainage products. For all applicable materials included in the Contract, submit a QC Plan prepared in accordance with the requirements of this Section to the Engineer. Do not incorporate any of these materials into the project prior to the Engineer's approval of the QC Plan. Steel and Miscellaneous Metal products, including aluminum, are defined as the metal components of bridges, including pedestrian and moveable bridges, overhead and cantilevered sign supports, ladders and platforms, bearings, end wall grates, roadway gratings, drainage items, expansion joints, roadway decking, shear connectors, handrails, galvanized products, fencing, guardrail, light poles, high mast light poles, standard mast arm assemblies and Monotube assemblies, stay in-place forms, casing pipe, strain poles, fasteners, connectors and other hardware. Exceptions to these materials are the production of hot mix asphalt Traffic Levels A and B only when the Contractor has selected Option 2 Mixture Acceptance. When accreditation or certification is required, make supporting documents from the two previous inspections performed by the accrediting or certifying agency available to the Department upon request. -28- Obtain Department approval prior to beginning production. Meet and maintain the approved Quality Control Program requirements at all times. Production and construction of these products without the Department's prior approval of a Quality Control Program may result in rejection of the products. Continued approval will be subject to satisfactory results from Department evaluations, including the Independent Assurance program. In cases of non-compliance with the approved Quality Control Program, identify all affected material and do not incorporate or supply to the Department projects. The following conditions may result in suspension of a Quality Control Program: a. Failure to timely supply information required. b. Repeated failure of material to meet Standard Specification requirements. c. Failure to take immediate corrective action relative to deficiencies in the performance of the Quality Control Program. d. Certifying materials that are not produced under an approved Quality Control Program for use on Department projects. e. Failure to correct any deficiencies related to any requirement of the Quality Control Program, having received notice from the Department, within the amount of time defined in the notice. 105-3.2 Compliance with the Materials Manual. Producers of Flexible Pipe shall meet the requirements of Section 6. 1, Volume 11 of the Department's Materials Manual, which may be viewed at the following URL: www2.dot.state.fl.us/specificationsestimates/materialsmanual/section6l.pdf . Producers of Precast Concrete Pipe shall meet the requirements of Section 6.2, Volume II of the Department's Materials Manual, which may be viewed at the following URL: www2.dot.state.fl.us/specificationsestimates/materialsmanual/section62.pdf . Producers of Precast Concrete Drainage Structures shall meet the requirements of Section 6.3, Volume II of the Department's Materials Manual, which may be viewed at the following URL: www2.dot.state.fl.us/specificationsestimates/materialsmanual/section63.pdf . Producers of Precast/Prestressed Concrete Products shall meet the requirements of Sections 8.1 and 8.3 of the Department's Materials Manual, which may be viewed at the following URLs: www2.dot.state.fl.us/specificationsestimates/materialsmanual/section8l.pdf . www2.dot.state.fl.us/specificationsestimates/materialsmanual/section83.pdf . Producers of Precast Prestressed Concrete Products using Self Consolidating Concrete shall meet the requirements of Section 8.4, Volume 11 of the Department's Materials Manual, which may be viewed at the following URL: www2.dot. state.fl.us/specificationsestimates/materialsmanual/section84.pdf Producers of Incidental Precast/Prestressed Concrete Products shall meet the requirements of Section 8.2, Volume 11 of the Department's Materials Manual, which may be viewed at the following URL: www2.dot.state.fl.us/specificationsestimates/materialsmanual/section82.pdf . Producers of Portland Cement Concrete shall meet the requirements of -29- Section 9.2, Volume II of the Department's Materials Manual, which may be viewed at the following URL: www2.dot.state.fl.us/specificationsestimates/materialsmanual/section92.pdf . Producers of Structural Steel and Miscellaneous Metal Components shall meet the requirements of Sections 11.1 and 11.2 of the Department's Materials Manual, which may be viewed at the following URLs: www2.dot.state.fl.us/specificationsestimates/materialsmanual/sectionI l l.pdf . www2.dot.state.fl.us/specificationsestimates/materialsmanual/sectionl 12.pdf . 105-3.3 Hot Mix Asphalt, Portland Cement Concrete (Structural), Earthwork, Cementitious Materials, Timber, Steel and Miscellaneous Metals, Galvanized Metal Products, Prestressed and/or Precast Concrete Products and Drainage Products Quality Control Program: Have an accepted Quality Control Program, developed in accordance with this Section, during the production of materials to be used on Department projects. 105-3.4 Prestressed Concrete Quality Control Program: Ensure that prestressed concrete plants participating in the Department's Acceptance Program are qualified. Obtaining qualification will require a current Precast/Prestressed Concrete Institute (PCI) certification and an approved Quality Control Plan, developed in accordance with this Section. 105-3.5 Steel and Miscellaneous Metals Quality Control Program: Ensure that the fabricators of Steel and miscellaneous metal products participating in the Department's Quality Control Acceptance Program are qualified. Obtaining qualification requires an accepted Quality Control Plan, developed in accordance with this Section. A current American Institute for Steel Construction (AISC) certification is a requirement for the Quality Control Acceptance Program of the steel and miscellaneous metal fabricators, provided that AISC certification program is available for the category of the fabrication products. 105-3.6 Producers Quality Control Plan Submittal: Depending on the type of products, the producers shall submit their proposed Quality Control Plans to the State Materials Office or to the District Materials Office, as described below: 105-3.6.1 State Materials Office: Producers of cementitious materials, steel and miscellaneous metals, galvanized metal products, and aggregates must submit their proposed Quality Control Plan to the State Materials Office for review and acceptance. 105-3.6.2 District Materials Office: Producers of hot mix asphalt, Portland cement concrete (Structural), earthwork, timber, prestressed and/or precast concrete products and drainage products must submit their proposed Quality Control Plan to the local District Materials Office for acceptance. Producers located outside the State must contact the State Materials Office for address information of the District Materials Office responsible for the review of the proposed Quality Control Program. 105-3.7 Quality Control Plan Review and Acceptance: The Department will respond to the producer within 21 calendar days of receipt of the proposed Quality Control Program. The Department may perform evaluation activities to verify compliance with submitted documents prior to acceptance. -30- If the Quality Control Program must be revised for any reason, including non-compliance, submit the revision to the Department. The Department will respond to the producer within 7 calendar days of receipt of the revised Quality Control Program. 105-3.8 Contractor's Quality Control Plan: Have an approved Quality Control Plan meeting the requirements of this Section for the transportation, storage, placement, and other related construction operations required by the Contract Documents. 105-4 Contractor Certification of Compliance. Provide the Engineer with a notarized monthly certification of compliance with the requirements of this Section, to accompany each progress estimate, on a form provided by the Engineer. The Department may not authorize payment of any progress estimate not accompanied by an executed certification document. Final payment in accordance with 9-8 will not be made until a final notarized certification summarizing all QC exceptions has been submitted. 105-5 Guidelines for Development of the Quality Control Plan. 105-5.1 General: Use the following guidelines for developing the QC Plan. Provide detailed policies, methods and procedures to ensure the specified quality of all applicable materials and related production and field operations. Include other items in addition to these guidelines as necessary. 105-5.2 Personnel: 105-5.2.1 Qualifications: Submit the Training Identification Numbers (TIN) for all technicians performing sampling, testing and inspection for both field and laboratory tests. Include employed and subcontracted technicians. 105-5.2.2 Level of Responsibility: Identify the primary contact for the Department. Identify roles and responsibilities of various personnel involved in the QC process. 105-5.3 Raw Materials: 105-5.3.1 Source: Identify the sources of raw materials. Provide locations and plant or mine numbers when applicable. 105-5.3.2 Certification: Describe methods of verifying compliance of certification with the specifications. 105-5.3.3 Disposition of Failing Materials: Describe the system for controlling non-conforming materials, including procedures for identification, isolation and disposition. 105-5.4 Storage Facilities for Raw Materials: Describe measures and methods, including bedding details, for preventing segregation, contamination and degradation. Describe methods of identifying individual materials. Where applicable, submit a site plan showing the locations of various materials. 105-5.5 Production Equipment: Describe calibration frequencies, maintenance schedule and procedures for production equipment. 105-5.6 Plant Requirements: 105-5.6.1 Plant Identification: For those facilities producing materials listed in Article105-3, provide the mailing address, physical address including county and X-Y (Latitude and Longitude) coordinates of the plant, telephone and fax numbers, E- mail address, primary contact at the plant, responsible person in charge, facility number -31- provided by the Department, Owner information and Vendor Number and other information as required. 105-5.6.2 Process Control System: Describe the methods and measures established to ensure Contract compliance for the produced materials that are supplemental to the QC sampling and testing program described in the Contract Documents. These methods and measures will include, but are not limited to, inspection schedule, additional sampling and testing, maintenance schedule, etc. 105-5.6.3 Loading and Shipping Control: Describe the methods and measures for preventing segregation, contamination and degradation during loading and shipping operations. Describe the methods established for materials to be in compliance with the specifications at the point of use. 105-5.6.4 Types of Products Generated: Describe the products the plant is approved to produce under Department guidelines. 105-5.7 Other Requirements: 105-5.7.1 Copy of Certification: Attach examples of certifications issued by the plant/Contractor for the products approved by the Department. 105-5.7.2 Statement of Compliance: Include a statement of compliance with all quality requirements set forth by the Department in the Contract Documents and Department manuals. 105-5.7.3 Information on Producers with Accepted Quality Control Programs: Identify the Producers of materials listed in 105-3.1 for the project. Include the Department's Facility Id number as part of the identification. All producers must have accepted QC Programs and be listed on the Department's List of Producers with Accepted QC Programs. 105-5.7.4 Describing Documentation Procedure: Identify location of document storage to enable Department review. Include QC charts, qualification/accreditation records, inspection reports, and other pertinent/supporting documents for an approved QC Plan. 105-5.8 Final Manufactured Product - Plant Operations: Describe inspection schedule and methods for identifying defects and non-compliance with the specifications. Describe corrective actions and methods to resolve them. 105-5.8.1 Storage: When storage of the produced materials is required and it is not defined in the Contract Documents, describe the methods and duration for storage. Include measures and methods for preventing segregation, contamination and degradation during storage. 105-5.8.2 Disposition of Failing Materials: When not described in the specifications, describe the methods and measures for identifying and controlling the failing materials. Include preventive and corrective measures. Describe disposition of failing materials. 105-5.9 Final Manufactured Product - Field Operations: 105-5.9.1 Transportation: Describe the method of delivery from the point of production/storage to the point of placement. 105-5.9.2 Storage: When storage of the produced materials is required and it is not defined in the Contract Documents, describe the methods and duration for storage. Include measures and methods for preventing segregation, contamination and degradation during storage. -32- 105-5.9.3 Placement: Describe the methods and identify the type of equipment used in incorporation of the materials into the project. 105-5.9.4 Disposition of Failing Materials: When not described in the specifications, describe the methods and measures for identifying and controlling the failing materials. Include preventive and corrective measures. Describe disposition of failing materials. 105-6 Lab Qualification Program. Testing Laboratories participating in the Department's Acceptance Program must have current Department qualification when testing materials that are used on Department projects. In addition, they must have one of the following: a. Current AASHTO (AAP) accreditation. b. Inspected on a regular basis per ASTM D 3740 for earthwork, ASTM D 3666 for asphalt and ASTM C 1077 for concrete for test methods used in the Acceptance Program, with all deficiencies corrected, and under the supervision of a Specialty Engineer. c. Current Construction Materials Engineering Council (CMEC) program accreditation or other independent inspection program accreditation acceptable to the Engineer and equivalent to a. or b. above. After meeting the criteria described above, submit a Laboratory Qualification Application to the Department. The application is available from the Department's website. Obtain the Department's qualification prior to beginning testing. The Department may inspect the laboratory for compliance with the accreditation requirements prior to issuing qualification. Meet and maintain the qualification requirements at all times. Testing without Department's qualification may result in a rejection of the test results. Continued qualifications are subject to satisfactory results from Department evaluations, including Independent Assurance evaluations. In case of suspension or disqualification, prior to resumption of testing, resolve the issues to the Department's satisfaction and obtain reinstatement of qualification. The following conditions may result in suspension of a laboratory's qualified status: a. Failure to timely supply required information. b. Loss of accredited status. c. Failure to correct deficiencies in a timely manner. d. Unsatisfactory performance. e. Changing the laboratory's physical location. f. Delays in reporting the test data in the Department's database. g. Incomplete or inaccurate reporting. h. Using unqualified technicians performing testing. It is prohibited for any contract laboratory or staff to perform Contractor Quality Control testing and any other Acceptance Program testing on the same contract. 105-7 Quality Control Plan Submittal. Submit the QC Plan to the Engineer for approval within 21 calendar days after the Contract Award. The Engineer will review the QC Plan and respond to the Contractor within 21 calendar days of receipt. -33- If at any time the Contractor is not in compliance with the approved QC Plan, or a part thereof, affected portions of the plan will be disapproved. Cease work in the affected operation(s) and submit a revision to the Engineer. If the QC Plan, or a part thereof, must be revised, submit the revision to the Engineer. The Engineer will review the revision and respond within seven calendar days of receipt. Continue to work on operations that are still in compliance with the approved sections of the QC Plan. 105-8 Personnel Qualifications. 105-8.1 General: Provide qualified personnel for sampling, testing and inspection of materials and construction activities. Ensure that qualifications are maintained during the course of sampling, testing and inspection. Construction operations that require a qualified technician must not begin until the Department verifies that the technician is on the CTQP list of qualified technicians. The CTQP lists are subject to satisfactory results from periodic Independent Assurance evaluations. 105-8.2 QC Manager: Designate a QC Manager who has full authority to act as the Contractor's agent to institute any and all actions necessary for the successful implementation of the QC Plan. The QC Manager must speak and understand English. The QC Manager must be on-site at the project on a daily basis or always available upon four hours notice to administer the QC Plan. This includes administering, implementing, monitoring, and as necessary, adjusting the processes to ensure compliance with the Contract Documents. Ensure that the QC Manager is qualified as such through the Construction Training/Qualification Program. Under the direction of the QC Manager, and using Department's standard forms provided by the Engineer, summarize the daily QC activities including testing and material sampling. Since erasures are strictly prohibited on all reports and forms, use blue or colored ink. Do not use black ink. If manual corrections to original data are necessary, strike through, correct, and date the entry, including the initials of the person making the correction. Make copies of the completed forms available for the Department to review daily unless otherwise required in the specifications. Ensure that the QC test data is entered into the Department's database on a daily basis. Maintain all QC related reports and documentation for a period of three years from final acceptance of the project. Make copies available for review by the Department upon request. 105-8.3 Worksite Traffic Supervisor: Provide a Worksite Traffic Supervisor who is responsible for initiating, installing, and maintaining all traffic control devices as described in Section 102 and in the Contract Documents. Ensure that the Worksite Traffic Supervisor is certified in the advanced training category by a Department approved training Provider. Approved Providers will be posted on the Department's website at the following URL address: www.dot.state.fl.us/rddesign/MOT/MOT.htm. Use approved alternate Worksite Traffic Supervisors when necessary. 105-8.4 Flagger: Provide trained flaggers to direct traffic where one-way operation in a single lane is in effect and in other situations as required. The Worksite Traffic Supervisor or others as approved by the Department will provide training for flaggers. 105-8.5 Earthwork Quality Control Personnel: -34- 105-8.5.1 Earthwork Level I: Ensure the technician who samples soil and earthwork materials from the roadway project, takes earthwork moisture and density readings, and records those data in the Density Log Book holds a Construction Training and Qualification Program (CTQP) Earthwork Construction Inspection Level I qualification. 105-8.5.2 Earthwork Level H: Ensure the technician responsible for determining the disposition of soil and earthwork materials on the roadway, and for interpreting and meeting Contract Document requirements holds a CTQP Earthwork Construction Inspection Level II qualification. 105-8.6 Asphalt Quality Control Personnel: 105-8.6.1 Plant Technicians: For asphalt plant operations, provide a QC technician, qualified as a CTQP Asphalt Plant Level II technician, available at the asphalt plant at all times when producing mix for the Department. Perform all asphalt plant related testing with a CTQP Asphalt Plant Level I technician. When the Contractor has identified Option 2 Mixture Acceptance for Traffic Levels A and B, no qualified personnel are required at the plant. 105-8.6.2 Paving Technicians: For paving operations, keep a qualified CTQP Asphalt Paving Level 11 technician on the roadway at all times when placing asphalt mix for the Department, and perform all testing with a CTQP Asphalt Paving Level I technician. As an exception, measurements of cross-slope, temperature and yield (spread rate) can be performed by someone under the supervision of a CTQP Paving Level II technician. 105-8.6.3 Mix Designer: Ensure all mix designs are developed by individuals who are CTQP qualified as an Asphalt Hot Mix Designer. 105-8.6.4 Documentation: Document all QC procedures, inspection, and all test results and make them available for review by the Engineer throughout the life of the Contract. 105-8.7 Concrete QC Personnel: 105-8.7.1 Concrete Field Technician - Level I: Ensure technicians performing plastic property testing on concrete for materials acceptance are qualified CTQP Concrete Field Technicians Level I. Plastic property testing will include but not be limited to slump, temperature, air content, water-to-cementitious materials ratio calculation, and making and curing concrete cylinders. Duties will include initial sampling and testing to confirm specification compliance prior to beginning concrete placements, ensuring timely placement of initial cure and providing for the transport of compressive strength samples to the designated laboratories. Technicians who test concrete properties or perform Verification testing for the Department must possess this qualification. 105-8.7.2 Concrete Field Technician - Level II: Ensure field technicians responsible for the quality of concrete being placed on major bridge projects are qualified CTQP Concrete Field Technicians Level IL A Level II Technician must be present on the jobsite during all concrete placements. Prior to the placement of concrete, the technician will inspect the element to be cast to ensure compliance with Contract Documents. A Level II Technician's duties may include ensuring that concrete testing, inspection, and curing in the field is performed in accordance with the Contract Documents. The QC -35- Technician will inform the Verification Technician of anticipated concrete placements and LOT sizes. 105-8.7.3 Concrete Laboratory Technician - Level I: Ensure technicians testing cylinders and recording concrete strength for material acceptance are qualified CTQP Concrete Laboratory Technicians Level I. Duties include final curing, compressive strength testing, and the recording/reporting of all test data. 105-8.7.4 Concrete Production Facility Manager for Quality Control: Ensure each concrete production facility has a Facility Manager for QC with the following qualifications: 1. CTQP Concrete Laboratory Technician Level I, Concrete Field Technician-Level 1, and Batch Plant Operator. As alternatives to these qualifications, the Department will accept: Prestressed Concrete Institute (PCI) Level III or National Ready Mixed Concrete Association (NRMCA) Concrete Technologist Level 11, as equivalent qualifications. 2. Three years of QC experience directly related to cement concrete production. 3. Demonstrated proficiency in implementing, supervising, and maintaining surveillance over a QC Program. 4. Experience and certification in performance of required QC tests and statistical evaluation of QC test results. 105-8.8 Supervisory Personnel-Bridge Structures: 105-8.8.1 General: Provide supervisory personnel meeting the qualification requirements detailed in this Article. Submit qualifications to the Engineer at the pre-construction conference. Do not begin Construction until the qualifications of supervisory personnel have been approved by the Engineer. 105-8.8.2 Proof of License or Certification: Submit a copy of the Professional Engineer license current and in force issued by the state in which registration is held. The license must be for the field of engineering that the construction work involves such as Civil, Electrical or Mechanical. Under certain circumstances Florida registration may be required. Submit a copy of the license issued by the State of Florida for tradesmen that require a license indicating that the license is in force and is current. Submit a copy of the certification issued by the Instrumentation, Systems and Automation Society of America for each Certified Control Systems Technician. 105-8.8.3 Experience Record: Submit the following information for supervisory personnel to substantiate their experience record. The supervisor (project engineer, superintendent/manager or foreman) seeking approval must provide a notarized certification statement attesting to the completeness and accuracy of the information submitted. Provide the following experience information for each individual seeking approval as a supervisor: Project owner's name and telephone number of an owner's representative, project identification number, state, city, county, highway number and feature intersected. -36- Provide a detailed description of each bridge construction experience, and the level of supervisory authority during that experience. Report the duration in weeks, as well as begin and end dates, for each experience period. Provide the name, address and telephone number of an individual. that can verify that the experience being reported is accurate. This individual should have been an immediate supervisor unless the supervisor cannot be contacted in which case another individual with direct knowledge of the experience is acceptable. 105-8.8.4 Concrete Post-Tensioned Segmental Box Girder Construction: Ensure the individuals filling the following positions meet the minimum requirements as follows: 105-8.8.4.1 Project Engineer-New Construction: Ensure the Project Engineer is a registered professional engineer with five years of bridge construction experience. Ensure a minimum of three years of experience is in Segmental Box Girder Construction Engineering and includes a minimum of one year in segmental casting yard operations and related surveying, one year in segment erection and related surveying, including post-tensioning and grouting of longitudinal tendons and a minimum of one year as the Project Engineer in responsible charge of Segmental Box Girder Construction Engineering. 105-8.8.4.2 Project Engineer-Repair and Rehabilitation: Ensure the Project Engineer is a registered Professional Engineer with five years of bridge construction experience. Ensure a minimum of three years of experience is in Segmental Box Girder Construction Engineering and includes one year of post-tensioning and grouting of longitudinal tendons and a minimum of one year as the Project Engineer in responsible charge of Segmental Box Girder rehabilitation engineering or Segmental Box Girder new construction engineering. 105-8.8.4.3 Project Superintendent/Manager-New Construction: Ensure the Project Superintendent/Manager has a minimum of ten years of bridge construction experience or is a registered professional engineer with five years of bridge construction experience. Ensure that a minimum of three years of experience is in Segmental Box Girder construction operations and includes a minimum of one year in the casting yard operations and related surveying, one year in segment erection and related surveying including post-tensioning and grouting of longitudinal tendons and a minimum of one year as the Project Superintendent/Manager in responsible charge of Segmental Box Girder construction operations. 105-8.8.4.4 Project Superintendent/Manager-Repair and Rehabilitation: Ensure the Project Superintendent/Manager has a minimum of five years of bridge construction experience or is a registered professional engineer with three years of bridge construction experience. Ensure that a minimum of two years of experience is in Segmental Box Girder construction operations and includes a minimum of one year experience performing post-tensioning and grouting of longitudinal tendons and a minimum of one year as the Project Superintendent/Manager in responsible charge of Segmental Box Girder rehabilitation operations or Segmental Box Girder new construction operations. 105-8.8.4.5 Foreman-New Construction: Ensure that the Foreman has a minimum of five years of bridge construction experience with two years -37- of experience in Segmental Box Girder Operations and a minimum of one year as the foreman in responsible charge of Segmental Box Girder new construction Operations. 105-8.8.4.6 Foreman-Repair and Rehabilitation: Ensure the Foremen has a minimum of five years of bridge construction experience with two years of experience in Segmental Box Girder Operations and a minimum of one year as the foreman in responsible charge of Segmental Box Girder rehabilitation operations or Segmental Box Girder new construction operations. 105-8.8.4.7 Geometry Control Engineer/Manager: Ensure that the Geometry Control Engineer/Manager for construction of cast-in-place box segments is a Registered Professional Engineer with one year of experience, a non-registered Engineer with three years of experience or a Registered Professional Land Surveyor with three years of experience in geometry control for casting and erection of cast-in-place box segments. Credit for experience in cast-in-place box girder geometry control will be given for experience in precast box girder geometry control but not vice versa. Ensure that the Geometry Control Engineer/Manager for precast box segments is a Registered Professional Engineer with one year of experience or non-registered with three years of experience in casting yard geometry control of concrete box segments. The Geometry Control Engineer/Manager must be responsible for and experienced at implementing the method for establishing and maintaining geometry control for segment casting yard operations and segment erection operations and must be experienced with the use of computer programs for monitoring and adjusting theoretical segment casting curves and geometry. This individual must be experienced at establishing procedures for assuring accurate segment form setup, post- tensioning duct and rebar alignment and effective concrete placement and curing operations as well as for verifying that casting and erection field survey data has been properly gathered and recorded. 105-8.8.4.8 Surveyor: Ensure that the Surveyor in charge of geometry control surveying for box segment casting and/or box segment erection has a minimum of one year of bridge construction surveying experience. 105-8.8.5 Movable Bridge Construction: Ensure the individual filling the following positions meet the minimum requirements as follows: 105-8.8.5.1 Electrical Journeyman: Ensure the Electrical Journeyman holds, an active journeyman electrician's license and has at least five years experience in industrial electrical work, or is a Certified Control Systems Technician. A Certified Control Systems Technician will not be permitted to perform electrical power work including, but not limited to, conduit and wire-way installation or power conductor connection. Ensure the electrical journeyman has successfully completed the installation of one similar movable bridge electrical system during the last three years. 105-8.8.5.2 Control Systems Engineer and Mechanical Systems Engineer: Ensure the Control Systems Engineer and Mechanical Systems Engineer are both registered Professional Engineers with a minimum of 10 years supervisory experience each in movable bridge construction. Ensure the Engineers have working knowledge of the movable bridge leaf motion control techniques, mechanical equipment and arrangements specified for this project. Ensure that each Engineer has been in responsible control of the design and implementation of at least three movable bridge -38- electrical control and machinery systems within the past 10 years of which, at least one of the three bridges was within the last three years. Ensure that a minimum of one of the three bridge designs incorporated the same type of leaf motion control and machinery systems specified for this project. 105-8.8.6 Concrete Post-Tensioned Other Than Segmental Box Girder Construction: Ensure the individual filling the following positions meet the minimum requirements as follows: 105-8.8.6.1 Project Engineer: Ensure the Project Engineer is a registered Professional Engineer with five years of bridge construction experience. Ensure that a minimum of three years of experience is in concrete post-tensioned construction. Ensure that the three years of experience includes experience in girder erection, safe use of cranes, stabilization of girders; design of false work for temporary girder support, post-tensioning and grouting operations, and a minimum of one year as the Project Engineer in responsible charge of post-tensioning related engineering responsibilities. 105-8.8.6.2 Project Superintendent/Manager: Ensure the Project Superintendent/Manager has a minimum of ten years of bridge construction experience or is a registered Professional Engineer with five years of bridge construction experience and has a minimum of three years of supervisory experience in girder erection, safe use of cranes, stabilization of girders; design of falsework for temporary girder support post- tensioning, grouting operations and a minimum of one year as the Project Superintendent/Manager in responsible charge of post-tensioning related operations. 105-8.8.6.3 Foreman: Ensure the Foremen has a minimum of five years of bridge construction experience with two years of experience in post-tensioning related operations and a minimum of one year as the foreman in responsible charge of post-tensioning related operations. 105-8.8.7 Post Tensioning: Perform all post-tensioning field operations under the direct supervision of a Level II Qualified Post-Tensioning and Grouting Technician qualified through the Department's Construction Training Qualification Program (CTQP). In addition, provide a minimum of two crewmembers that are CTQP Level I Qualified Post-Tensioning and Grouting Technicians. All personnel involved in grouting must attend a grouting training session provided by the Department not less than seven days prior to the start of the first stressing or grouting operation of the project. Perform all vacuum grouting operations under the direct supervision of a crew foreman who has been trained and has experience in the use of vacuum grouting equipment and procedures. Submit the crew foreman's credentials to the Engineer prior to performing any vacuum grouting operations. Conduct all stressing and grouting operations in the presence of the Engineer. Coordinate and schedule all post-tensioning activities to facilitate inspection by the Engineer. 105-8.8.8 Failure to Comply with Bridge Qualification Requirements: Make an immediate effort to reestablish compliance. If an immediate effort is not put forth as determined by the Engineer, payment for the bridge construction operations requiring supervisors to be qualified under this Specification will be withheld up to 60 days. Cease all bridge construction and related activities (casting yard, etc.) if compliance is not met within 60 days, regardless of how much effort is put forth. Resume -39- bridge construction operations only after written approval from the Engineer stating that compliance is reestablished. 105-8.9 Prestressed Concrete Plant Facility Quality Control Personnel: Ensure each plant has an on site production manager, an on site Facility Manager for QC, a plant engineer, and adequate on site QC inspectors/technicians to provide complete QC inspections and testing. Ensure the Facility Manager for QC has at least five years of related experience and a current PCI QC personnel Level III certification and a certificate of completion of Section 450 Specification examination. Ensure that the QC inspector/technician has current PCI QC Technician/Inspector Level II certification and a certificate of completion of Section 450 Specification examination. Ensure that the batch plant operators of the ready mixed concrete batch plants meet the requirements of Section 9.2 of the Materials Manual. Ensure that the batch plant operators of centrally mixed concrete plants meet the requirements of 105- 5.11.1.4.2. 105-8.10 Signal Installation Inspector: Provide an inspector trained and certified by the International Municipal Signal Association (IMSA) as a Traffic Signal Inspector to perform all signal installation inspections. Use only Department approved signal inspection report forms during the signal inspection activities. Ensure all equipment, materials, and hardware is in compliance with Department Specifications and verify that all equipment requiring certification is listed on the Department's Approved Product List (APL). Provide the completed signal inspection report form(s), certified by the IMSA Traffic Signal Inspector to the Engineer. The Department's approved inspection report forms are available at the following URL: www.dot.state.fl.us/trafficoperations/. 105-8.11 Drainage Product Manufacturing Facilities Quality Control Personnel: 105-8.11.1 Precast Concrete Drainage, Precast Box Culvert, Precast Concrete Pipe Fiber Reinforced Concrete Pipe, and Flexible Pipe Manufacturing Facilities Quality Control Personnel: 105-8.11.1.1 Level I Quality Control Inspectors: Ensure that the Level I Inspectors have completed a minimum of a 12-hour, Department approved, Level I QC Inspector training course in the respective work area. As an exception to this, ensure Flexible Pipe Level I QC Inspectors have completed a minimum of an 8-hour, Department approved, Level I QC Flexible Pipe Inspector training course. 105-8.11.1.2 Level II Quality Control Inspectors: Ensure that Level II Inspectors have completed Department approved Level I QC Inspector training and a minimum of a 5-hour, Department approved, Level II QC Inspector training course in the respective work areas. 105-8.11.1.3 Plant Quality Control Manager: Ensure that QC Manager has completed Department approved Level II QC Inspector training and has a minimum of 2 years construction related experience in the specific work area. 105-8.11.1.4 Additional Requirements for Quality Control Personnel of Precast Concrete Drainage and Precast Concrete Box Culvert Manufacturing Facilities: -40- 105-8.11.1.4.1 Testing Personnel: Ensure the personnel performing plastic property tests have ACI Concrete Field Testing Technician-Grade I certification. Ensure the personnel performing laboratory compressive strength testing have ACI Concrete Laboratory Testing Technician-Grade 1 certification or ACI Concrete Strength Testing Technician certification. 105-8.11.1.4.2: Batch Plant Operator: Ensure the concrete batch plant operator is qualified as a CTQP Concrete Batch Plant Operator. As an alternative to CTQP qualification, the Department will accept the completion of a minimum of a 6-hour, Department approved, Batch Plant Operator training course. 105-8.11.2 Quality Control Personnel of Incidental Precast Manufacturing Facilities: 105-8.11.2.1: Incidental Precast Concrete Plant Quality Control Inspectors: Ensure the QC Inspectors meet the requirements of 105-8.11.1.4.1 and are qualified as CTQP Concrete Field Technician Level I. 105-8.11.2.2: Incidental Precast Concrete Plant Quality Control Manager: Ensure the QC Manager meets the requirements of 105-8.11.2.1 and has at least two years of QC experience, directly related to cement concrete production. 105-8.11.2.3: Alternative Incidental Precast Concrete Personnel Qualification: As an alternative to CTQP qualifications and CTQP Batch Plant Operator, the Department will accept QC personnel meeting the qualification requirements of 105-8.11.1. 105-8.12 Structural Steel and Miscellaneous Metals Fabrication Facility Quality Control Personnel: Ensure each fabrication facility has an on site production manager, an on site facility manager for QC, a plant engineer, and on site QC inspectors/technicians to provide complete QC inspections and testing. Ensure that the Facility Manager for QC and QC inspectors/technicians meet the certification requirements set forth in the latest version of AASHTO/NSBA Steel Bridge Collaboration S 4.1, Steel Bridge Fabrication QC/QA Guide Specification, including the years of experience required in Table 105-5 below. The Facility Manager for QC must meet the requirements of Table 105-5 for every Structural Steel Member Type produced by a plant with QC being managed by the Facility Manager for QC. The Facility Manager for QC will report directly to the plant manager or plant engineer and must not be the plant production manager nor report to or be the subordinate of the plant production manager. QC inspectors/technicians must be the employees of, and must report directly to the Facility Manager for QC. TABLE 105-5 Experience Requirements for QC Inspectors/Technicians And Facility Manager for Quality Control Structural Steel Member Minimum Years of xperience Required Type QC Ins ector/Technician Facility Manager for QC Rolled beam bridges 1 year 3 ears Welded plate girders (1 2 years 4 years sections, box sections, etc. -41- TABLE 105-5 Experience Requirements for QC Inspectors/Technicians And Facility Manager for Quality Control Structural Steel Member Minimum Years of xperience Required Type C Ins ector/Technician Facility Manager for C Complex structures, such as trusses, arches, cable stayed 3 years 5 years bridges, and moveable bridges Fracture critical (FC) 3 years 5 years members 120 EXCAVATION AND EMBANKMENT. (REV 3-9-07) (FA 3-14-07) (7-07) SECTION 120 (Pages 155-172) is deleted and the following substituted: SECTION 120 EXCAVATION AND EMBANKMENT 120-1 Description. 120-1.1 General: Excavate and construct embankments as required for the roadway, ditches, channel changes and borrow material. Use suitable excavated material or authorized borrow to prepare subgrades and foundations. Construct embankments in accordance with Standard Index 505. Compact and dress excavated areas and embankments. For excavation and backfilling of structures, comply with the requirements of Section 125. Excavate material for clearing and grubbing in accordance with the requirements of Section 110. Material displaced by the storm sewer or drainage structure system is not included in the earthwork quantities shown on the plans. 120-1.2 Unidentified Areas of Contamination: When encountering or exposing any abnormal condition indicating the presence of hazardous or toxic wastes, or contaminants, 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 hazardous or toxic wastes or contaminants 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 hazardous conditions and will be in a manner commensurate with the gravity of the conditions. The Engineer will notify the District Contamination Assessment Coordinator who will coordinate selecting and tasking the Department's Contamination -42- Assessment/Remediation Contractor (CAR). Provide access to the potential contamination area. Preliminary investigation by the CAR Contractor will 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. The CAR Contractor will delineate the contamination area(s), any staging or holding area required, and, in cooperation with the Prime Contractor and Engineer, develop a work plan that will provide the CAR Contractor's operations schedule with projected completion dates for the final resolution of the contamination issue. The CAR Contractor will maintain jurisdiction over activities inside any outlined contaminated areas and any associated staging holding areas. The CAR Contractor will be responsible for the health and safety of workers within the delineated areas. Provide continuous access to these areas for the CAR Contractor and representatives of regulatory or enforcement agencies having jurisdiction. Both Contractors will use the schedule as a basis for planning the completion of both work efforts. The Engineer may grant the Contract Time extensions according to the provisions of 8-7.3.2. Cooperate with the CAR Contractor to expedite integration of the CAR Contractor's operations into the construction project. The Prime Contractor is not expected to engage in routine construction activities, such as excavating, grading, or any type of soil manipulation, or any construction processes required if handling of contaminated soil, surface water or ground water is involved. All routine construction activities will be by the CAR Contractor. Adjustments to quantities or to Contract unit prices will be made according to work additions or reductions on the part of the Prime Contractor in accordance with 4-3. The Engineer will direct the Prime Contractor when operations may resume in the affected area. 120-2 Classifications of Excavation. 120-2.1 General: The Department may classify excavation specified under this Section for payment as any of the following: (1) Regular Excavation, (2) Subsoil Excavation, (3) Lateral Ditch Excavation, and (4) Channel Excavation. If the proposal does not show Subsoil Excavation or Lateral Ditch Excavation as separate items of payment, include such excavation under the item of Regular Excavation. If the proposal shows Lateral Ditch Excavation as a separate item of payment, but does not show Channel Excavation as a separate item of payment, include such excavation under the item of Lateral Ditch Excavation. Otherwise, include Channel Excavation under the item of Regular Excavation. 120-2.2 Regular Excavation: Regular Excavation includes roadway excavation and borrow excavation, as defined below for each. 120-2.2.1 Roadway Excavation: 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. -43- 120-2.2.2 Borrow Excavation: 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 Value Engineering Change Proposal (VECP) 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 finished grading template. For stabilized bases and sand bituminous road mixes, consider the finished grading template as the top of the finished base, shoulders and slopes. For all other bases and rigid pavement, consider the finished grading template as the finished shoulder and slope lines and bottom of completed base or rigid pavement. For pond and ditches that identify the placement of a blanket material, consider the finished grading template as 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 on the plans as being particularly variable; in accordance with the field conditions actually 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, changes in channels of streams, and ditches parallel to the roadway right-of-way. Dress lateral ditches to the grade and cross-section shown in the plans. 120-2.5 Channel Excavation: Channel Excavation consists of the excavation and satisfactory disposal of all materials from the limits of the channel as shown in the plans. 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 Removal of Unsuitable Materials and Existing Roads. 120-4.1 Subsoil Excavation: Where muck, rock, clay, or other material within the limits of the roadway is unsuitable in its original position, excavate such material to the cross-sections shown in the plans or indicated by the Engineer, and backfill with suitable material. Shape backfill material to the required cross-sections. Where the removal of plastic soils below the finished earthwork grade is required, meet a construction tolerance, from the lines shown in the plans as the removal limits, of t0.2 feet in depth and t6 inches (each side) in width. 120-4.2 Construction over Existing Old Road: Where a new roadway is to be constructed over an old one, plow or scarify the old road, and break it up full width, regardless of height of fill. 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. 120-4.3 Obliterating Old Road: Where the plans call for obliteration of portions of an old road outside of the proposed new roadway, obliterate such sections of the old -44- road by grading to fill ditches and to restore approximately the original contour of the ground or a contour which produces a pleasing appearance. 120-5 Disposal of Surplus and Unsuitable Material 120-5.1 Ownership of Excavated Materials: Dispose of surplus and excavated materials as shown in the plans or, if the plans do not indicate the method of disposal, take ownership of the materials and dispose of them outside the right-of-way. 120-5.2 Disposal of Muck on Side Slopes: As an exception to the provisions of 120-5. 1, when approved by the Engineer, in rural undeveloped areas, the Contractor may place muck (A-8 material) on the slopes, or store it alongside the roadway, provided there is a clear distance of at least 6 feet between the roadway grading limits and the muck, and the Contractor dresses the muck to present a neat appearance. In addition, the Contractor may also dispose of this material by placing it on the slopes in developed areas where, in the opinion of the Engineer, this will result in an aesthetically pleasing appearance and will have no detrimental effect on the adjacent developments. Where the Engineer permits the disposal of muck or other unsuitable material inside the right-of-way limits, do not place such material in a manner which will impede the inflow or outfall of any channel or side ditches. The Engineer will determine the limits adjacent to channels within which such materials may be disposed. 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. If the materials are to remain the property of the Department, place them in neat piles as directed. 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 State- maintained road. If the materials are buried, disregard the 300 foot limitation. 120-6 Borrow. 120-6.1 Materials for Borrow: Do not open borrow pits until the Engineer has approved their location. Do not provide borrow materials that are polluted as defined in Chapter 376 of the Florida Statutes (oil of any kind and in any form, gasoline, pesticides, ammonia, chlorine, and derivatives thereof, excluding liquefied petroleum gas) in concentrations above any local, State, or Federal standards. Prior to placing any borrow material that is the product of soil incineration, provide the Engineer with a copy of the Certificate of Materials Recycling and Post Burn Analysis showing that the material is below all allowable pollutant concentrations. 120-6.2 Furnishing of Borrow Areas: -45- To obtain the Engineer's approval to use an off-site construction activity area that involves excavation such as a borrow pit or local aggregate pit, request in writing, a Cultural Resources Assessment. Send the request to the Division of Historical Resources, Department of State, State Historic Preservation Officer, Tallahassee, FL. As a minimum, include in the request the Project Identification Number, the County, a description of the property with Township, Range, Section, etc., the dimensions of the area to be affected, and a location map. Do not start any work at the off-site construction activity area prior to receiving a clearance letter from the Division of Archives and written clearance from the Engineer concerning compliance with the Federal Endangered Species Act as specified in 7-1.4. For certain locations, the Division of Archives will require a Cultural Resources Field Survey before approval can be granted. When this is required, secure professional archaeological services to make the survey and prepare a report. Submit the report to the Division of Archives with a copy to the Department. The Engineer will base final approval or rejection of the use of the off-site construction activity area on the report. Before receiving approval or before use of borrow areas, obtain written clearance from the engineer concerning compliance with the Federal Endangered Species Act as specified in 7-1.4 and Section 4(f) of the USDOT Act as specified in 7-1.8. The Department will adjust Contract Time in accordance with 8-7 for any suspension of operations required to comply with this Article. The Department will not accept any monetary claims due to delays or loss of off-site construction activity areas. Except where the plans specifically call for the use of a particular borrow or dredging area, the Contractor may substitute borrow or dredging areas of his own choosing provided: (1) the Engineer determines the materials from such areas meet the Department's standards and other requirements for stability for use in the particular sections of the work in which it is to be placed, and (2) the Contractor absorbs any increase in hauling or other costs. Before using any borrow material from any substitute areas, obtain the Engineer's approval, in writing, for the use of the particular areas, and, where applicable, ensure that the Engineer has cross-sectioned the surface. Upon such written approval by the Engineer, consider the substitute areas as designated borrow areas. When furnishing the dredging or borrow areas, supply the Department with evidence that the necessary permits, rights, or waivers for the use of such areas have been secured. Do not excavate any part of a Contractor furnished borrow area which is less than 300 feet from the right-of-way of the project or any State Road until the Engineer has approved a plan for landscaping and restoring the disturbed area. Perform this landscaping and land restoration at no expense to the Department, prior to final acceptance of the project. Do not provide a borrow area closer than 25 feet to the right- of-way of any state road. In Department furnished borrow pits, do not excavate material within 5 feet of adjacent property lines. Upon completion of excavation, neatly shape, dress, grass, vegetate, landscape, and drain all exposed areas including haul roads, as necessary so as not to present an objectionable appearance. -46- Meet the requirements of Section 104 when furnishing borrow areas, regardless of location. 120-6.3 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 Haul Routes for Borrow Pits: Provide and maintain, at no expense to the Department, 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. 120-6.5 Authorization for Use of Borrow: When the item of Borrow Excavation is included in the Contract, use borrow 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. Do not use borrow material until so ordered by the Engineer, and then only use material from approved borrow pits. 120-7 Materials for Embankment. 120-7.1 Use of Materials Excavated From the Roadway and Appurtenances: Be responsible 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. 120-7.2 General Requirements for Embankment Materials: Construct embankments of acceptable material including reclaimed asphalt pavement (RAP), reclaimed concrete aggregate (RCA) and portland cement concrete rubble, but containing no muck, stumps, roots, brush, vegetable matter, rubbish, reinforcement bar or other material that does not compact into a suitable and enduring roadbed. Do not use RAP or RCA in the top 3 feet of slopes and shoulders that are to be grassed or have other type of vegetation established. Remove all waste material designated as undesirable. Use material in embankment construction in accordance with plan details or as the Engineer directs. Complete the embankment using maximum particle sizes (in any dimension) 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. -47- 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, the Contractor may place larger rocks (not to exceed 18 inches in any dimension) outside the one to two 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. Construct grassed embankment areas in accordance with 120-9.2.6. Where constructing embankments adjacent to bridge end bents or abutments, do not place rock larger than 3 1/2 inches in diameter within 3 feet of the location of any end-bent piling. 120-7.3 Materials Used at Pipes, Culverts, etc.: Construct embankments over and around pipes, culverts, and bridge foundations with selected materials. 120-8 Embankment Construction. 120-8.1 General: Construct embankments in sections of not less than 300 feet in length or for the full length of the embankment. Perform work in accordance with an approved Quality Control Plan meeting the requirements of 6-8. 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, bike/shared use paths, and sidewalks areas, a LOT is defined as 2,000 feet or one Day's Production, whichever is greater. Isolated compaction operations will be considered as separate LOTS. For multiple phase construction, a LOT shall not extend beyond the limits of the phase. 120-8.2 Dry Fill Method: 120-8.2.1 General: Construct embankments to meet compaction requirements in Article 120-9 and in accordance with the acceptance program requirements in 120-10. Restrict the compacted thickness of the last embankment lift to 6 inches maximum. 120-8.2.1.1 For A-3, and A-2-4 Materials with up to 15% fines: Construct the embankment in successive layers with lifts up to a maximum compacted thickness of 12 inches. Ensure the percentage of fines passing the No. 200 US Standard sieve in the A-2-4 material does not exceed 15%. 120-8.2.1.2 For A-1, Plastic materials (As designated in Design Standard Index 505) and A-2-4 Materials with greater than 15%o fines: Construct the embankment in successive layers with lifts up to a maximum compacted thickness of 6 inches. Alternately, for A-1, Plastic material and A-2-4 Materials with greater than 15% fines, construct embankments using thick lift construction in successive layers of not more than 12 inches compacted thickness, after having demonstrated with a successful test section, the possession and control of compacting equipment sufficient to achieve density required by 120-10.2 for the full depth of a thicker lift, and if the Engineer approves the compaction effort. Notify the Engineer prior to beginning construction of a test section. Construct a test section of the length of one full LOT. Perform five QC tests at random locations within the test section. All five QC tests and a Department Verification test must meet the density required by 120-10.2. -48- Identify the test section with the compaction effort and soil classification in the Density Log Book. In case of a change in compaction effort or soil classification, failing QC test or when the QC tests cannot be verified, 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. As far as practicable, distribute traffic over the work during the construction of embankments so as to cover the maximum area of the surface of each layer. Construct embankment in the dry whenever normal dewatering equipment and methods can accomplish the needed dewatering. 120-8.2.1.3 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 on low swampy ground in accordance with 120-9.2.3. 120-8.2.2 Placing in Unstable Areas: Where depositing the material in water, or on 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 120-9.2.2 and 120-9.2.4. 120-8.2.3 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. 120-8.2.4 Placing Outside Standard Minimum Slope: Where material that is unsuitable for normal embankment construction is to be used in the embankment outside the standard minimum slope (approximately one to two), 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. 120-8.3 Hydraulic Method: 120-8.3.1 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 rehandled, or moved and placed in its final position by any other method, as specified in 120-9.2. The Contractor may use baffles or any form of construction he may select provided the slopes of the embankments are not steeper than indicated in the plans. Remove all timber used for -49- temporary bulkheads or baffles from the embankment, and fill and thoroughly compact the holes thus formed. When placing fill on submerged land, construct dikes prior to beginning of dredging, and maintain the dikes throughout the dredging operation. 120-8.3.2 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. 120-8.3.3 Protection of Openings in Embankment: Leave 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. 120-8.4 Reclaimed Asphalt Pavement (RAP) Method: 120-8.4.1 General: Use only RAP material: 1) stored at facilities with an approved Florida Department of Environmental Protection Stormwater permit; or, 2) transferred directly from a milling project to the Department project. Certify the source if RAP material is from an identifiable Department project. Do not use RAP material in the following areas: 1) Construction areas that are below the seasonal high groundwater table elevation; or 2) MSE Wall backfill. Prior to placement, submit documentation to the Engineer for his approval, outlining the proposed location of the RAP material. 120-8.4.2 Soil and RAP Mixture: Place the RAP material at the location and spread uniformly, using approved methods to obtain a maximum layer thickness of 4 inches. Mix this 4 inches maximum layer of RAP with a loose soil layer of 8 to 10 inches thickness. After mixing, meet all Embankment Utilization requirements of Index 505 for the location used. Do not mix RAP in the uppermost 12 inches in order to comply with 120-8.2.1. The total RAP and other embankment material shall not exceed 12 inches per lift after mixing and compaction if the contractor can demonstrate that the density of the mixture can be achieved. Perform mixing using rotary tillers or other equipment meeting the approval of the Engineer. The Engineer will determine the order in which to spread the two materials. Mix both materials to the full depth. Ensure that the finished layer will have the thickness and shape required by the typical section. Demonstrate the feasibility of this construction method by successfully completing a 500-foot-long test section. For embankment construction, meet the requirements of 120-8. For compaction requirements of the soil and RAP mixture, meet the requirements of 120-9. 120-8.4.3 Alternate Soil and RAP Layer Construction: As an alternate to 120-8.4.2 construct soil and RAP in alternate layers. Use soil with a minimum LBR value of 40 to prevent failure during compaction of the overlying RAP layer. Alternate compacted lifts of RAP layer and soil layer, each with a six-inch-maximum thickness. Demonstrate this construction method by successfully completing a 500-foot-long test section. For compaction requirements of both soil and RAP, meet the requirements of 120-9.120-9 Compaction Requirements. 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 to attain the specified density, add water to the material, or lower the moisture content by manipulating the material or allowing it to dry, as is appropriate. -50- 120-9.2 Compaction of Embankments: 120-9.2.1 General: 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. 120-9.2.2 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 120-8.2.2), compact the top 6 inches (compacted thickness) of such layer to the density as specified in 120-10.2. 120-9.2.3 Compaction Where Plastic Material Has Been Removed: Where unsuitable material is removed and the remaining surface is of the A-4, A-5, A-6, or A-7 Soil Groups (see 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. 120-9.2.4 Compaction of Material To Be Used In Base, Pavement, or Stabilized Areas: Do not compact embankment material which will be incorporated into a pavement, base course, or stabilized subgrade, to be constructed as a part of the same Contract. 120-9.2.5 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 directed. 120-9.2.6 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 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 125-9.2. 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 125-9.2. 120-9.4 Compaction of Subgrade: If the plans do not provide for stabilizing, compact the subgrade (as defined in 1-3) in both cuts and fills, to the density specified in 120-10.2. For undisturbed soils, do not apply density requirements where constructing narrow widening strips or paved shoulders 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 General Requirements: -51- 120-10.1.1 Initial Equipment Comparison: Before initial production, perform a comparison test using the Quality Control, Verifications and Independent Assurance gauges. Unless the Engineer instructs, do not perform the initial equipment comparison more than once per project. When comparing the computed dry density of one nuclear gauge to a second gauge, ensure that the difference between the two computed dry densities does not exceed 2 lb/ft3 between gauges from the same manufacturer, and 3 lb/ft3 between gauges from different manufacturers. Repair or replace any Quality Control gauge that does not compare favorably with the IA gauge. Perform a comparison analysis between the Quality Control nuclear gauge and the Verification nuclear gauge any time a nuclear gauge or repaired nuclear gauge is first brought to the project. Repair and replace any Quality Control gauge that does not compare favorably with the Verification gauge at any time during the remainder of the project. Calibrate all Quality Control gauges annually. 120-10.1.2 Initial Production Lot: Before construction of any other LOT, prepare a 500-foot initial control section consisting of one full LOT in accordance with the approved Quality Control Plan for the project. Notify the Engineer at least 24 hours prior to production of the initial control section. Perform all QC tests required in 120-10.1.4. When the initial Quality Control test results pass specifications, the Engineer will perform a Verification test to verify compliance with the specifications. Do not begin constructing another LOT until successfully completing the initial production LOT. The Engineer will notify the Contractor of the initial production lot approval within three working days after receiving the Contractor's Quality Control data when test results meet the following conditions: Quality Control tests must meet the specifications. Verification test must meet the specifications. Difference between Quality Control and Verification computed Dry Density results shall meet the requirements of 120-10.1.1. If Verification test result fails the density requirements of 120-10.2, correct the areas of non-compliance. The Quality Control and Verification tests will then be repeated. The Engineer will reject the Contractor's Quality Control Plan after three unsuccessful Verification attempts. Submit a revised Quality Control Plan to the Engineer for approval. 120-10.1.3 Density over 105%: When a QC computed dry density results in a value greater than 105% of the applicable Proctor maximum dry density, the Engineer will perform an Independent Verification density test within 5 feet. If the Independent Verification density results in a value greater than 105%, the Engineer will investigate the compaction methods, examine the applicable Standard Proctor Maximum Density and material description. The Engineer may collect and test an Independent Verification Standard Proctor Maximum Density sample for acceptance in accordance with the criteria of 120-10.2. 120-10.1.4 Quality Control Tests: 120-10.1.4.1 Standard Proctor Maximum Density Determination: Determine the Quality Control standard Proctor maximum density and optimum moisture content by sampling and testing the material in accordance with the specified test method listed in 120-10.2. -52- 120-10.1.4.2 Density Testing Requirements: Ensure compliance to the requirements of 120-10.2 by Nuclear Density testing in accordance with FM 1-T 238. Determine the in-place moisture content for each density test. Use Florida Method FM 1-T 238, 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) for moisture determination. 120-10.1.4.3 Soil Classification: Perform soil classification tests on the sample collected in 120-10.1.4.1, in accordance with AASHTO T-88. Classify soils in accordance with AASHTO M-145 in order to determine compliance with embankment utilization requirements. Unless required by the Engineer, do not test or classify materials for stabilized subgrade or base. 120-10.1.5 Department Verification: The Engineer will conduct a Verification test(s) in order to accept all materials and work associated with 120-10.1.4. The Engineer will verify the Quality Control results if they meet the Verification Comparison Criteria, otherwise the Engineer will implement Resolution procedures. The Engineer will select test locations, including Station, Offset, and Lift, using a Random Number generator based on the Lots under consideration. Each Verification test evaluates all work represented by the Quality Control testing completed in those LOTS. In addition to the Verification testing, the Engineer may perform additional Independent Verification (IV) testing. The Engineer will evaluate and act upon the IV test results in the same manner as Verification test results. When the project requires less than four Quality Control tests per material type, the Engineer reserves the right to accept the materials and work through visual inspection. 120-10.1.6 Reduced Testing Frequency: When no Resolution testing is required for 12 consecutive verified LOTs, or if required, the QC test data was upheld, reduce the QC density testing to one test every two LOTs by identifying the substantiating tests in the Density Log Book and notifying the Engineer in writing prior to starting reduced frequency of testing. Generate random numbers based on the two LOTS under consideration. When Quality Control test frequency is reduced to one every two LOTs, obtain the Engineer's approval to place more than one LOT over an untested LOT. Assure similar compaction efforts for the untested LOTS. If the Verification test fails, and Quality Control test data is not upheld by Resolution testing, the Quality Control testing will revert to the original frequency of one Quality Control test per LOT. Do not apply reduced testing frequency in construction of shoulder-only areas, bike/shared use paths and sidewalks. 120-10.2 Acceptance Criteria: Obtain a minimum Quality Control (QC) density of 100% of the standard Proctor maximum density as determined by AASHTO T 99, Method C, with the following exceptions: 1) embankment constructed by the hydraulic method as specified in 120-8.3; 2) material placed outside the standard minimum slope as specified in 120-8.2.4; and 3) other areas specifically excluded herein. 120-10.3 Additional Requirements: -53- 120-10.3.1 Frequency: Conduct QC sampling and testing at a minimum frequency listed in the table below. The Engineer will perform Verification sampling and tests at a minimum frequency listed in the table below. Verification of Test Name Quality Control Verification Shoulder-Only Areas, Bike/Shared Use Paths, and Sidewalks Standard Proctor One per soil type One per soil type Maximum Density One er soil type One per four LOTS and for wet One per two LOTs Density One per LOT conditions, the first lift not affected by water One per Standard One per Standard One per Standard Soil Classification Proctor Maximum Proctor Maximum Proctor Maximum Density Density Density 120-10.3.2 Test Selection and Reporting: Determine test locations including Stations and offsets, using the random number generator approved by the Engineer. Do not use note pads or work sheets to record data for later transfer to the Density Log Book. Notify the Engineer upon successful completion of Quality Control testing on each LOT. 120-10.4 Verification Comparison Criteria and Resolution Procedures: 120-10.4.1 Standard Proctor Maximum Density Determination: The Engineer will verify the Quality Control results if the results compare within 4.5 lb/ft3 of the Verification test result. Otherwise, the Engineer will take one additional sample of material from the soil type in question. The State Materials Office or an AASHTO accredited laboratory designated by the State Materials Office will perform. Resolution testing. The material will be sampled and tested in accordance with AASHTO T 99, Method C. The Engineer will compare the Resolution Test results with the Quality Control test results. If all Resolution Test results are within 4.5 lb/ft of the corresponding Quality Control test results, the Engineer will use the Quality Control test results for material acceptance purposes for each LOT with that soil type. If the Resolution Test result is not within 4.5 lb/ft3 of the Contractor's Quality Control test, the Verification Test result will be used for material acceptance purposes. 120-10.4.2 Density Testing: When a Verification or Independent Verification density test fails the Acceptance Criteria, retest the site within a 5 feet radius and the following actions will be taken: 1. If the Quality Control retest meets the Acceptance Criteria and meets the 120-10.1.1 criteria when compared with the Verification or Independent Verification test, the Engineer will accept those LOTS. -54- 2. If the Quality Control retest does not meet the Acceptance Criteria and compares favorably with the Verification or Independent Verification test, rework and retest the LOT. The Engineer will re-verify those LOTs. 3. If the Quality Control retest and the Verification or Independent Verification test do not compare favorably, complete a new comparison analysis as defined in 120- 10. 1. 1. Once acceptable comparison is achieved, retest the LOTs. The Engineer will perform new verification testing. Acceptance testing will not begin on a new LOT until the Contractor has a gauge that meets the comparison requirements. Record Quality Control test results in the density log book on approved Department forms provided by the Engineer. Submit the original, completed density log book to the Engineer at final acceptance. 120-10.4.3 Soil Classification: The Engineer will verify the Quality Control results if the Verification results identify matching soil classifications. Otherwise, the Engineer will take one additional sample of material from the soil type in question. The State Materials Office or an AASHTO accredited laboratory designated by the State Materials Office will perform Resolution testing. The material will be sampled and tested in accordance with AASHTO T 88. The Engineer will compare the Resolution Test results with the Quality Control test results. If the Resolution test matches the Quality Control classification, the Engineer will use the Quality Control classification for material acceptance purposes. If the Resolution Test result does not match the Contractor's Quality Control classification, the Verification Test result will be used for material acceptance purposes. 120-11 Maintenance and Protection of Work. While construction is in progress, maintain adequate drainage for the roadbed at all times. Maintain a shoulder at least 3 feet wide adjacent to all pavement or base construction in order to provide support for the edges. Maintain 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, at no expense to the Department, except as otherwise provided herein, any slides, washouts, settlement, subsidence, or other mishap which may occur prior to final acceptance of the work. Perform maintenance and protection of earthwork construction in accordance with Section 104. Maintain all channels excavated as a part of the Contract work against natural shoaling or other encroachments to the lines, grades, and cross-sections 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, grades, and cross-sections shown in the plans. In final shaping of the surface of earthwork, maintain a tolerance of 0.3 foot above or below the plan cross- section with the following exceptions: 1. Shape the surface of shoulders to within 0.1 foot of the plan cross- section. structures, etc. 2. Shape the earthwork to match adjacent pavement, curb, sidewalk, -55- 3. Shape the bottom of ditches so that the ditch impounds no water. 4. 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 cross-section. 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 General: When payment for excavation is on a volumetric basis, the quantity to be paid for will be the 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, unless otherwise specified under the provisions for individual items. Where Subsoil Excavation extends outside the lines shown in the plans or authorized by the Engineer including allowable tolerances, and the space is backfilled with material obtained in additional authorized roadway or borrow excavation, the net fill, plus shrinkage allowance, will be deducted from the quantity of Roadway Excavation or Borrow Excavation to be paid for, as applicable. The quantity of all material washed, blown, or placed beyond the authorized roadway cross-section will be determined by the Engineer and will be deducted from the quantity of Roadway Excavation or Borrow Excavation to be paid for, as applicable. Subsoil Excavation that extends outside the lines shown in the plans or authorized by the Engineer including allowable tolerances will be deducted from the quantity to be paid for as Subsoil Excavation. 120-13.2 Roadway Excavation: The measurement will include only the net volume of material excavated between the original ground surface and the surface of the completed earthwork, except that the measurement will also include all unavoidable slides which may occur in connection with excavation classified as Roadway Excavation. The pay quantity will be the plan quantity provided that the excavation was accomplished in substantial compliance with the plan dimensions and subject to the provisions of 9-3.2 and 9-3.4. On designated 3-R Projects, Regular Excavation will be paid for at the Contract lump sum price provided that the excavation was accomplished in substantial compliance with the plan dimension. 120-13.3 Borrow Excavation: 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. If measurement is made in vehicles, level the material to facilitate accurate measurement. -56- Unsuitable material excavated from borrow pits where truck measurement is provided for and from any borrow pits furnished by the Contractor, will not be included in the quantity of excavation to be paid for. 120-13.4 Lateral Ditch Excavation: The measurement will include only material excavated within the lines and grades indicated in the plans or as directed by the Engineer. The measurement will include the full station-to-station length shown in the plans or directed by the Engineer and acceptably completed. Excavation included for payment under Section 125 will not be included in this measurement. The pay quantity will be the plan quantity provided that the excavation was accomplished in substantial compliance with the plan dimensions and subject to the provisions of 9-3.2 and 9-3.4. 120-13.5 Channel Excavation: The measurement will include only material excavated within the lines and grades indicated in the plans or in accordance with authorized plan changes. The measurement will include the full station-to-station length shown in the plans including any authorized changes thereto. If shoaling occurs subsequent to excavation of a channel and the Engineer authorized the shoaled material to remain in place, the volume of any such material remaining within the limits of channel excavation shown in the plans will be deducted from the measured quantity of Channel Excavation. 120-13.6 Subsoil Excavation: The measurement will include only material excavated within the lines and grades indicated in the plans (including the tolerance permitted therefore) or as directed by the Engineer. When no item for Subsoil Excavation is shown in the proposal but Subsoil Excavation is subsequently determined to be necessary, such unanticipated Subsoil Excavation will be paid for as provided in 4-4. 120-13.7 Embankment: The quantity will be at the plan quantity. Where payment for embankment is not to be included in the payment for the excavation, and is to be paid for on a cubic yard basis for the item of Embankment, the plan quantities to be paid for will be calculated by the method of average end areas unless the Engineer determines that another method of calculation will provide a more accurate result. The measurement will include only material actually placed above the original ground line, within the lines and grades indicated in the plans or directed by the Engineer. The length used in the computations will be the station-to-station length actually constructed. The original ground line used in the computations will be as determined prior to placing of embankment subject to the provisions of 9-3.2, and no allowance will be made for subsidence of material below the surface of the original ground. If there are authorized changes in plan dimensions or if errors in plan quantities are detected, plan quantity will be adjusted as provided in 9-3.2. Where the work includes excavation of unsuitable material below the finished grading template or original ground line, whichever is lower as defined in 120-3.3, the original ground line is defined as the surface prior to beginning excavation, except that this surface is not outside the permissible tolerance of lines and grades for Subsoil Excavation as indicated in the plans or as directed by the Engineer. Any overrun or underrun of plan quantity for Subsoil Excavation which results in a corresponding -57- increase or decrease in embankment will be considered as an authorized plan change for adjustment purposes as defined in 9-3.2.2. No payment will be made for embankment material used to replace unsuitable material excavated beyond the lines and grades shown in the plans or ordered by the Engineer. In no case will payment be made for material allowed to run out of the embankment on a flatter slope than indicated on the cross-section. The Contractor shall make his own estimate on the volume of material actually required to obtain the pay section. 120-14 Basis of Payment. 120-14.1 General: Prices and payments for the various work items included in this Section will be full compensation for all work described herein, including excavating, dredging, hauling, placing, and compacting; dressing the surface of the earthwork; maintaining and protecting the complete earthwork; and hauling. The Department will not allow extra compensation for any rehandling of materials. The Department will compensate for the cost of grassing or other permanent erosion control measures directed by the Engineer as provided in the Contract for similar items of roadway work. 120-14.2 Excavation: 120-14.2.1 Items of Payment: When no classification of material is indicated in the plans, and bids are taken only on Regular Excavation, the total quantity of all excavation specified under this Section will be paid for at the Contract unit price for Regular Excavation. When separate classifications of excavation are shown in the proposal, the quantities of each of the various classes of materials so shown will be paid for at the Contract unit prices per cubic yard for Regular Excavation, Lateral Ditch Excavation, Subsoil Excavation, and Channel Excavation, as applicable, and any of such classifications not so shown will be included under the item of Regular Excavation (except that if there is a classification for Lateral Ditch Excavation shown and there is no classification for Channel Excavation, any channel excavation will be included under the item of Lateral Ditch Excavation). As an exception, on designated Projects, Regular Excavation will be paid for at the Contract lump sum price. 120-14.2.2 Basic Work Included in Payments: Prices and payments will be full compensation for all work described under this Section, except for any excavation, or embankment which is specified to be included for payment under other items. Such prices and payments will include hauling; any rehandling that may be necessary to accomplish final disposal as shown in the plans; the dressing of shoulders, ditches and slopes; removal of trash, vegetation, etc., from the previously graded roadway where no item for clearing and grubbing is shown in the plans; and compacting as required. 120-14.2.3 Additional Depth of Subsoil Excavation: Where Subsoil Excavation is made to a depth of 0 to 5 feet below the depth shown on the Contract plans, such excavation will be paid for at the unit price bid. Where Subsoil Excavation is made to a depth greater than 5 feet, and up to 15 feet, deeper than the depth shown on the Contract plans, such excavation will be paid for at the unit price bid plus 25% of such unit price. Additional extra depth, -58- more than 15 feet below such plan depth, will be considered as a change in the character of the work and will be paid for as Unforeseeable Work. Where no subsoil excavation is shown in a particular location on the original plans, payment for extra depth of subsoil will begin 5 feet below the lowest elevation on the grading template. 120-14.2.4 Borrow Excavation: When the item of Borrow Excavation is included in the Contract, price and payment will also include the cost of furnishing the borrow areas and any necessary clearing and grubbing thereof, the removal of unsuitable material that it is necessary to excavate in order to obtain suitable borrow material, and also the costs incurred in complying with the provisions of 120-6.3. 120-14.2.5 Materials Excluded from Payment for the Excavation: No payment as excavation will be made for any excavation covered for payment under the item of Embankment. 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; except that, in the operations of roadway excavation, all slides and falls of insecure masses of material beyond the regular slopes and not due to lack of precaution on the part of the Contractor will be paid for at the Contract unit price for the material involved. The removal of slides and falls of material classified as Lateral Ditch Excavation or as Subsoil Excavation will not be paid for separately, but will be included in the Contract unit price for the pay quantity of these materials, measured as provided in 120-14. 120-14.3 Embankment: 120-14.3.1 General: Price and payment will be full compensation for all work specified in this Section, including all material for constructing the embankment; all excavating, dredging, pumping, placing and compacting of material for constructing the embankment complete; dressing of the surface of the roadway, maintenance and protection of the completed earthwork, and the removal of rubbish, vegetation, etc., from the roadway, where no clearing and grubbing of the area is specified in the plans. Also, such price and payment, in each case, will specifically include all costs of any roadway, lateral ditch, or channel excavation, unless such excavation is specifically shown to be paid for separately, regardless of whether the materials are utilized in the embankment. 120-14.3.2 Excluded Material: No payment will be made for the removal of muck or overburden from the dredging or borrow areas. No payment will be made for embankment material used to replace muck or other unsuitable material excavated beyond the lines and grades shown in the plans or ordered by the Engineer. 120-14.3.3 Clearing and Grubbing: No payment will be made for any clearing and grubbing of the borrow or dredging areas. Where no clearing and grubbing of such areas is specified in the plans, the cost of any necessary clearing and grubbing will be included in the Contract unit or lump sum price for Embankment. 120-14.3.4 Cost of Permits, Rights, and Waivers: Where the Contractor provides borrow or dredging areas of his own choosing, the cost of securing the necessary permits, rights or waivers will be included in the Contract price for Embankment. 120-14.4 Payment Items: Payment will be made under: -59- Item No. 120- 1- Item No. 120- 2- Item No. 120- 3- Item No. 120- 4- Item No. 120- 5- Item No. 120- 6- Item No. 120- 71- Regular Excavation - per cubic yard. Borrow Excavation - per cubic yard. Lateral Ditch Excavation - per cubic yard. Subsoil Excavation - per cubic yard. Channel Excavation - per cubic yard. Embankment - per cubic yard. Regular Excavation (3-R Projects) - lump sum. 125 EXCAVATION FOR STRUCTURES AND PIPE. (REV 10-16-07) (FA 10-30-07) (7-08) SECTION 125 (Pagesl74-184) is deleted and the following substituted: SECTION 125 EXCAVATION FOR STRUCTURES AND PIPE 125-1 Description. Excavate for bridge foundations, box culverts, pipe culverts, storm sewers and all other pipe lines, retaining walls, headwalls for pipe culverts and drains, catch basins, drop inlets, manholes, and similar structures. Construct and remove cofferdams, sheeting, bracing, etc.; pump or otherwise dewater foundations; remove and dispose of any existing structures or portions of structures not covered by other items in the Contract, including foundations, abutments, piers, wings, and all other materials, obstructions, etc., found necessary to clear the site for the proposed work; backfill, dispose of surplus material, and perform final cleaning, as may be necessary for the proper execution of the work. This Section does not include excavation for bases or pavements, curbs, curb and gutter, valley gutter, ditch pavement, or rubble gutter. Perform work in accordance with an approved Quality Control Plan meeting the requirements of 6-8. 125-1.1 Trench Excavation Safety System and Shoring, Special (Trench Excavation): When performing trench excavation in excess of 5 feet in depth, comply with the Occupational Safety and Health Administration's (OSHA) trench safety standards, 29 C.F.R., s. 1926.650, Subpart P, and all subsequent revisions or updates adopted by the Department of Labor and Employment Security. Ensure that trench boxes are wide enough to accommodate compaction and density testing. Submission of bid and subsequent execution of the Contract will serve as certification that all trench excavation in excess of 5 feet in depth will be in compliance with Section 553.62, Florida Statutes. Consider all available geotechnical information available when designing the trench excavation safety system. Consider these and any more stringent trench safety standards as minimum Contract requirements. 125-2 Classification. Consider all materials excavated as unclassified and as excavation regardless of the material encountered. -60- 125-3 Cofferdams. 125-3.1 Construction: 125-3.1.1 Methods: Construct all foundations by open excavation, and shore, brace, or protect the foundation openings with cofferdams. Provide cofferdams or cribs for foundation construction below the bottom of the footings. Provide sufficient clearance in the cofferdam interiors to permit construction of forms and inspection of their exteriors, and for pumping equipment. 125-3.1.2 Protection of Concrete: Construct cofferdams to protect green concrete against damage from a sudden rising of the water and to prevent damage by erosion. Do not leave timber or bracing in cofferdams or cribs that extend into the substructure masonry except where permitted in writing by the Engineer. 125-3.1.3 Placing in the Dry: For placing footings in the dry, the Engineer may require cofferdam sheeting to be driven to an elevation 6 feet below the elevation of the bottom of the footings and require sufficient pumping equipment to dewater and maintain the cofferdam in a comparatively dry condition. 125-3.1.4 Working Drawings: For substructure work, submit drawings showing the proposed method of cofferdam construction and other details left to choice or not fully shown on the plans. Obtain the Engineer's approval of the type and clearance of cofferdams, insofar as such details affect the character of the finished work. For other details of design that do not affect the character of the finished work, assume responsibility for the successful construction of the work. Retain a Professional Engineer, registered in the State of Florida, to prepare the above construction drawing, and keep a signed and sealed copy on hand at the site at all times. On completion of the work, furnish the Department with as-built drawings on permanent reproducible material as noted in 5-1.4.1. 125-3.2 Removal: Unless otherwise provided, remove cofferdams or cribs, with all sheeting and bracing, after completion of the substructure without disturbing or marring the finished masonry. 125-4 Excavation. 125-4.1 Requirements for all Excavation: Excavate foundation pits to permit the placing of the full widths and lengths of footings shown in the plans, with full horizontal beds. Do not round or undercut corners or edges of footings. Perform all excavation to foundation materials, satisfactory to the Engineer, regardless of the elevation shown on the plans. Perform all excavation in stream beds to a depth at least 4 feet below the permanent bed of the stream, unless a firm footing can be established on solid rock before such depth is reached, and excavate to such additional depth as may be necessary to eliminate any danger of undermining. Wherever rock bottom is secured, excavate in such manner as to allow the solid rock to be exposed and prepared in horizontal beds for receiving the masonry. Remove all loose and disintegrated rock or thin strata. Have the Engineer inspect and approve all foundation excavations prior to placing masonry. 125-4.2 Earth Excavation: 125-4.2.1 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 -61- Engineer may require excavation to a greater depth and to backfill to grade with approved material. 125-4.2.2 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. 125-4.2.3 Removal of Obstructions: Remove boulders, logs, or any unforeseen obstacles encountered in excavating. Compensation will be in accordance with the requirements of 4-3.4. 125-4.3 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. 125-4.4 Pipe Trench Excavation: Excavate trenches for pipe culverts and storm sewers 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 125-8.3.2.2, 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 pipe lines 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. 125-5 Preservation of Channel. 125-5.1 General: Unless shown on the plans, do not excavate outside of caissons, cribs, cofferdams, or sheet piling, and do not disturb the natural stream bed adjacent to the structure. If excavating or dredging at the site of the structure before sinking caissons, cribs, or cofferdams, complete the foundation and backfill all such excavations to the original ground surface or other required elevation, with material satisfactory to the Engineer. 125-5.2 Removal of Excavated Materials: Do not allow materials that are deposited adjacent to the stream area to infiltrate the water areas. Leave the stream in its original condition. -62- 125-6 Disposal of Surplus. Use suitable excavated materials for backfilling over or around the structure. Dispose of unsuitable materials. Meet the disposal requirements pertaining to water pollution contained in Section 104 and in 7-1.1. 125-7 Pumping. Pump from the interior of any foundation enclosure in such manner as to preclude the possibility of any portion of the concrete materials being carried away. Do not pump while placing concrete, or for a period of at least 24 hours thereafter, unless using a suitable pump separated from the concrete work by a watertight wall. 125-8 Backfilling. 125-8.1 General Requirements for Structures and Pipe: 125-8.1.1 General: Backfill 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 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 compactive effort is applied. Same compactive 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 phase backfill, a LOT shall not extend beyond the limits of the phase. When placing backfill within trench box each lift of backfill is considered a LOT. Placement of backfill within 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. 125-8.1.2 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. 125-8.1.3 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. Use only material accepted by the Engineer. 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. 125-8.1.4 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 on the Design Standards as the elevation for undercutting of A-7 material. 125-8.1.5 Time of Placing Backfill: Do not place backfill against any masonry or concrete abutment, wingwall, or culvert until the Engineer has given -63- 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. 125-8.1.6 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 and 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. The Contractor may elect to place material in thicker lifts of no more than 12 inches compacted thickness above the Soil Envelope if he can demonstrate with a successful test section that density can be achieved. Notify the Engineer prior to beginning construction of a test section. Construct a test section of the length of one LOT. Perform five QC tests at random locations within the test section. All five tests must meet the density required by 125-9.2 and be verified by the Department. Identify the test section with the compaction effort and soil classification in the Logbook. In case of a change in compaction effort or soil classification, construct a new test section. When a QC test fails the requirements of 125-9.2 or when the QC tests cannot be verified, construct a new test section. The Contractor may elect to place material in 6 inches compacted thickness at any time. 125-8.2 Additional Requirements for Structures Other than Pipe: 125-8.2.1 Density: Where the backfill material is deposited in water, obtain a 12 inch layer of comparatively dry material, thoroughly compacted by tamping, before verifying the layer and density requirements. Meet the requirements of 125-9.2 125-8.2.2 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. 125-8.2.3 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 int. 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. 125-8.2.4 Culverts and Piers: Backfill around culverts and piers on both sides simultaneously to approximately the same elevation. 125-8.2.5 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. 125-8.3 Additional Requirements for Pipe 15 Inches Inside Diameter or Greater: 125-8.3.1 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. -64- 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 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. 125-8.3.2 Material: 125-8.3.2.1 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. 125-8.3.2.2 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. 125-8.3.2.3 Top Zone: Backfill the area of the trench above the soil envelope of the pipe with materials allowed on Design Standard, Index No. 505. 125-8.3.3 Compaction: 125-8.3.3.1 Lowest Zone: Compact the soil in the Lowest Zone to approximately match the density of the soil in which the trench was cut. 125-8.3.3.2 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). 125-8.3.3.3 Cover Zone: Before placing the Cover Zone material, lay pipe according to Section 430. Excavate for pipe bells before laying pipe. 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 in 125-9.2. 125-8.3.3.4 Top Zone: Place the material in layers not to exceed 12 inches in compacted thickness. Meet the requirements of the density Acceptance Criteria. 125-8.3.4 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. The Department will pay for any select material which is not available from the grading as Unforeseeable Work. The Department will not pay for select material that might be used by the Contractor for his own convenience instead of dewatering. -65- The Department will permit the use of granular material 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 Department will permit the use of coarse aggregate below the elevation at which mechanical tampers would be effective. Use coarse aggregate as specified in Section 901 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 a layer of Type D-4 filter fabric, as specified on Design Standard, Index No. 199. Do not place coarse aggregate within 4 feet of the ends of the trench or ditch. Use normally accepted backfill material at the ends. 125-9 Acceptance Program. 125-9.1 General Requirements: Meet the requirements of 120-10, except replace the requirements of 120-10.2 with 125-9.2. 125-9.1.1 Reduced Testing Frequency: When no Resolution testing is required for 6 consecutive LOTS, or if required, the Quality Control test data was upheld, reduce the Quality Control density testing to one test every two Lots by identifying the substantiating tests in the Density Log Book and notifying the Engineer in writing prior to starting reduced frequency of testing. Generate random numbers based on the two LOTs under consideration. When Quality Control test frequency is reduced to one every two LOTS, obtain the Engineer's approval to place more than one LOT over an untested LOT. Assure similar compaction efforts for the untested sections. If the Verification test fails, and Quality Control test data is not upheld by Resolution testing the Quality Control testing will revert to the original frequency. 125-9.2 Acceptance Criteria: 125-9.2.1 Density: Obtain a minimum Quality Control (QC) density in any LOT of 100% of the Standard Proctor maximum density as determined by AASHTO T 99, Method C, or the requirements of 125-8.3.3.1 when applicable. For metal and plastic pipe, compact the backfill in the cover zone to a density of at least 95% of the Standard Proctor maximum density as determined by AASHTO T 99, Method C. 125-9.2.2 Exceptions to Structures and Pipe Density Requirements: Compact the backfill to a firmness approximately equal to that of the soil next to the pipe trench in locations outside the plane described by a two (horizontal) to one (vertical) slope downward from the roadway shoulder line or the back of curb as applicable. Apply 125-9.2.1 when compacting side-drain pipe backfill under driveways serving a property that is not a single residential lot. 125-9.3 Additional Requirements: 125-9.3.1 Frequency: Conduct QC Standard Proctor maximum density sampling and testing at a minimum frequency of one test per soil type. The Verification test will be at a minimum of one test per soil type: Test Name Quality Control Verification -66- Standard Proctor Maximum Density One per soil type One per soil type One per four consecutive Density One per LOT LOTS and for wet conditions, the first lift not affected b water One per Standard Proctor One per Standard Proctor Soil Classification Maximum density Maximum density 125-10 Verification Comparison Criteria and Resolution Procedures: 125-10.1 Standard Proctor Maximum Density Determination: The Engineer will verify the Quality Control results if the results compare within 4.5 PCF of the Verification test result. Otherwise, the Engineer will take one additional sample of material from the soil type in question. The State Materials Office or an AASHTO accredited laboratory designated by the State Materials Office will perform Resolution testing. The material will be sampled and tested in accordance with AASHTO T 99, Method C. The Engineer will compare the Resolution test result with the Quality Control test results. If the Resolution test result is within 4.5 PCF of the corresponding Quality Control test results, the Engineer will use the Quality Control test results for material acceptance purposes for each LOT with that soil type. If the Resolution Test result is not within 4.5 PCF of the Contractor's Quality Control test, the Verification Test result will be used for material acceptance purposes. 125-10.2 Density Testing: When a Verification or Independent Verification density test fails the Acceptance Criteria, retest the site within a 5 feet radius and the following actions will be taken: 1. If the Quality Control retest meets the Acceptance Criteria and compares favorably with the Verification or Independent Verification test, the Engineer will accept those LOTs. 2. If the Quality Control retest does not meet the Acceptance Criteria and compares favorably with the Verification or Independent Verification test, rework and retest the LOT. The Engineer will re-verify those LOTs. 3. If the Quality Control retest and the Verification or Independent Verification test do not compare favorably, complete a new equipment-comparison analysis as defined in 120-10.1.2. Once acceptable comparison is achieved, retest the LOTS. The Engineer will perform new verification testing. Acceptance testing will not begin on a new LOT until the Contractor has a gauge that meets the comparison requirements. 125-10.3 Soil Classification: Meet the requirements of 120-10.4.3. 125-11 Site Restoration. Wherever the existing site is disturbed solely for the purpose of constructing or removing box culverts, pipe culverts, storm sewers, inlets, manholes, etc., completely replace and restore the site to the Engineer's satisfaction, without additional compensation. -67- 125-12 Cleaning Up. Upon completion of the work, leave the structure and all adjacent areas in a neat and presentable condition, clear up all temporary structures, rubbish and surplus materials and leave the space under the structure unobstructed and in such shape that drift will not collect nor scour or be induced. Pile all material from existing structures that have been removed neatly on the bank, unless otherwise directed by the Engineer. Pull false work piling unless the Engineer permits it to be cut or broken off in which case it will be cut or broken off at least 2 feet below the ground line or stream bed. 125-13 Method of Measurement. When direct payment for Excavation for Structures is provided in the proposal, and such payment is on a unit basis, such excavation will be measured in its original position by the cross-section method to determine the amount of material. The cubic yard volume of excavation used as a basis of payment will then be that material actually removed below the original ground line or stream bed, but not including that shown on the plans to be paid for either as Regular Excavation, Subsoil Excavation, Lateral Ditch Excavation or Channel Excavation, or which is included in the item for Grading, and except that no payment will be made for material removed in excavating for footings or foundations outside of an area which is bounded by vertical planes 12 inches outside of the limits of the footing and parallel thereto. For pipe trenches the width used to be in the calculation shall be the diameter of the pipe, plus 24 inches. 125-14 Basis of Payment. 125-14.1 When No Direct Payment Provided: When direct payment for Excavation for Structures is not provided for in the proposal, all work specified in this Section, other than as specified in 125-14.3 through 125-14.7, shall be included in the Contract price for the concrete or for other items covering the applicable structure. 125-14.2 Direct Payment: When direct payment for work under this Section is provided, the Contract price per cubic yard (measured as provided in 125-13), as shown in the proposal, shall be full compensation for all the work specified in this Section, except such work as is specifically stipulated to be paid for separately, in 125-14.3 through 125-14.7. 125-14.3 Excavation Below Plan Grade: When excavation of material below plan grade is called for in the plans or authorized by the Engineer, and payment for Excavation for Structures is on a cubic yard basis, the material excavated below plan grade will be included in the measurement for this item. Payment for the material used for the backfill will be made as specified in 125-14.7. 125-14.4 Strengthening Foundations: The work of strengthening the foundations (as provided in 125-4.2) shall be paid for as provided in 4-4, unless such work is covered by a bid item. 125-14.5 Backfilling for Additional Support: The work of providing additional support by backfilling with sand or other satisfactory material, where called for by the. Engineer (as specified in 125-8), shall be paid for as provided in 4-4. 125-14.6 Removal and Replacement of Existing Pavement: For pavement, curb, etc., which is removed only in order to construct pipe culverts or storm sewers, as specified in 125-11, all costs of such removal and replacement shall be included in the -68- costs of the pipe or other structure for which it is removed, unless otherwise provided for in the contract. 125-14.7 Removal and Replacement of Material Unsuitable for Backfill: When it cannot reasonably be anticipated from information contained in the plans, that material excavated for the structure will be unsuitable for use as backfill, and such material proves to be unsuitable for this use, the work of disposing of such material away from the site will be paid for as unforeseeable work, and the work of bringing in substitute material for the backfill will be paid for as specified for the particular case shown below: (a) No additional payment will be made for backfill materials obtained from surplus material available from the normal excavation or grading operations. (b) When the necessary material is not available from the normal excavation or grading operations, and the Contract includes an item for Borrow Excavation, backfill material authorized to be obtained from designated borrow areas will be included in the volume of Borrow Excavation to be paid for. (c) When the necessary material is not available from the normal excavation or grading operations and no separate item for Borrow Excavation is included in the Contract, any backfill material obtained by increasing the volume of excavation within the roadway right of way will be measured and paid for as regular excavation subject to the provisions of 9-3.2.2. (d) When authorization is given for obtaining the material from outside the right of way and from other than designated borrow areas, such excavation will be paid for as unforeseeable work. (e) Where pipe bedding is provided, as specified in 125-8, by the use of select granular material, the quantity of such select material obtained either as commercial material or from material from the grading operations other than in the immediate vicinity of the pipe to be bedded, as authorized by the Engineer, will be paid for at the Contract price per cubic yard for Select Bedding Material. No payment for this material will be made for material available from the excavation for the pipe culvert or from other material available from the grading operations at a location not sufficiently remote as to require loading on trucks. 125-14.8 Pay Items: Payment for the work under this Section, when provided for directly, shall be made under: Item No. 125- 1- - Excavation for Structures - per cubic yard. Item No. 125- 3- Select Bedding Material - per cubic yard. 162 PREPARED SOIL LAYER-DESCRIPTION. (REV 2-16-07) (FA 2-28-07) (7-07) SUBARTICLE 162-1.1 (Pagel 96) is deleted and the following substituted: 162-1.1 Finish Soil Layer: Unless otherwise called for on the plans, prepare a 6 inch thick layer of existing soil mixed with imported material, if necessary to achieve the pH and organic matter levels required in Section 987, that is favorable to turf and ground cover growth over areas of the project which are to be seeded, seeded and -69- mulched, or planted, by mixing in an organic material, compost, or commercially available soil amendments. Prepare finish soil layer in areas to be sodded, when called for on the plans. 300 MATERIALS-TACK COAT. (REV 7-26-06) (FA 9-25-06) (7-07) SUBARTICLE 300-2.3 (Pages 231 and 232) is deleted and the following substituted: 300-2.3 Tack Coat: Unless the Contract Documents call for a specific type or grade of tack coat, use RA-500 meeting the requirements of 916-2, heated to a temperature of 250 to 300°F or undiluted Emulsified Asphalt Grades RS-1, RS-2, CRS- Ih, or NTSS-Ihm meeting the requirements of 916-4. Heat RS-I, RS-2, CRS-1h, and NTSS-lhm to a temperature of 150 to 180°F. The Contractor may use RS-1 modified to include up to 3% naphtha to improve handling of the material during the winter months. For night paving, use RA-500 tack coat. The Engineer may approve RS-1, RS-2, CRS-Ih, or NTSS-Ihm for night paving if the Contractor demonstrates, at the time of use, that the emulsion will break to allow paving in a timely manner. 330 HOT BITUMINOUS MIXTURES-GENERAL CONSTRUCTION REQUIREMENTS. (REV 6-18-07) (FA 7-11-07) (1-08) SUBARTICLE 330-11.2 (Page 254) is deleted and the following substituted: 330-11.2 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. Plan offsets in advance so that longitudinal joints of the friction course are not in wheel path areas. The Engineer may waive this requirement where offsetting is not feasible due to the sequence of construction. ARTICLE 330-12 (Pages 254-257) is deleted and the following substituted: 330-12 Surface Requirements. 330-12.1 General: Construct a smooth pavement with good surface texture and the proper cross-slope. 330-12.2 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 330-12.5.1. -70- Do not use asphalt concrete mixtures containing aggregates that cause a different color appearance in the final wearing surface in sections less than 1 mile in length and across the full width of the roadway unless approved by the Engineer. 330-12.3 Cross Slope: Construct a pavement surface with cross slopes in compliance with the requirements of the Contract Documents. Furnish a level with a minimum length of 4 feet or a digital measuring device approved by the Engineer for the control of cross slope. Make this level or measuring device available at the jobsite at all times during paving operations. Utilize electronic transverse screed controls on the paving machine (unless directed otherwise by the Engineer) to obtain an accurate transverse slope of the pavement surface. 330-12.3.1 Quality Control Requirements: Measure the cross slope of the pavement surface by placing the measuring device perpendicular to the roadway centerline. Report the cross slope to the nearest 0.1%. Record all the measurements on an approved form and submit to the Engineer for documentation. Measure the cross slope at a minimum frequency of one measurement every 100 feet during paving operations to ensure that the cross slope is uniform and in compliance with the design cross slope. When the difference between the measured cross slope and the design cross slope exceeds ±0.2% for travel lanes (including turn lanes) or ±0.5% for shoulders, make all corrections immediately to bring the cross slope into the acceptable range. When the cross slope is consistently within the acceptable range, upon the approval of the Engineer, the frequency of the cross slope measurements can be reduced to one measurement every 250 feet during paving operations. 330-12.3.2 Verification: The Engineer will verify the Contractor's cross slope measurements by randomly taking a minimum of ten measurements of the cross slope over a day's production. If the average cross slope of the ten random measurements varies more than the allowable tolerance from the design cross slope (0.2% for travel lanes including turn lanes and 0.5% for shoulders), take immediate action to bring the cross slope into the acceptable range. A recheck of the cross slope will then be made following the adjustment. If the recheck indicates that the cross slope is still out of tolerance, stop the paving operations and correct the deficient section in accordance with 330-12.5.1. Resume paving operations only upon approval of the Engineer. The Engineer reserves the right to verify the pavement cross slope at any time by taking cross slope measurements as described above. The Engineer may waive the corrections specified above (at no reduction in payment) if: 1) the deficiencies are sufficiently separated so as not to affect the overall ride quality, traffic safety and surface drainage characteristics of the pavement and; 2) the corrective action would unnecessarily mar the appearance of the finished pavement. For intersections, tapers, crossovers, transitions at beginning and end of project and similar areas, adjust the cross slope to match the actual site conditions or as directed by the Engineer. 330-12.4 Pavement Smoothness: Construct a smooth pavement meeting the requirements of this Specification. -71- 330-12.4.1 General: Furnish a 15 foot manual and a 15 foot rolling straightedge meeting the requirements of FM 5-509. Make them available at the job site at all times during paving operations. Obtain a smooth surface on all pavement courses placed, and then straightedge all final structural and friction course layers in accordance with 330-12.4.5. 330-12.4.2 Test Method: Perform all straightedge testing in accordance with FM 5-509 with one pass of the rolling straightedge operated along the outside wheel path of each lane being tested. The Engineer or these specifications may require additional testing at other locations within the lane. 330-12.4.3 Traffic Control: Provide traffic control in accordance with Section 102 and the Design Standards Index Nos. 607 or 619 during all testing. When traffic control cannot be provided in accordance with Index Nos. 607 or 619, submit an alternative Traffic Control Plan as specified in 102-4. Include the cost of this traffic control in the Contract bid prices for the asphalt items. 330-12.4.4 Process Control Testing: Assume full responsibility for controlling all paving operations and processes such that the requirements of these Specifications are met at all times. Address in the QC Plan the methods to be used to control smoothness. 330-12.4.5 Quality Control Testing: 330-12.4.5.1 General: Straightedge the final Type SP structural layer and friction course layer with a rolling straightedge. Test all pavement lanes and ramps where the width is constant using a rolling straightedge and document all deficiencies on a form approved by the Engineer. 330-12.4.5.2 Rolling Straightedge Exceptions: Testing with the rolling straightedge will not be required in the following areas: intersections, tapers, crossovers, parking lots and similar areas. In addition, testing with the rolling straightedge will not be performed on the following areas when they are less than 50 feet in length: turn lanes, acceleration/deceleration lanes and side streets. However, correct any individual surface irregularity in these areas that deviates from the plan grade in excess of 3/8 inch as determined by a 15 foot manual straightedge, and that the Engineer deems to be objectionable, in accordance with 330-12.5.1. In addition, the Engineer may also waive the straightedging requirements on ramps and superelevated sections where the geometrical orientation of the pavement results in an inaccurate measurement with the rolling straightedge. 330-12.4.5.3 Intermediate Layers: Straightedge all intermediate Type SP layers (structural and overbuild) as necessary to construct a smooth pavement. 330-12.4.5.4 Final Type SP Structural Layer: Straightedge the final Type SP structural layer with a rolling straightedge, either behind the final roller of the paving train or as a separate operation. Notify the Engineer of the location and time of straightedge testing a minimum of 48 hours before beginning testing. The Engineer will verify the straightedge testing by observing the Quality Control straightedging operations. Correct all deficiencies in excess of 3/16 inch in accordance with 330-12.5.1, and retest the corrected areas prior to placing the friction course. For bicycle paths, straightedge the final structural layer with a rolling straightedge, either behind the final roller of the paving train or as a separate operation. Correct all deficiencies in excess of 5/16 inch in accordance with -72- 330-12.5.1. Retest all corrected areas. If the Engineer determines that the deficiencies on the bicycle path are due to field geometrical conditions, the Engineer will waive corrections with no deduction to the pay item quantity. 330-12.4.5.5 Friction Course Layer: Straightedge the friction course layer with a rolling straightedge, either behind the final roller of the paving train or as a separate operation upon completion of all paving operations. Notify the Engineer of the location and time of straightedge testing a minimum of 48 hours before beginning testing. The Engineer will verify the straightedge testing by observing the Quality Control straightedging operations. Correct all deficiencies in excess of 3/16 inch in accordance with 330-12.5.1, and retest the corrected areas to meet this requirement. 330-12.4.5.6 Quality Control for Laser Acceptance: Quality control straightedging and corrections for the Final Type SP Structural Layer and Friction Course Layer are required when acceptance is by Laser Profiler in accordance with 330- 12.4.6.2. Additionally, if determined necessary by the Engineer when any Type SP layer will be opened to traffic, straightedge the pavement with a rolling straightedge and correct all deficiencies in excess of 3/8 inch within 72 hours of placement. Correct all deficiencies in accordance with 330-12.5.1. 330-12.4.6 Acceptance: 330-12.4.6.1 Straightedge Acceptance: For areas of roadways where the design speed is less than 50 miles per hour, acceptance for pavement smoothness of the friction course will be based on verified Quality Control measurements using the rolling straightedge as required by 330-12.4.5. The Engineer will verify the straightedge testing by observing the Quality Control straightedging operations. The Engineer may allow the contractor to leave in place at no pay areas that would be required to be removed and replaced if it is determined by the Engineer not to be a significant detriment to the ride quality. A reduction to the pay item quantity will be made in accordance with 330-12.5.2. 330-12.4.6.2 Laser Acceptance: For areas of high speed roadways where the design speed is equal to or greater than 50 miles per hour, acceptance testing for pavement smoothness of the friction course (for mainline traffic lanes only) will be based on the Laser Profiler. Ramps, acceleration and deceleration lanes, and other areas not suitable for testing with the Laser Profiler will be tested and accepted with the rolling straightedge in accordance with 330-12.4.5.5 and 330-12.4.6.1. Upon completion of all corrections to the friction course, the pavement smoothness of each lane will be determined by a Laser Profiler furnished and operated by the Department in accordance with FM 5-549. The average Ride Number of both wheel paths reported to one decimal place. If additional corrections are made as required following Laser Acceptance, the pavement will not be retested for smoothness using Laser Acceptance For this testing the pavement will be divided into 0.1 mile segments. Partial segments equal or greater than 0.01 mile shall be considered as a 0.1 mile segment. For areas at the beginning and ending of the project, bridge approaches and departures, and areas where the segment is less than 0.01 mile, these areas shall be tested and accepted with the rolling straightedge in accordance with 330-12.4.5.5 and 330- 12.4.6.1. -73- (A) For friction course on high speed roadways where the design speed is equal to or greater than 50 miles per hour: The acceptance criteria for pavement smoothness are as shown in Table 330-2. Table 330-2 RN Per 0.1 mile Segment Method of Acceptance RN .> 4.0 Acceptance with full payment RN < 3.9 Note 1. Note 1: For segments with a RN less than 4.0, the Engineer will issue a second RN report for those segments in 0.01 mile intervals for both wheelpaths. If the RN in the second report is 3.5 or above for all 0.01 mile intervals in both wheelpaths, the whole segment will be accepted at full payment. If the RN in the second report is less than 3.5 for one or more 0.01 mile intervals, the entire segment will be tested with the rolling straightedge in both wheelpaths in accordance with 330-12.4.5.5. This straightedging (and corrections and retesting as necessary) is required and not optional. The Engineer may allow the contractor to leave in place at no pay areas that would be required to be removed and replaced if it is determined by the Engineer not to be a significant detriment to the ride quality. A reduction to the pay quantity item will be made in accordance with 330-12.5.2. 330-12.5 Correcting Unacceptable Pavement: 330-12.5.1 General: Correct all areas of unacceptable pavement at no cost to the Department. 330-12.5.1.1 Structural Layers: Correct deficiencies in the Type SP structural layer by one of the following methods: a. Remove and replace 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. b. Mill the pavement surface to a depth and width that is adequate to remove the deficiency. (This option only applies if the structural layer is not the final surface layer.) 330-12.5.1.2 Friction Course: Correct deficiencies in the friction course 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. The Engineer may allow the contractor to leave in place at no pay areas that would be required to be removed and replaced if it is determined by the Engineer not to be a significant detriment to the ride quality. A reduction to the pay quantity item will be made in accordance with 330-12.5.2. 330-12.5.2 Reduction in Pay Item Quantity: When the Engineer elects to waive corrections, the Department will reduce the pay quantity for the pay item in question by the amount of material that the Contractor would have removed and replaced had the correction been made. When the pay quantity is in tons, the Department will base the reduction on the volume of material that the Contractor would have removed (the length by the lane width by layer thickness) multiplied by the Maximum specific gravity of the mix as determined through the following equation: Quantity (tons) = L x W x t x G. x 0.0024 -74- Where: L = Lane length (ft.) W = Lane width (ft.) t = Layer thickness (in.) G,,. = Maximum specific gravity from verified mix design For FC-5 open-graded friction course, the Department will base the reduction on the area that the Contractor would have removed (the length by lane width) multiplied by a spread rate of 80 lb/yd2 as determined through the following equation: Quantity (tons) = L x W x 0.0044 Where: L = Lane width (ft.) W = Lane length (ft.) 334 SUPERPAVE ASPHALT CONCRETE. (REV 2-23-07) (FA 3-15-07) (7-08) SECTION 334 (Pages 258-279) is deleted and the following substituted: SECTION 334 SUPERPAVE ASPHALT CONCRETE 334-1 Description. 334-1.1 General: Construct a Superpave Asphalt Concrete pavement with the type of mixture specified in the Contract, or when offered as alternates, as selected. Superpave mixes are identified as Type SP-9.5, Type SP-12.5 or Type SP-19.0. Meet the requirements of Section 320 for plant and equipment. Meet the general construction requirements of Section 330, except as modified herein, including the provision for Quality Control Plans and Quality Control Systems as specified in 105- 3. On projects with only Traffic Level A and/or B asphalt mixtures, select Option 1 or Option 2 Mixture Acceptance as specified in 334-5. The selection shall be made at the preconstruction conference and shall apply to all mixes, including base, structural and friction courses, on the entire project. Traffic Level C, D and E mixtures will be accepted under Option 1 Mixture Acceptance only. On Contracts having both Traffic Level A or B and Traffic Level C, D or E asphalt mixtures, material will be accepted only under Option 1 Material Acceptance. When Option 2 Mixture Acceptance is selected, the requirements of 330-2 will not apply. For Option 1 Mixture Acceptance, the Engineer will accept the work on a LOT to LOT basis in accordance with 334-5.1. The size of the LOT will be as specified in 334-5.1.2. For Option 2 Mixture Acceptance, the Engineer will accept the work in accordance with 334-5.2. -75- 334-1.2 Traffic Levels: The requirements for Type SP Asphalt Concrete mixtures are based on the design traffic level of the project, expressed in 18,000 pound Equivalent Single Axle Loads (ESAL's). The five traffic levels are as shown in Table 334-1. Table 334-1 Sue ave Traffic Levels Traffic Level Traffic Level 1x10 ESAL's A <0.3 B 0.3 to <3 C 3 to <10 D 10 to <30 E >30 The traffic level(s) for the project are as specified in the Contract. A Type SP mix one traffic level higher than the traffic level specified in the Contract may be substituted, at no cost to the Department (i.e. Traffic Level B may be substituted for Traffic Level A, etc.). 334-1.3 Gradation Classification: The Superpave mixes are classified as either coarse or fine, depending on the overall gradation of the mixture. Coarse and fine mixes are defined in 334-3.2.2. The equivalent AASHTO nominal maximum aggregate size Superpave mixes are as follows: Type SP-9.5 ............................................................... 9.5 mm Type SP-12.5 ........................................................... 12.5 mm Type SP-19.0 ........................................................... 19.0 mm . 334-1.4 Thickness: The total thickness of the Type SP asphalt layer(s) will be the plan thickness as shown in the Contract documents. Before paving, propose a thickness for each individual layer meeting the requirements of this specification, which when combined with other layers (as applicable) will equal the plan thickness. For construction purposes, the plan thickness and individual layer thickness will be converted to spread rate based on the maximum specific gravity of the asphalt mix being used, as well as the minimum density level, as shown in the following equation: Spread rate (lbs/yd2) = t x Gmm x 43.3 Where: t = Thickness (in.) (Plan thickness or individual layer thickness) G. = Maximum specific gravity from the verified mix design The weight of the mixture shall be determined as provided in 320-2.2. For target purposes only, spread rate calculations should be rounded to the nearest whole number. Note: Plan quantities are based on a Gmm of 2.540, corresponding to a spread rate of 110 lbs/yd2-in. Pay quantities will be based on the actual maximum specific gravity of the mix being used. -76- 334-1.4.1 Layer Thicknesses - Fine Mixes: The allowable layer thicknesses for fine Type SP Asphalt Concrete mixtures are as follows: Type SP-9.5 ................................................... I - 1 1/2 inches Type SP-12.5 ...........................................1 1/2 - 2 1/2 inches Type SP-19.0 .......................................................2 - 3 inches In addition to the minimum and maximum thickness requirements, the following restrictions are placed on fine mixes when used as a structural course: Type SP-9.5 - Limited to the top two structural layers, two layers maximum. Type SP-9.5 - May not be used on Traffic Level D and E applications. Type SP-19.0 - May not be used in the final (top) structural layer. 334-1.4.2 Layer Thicknesses - Coarse Mixes: The allowable layer thicknesses for coarse Type SP Asphalt Concrete mixtures are as follows: Type SP-9.5 ...................................................1 1/2 - 2 inches Type SP-12.5 .......................................................2 - 3 inches Type SP-19.0 ................................................. 3 - 3 1 /2 inches In addition to the minimum and maximum thickness requirements, the following restrictions are placed on coarse mixes when used as a structural course: Type SP-19.0 - May not be used in the final (top) structural layer. 334-1.4.3 Additional Requirements: The following requirements also apply to coarse and fine Type SP Asphalt Concrete mixtures: 1. A minimum 1 1/2 inch initial lift is required over an Asphalt Rubber Membrane Interlayer (ARMI). 2. When construction includes the paving of adjacent shoulders (<5 feet wide), the layer thickness for the upper pavement layer and shoulder must be the same and paved in a single pass, unless called for differently in the Contract documents. 3. All overbuild layers must be fine Type SP Asphalt Concrete designed at the traffic level as stated in the Contract. 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 may be increased 1/2 inch, unless called for differently in the Contract documents. 334-2 Materials. 334-2.1 General Requirements: Meet the material requirements specified in Division III. Specific references are as follows: Superpave PG Asphalt Binder or Recycling Agent ...........................................................................916-1, 916-2 Coarse Aggregate ................................................Section 901 -77- Fine Aggregate ....................................................Section 902 334-2.2 Superpave Asphalt Binder: Unless specified otherwise in the Contract, use a PG 67-22 asphalt binder. In addition, meet the requirements of 334-2.3. 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 subject to the following requirements: 1. For Traffic Levels A, B and C mixtures, limit the amount of RAP material used in the mix to a maximum of 50 percent by weight of total aggregate. For Traffic Levels D and E mixtures, limit the amount of RAP material used in the mix to a maximum of 30 percent by weight of total aggregate. 2. When using a PG 76-22 Asphalt Binder, limit the amount of RAP material used in the mix to a maximum of 15 percent by weight of total aggregate. As an exception, amounts greater than 15 percent RAP by weight of total aggregate can be used if no more than 15% by weight of the total asphalt binder comes from the RAP material. 3. Assume full responsibility for the design, production and construction of asphalt mixes which incorporate RAP as a component material. 4. Use RAP from an FDOT approved stockpile or RAP that has an FDOT furnished Pavement Composition Data Sheet. 5. Do not use RAP material in any friction course mixes. 6. Provide stockpiled RAP material that is reasonably consistent in characteristics and contains no aggregate particles which are soft or conglomerates of fines. 7. Provide RAP material having a minimum average asphalt content of 4.0 percent by weight of total mix. As an exception, when using fractionated RAP, the minimum average asphalt content for the coarse portion of the RAP shall be 2.5 percent 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(s) to verify that this requirement is met. 334-2.3.2 Material Characterization: Assume responsibility for establishing the asphalt binder content, gradation, viscosity and bulk specific gravity (GO of the RAP material based on a representative sampling of the material. Obtain the samples by one of the following methods: 1. Roadway cores: Cut a minimum number of cores to be representative of the pavement prior to milling. Fill the core holes prior to opening to traffic. Assume responsibility for accounting for the degradation that will occur during the milling operation. 2. Milling: Obtain representative samples by milling the existing pavement to the full depth shown on the plans for a minimum length of approximately 200 feet. If required to maintain traffic, immediately replace the pavement removed with the mix specified in the Contract. This mix will be paid for at the Contract unit price. 3. Stockpile sampling: Obtain samples from a stockpile of either milled or processed RAP. Take representative samples at random locations around the stockpile. Request the Engineer to make a visual inspection of the stockpiled RAP material. Based on visual inspection and a review of the test data, the Engineer will -78- determine the suitability of the stockpiled materials. Once the RAP stockpile has been approved, do not add additional material without prior approval of the Engineer. Determine the binder content and gradation of the RAP material in accordance with FM 5-563 and FM 1-T 030, respectively. Extract and recover the asphalt binder from the RAP in accordance with FM 5-524 and FM 3-D 5404, respectively. Determine the viscosity of the recovered asphalt binder in accordance with ASTM D2171. Establish the Gsb of the RAP material by using one of the following methods: a) Calculate the G,b value based upon the effective specific gravity (GSe) of the RAP material, determined on the basis of the asphalt binder content and maximum specific gravity (G,,,,,) of the RAP material. The Engineer will approve the estimated asphalt binder absorption value used in the calculation. b) Measure the G,b of the RAP aggregate, in accordance with FM 1-T 084 and FM 1-T 085. Obtain the aggregate by using either a solvent or ignition oven extraction method. 334-2.3.3 Pavement Composition: When the Contract includes milling of the existing asphalt pavement, the Pavement Composition Data Sheet may be available on the Department's website. The URL for obtaining this information, if available, is: www.dot.state.fl.us/statematerialsoffice/laboratory/asphalt/centrallaboratory/composition s/index.htm . 334-2.3.4 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 at design based on the characteristics of the RAP asphalt binder, and reserves the right to make changes during production. Maintain the viscosity of the recycled mixture within the range of 4,000 to 12,000 poises. Obtain a sample of the mixture for the Engineer within the first 1,000 tons of production and at a continuing frequency of one sample per 4,000 tons of mix. Table 334-2 Asphalt Binder Grade for Mixes Containing RAP Percent RAP Asphalt Binder Grade <20 PG 67-22 20 - 29 PG 64-22 >- 30 Recycling Agent 334-2.4 Recycled Crushed Glass: Recycled crushed glass may be used as a component of the asphalt mixture subject to the following requirements: 1. Consider the recycled crushed glass a local material and meet all requirements specified in 902-6. 2. Limit the amount of recycled crushed glass to a maximum of 15 percent by weight of total aggregate. 3. Use an asphalt binder that contains a minimum of 0.5 percent anti- stripping agent by weight of binder. The antistrip additive shall be one of the products included on the Qualified Products List specified in 6-1 of the Specifications. The antistrip additive shall be introduced into the asphalt binder by the supplier during loading. -79- 4. Do not use recycled crushed glass in friction course mixtures or in structural course mixtures which are to be used as the final wearing surface. 334-3 General Composition of Mixture. 334-3.1 General: Compose the asphalt mixture using a combination of aggregate (coarse, fine or mixtures thereof), 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 R35-04, except as noted herein. Prior to the production of any asphalt mixture, submit the proposed mix design with supporting test data indicating compliance with all mix design criteria to the Engineer. For Traffic Level B through E mix designs, include representative samples of all component materials, including asphalt binder. Allow the State Materials Engineer a maximum of four weeks to either conditionally verify or reject the mix as designed. For Traffic Level C through E mix designs, final verification of the mix design will occur when the requirements of 334-5.1.2.1 have been met. Do not use more than three mix designs per nominal maximum aggregate size per traffic level per binder grade per contract year. Exceeding this limitation will result in a maximum Composite Pay Factor of 1.00 as defined in 334-8.2 for all designs used beyond this limit. 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 the Engineer will no longer allow the use of the mix design. 334-3.2.2 Mixture Gradation Requirements: Combine the coarse and fine aggregate 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 M323-04, 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 M323-04, Table-3, as well as the Primary Control Sieve (PCS) Control Point from AASHTO M323-04, Table 4. Coarse mixes are defined as having a combined aggregate gradation that passes below the primary control sieve control point and below the maximum density line for all sieve sizes smaller than the primary control sieve. Fine mixes are defined as having a gradation that passes above the primary control sieve control point and above the maximum density line for all sieve sizes smaller than the primary control sieve and larger than the #100 sieve. Use a fine mix for Traffic Levels A through C; use either a coarse mix or fine mix for Traffic Levels D and E. 334-3.2.3 Aggregate Consensus Properties: For Traffic Level C through E mixtures, meet the following consensus properties at design for the aggregate blend. Aggregate consensus properties do not apply to Traffic Level A and B mixtures. 334-3.2.3.1 Coarse Aggregate Angularity: When tested in accordance with ASTM D 5821, meet the percentage of fractured faces requirements specified in AASHTO M323-04, Table 5. -80- 334-3.2.3.2 Fine Aggregate Angularity: When tested in accordance with AASHTO T-304, Method A, meet the uncompacted void content of fine aggregate specified in AASHTO M323-04, Table 5. 334-3.2.3.3 Flat and Elongated Particles: When tested in accordance with ASTM D 4791, (with the exception that the material passing the 3/8 inch sieve and retained on the No. 4 sieve shall be included), meet the requirements specified in AASHTO M323-04, Table 5. Measure the aggregate using the ratio of 5:1, comparing the length (longest dimension) to the thickness (shortest dimension) of the aggregate particles. 334-3.2.3.4 Sand Equivalent: When tested in accordance with AASHTO T 176, meet the sand equivalent requirements specified in AASHTO M323-04, Table 5. 334-3.2.4 Gyratory Compaction: Compact the design mixture in accordance with AASHTO T312-04, with the following exception: use the number of gyrations at Ndesign as defined in Table 334-3. Table 334-3 Gyratory Com action Requirements Traffic Level Ndesi n Number of Gyrations A 50 B 65 C 75 D 100 E 100 334-3.2.5 Design Criteria: Meet the requirements for nominal maximum aggregate size as defined in AASHTO M323-04, as well as for relative density, VMA, VFA, and dust-to-binder ratio as specified in AASHTO M323-04, Table 6. Use a dust-to- binder ratio of 0.8 to 1.6 for coarse mixes. Nmaximum requirements are not applicable for Traffic Level A and B mixtures. 334-3.2.6 Moisture Susceptibility: 1. For Traffic Level A and B mixtures, use a liquid anti-strip additive, which is on the Department's Qualified Products List, at a rate of 0.5% by weight of the asphalt binder. 2. For Traffic Level C through E mixtures, test 4 inch specimens in accordance with 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 psi. If necessary, add a liquid anti-stripping agent, which is on the Department's Qualified Products List or hydrated lime (meeting the requirements of 337-10.2) in order to meet these criteria. 334-3.2.7 Additional Information: In addition to the requirements listed above, provide the following information with each proposed mix design submitted for verification: (Ndesign)• 1. The design traffic level and the design number of gyrations 2. The source and description of the materials to be used. -81- 3. The DOT source number and the DOT product code of the aggregate components furnished from a DOT approved source. 4. 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. 5. 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. 6. The bulk specific gravity (Gsb) value for each individual aggregate and RAP component, as identified in the Department's aggregate control program. 7. 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 percent. 8. A target temperature at which the mixture is to be discharged from the plant and a target roadway temperature (per 330-6.3). Do not exceed a target temperature of 3307 for modified asphalts and 3157 for unmodified asphalts. 9. Provide the physical properties achieved at four different asphalt binder contents. One of which shall be at the optimum asphalt content, and must conform to all specified physical requirements. 10. The name of the CTQP Qualified Mix Designer. 11. The ignition oven calibration factor. 334-3.3 Mix Design Revisions: During production, the Contractor may request a target value revision to a mix design, subject to meeting the following requirements: (1) the target change falls within the limits defined in Table 334-4, (2) appropriate data exists demonstrating that the mix complies with production air voids specification criteria, and (3) the mixture gradation meets the basic gradation requirements defined in 334-3.2.2. Table 334-4 Limits for Potential Adjustments to Mix Design Target Values Characteristic Limit from Orig inal Mix Design No. 8 sieve and Coarser ± 5.0 percent No. 16 sieve ± 4.0 percent No. 30 sieve ± 4.0 percent No. 50 sieve ± 3.0 percent No. 100 sieve ± 3.0 percent No. 200 sieve ± 1.0 percent Asphalt Binder Content (1) ± 0.3 percent (1) Reductions to the asphalt binder content will not be permitted if the VMA during production is lower than 1.0 ercent below the design criteria. Submit all requests for revisions to mix designs, along with supporting documentation, to the Engineer. In order to expedite the revision process, the request for revision or discussions on the possibility of a revision may be made verbally, but must be followed up by a written request. The verified mix design will remain in effect until the Engineer authorizes a change. In no case will the effective date of the revision be -82- established earlier than the date of the first communication between the Contractor and the Engineer regarding the revision. A new design mix will be required if aggregate sources change, or for any substitution of an aggregate product with a different aggregate code, unless approved by the Engineer. 334-4 Contractor Process Control (for Option 1 Mixture Acceptance). 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 for process control purposes. The Engineer will not use these test results in the acceptance payment decision. Address in the Quality Control Plan how Process Control failures will be handled. When a Process Control failure occurs, investigate, at a minimum, the production process, testing equipment and/or sampling methods to determine the cause of the failure, and make any necessary changes to assure compliance with these Specifications. Obtain a follow up sample immediately after corrective actions are taken to assess the adequacy of the corrections. In the event the follow-up Process Control sample also fails to meet Specification requirements, cease production of the asphalt mixture until the problem is adequately resolved to the satisfaction of the Quality Control Manager. 334-5 Acceptance of the Mixture. 334-5.1 Option 1 Mixture Acceptance. 334-5.1.1 General: The mixture will be accepted at the plant with respect to gradation (P_g and P_200), asphalt content (Pb), and volumetrics (volumetrics is defined as air voids at Nde,jgn). The mixture will be accepted on the roadway with respect to density of roadway cores. Acceptance will be on a LOT-by-LOT basis (for each mix design) based on tests of random samples obtained within each sublot taken at a frequency of one set of samples per sublot. A roadway LOT and a plant production LOT shall be the same. Acceptance of the mixture will be based on Contractor Quality Control test results that have been verified by the Department. 334-5.1.1.1 Sampling and Testing Requirements: Obtain the samples in accordance with FM 1-T 168. Obtain samples at the plant of a sufficient quantity to be split into three smaller samples; one for Quality Control, one for Verification and one for Resolution testing; each sample at approximately 35 pounds. The split samples for Verification testing and Resolution testing shall be reduced in size and stored in three boxes each. The approximate size of each box must be 12" x 8" x 4". Label and safely store these boxes in a manner agreed upon by the Engineer for future testing. The Contractor can retain additional split samples at their option. The asphalt content of the mixture will be determined in accordance with FM 5-563. In the event the FM 5-563 ignition oven goes out of service during production, the Contractor may elect to use a replacement oven at another location for no more than 72 hours while the oven is being repaired. The gradation of the recovered aggregate will be determined in accordance with FM 1-T 030. Volumetric testing will be in accordance with AASHTO T312-04 and FM 1-T 209. Prior to testing volumetric samples, condition the test-sized sample for one hour ± five minutes at the target roadway compaction temperature in a covered, shallow, flat pan, such that the mixture temperature at the end of the one hour conditioning period is within f 20° F of -83- the roadway compaction temperature. Test for roadway density in accordance with FM I -T 166. 334-5.1.1.2 Acceptance Testing Exceptions: When the total combined quantity of hot mix asphalt for the project, as indicated in the plans for Type SP and Type FC mixtures only, is less than 2000 tons, the Engineer will accept the mix on the basis of visual inspection. The Engineer may require the Contractor to run process control tests for informational purposes, as defined in 334-4, or may run independent verification 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, open-graded friction courses, variable thickness overbuild courses, leveling courses, first lift of asphalt base course placed on subgrade, miscellaneous asphalt pavement, or any course with a specified thickness less than 1 inch or a specified spread rate that converts to less than 1 inch as described in 334-1.4. In addition, density testing for acceptance will not be performed on the following areas when they are less than 1,000 feet in length: crossovers, intersections, turning lanes, acceleration lanes, deceleration lanes, shoulders, or ramps. Compact these courses (with the exception of open-graded friction courses) in accordance with the rolling procedure (equipment and pattern) as approved by the Engineer. In the event that the rolling procedure deviates from the approved procedure, placement of the mix shall be stopped. The density pay factor (as defined in 334-8.2) for LOTS where there are areas not requiring density testing for acceptance will be prorated based on a pay factor of 1.00 for the quantity (tonnage) of material in areas not requiring density testing for acceptance and the actual pay factor for the tonnage of material in areas requiring density testing. 334-5.1.2 LOT Sizes: LOT sizes will be either 2,000 tons or 4,000 tons. The Initial Production LOT of all mix designs used on a project shall consist of 2,000 tons, subdivided into four equal sublots of 500 tons each. Following the Initial Production LOT, each remaining LOT will be defined (as selected by the Contractor prior to the start of the LOT) as either (1) 2,000 tons, with each LOT subdivided into four equal sublots of 500 tons each, or (2) 4,000 tons (as authorized by the Engineer per 334-5.1.2.1), with each LOT subdivided into four equal sublots of 1,000 tons each. Before the beginning of a LOT, the Engineer will develop a random sampling plan for each sublot and direct the Contractor on sample points, based on tonnage, for each sublot during construction. In the event a LOT is terminated per 334-5.1.4.4, the LOT size upon resuming production of the mixture will be 2000 tons until the requirements of 334-5.1.2.1 are met. 334-5.1.2.1 Criteria for 4,000 ton LOTs: At the completion of the Initial Production LOT, the quality of the as-produced material will be evaluated by the Engineer. Begin the option of 4,000 ton LOT sizes only when authorized by the Engineer based upon the Quality Control test results for the Initial Production LOT meeting the following: 1. A minimum Pay Factor of 0.90 for each asphalt quality characteristic as defined in 334-8.2. -84- 2. A favorable comparison with the Verification test results. Comparisons between the Quality Control and Verification test results will be based on between-laboratory precision values shown in Table 334-6. 3. A coefficient of permeability of less than 125 x 10-5cm/s on each roadway core as determined in accordance with FM 5-565. Permeability criteria apply only to coarse mixes when the average density for the sublot is less than 93.00 percent of G,r,,,,, or when an individual density value is less than 91.00 percent of Gn,n,. In the event that the Initial Production LOT does not meet these criteria, limit production LOT sizes to 2,000 tons with 500 ton sublots until these criteria are met. 334-5.1.2.2 Partial LOTs: A partial LOT is defined as a LOT size that is less than a full LOT. A partial LOT may occur due to the following: 1. The completion of a given mix type or mix design on a proj ect. 2. LOTs will be terminated 20 calendar days after the start of the LOT. (Time periods other than 20 days may be used if agreed to by both the Engineer and the Contractor.) 3. A LOT is terminated per 334-5.1.4.4. All partial LOTS will be evaluated based on the number of tests available, and will not be redefined. 334-5.1.3 Initial Production Requirements: The Initial Production LOT of all mix designs shall be established at 2,000 tons. During this period demonstrate the capability to produce and place the mixture as specified unless waived by the Engineer in 334-3.2.1. If necessary, during this time, make adjustments to the mix design, as defined in 334-3.3. Any target value adjustments to the mix design will result in the LOT being terminated and evaluated for payment purposes per 334-8. Do not begin 4,000 ton LOT sizes until a 2,000 ton initial production LOT (for each mix design) has been successfully completed, or is waived by the Engineer. At the sole option of the Engineer, the requirement for an Initial Production LOT may be waived based on evidence of satisfactory production, placement and performance on previous projects for that particular mix. 334-5.1.3.1 Plant Sampling and Testing Requirements: Obtain one random sample of mix per sublot in accordance with 334-5.1.1.1 as directed by the Engineer. Test the Quality Control split sample for gradation, asphalt binder content and volumetrics in accordance with 334-5.1.1.1. Complete all Quality Control testing within one working day from the time the samples were obtained. 334-5.1.3.2 Roadway Sampling and Testing Requirements: Obtain five 6 inch diameter roadway cores within 24 hours of placement at random locations as directed by the Engineer within each sublot. Test these Quality Control samples for density in accordance with 334-5.1.1.1. The Gnnn used for the density evaluation will be based on the Quality Control test result for the corresponding sublot. On coarse mixes when the average density for an Initial Production sublot is less than 93.00 percent of Gn,n,, or an individual core density is less than 91.00 percent of G,,., cut five 6 inch diameter roadway cores (at locations determined by the Engineer) and have them evaluated for permeability in accordance with FM 5-565 by a laboratory as approved by the Engineer. If approved by the Engineer, -85- the original cores cut for density testing purposes may be used to evaluate permeability. 334-5.1.3.3 Verification of Initial Production LOT: For Verification purposes the Engineer will test a minimum of one split sample as described in 334-5.1.1.1 from the Initial Production LOT at the completion of the LOT. Results of the testing and analysis for the LOT will be made available to the Contractor within one working day from when the LOT is completed. The Verification test results will be compared with the corresponding Quality Control test results based on the between-laboratory precision values shown in Table 334-6. If all of the specified mix characteristics compare favorably, then the LOT will be accepted, with payment based on the Quality Control results for the LOT. If any of the results do not compare favorably, then the split Resolution samples from the LOT will be sent to the Resolution laboratory for testing, as described in 334-5.1.6. 334-5.1.3.4 Acceptance of Initial Production LOT: The Initial Production LOT shall be considered a single LOT and will receive a Composite Pay Factor as determined in 334-8, based on results of the verified Quality Control tests, or as determined by the Resolution System. 334-5.1.4 Quality Control Sampling and Testing: Obtain all samples randomly as directed by the Engineer. Should the Engineer determine that the Quality Control requirements are not being met or that unsatisfactory results are being obtained, or should any instances of falsification of test data occur, approval of the Contractor's Quality Control Plan will be suspended and production will be stopped. 334-5.1.4.1 Lost or Missing Verification/Resolution Samples: In the event that any of the Verification and/or Resolution samples that are in the custody of the Contractor are lost, damaged, destroyed, or are otherwise unavailable for testing, the minimum possible pay factor for each quality characteristic as described in 334-8.2 will be applied to the entire LOT in question, unless called for otherwise by the Engineer. Specifically, if the LOT in question has more than two sublots, the pay factor for each quality characteristic will be 0.55. If the LOT has two or less sublots, the pay factor for each quality characteristic will be 0.80. In either event, the material in question will also be evaluated in accordance with 334-5.1.9.5. If any of the Verification and/or Resolution samples that are in the custody of the Department are lost, damaged, destroyed or are otherwise unavailable for testing, the corresponding Quality Control test result will be considered verified, and payment will be based upon the Contractor's data. 334-5.1.4.2 Plant Sampling and Testing Requirements: Obtain one random sample of mix per sublot in accordance with 334-5.1.1.1 as directed by the Engineer. Test the Quality Control split sample for gradation, asphalt binder content and volumetrics in accordance with 334-5.1.1.1. Complete all Quality Control testing within one working day from the time the samples were obtained. 334-5.1.4.3 Roadway Sampling and Testing Requirements: Obtain five 6 inch diameter roadway cores within 24 hours of placement at random locations as directed by the Engineer within each sublot. Test these Quality Control -86- samples for density (Gmb) in accordance with 334-5.1.1.1. In situations where it is impractical to cut five cores per sublot, obtain a minimum of three cores per sublot at random locations as identified by the Engineer. Do not obtain cores any closer than 12 inches from an unsupported edge. Maintain traffic during the coring operation; core the roadway, patch the core holes (within three days of coring); and trim the cores to the proper thickness prior to density testing. Density for the sublot shall be based on the average value for the cores cut from the sublot with the target density being the maximum specific gravity (Gmm) of the sublot. Once the average density of a sublot has been determined, do not retest the samples unless approved by the Engineer. Ensure proper handling and storage of all cores until the LOT in question has been accepted. 334-5.1.4.4 Individual Test Tolerances for Quality Control Testing: In the event that an individual Quality Control test result of a sublot for air voids, or the average sublot density for coarse graded mixes does not meet the requirements of Table 334-5, terminate the LOT and stop production of the mixture until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) resolved. Address any material represented by the failing test result in accordance with 334-5.1.9.5. In the event that an individual Quality Control test result of a sublot for gradation (P-8 or P-200), asphalt binder content, or the average sublot density for fine graded mixes does not meet the requirements of Table 334-5, or an individual core density is less than 91.00 percent of Gmm (for coarse mixes), take steps to correct the situation and report the actions to the Engineer. In the event that two consecutive individual Quality Control test results (for the same material characteristic) for gradation (P_200 only), asphalt binder content, or the average sublot density (for two consecutive sublots) for fine graded mixes do not meet the requirements of Table 334-5, or two individual core densities within a sublot are less than 91.00 percent of Gmm (for coarse mixes), terminate the LOT and stop production of the mixture. Address any material represented by the failing test result in accordance with 334-5.1.9.5. When a LOT is terminated and production is stopped due to a QC failure, prior to resuming production, assess the problem and make all necessary changes to correct the problem to the satisfaction of the Quality Control Manager. Do not resume production until appropriate corrections have been made. Inform the Engineer of the problem and corrections made to correct the problem. After resuming production, sample and test the material to verify that the changes have adequately addressed the problem. This information must then be summarized and provided to the Engineer prior to the end of the work shift when production resumes. The Engineer may require the Contractor to stop production following a QC failure and obtain the Engineer's approval prior to resuming production. The Engineer may require the Contractor to revise the Quality Control Plan accordingly. Any LOT terminated under this subarticle will be limited to a maximum Pay Factor of 1.00 (as defined in 334-8.2) for each quality characteristic. -87- Table 334-5 Master Production Range Characteristic Tolerance 1 Asphalt Binder Content (percent) Target ±0.55 Passing No. 8 Sieve (percent) Target ±5.50 Passing No. 200 Sieve (percent) Target ±1.50 Air Voids percent) Coarse Graded 2.00-6.00 Air Voids (percent) Fine Graded 2.30-6.00 Density, percent G,,,,,, 2 Coarse Graded minimum 93.00 Fine Graded minimum 90.00 1) Tolerances for sample size of n = 1 from the verified mix design (2) Based on an average of 5 randomly located cores 334-5.1.5 Verification Testing: In order to determine the validity of the Contractor's Quality Control test results prior to their use in the Acceptance decision, the Engineer will run verification tests. 334-5.1.5.1 Plant Testing: At the completion of each LOT, the Engineer will test a minimum of one Verification split sample randomly selected from the LOT. Results of the testing and analysis for the LOT will be made available to the Contractor within one working day from the time the LOT is completed. Verification samples shall be reheated at the target roadway compaction temperature for 1 1/2 hours ± 5 minutes, reduced to the appropriate testing size, and conditioned and tested as described in 334-5.1.1.1. The Verification test results will be compared with the Quality Control test results based on the between-laboratory precision values shown in Table 334-6. Table 334-6 Between-Laboratory Precision Values Property Maximum Difference Gmm 0.016 Gmb 0.022 Pb 0.44 percent P-200 FM 1-T 030 (Figure 2) P-8 FM 1-T 030 (Figure 2 If all of the specified mix characteristics compare favorably, then the LOT will be accepted, with payment based on the Contractor's Quality Control test data for the LOT. If any of the results do not compare favorably, then the Resolution samples from the LOT will be sent to the Resolution laboratory for testing, as described in 334-5.1.6. 334-5.1.5.2 Roadway Testing: At the completion of each LOT, the Engineer will determine the density (Gmb) of each core (previously tested by Quality Control) as described in 334-5.1.1.1 from one randomly selected sublot from the LOT. -88- Results of the testing and analysis for the LOT will be made available to the Contractor within one working day from the time the LOT is completed. The individual Verification test results will be compared with individual Quality Control test results by the Engineer based on the between- laboratory precision values given in Table 334-6 for G.. b- If each of the core test results compare favorably, then the LOT will be accepted with respect to density, with payment based on the Contractor's ' Quality Control test data for the LOT. If any of the results do not compare favorably, then the core samples from the LOT will be sent to the Resolution laboratory for testing as specified in 334-5.1.6. 334-5.1.6 Resolution System: 334-5.1.6.1 Plant Samples: In the event of an unfavorable comparison between the Contractor's Quality Control test results and the Engineer's Verification test results on any of the properties identified in Table 334-6, the Resolution laboratory will test all of the split samples from the LOT for only the property (or properties) in question. Resolution samples shall be reheated at the target roadway compaction temperature for 1 1/2 hours f 5 minutes, reduced to the appropriate testing size, and conditioned and tested as described in 334-5.1.1.1. 334-5.1.6.2 Roadway Samples: In the event of an unfavorable comparison between the Contractor's Quality Control test data and the Engineer's Verification test data on the density results, the Resolution laboratory will test all of the cores from the LOT. Testing will be as described in 334-5.1.1.1. Any damaged roadway cores will not be included in the evaluation; replace damaged cores with additional cores at the direction of the Engineer. 334-5.1.6.3 Resolution Determination: If the Resolution laboratory results compare favorably (for the property or properties in question) with all of the Quality Control results, then acceptance and payment for the LOT will be based on the Quality Control results, and the Department will bear the costs associated with Resolution testing. No additional compensation, either monetary or time, will be made for the impacts of any such testing. If the Resolution laboratory results do not compare favorably (for the property or properties in question) with all of the Quality Control results, then acceptance and payment for the LOT will be based on the Resolution test data for the LOT, and the costs of the Resolution testing will be deducted from monthly estimates. No additional time will be granted for the impacts of any such testing. In the event of an unfavorable comparison between the Resolution test results and Quality Control test results, make the necessary adjustments to assure that future comparisons are favorable. 334-5.1.7 Independent Verification Testing: 334-5.1.7.1 Plant: Take samples as directed by the Engineer for Independent Verification testing. Obtain enough material for three complete sets of tests (two samples for Independent Verification testing by the Engineer and one sample for testing by the Contractor). If agreed upon by both the Engineer and the Contractor, only one sample for Independent Verification testing by the Engineer may be obtained. Independent Verification samples will be reheated at the target roadway compaction -89- temperature for 1 1/2 hours +/- 5 minutes, reduced to the appropriate testing size, and conditioned and tested as described in 334-5.1.1.1. The Contractor's split sample, if tested immediately after sampling, shall be reduced to the appropriate testing size, and conditioned and tested as described in 334-5.1.1.1. If the Contractor's sample is not tested immediately after sampling, then the sample shall be reheated at the target roadway compaction temperature for 1 1/2 hours +/- 5 minutes, reduced to the appropriate testing size, and conditioned and tested as described in 334-5.1.1.1. The Contractor's test results shall be provided to the Engineer within one working day from the time the sample was obtained. If any of the Independent Verification test results, excluding the percent passing the No. 8 sieve, do not meet the requirements of Table 334- 5, then a comparison of the Independent Verification test results and the Contractor's test results, if available, will be made. If a comparison of the Independent Verification test results and the Contractor's test results meets the precision values of Table 334-6 for the material properties in question, or if the Contractor's test results are not available, then the Independent Verification test results are considered verified and the Contractor shall cease production of the asphalt mixture until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) resolved. Address any material represented by the failing test results in accordance with 334-5.1.9.5. If a comparison of the Independent Verification test results and the Contractor's test results does not meet the precision values of Table 334-6 for the material properties in question, then the second Independent Verification sample shall be tested by the Engineer for the material properties in question. If a comparison between the first and second Independent Verification test results does not meet the precision values of Table 334-6 for the material properties in question, then the first Independent Verification test results are considered unverified for the material properties in question and no action shall be taken. If a comparison between the first and second Independent Verification test results meets the precision values of Table 334-6 for the material properties in question, then the first Independent Verification sample is considered verified and the Contractor shall cease production of the asphalt mixture until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) resolved. Address any material represented by the failing test results in accordance with 334-5.1.9.5. The Engineer has the option to use the Independent Verification sample for comparison testing as specified in 334-6. 334-5.1.7.2 Roadway: Obtain five roadway cores as directed by the Engineer for Independent Verification testing. These independent cores will be obtained from the same LOTS and sublots as the Independent Verification Plant samples, or as directed by the Engineer. The density of these cores will be obtained as described in 334-5.1.1.1. If the average of the results for the sublot does not meet the requirements of Table 334-5 for density, cease production of the asphalt mixture until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) -90- resolved. Address any material represented by the failing test results in accordance with 334-5.1.9.5. 334-5.1.8 Surface Tolerance: The asphalt mixture will be accepted on the roadway with respect to surface tolerance in accordance with the applicable requirements of 330-12. 334-5.1.9 Minimum Acceptable Quality Levels: 334-5.1.9.1 Pay Factors Below 0.90: In the event that an individual pay factor for any quality characteristic of a LOT falls below 0.90, take steps to correct the situation and report the actions to the Engineer. In the event that the pay factor for the same quality characteristic for two consecutive LOTS is below 0.90, cease production of the asphalt mixture until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) resolved. Actions taken must be approved by the Engineer before production resumes. 334-5.1.9.2 Composite Pay Factors Less Than 0.90 and Greater Than or Equal to 0.80: If the composite pay factor for the LOT is less than 0.90 and greater than or equal to 0.80, cease production of the asphalt mixture until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) resolved. Actions taken must be approved by the Engineer before production resumes. 334-5.1.9.3 Composite Pay Factors Less Than 0.80 and Greater Than or Equal to 0.75: If the composite pay factor for the LOT is less than 0.80 and greater than or equal to 0.75, address the defective material in accordance with 334-5.1.9.5. 334-5.1.9.4 Composite Pay Factors Less Than 0.75: If the composite pay factor for the LOT is less than 0.75, remove and replace the defective LOT at no cost to the Department, or as approved by the Engineer. 334-5.1.9.5 Defective Material: Assume responsibility for removing and replacing all defective material placed on the project, at no cost to the Department. As an exception to the above and upon approval of the Engineer, obtain an engineering analysis by an independent laboratory (as approved by the Engineer) to determine the disposition of the material. The engineering analysis must be signed and sealed by a Professional Engineer licensed in the State of Florida. The Engineer may determine that an engineering analysis is not necessary or may perform an engineering analysis to determine the disposition of the material. Any material that remains in place will be accepted with a composite pay factor as determined by 334-8, or as determined by the Engineer. If the defective material is due to a gradation, asphalt binder content or density failure, upon approval of the Engineer the Contractor may perform delineation tests on roadway cores in lieu of an engineering analysis to determine the limits of the defective material that requires removal and replacement. Prior to any delineation testing, all sampling locations shall be approved by the Engineer. All delineation sampling and testing shall be monitored and verified by the Engineer. The minimum limit of removal of defective material is fifty-feet either side of the failed -91- sample. For materials that are defective due to air voids, an engineering analysis is required. 334-5.2 Option 2 Mixture Acceptance. 334-5.2.1 General: The mixture will be accepted with respect to gradation (P_8 and P_200), asphalt content (Pb) and density of roadway cores. Acceptance of the mixture will be based on the Engineer's test results. Acceptance will be on a LOT-by- LOT basis (for each mix design) based on tests of random samples obtained within each sublot taken at a frequency of one set of samples per sublot. A roadway LOT and a plant production LOT shall be the same. A LOT shall consist of a maximum of four sublots, where a sublot is defined as one day's production. A day's production is defined as a period of time no longer than 24 hours where a minimum of 100 tons of hot mix asphalt for the project (including Type B, Type SP and Type FC) is produced. When less than 100 tons of hot mix asphalt for the project (including Type B, Type SP and Type FC) is produced in a day, no acceptance testing will be required. A LOT shall not extend past seven calendar days from the start of the LOT. A LOT shall be complete after four sublots have been produced or seven calendar days have transpired (whichever comes first). If a Traffic Level C mixture is substituted for a Traffic Level B mixture per 334-1.2 and Option 2 was selected, the mixture will be accepted under Option 2. 334-5.2.2 Gradation and Asphalt Content Testing: The Engineer (or Contractor, if directed by the Engineer) will randomly obtain a minimum of one sample per sublot. The samples shall be obtained in accordance with FM 1-T 168. At the completion of the LOT or seven calendar days (whichever comes first), the Engineer will randomly test one sample for gradation per FM 1-T 030, asphalt content per FM 5-563 and maximum specific gravity per FM I-T 209. 334-5.2.3 Roadway Density Testing: Obtain five 6 inch diameter roadway cores within 24 hours of placement at random locations as directed by the Engineer within each sublot. In situations where it is impractical to cut five cores per sublot, obtain a minimum of three cores per sublot at random locations as identified by the Engineer. Do not obtain cores any closer than 12 inches from an unsupported edge. Maintain traffic during the coring operation, core the roadway and patch the core holes (within three days of coring).The Engineer will determine density of the cores from the same sublot as the sample for gradation and asphalt content tested in 334-5.2.2. 334-5.2.4 Acceptance Criteria: Acceptance will be on a pass/fail basis. Engineer's test results that meet the criteria shown in Table 334-7, Column A, will be accepted at full pay. -92- Table 334-7 Acceptance Criteria for Traffic Level A and B Mixtures Tolerance 1 Characteristic Column A Column B Asphalt Binder Content (percent) Target t 0.55 Tar et f 0.75 Passing No. 8 Sieve (percent) Tar et f 5.50 Target f 10.00 Passing No. 200 Sieve (percent) Target f 1.50 Target 3.50 Density, minimum percent Gmm 2 3 92.00 90.00 1) Tolerances for sample size of n = 1 from the verified mix design. 2) Based on the average value of the roadway cores and Gmm for the sample. 3) If the Engineer (or Contract Documents) limits compaction to the static mode only, the tolerance for Column A. hall be 91.00 and the tolerance for Column B shall be 90.00. 334-5.2.5 Failing Test Results: Should the test result(s) for the sample not meet the criteria given in Table 334-7, Column A, then the material for that sublot is considered defective. The Engineer will then test the remaining samples for all of the characteristics in Table 334-7 to determine the extent of the defective material. The additional samples to be tested are those from the remaining sublots of the LOT. The Contractor has the following options with respect to defective material: 1. Remove and replace the defective material at no cost to the Department. 2. Leave the defective material in place with no pay, if approved by the Engineer. 3. Perform delineation testing using a testing plan and a qualified laboratory approved by the Engineer to determine the limits of the defective material. The Engineer reserves the right to witness delineation testing conducted by the approved laboratory. Delineated material not meeting the criteria given in Table 334-7, Column A, shall be removed and replaced at no cost to the Department or left in place with no pay, if approved by the Engineer. Should the test result(s) for the sample not meet the criteria given in Table 334-7, Column B, the Contractor has the following options with respect to the defective material: 1. Remove and replace the defective material at no cost to the Department. 2. Perform delineation testing using a testing plan and a qualified laboratory approved by the Engineer to determine the limits of the defective material. The Engineer reserves the right to witness delineation testing conducted by the approved laboratory. Delineated material not meeting the criteria given in Table 334-7, Column A, but meeting the criteria given in Table 334-7, Column B shall be removed and replaced at no cost to the Department or left in place with no pay, if approved by the Engineer. Delineated material not meeting the criteria given in Table 334-7, Column B shall be removed and replaced at no cost to the Department. 334-5.2.6 Acceptance Testing Exceptions: When the total quantity of hot mix asphalt for the project, as indicated on the plans for Type SP and Type FC mixtures only, is less than 2000 tons, the Engineer will accept the mix on the basis of visual inspection, the Engineer may run acceptance tests to determine the acceptability of the material. -93- 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, first lift of asphalt base course placed on subgrade, miscellaneous asphalt pavement, or any course with a specified thickness less than 1 inch or a specified spread rate that converts to less than 1 inch as described in 334-1.4. In addition, density testing for acceptance will not be performed on the following areas when they are less than 1,000 feet in length: crossovers, intersections, turning lanes, acceleration lanes, deceleration lanes, shoulders or ramps. Compact these courses (with the exception of open-graded friction courses) in accordance with the rolling procedure (equipment and pattern) approved by the Engineer. In the event that the rolling procedure deviates from the approved procedure, placement of the mix shall be stopped. 334-5.2.7 Surface Tolerance: The asphalt mixture will be accepted on the roadway with respect to surface tolerance in accordance with the applicable requirements of 330-12. 334-6 Comparison Testing. For materials accepted under Option 1, at the start of the project (unless waived by the Engineer) and at other times as determined necessary by the Engineer, provide split samples for comparison testing with the Engineer. The purpose of these tests is to verify that the testing equipment is functioning properly and that the testing procedures are being performed correctly. In the event that the Engineer determines that there is a problem with the Contractor's testing equipment and/or testing procedures, immediately correct the problem to the Engineer's satisfaction. In the event that the problem is not immediately corrected, cease production of the asphalt mixture until the problem is adequately resolved to the satisfaction of the Engineer. If so agreed to by both the Contractor and the Engineer, the split sample used for comparison testing may also be used for the Quality Control sample. The split sample used for comparison testing will also meet the requirements for Independent Verification Testing described in 334-5.1.7. For materials accepted under Option 2, the requirements of this Article do not apply. 334-7 Method of Measurement. For the work specified under this Section (including the pertinent provisions of Sections 320 and 330), 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 or the asphalt recycling agent and the tack coat application as directed in 300-8. There will be no separate payment or unit price adjustment for the asphalt binder material in the asphalt mix. For the calculation of unit price adjustments of bituminous material, the average asphalt content will be based on the percentage specified in 9-2.1.2. The weight will be determined as provided in 320-2 (including the provisions for the automatic recordation system). Prepare a Certification of Quantities, using the Department's current approved form, for the certified Superpave asphalt concrete pay item. Submit this certification to the Engineer no later than Twelve O'clock noon Monday after the estimate cut-off or as directed by the Engineer, based on the quantity of asphalt produced and accepted on the -94- Contract. The certification must include the Contract Number, FPID Number, Certification Number, Certification Date, period represented by Certification and the tons produced for each asphalt pay item. 334-8 Basis of Payment. 334-8.1 General: Price and payment will be full compensation for all the work specified under this Section (including the applicable requirements of Sections 320 and 330). There will be no pay adjustments for materials accepted in accordance with 334-5.2. For materials accepted in accordance with 334-5.1, based upon the quality of the material, a pay adjustment will be applied to the bid price of the material as determined on a LOT by LOT basis. The pay adjustment will be assessed by calculating a Pay Factor for the following individual quality characteristics: pavement density, air voids, asphalt binder content, and the percentage passing the No. 200 and No. 8 sieves. The pay adjustment will be computed by multiplying a Composite Pay Factor for the LOT by the bid price per ton. Perform all calculations with the Department's Asphalt Plant - Pay Factor Worksheets (Form No. 675-030-22). 334-8.2 Pay Factors: 334-8.2.1 Two or Less Sublot Test Results: In the event that two or less sublot test results are available for a LOT, Pay Factors will be determined based on Table 334-8, using the average of the accumulated deviations from the target value. (Deviations are absolute values with no plus or minus signs.) Use the 1-Test column when there is only one sublot test result and use the 2-Tests column when there are two sublots. Table 334-8 Small Quantity Pa Table Pa Factor I Sublot Test Deviation 2 Sublot Test Average Deviation Asphalt Binder Content 1.05 0.00-0.23 0.00-0.16 1.00 0.24-0.45 0.17-0.32 0.90 0.46-0.55 0.33-0.39 0.80 >0.55 >0.39 No. 8 Sieve 1.05 0.00-2.25 0.00-1.59 1.00 2.26-4.50 1.60-3.18 0.90 4.51-5.50 3.19-3.89 0.80 >5.50 >3.89 No. 200 Sieve 1.05 0.00-0.55 0.00-0.39 1.00 0.56-1.10 0.40-0.78 0.90 1.11-1.50 0.79-1.06 0.80 >1.50 >1.06 Air Voids Coarse Mixes 1.05 0.00-0.55 0.00-0.39 1.00 0.56-1.10 0.40-0.78 0.90 1.11-2.00 0.79-1.41 -95- Table 334-8 Small Quantity Pay Table Pa Factor 1 Sublot Test Deviation 2 Sublot Test Average Deviation 0.80 2.01-2.25 1.42-1.59 0.70 2.26-2.50 1.60-1.77 0.55. >2.50 >1.77 Air Voids Fine Mixes 1.05 0.00-0.50 0.00-0.35 1.00 0.51-1.00 0.36-0.71 0.90 1.01-1.70 0.72-1.20 0.80 1.71-2.00 1.21-1.41 0.70 2.01-2.50 1.42-1.77 0.55 >2.50 >1.77 Density Coarse Mixes Note 1 1.05 0.00-0.50 0.00-0.35 1.00 0.51-1.00 0.36-0.71 0.95 1.01-1.50 0.72-1.06 0.90 >1.50 >1.06 Density Fine Graded Mixtures Note 1 1.05 0.00-0.50 0.00-0.35 1.00 0.51-1.00 0.36-0.71 0.95 1.01-2.00 0.72-1.41 0.90 2.01-3.00 1.42-2.12 0.80 >3.00 >2.12 Notes: (1) Each density test result is the average of five cores. The target density for coarse mixes is 94.50 percent of Gn,,,,. The target density for fine mixes is 93.00 percent of G,,,,,, (92.00 percent when compaction is limited to the static mode as defined in Note 1 of Table 334-9) 334-8.2.2 Three or More Sublot Test Results: When three or more sublot test results are available for a LOT, the variability-unknown, standard deviation method will be used to determine the estimated percentage of the LOT that is within specification limits. The number of significant figures used in the calculations will be in accordance with requirements of AASHTO R 11-82 (2002), Absolute Method. 334-8.2.2.1 Percent Within Limits: The percent within limits (PWL) and Pay Factors for the LOT will be calculated as described below. Variables used in the calculations are as follows: X n s Z(X) (yX)2 QU USL specification limit from Tab QL = individual test value (sublot) = number of tests (sublots) = sample standard deviation = summation of squares of individual test values = summation of individual test values squared = upper quality index = upper specification limit (target value plus upper le 334-9) = lower quality index -96- LSL = lower specification limit (target value minus lower specification limit from Table 334-9) PU = estimated percentage below the USL PL = estimated percentage above the LSL (1) Calculate the arithmetic mean (X)of the test values: EX X- n (2) Calculate the sample standard deviation (s): s = n E(X2)- XY n(n -1) (3) Calculate the upper quality index (Qu): Qu _ USL - X (4) Calculate the lower quality index (QL): Q_X-LSL L - (5) From Table 334-10, determine the percentage of work below the USL (PU)• (6) From Table 334-10, determine percentage of work above the LSL (PL) Note: If USL or LSL is not specified; percentages within (USL or LSL) will be 100. (7) If Qu or QL is a negative number, then calculate the percent within limits for Qu or QL as follows: enter Table 334-10 with the positive value of Qu or QL and obtain the corresponding percent within limits for the proper sample size. Subtract this number from 100.00. The resulting number is the value to be used in the next step (Step 8) for the calculation of quality level. -97- 337 ASPHALT CONCRETE FRICTION COURSES-ACCEPTANCE OPTIONS. (REV 2-27-07) (FA 3-9-07) (7-07) SECTION 337 (Pages 282-291) is deleted and the following substituted: SECTION 337 ASPHALT CONCRETE FRICTION COURSES 337-1 Description. Construct an asphalt concrete friction course pavement with the type of mixture specified in the Contract, or when offered as alternates, as selected. This Section specifies mixes designated as FC-5, FC-9.5, and FC-12.5. Meet the plant and equipment requirements of Section 320, as modified herein. Meet the general construction requirements of Section 330, as modified herein. On projects with only Traffic Level A and/or B asphalt mixtures, select Option I or Option 2 Mixture Acceptance as specified in 337-6. The selection shall be made at the preconstruction conference and shall apply to all mixes, including base, structural and friction course mixes, on the entire project. Traffic Level C, D and E mixtures will be accepted under Option 1 Mixture Acceptance only. On Contracts having both Traffic Level A or B and Traffic Level C, D or E asphalt mixtures, material will be accepted only under Option I Material Acceptance. When Option 2 Mixture Acceptance is selected, the requirements of 330-2 will not apply. 337-2 Materials. 337-2.1 General Requirements: Meet the requirements specified in Division III as modified herein. The Engineer will base continuing approval of material sources on field performance. 337-2.2 Asphalt Binder: Meet the requirements of Section 336, and any additional requirements or modifications specified herein for the various mixtures. When called for in the Contract Documents, use a PG 76-22 asphalt binder meeting the requirements of 916-1. For projects with a total quantity of FC-5, FC-9.5, or FC-12.5 less than 500 tons, the Contractor may elect to substitute a PG 76-22 for the ARB-12 or ARB-5, meeting the requirements of 916-1. 337-2.3 Coarse Aggregate: Meet the requirements of Section 901, and any additional requirements or modifications specified herein for the various mixtures. 337-2.4 Fine Aggregate: Meet the requirements of Section 902, and any additional requirements or modifications specified herein for the various mixtures. 337-2.5 Hydrated Lime: Meet the requirements of AASHTO M303 Type 1. Provide certified test results for each shipment of hydrated lime indicating compliance with the specifications. 337-2.6 Fiber Stabilizing Additive (Required for FC-5 only): Use either a mineral or cellulose fiber stabilizing additive. Meet the following requirements: 337-2.6.1 Mineral Fibers: Use mineral fibers (made from virgin basalt, diabase, or slag) treated with a cationic sizing agent to enhance the disbursement of the fiber, as well as to increase adhesion of the fiber surface to the bitumen. Meet the -98- following requirements for physical properties: 1. Size Analysis Average fiber length: 0.25 inch (maximum) Average fiber thickness: 0.0002 inch (maximum) 2. Shot Content (ASTM C612) Percent passing No. 60 Sieve: 90 - 100 Percent passing No. 230 Sieve: 65 - 100 Provide certified test results for each batch of fiber material indicating compliance with the above tests. 337-2.6.2 Cellulose Fibers: Use cellulose fibers meeting the following requirements: 1. Fiber length: 0.25 inch (maximum) 2. Sieve Analysis a. Alpine Sieve Method Percent passing No. 100 sieve: 60-80 b. Ro-Tap Sieve Method Percent passing No. 20 sieve: 80-95 Percent passing No. 40 sieve: 45-85 Percent passing No. 100 sieve: 5-40 3. Ash Content: 18% non-volatiles (f5%) 4. pH: 7.5 (t1.0) 5. Oil Absorption: 5.0 (t1.0) (times fiber weight) 6. Moisture Content: 5.0 (maximum) Provide certified test results for each batch of fiber material indicating compliance with the above tests. 337-3 General Composition of Mixes. 337-3.1 General: Use a bituminous mixture composed of aggregate (coarse, fine, or a mixture thereof), asphalt rubber binder, and in some cases, fibers and/or hydrated lime. Size, uniformly grade and combine the aggregate fractions in such proportions that the resulting mix meets the requirements of this Section. The use of RAP material will not be permitted. 337-3.2 Specific Component Requirements by Mix: 337-3.2.1 FC-5: 337-3.2.1.1 Aggregates: Use an aggregate blend which consists of either 100% crushed granite or 100% crushed Oolitic limestone. In addition to the requirements of Section 901, meet the following coarse aggregate requirements. Use either crushed granite or crushed limestone. Use crushed limestone from the Oolitic formation, which contains a minimum of 12% non-carbonate material (as determined by FM 5-510), and has been approved for this use. In addition to the requirements of Section 902, meet the following fine aggregate requirements. Use either crushed granite screenings, or crushed Oolitic limestone screenings for the fine aggregate. 337-3.2.1.2 Asphalt Binder: Use an ARB-12 asphalt rubber binder. If called for in the Contract Documents, use a PG 76-22 asphalt binder. 337-3.2.1.3 Hydrated Lime: Add the lime at a dosage rate of -99- 1.0% by weight of the total dry aggregate to mixes containing granite. 337-3.2.1.4 Fiber Stabilizing Additive: Add either mineral fibers at a dosage rate of 0.4% by weight of the total mix, or cellulose fibers at a dosage rate of 0.3% by weight of total mix. 337-3.2.2 FC-9.5 and FC-12.5: 337-3.2.2.1: Aggregates: In addition to the requirements of Sections 901 and 902, use coarse and fine aggregate components which also meet the aggregate requirements for an SP-9.5 or SP-12.5 Superpave mix, respectively, as specified in Section 334. Use an aggregate blend that consists of crushed granite, crushed Oolitic limestone, or a combination of the two. (Aggregates other than those listed above may be used if approved by the Engineer for use in friction courses.) Crushed limestone from the Oolitic formation may be used if it contains a minimum of 12% non-carbonate material as determined by FM 5-510 and the Engineer grants approval of the source prior to its use. As an exception, mixes that contain a minimum of 60% crushed granite may contain up to 40% fine aggregate from other approved sources. 337-3.2.2.2: Asphalt Binder: Use an ARB-5 asphalt rubber binder. If called for in the Contract, use a PG 76-22 asphalt binder. 337-3.3 Grading Requirements: 337-3.3.1 FC-5: Use a mixture having a gradation at design within the ranges shown in Table 337-1. Table 337-1 FC-5 Gradation Design Ran e 3/4 inch 1/2 inch 3/8 inch No. 4 No. 8 No. 16 No. 30 No. 50 No. 100 No. 200 100 85-100 55-75 15-25 5-10 -- -- -- -- 2-4 337-3.3.2 FC-9.5: Meet the design gradation requirements for a SP-9.5 Superpave fine mix as defined in 334-3.2.2. 337-3.3.3 FC-12.5: Meet the design gradation requirements for a SP-12.5 Superpave fine mix as defined in 334-3.2.2. 337-4 Mix Design. 337-4.1 FC-5: The Department will design the FC-5 mixtures. Furnish the materials and all appropriate information (source, gradation, etc.) as specified in 334-3.2.7. The Department will have two weeks to design the mix. The Department will establish the design binder content for FC-5 within the following ranges based on aggregate type: Aggregate Tye Binder Content Crushed Granite 5.5-7.0 Crushed Limestone (Oolitic) 6.5-8.0 337-4.2 FC-9.5 and FC-12.5: Provide a mix design conforming to the requirements of 334-3.2 unless otherwise designated in the plans. Develop the mix design using an ARB-5 or PG 76-22 asphalt binder if called for in the Contract Documents. -100- 337-4.3 Revision of Mix Design: For FC-5, FC-9.5 and FC-12.5, meet the requirements of 334-3.3. For FC-5, all revisions must fall within the gradation limits defined in Table 337-1. 337-5 Contractor's Process Control. For Option 1 Mixture Acceptance, provide the necessary process control of the friction course mix and construction in accordance with the applicable provisions of 330-2 and 334-4. The Engineer will monitor the spread rate periodically to ensure uniform thickness. Provide quality control procedures for daily monitoring and control of spread rate variability. If the spread rate varies by more than 5% of the spread rate set by the Engineer in accordance with 337-8, immediately make all corrections necessary to bring. the spread rate into the acceptable range. 337-6 Acceptance of the Mixture. 337-6.1 FC-9.5 and FC-12.5: For Option 1 Mixture Acceptance, meet the requirements of 334-5.1. For Option 2 Mixture Acceptance, meet the requirements of 334-5.2. 337-6.2 FC-5: 337-6.2.1 Option 1 Mixture Acceptance: For Option I Mixture Acceptance, meet the requirements of 334-5.1 with the following exceptions: 1. The mixture will be accepted with respect to gradation (P_3i8, P_4, and P_ g), and asphalt binder content (Pb) only. 2. Testing in accordance with AASHTO T312-04 and FM 1-T 209 (and conditioning prior to testing) will not be required as part of 334-5.1.1.1. 3. The standard LOT size of FC-5 will be 2,000 tons, with each LOT subdivided into four equal sublots of 500 tons each. 4. Initial production requirements of 334-5.1.3 do not apply. 5. The Between-Laboratory Precision Values described in Table 334-6 are modified to include (P_3i8, P_4, and P_8) with a maximum difference per FM 1-T 030 (Figure 2). 6. Table 334-5 (Master Production Range) is replaced by. Table 337-2. 7. The mixture will be accepted on the roadway with respect to surface tolerance in accordance with 334-5.1.8. No density testing will be required for these mixtures. Table 337-2 FC-5 Master Production Range Characteristic Tolerance 1 Asphalt Binder Content (% Target f 0.60 Passing 3/8 inch Sieve (% Target f 7.50 Passing No. 4 Sieve (% Target f 6.00 Passing No. 8 Sieve % Target f 3.50 1 Tolerances for sample size of n = 1 from the verified mix design 337-6.2.1.1 Individual Test Tolerances for FC-5 Production: In -101- the event that an individual Quality Control test result of a sublot for gradation (P-3i8, P-4, and P-s), does not meet the requirements of Table 337-2, take steps to correct the situation and report them to the Engineer. In the event that two consecutive individual Quality Control test results for gradation (P_3i8, P_4, and P_8) or an individual test result for asphalt binder content does not meet the requirements of Table 337-2, the LOT will be automatically terminated and production of the mixture stopped until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) resolved. Address any material represented by the failing test result in accordance with 334-5.1.9.5. 337-6.2.2 Option 2 Material Acceptance: For Option 2 Mixture Acceptance, meet the requirements of 334-5.2 with the following exceptions: 1. The mixture will be accepted with respect to gradation (P-3/8, P-4, and P-g), and asphalt binder content (Pb) only. 2. Testing in accordance with FM 1-T 209 will not be required as part of 334-5.2.2. 3. The Between-Laboratory Precision Values described in Table 334-6 are modified to include (P-3i8, P-4, and P-8) with a maximum difference per FM 1-T 030 (Figure 2). 6. Table 334-7 (Acceptance Criteria for Traffic Level A and B Mixtures) is replaced by Table 337-3. 7. The mixture will be accepted on the roadway with respect to surface tolerance in accordance with the applicable requirements of 334-5.2.7. No density testing will be required for these mixtures. Table 337-3 Acceptance Criteria for Traffic Level A and B Mixtures i Ch i Tolerance 1 aracter st c Column A Column B Asphalt Binder Content % Target f 0.60 Target ± 0.75 Passing 3/8 inch Sieve % Target ± 7.50 Target + 10.00 Passing No. 4 Sieve % Target ± 6.00 Target ± 9.00 Passing No. 8 Sieve % Target ± 3.50 Target ± 6.00 (1) Tolerances for sample size of n = 1 from the verified mix design. 337-7 Special Construction Requirements. 337-7.1 Hot Storage of FC-5 Mixtures: When using surge or storage bins in the normal production of FC-5, do not leave the mixture in the surge or storage bin for more than one hour. 337-7.2 Longitudinal Grade Controls for Open-Graded Friction Courses: On FC-5, use either longitudinal grade control (skid, ski or traveling stringline) or a joint matcher. 337-7.3 Temperature Requirements for FC-5: 337-7.3.1 Air Temperature at Laydown: Spread the mixture only when the air temperature (the temperature in the shade away from artificial heat) is at or above -102- 65°F. As an exception, place the mixture at temperatures lower than 65°F, only when approved by the Engineer based on the Contractor's demonstrated ability to achieve a satisfactory surface texture and appearance of the finished surface. In no case shall the mixture be placed at temperatures lower than 60°F. 337-7.3.2 Temperature of the Mix: Heat and combine the asphalt rubber binder and aggregate in a manner to produce a mix having a temperature, when discharged from the plant, meeting the requirements of 330-6.3. Meet all requirements of 330-9.1.2 at the roadway. The target mixing temperature shall be established at 320°F. 337-7.4 Compaction of FC-5: Provide two, static steel-wheeled rollers, with an effective compactive weight in the range of 135 to 200 PLI, determined as follows: PLI = Total Weight of Roller (pounds) Total Width of Drums (inches) (Any variation of this equipment requirement must be approved by the Engineer.) Establish an appropriate rolling pattern for the pavement in order to effectively seat the mixture without crushing the aggregate. In the event that the roller begins to crush the aggregate, reduce the number of coverages or the PLI of the rollers. If the rollers continue to crush the aggregate, use a tandem steel-wheel roller weighing not more than 135 lb/in (PLI) of drum width. 337-7.5 Temperature Requirements for FC-9.5 and FC-12.5: 337-7.5.1 Air Temperature at Laydown: Spread the mixture only when the air temperature (the temperature in the shade away from artificial heat) is at or above 45°F. 337-7.5.2 Temperature of the mix: Heat and combine the asphalt rubber binder and aggregate in a manner to produce a mix having a temperature, when discharged from the plant, meeting the requirements of 330-6.3. Meet all requirements of 330-9.1.2 at the roadway. 337-7.6 Prevention of Adhesion: To minimize adhesion to the drum during the rolling operations, the Contractor may add a small amount of liquid detergent to the water in the roller. At intersections and in other areas where the pavement may be subjected to cross-traffic before it has cooled, spray the approaches with water to wet the tires of the approaching vehicles before they cross the pavement. 337-7.7 Transportation Requirements of Friction Course Mixtures: Cover all loads of friction course mixtures with a tarpaulin. 337-8 Thickness of Friction Courses. 337-8.1 FC-12.5 and FC-9.5: The thickness of the friction course layer will be the plan thickness as shown in the Contract Documents. For construction purposes, the plan thickness will be converted to spread rate as defined in 334-1.4. Plan quantities are based on a Gmm of 2.540, corresponding to a spread rate of 110 lbs/yd2-in. Pay quantities will be based on the actual maximum specific gravity of the mix being used. 337-8.2 FC-5: The total thickness of the FC-5 layer will be the plan thickness as shown in the Contract Documents. For construction purposes, the plan thickness will be -103- converted to spread rate based on the combined aggregate bulk specific gravity of the asphalt mix being used as shown in the following equation: Spread rate (lbs/yd2) = t x Gsb x 40.5 Where: t = Thickness (in.) (Plan thickness) Gsb = Combined aggregate bulk specific gravity from the verified mix design The weight of the mixture shall be determined as provided in 320-2.2. Plan quantities are based on a Gsb of 2.635, corresponding to a spread rate of 80 lbs/yd2. Pay quantities will be based on the actual combined aggregate bulk specific gravity (Gsb) of the mix being used. 337-9 Special Equipment Requirements for FC-5. 337-9.1 Fiber Supply System: Use a separate feed system to accurately proportion the required quantity of mineral fibers into the mixture in such a manner that uniform distribution is obtained. Interlock the proportioning device with the aggregate feed or weigh system to maintain the correct proportions for all rates of production and batch sizes. Control the proportion of fibers to within plus or minus 10% of the amount of fibers required. Provide flow indicators or sensing devices for the fiber system, interlocked with plant controls so that the mixture production will be interrupted if introduction of the fiber fails. When a batch plant is used, add the fiber to the aggregate in the weigh hopper or as approved and directed by the Engineer. Increase the batch dry mixing time by 8 to 12 seconds, or as directed by the Engineer, from the time the aggregate is completely emptied into the pugmill. Ensure that the fibers are uniformly distributed prior to the addition of asphalt rubber into the pugmill. When a drum-mix plant is used; add and uniformly disperse the fiber with the aggregate prior to the addition of the asphalt rubber. Add the fiber in such a manner that it will not become entrained in the exhaust system of the drier or plant. 337-9.2 Hydrated Lime Supply System: For FC-5 mixes containing granite, use a separate feed system to accurately proportion the required quantity of hydrated lime into the mixture in such a manner that uniform coating of the aggregate is obtained prior to the addition of the asphalt rubber. Add the hydrated lime in such a manner that it will not become entrained in the exhaust system of the drier or plant. Interlock the proportioning device with the aggregate feed or weigh system to maintain the correct proportions for all rates of production and batch sizes and to ensure that all mixture produced is properly treated with hydrated lime. Control the proportion of hydrated lime to within plus or minus 10% of the amount of hydrated lime required. Provide and interlock flow indicators or sensing devices for the hydrated lime system with plant controls so that the mixture production will be interrupted if introduction of the hydrated lime fails. The addition of the hydrated lime to the aggregate may be accomplished by Method (A) or (B) as follows: 337-9.2.1 Method (A) - Dry Form: Add hydrated lime in a dry form to the mixture according to the type of asphalt plant being used. When a batch plant is used, add the hydrated lime to the aggregate in the weigh hopper or as approved and directed by the Engineer. Increase the batch dry -104- mixing time by eight to twelve seconds, or as directed by the Engineer, from the time the aggregate is completely emptied into the pugmill. Uniformly distribute the hydrated lime prior to the addition of asphalt rubber into the pugmill. When a drum-mix plant is used, add and uniformly disperse the hydrated lime to the aggregate prior to the addition of the asphalt rubber. Add the hydrated lime in such a manner that it will not become entrained in the exhaust system of the drier or plant. 337-9.2.2 Method (B) - Hydrated Lime/Water Slurry: Add the required quantity of hydrated lime (based on dry weight) in a hydrated lime/water slurry form to the aggregate. Provide a solution consisting of hydrated lime and water in concentrations as directed by the Engineer. Use a plant equipped to blend and maintain the hydrated lime in suspension and to mix it with the aggregates uniformly in the proportions specified. 337-9.3 Hydrated Lime Pretreatment: For FC-5 mixes containing granite, as an alternative to 337-9.2, pretreat the aggregate with hydrated lime prior to incorporating the aggregate into the mixture. Use a feed system to accurately proportion the aggregate and required quantity of hydrated lime, and mix them in such a manner that uniform coating of the aggregate is obtained. Control the proportion of hydrated lime to within f 10% of the amount required. Aggregate pretreated with hydrated lime in this manner shall be incorporated into the asphalt mixture within 45 days of pretreatment. 337-9.3.1 Hydrated Lime Pretreatment Methods: Pretreat the aggregate using one of the following two methods: Pretreatment Method A - Dry Form: Add the required quantity of hydrated lime in a dry form to the aggregate. Assure that the aggregate at the time of preteatment contains a minimum of 3% moisture over saturated surface dry (SSD) conditions. Utilize equipment to accurately proportion the aggregate and hydrated lime and mix them in such a manner as to provide a uniform coating. Pretreatment Method B - Hydrated Lime/Water Slurry: Add the required quantity of hydrated lime (based on dry weight) in a hydrated lime/water slurry form to the aggregate. Provide a solution consisting of hydrated lime and water in a concentration to provide effective treatment. Use equipment to blend and maintain the hydrated lime in suspension, to accurately proportion the aggregate and hydrated lime/water slurry, and to mix them to provide a uniform coating. 337-9.3.2 Blending Quality Control Records: Maintain adequate Quality Control records for the Engineer's review for all pretreatment activities. Include as a minimum the following information (for each batch or day's run of pretreatment): pretreatment date, aggregate certification information, certified test results for the hydrated lime, aggregate moisture content prior to blending, as-blended quantities of aggregate and hydrated lime, project number, customer name, and shipping date. 337-9.3.3 Certification: In addition to the aggregate certification, provide a certification with each load of material delivered to the HMA plant, that the material has been pretreated in conformance with these specifications. Include also the date the material was pretreated. 337-10 Failing Material. For Option 1 Mixture Acceptance, met the requirements of 334-5.1.9. For FC-5, use the Master Production Range defined in Table 337-2 in lieu of Table 334-5. -105- 337-11 Method of Measurement. For the work specified under this Section (including the pertinent provisions of Sections 320 and 330), the quantity to be paid for will be the weight of the mixture, in tons. The pay quantity will be based on the average spread rate for the project, limited to a maximum of 105% of the spread rate set by the Engineer in accordance with 337-8. The bid price for the asphalt mix will include the cost of the asphalt binder (asphalt rubber (or polymer), asphalt cement, ground tire rubber, anti-stripping agent, blending and handling) and the tack coat application as directed in 300-8, as well as fiber stabilizing additive and hydrated lime (if required). There will be no separate payment or unit price adjustment for the asphalt binder material in the asphalt mix. The weight will be determined as provided in 320-2 (including the provisions for the automatic recordation system). Prepare a Certification of Quantities, using the Department's current approved form, for the certified asphalt concrete friction course pay item. Submit this certification to the Engineer no later than Twelve O'clock noon Monday after the estimate cut-off or as directed by the Engineer, based on the quantity of asphalt produced and accepted on the Contract. The certification must include the Contract Number, FPID Number, Certification Number, Certification Date, period represented by Certification and the tons produced for each asphalt pay item. 337-12 Basis of Payment. 337-12.1 General: Price and payment will be full compensation for all the work specified under this Section (including the applicable requirements of Sections 320 and 330). For Option 1 Material Acceptance, based upon the quality of the material, a pay adjustment will be applied to the bid price of the material as determined on a LOT by LOT basis. The pay adjustment will be assessed by calculating a Pay Factor for individual quality characteristics. The pay adjustment will be computed by multiplying a Composite Pay Factor for the LOT by the bid price per ton. Perform all calculations with the Department's Asphalt Plant - Pay Factor Worksheets (Form No. 675-030-22). 337-12.2 FC-9.5 and FC-12.5: For Option 1 Material Acceptance, meet the requirements of 334-8. For Option 2 Material Acceptance, meet the requirements of 334- 5.2. 337-12.3 FC-5: For Option 1 Material Acceptance, meet the requirements of 334-8 with the following exceptions: 1. Pay factors will be calculated for asphalt binder content and the percentages passing the 3/8 inch, the No. 4, and the No. 8 sieves only. 2. Table 337-4 replaces Table 334-8. 3. Table 337-5 replaces Table 334-9. 4. The Composite Pay Factor equation in 334-8.3 is replaced with the following: CPF = [(0.20 x PF 3/8 inch) + (0.30 x PF No. 4) + (0.10 x PF No. 8) + (0.40 x PF AC)] For Option 2 Material Acceptance, meet the requirements of 337- 6.2.2. -106- Table 337-4 Small Quantity Pa Table for FC-5 Pa Factor 1-Test Deviation 2-Test Average Deviation Asphalt Binder Content 1.00 0.00-0.50 0.00-0.35 0.90 0.51-0.60 0.36-0.42 0.80 >0.60 >0.42 /8 inch Sieve %) 1.00 0.00-6.50 0.00-4.60 0.90 6.51-7.50 4.61-5.30 0.80 >7.50 >5.30 No. 4 Sieve 1.00 0.00-5.00 0.00-3.54 0.90 5.01-6.00 3.55-4.24 0.80 >6.00 >4.24 No. 8 Sieve 1.00 0.00-3.00 0.00-2.12 0.90 3.01-3.50 2.13-2.47 0.80 >3.50 >2.47 Table 337-5 Specification Limits for FC-5 Quality Characteristic Specification Limits Asphalt Binder Content % Target f 0.45 Passing 3/8 inch sieve (%) Target ± 6.00 Passing No. 4 sieve (%) Target ± 4.50 Passing No. 8 sieve (%) Target ± 2.50 337-12.4 Payment: Payment will be made under: Item No. 337- 7- Asphaltic Concrete Friction Course - per ton. 338 VALUE ADDED ASPHALT PAVEMENT. (REV 12-26-06) (FA 2-5-07) (7-08) SECTION 338 (Pages 292-299) is deleted and the following substituted: SECTION 338 VALUE ADDED ASPHALT PAVEMENT 338-1 Description. Construct Value Added Asphalt Pavement consisting of Asphalt Concrete Structural Course and Asphalt Concrete Friction Course, subject to a three year warranty period. -107- For purposes of this Specification, Warranty" shall mean the Responsible Party, as designated herein, is responsible for performance of the Value Added Asphalt Pavement for a period of three years after final acceptance of the Contract in accordance with 5-11, including continued responsibility for performing all remedial work associated with pavement distresses exceeding threshold values determined in accordance with 338-5, and as to which notice was provided to the Responsible Party within the three-year warranty period. The work specified in this Section will not be paid for directly, but will be considered as incidental to other asphalt pay items. 338-2 Materials and Construction Requirements. Meet the requirements of the following: Hot Bituminous Mixtures - Plant, Methods and Equipment ...........................................................Section 320 Hot Bituminous Mixtures - General Construction Requirements ......................................................Section 330 Superpave Asphalt Concrete ...............................Section 334 Asphalt Concrete Friction Courses .....................Section 337 338-3 Responsible Party. Prior to any Value Added Asphalt Pavement being placed on the project, the Contractor shall designate a Responsible Party to accept responsibility for maintaining the Value Added Asphalt Pavement, when remedial work is required. When the scope of the asphalt work is only milling and resurfacing, and there is no construction of the embankment, subgrade or base below the pavement included in the Contract, the Responsible Party may be either the Contractor or the Department approved subcontractor performing the Value Added Asphalt Pavement work. When the construction of the embankment, subgrade or base below the pavement is included in the Contract, in addition to the construction of the Asphalt Concrete Structural Course and Asphalt Concrete Friction Course, the Contractor shall be considered as the Responsible Party. When the Responsible Party is a subcontractor, the subcontractor must be pre- qualified with the Department in the category of asphalt, and such designation must be made to the Department by the Contractor. The proposed subcontractor must execute and deliver to the Department a form, provided by the Department, prior to or concurrent with the Contractor's request to sublet any Value Added Asphalt Pavement work, stipulating that the subcontractor assumes all responsibility as the Responsible Party for the Value Added Asphalt Pavement within the three-year warranty period. Failure to timely designate the Responsible Party will result in the Contractor being the Responsible Party unless otherwise agreed to in writing by the Department. Upon final acceptance of the Contract in accordance with 5-11, the Contractor's responsibility for maintenance of all the work or facilities within the project limits of the Contract will terminate in accordance with 5-11; with the sole exception that the obligations set forth in this Section for Value Added Asphalt Pavement will continue thereafter to be the responsibility of the Responsible Party as otherwise provided in this Section. -108- 338-4 Statewide Disputes Review Board. The Statewide Disputes Review Board in effect for this Contract will resolve any and all disputes that may arise involving administration and enforcement of this Specification. The Responsible Party and the Department acknowledge that use of the Statewide Disputes Review Board is required, and the determinations of the Statewide Disputes Review Board for disputes arising out of this Specification will be binding on both the Responsible Party and the Department, with no right of appeal by either party. Meet the requirements of 8-3. 338-5 Pavement Evaluation and Remedial Work. 338-5.1 General: The Department's Flexible Pavement Condition Survey Program, along with observations by the Engineer, will be used as the basis for determining the extent and the magnitude of the pavement distresses occurring on the project. The Department will continuously monitor the pavement and may require remedial action at any time. For evaluation purposes, the project will be subdivided into LOTs of 0.1 mile per lane. When the segment is less than 0.1 mile, the segment will be called a partial LOT. The Department may conduct a Pavement Condition Survey of the value added pavement following the final acceptance of the project, and at intermediate times throughout the warranty period. The final survey, if determined by the Engineer to be necessary, will be conducted no later than 45 calendar days before the end of warranty period. The Department will be responsible for all costs associated with the surveys. The Responsible Party will be advised if/when the Department believes remedial action is required. If the survey findings, intermediate or final, are to be disputed by the Responsible Party, written notification must be provided to the Engineer within 30 calendar days of the date of receipt of the survey. During the warranty period, the Responsible Party may monitor the project using nondestructive procedures. The Responsible Party shall not conduct any coring, milling or other destructive procedures without prior approval by the Engineer. 338-5.2 Category 1 Pavement: For purposes of this Specification, "Category 1 Pavement" is defined as mainline roadways, access roads and frontage roads with a design speed 50 mph and greater. Threshold values and associated remedial work for Category 1 Value Added Asphalt Pavement are specified in Table 338 1. -109- TABLE 338-1 Category 1 Pavements Threshold Values Type of Distress yp Type of Survey for Each LOT (0.1 Mile) Remedial Work per Lane. Depth < 0.25 inch one required Rutting Any Survey Remove and replace the Depth > 0.25 inch distressed LOT(s) to the full depth of all layers, and to the full lane width (2) Remove and replace the friction Ride (3) Any Survey < 3.5 course for the full length and the full lane width of the distressed LOT(s) Propose the method of correction Settlement/Depression(3A ) Any Surve epth > 1/2 inch to the Engineer for approval prior to beginning remedial work Cumulative length of Remove and replace the Cracking (4) Any Survey cracking > distressed LOT(s) to the full 30 feet for Cracks depth of all layers, and to the full 1/8 inch lane width (5) Remove and replace the Individual length distressed area(s) to the full 10 feet. distressed depth and the full lane Raveling and/or width, for the full distressed elamination affectin An Surve length plus 50' on each end g y y he Friction Course (6) Patch the distressed area(s) to the Individual length full distressed depth and to a 10 feet. minimum surface area of 150% of each distressed area, subject to performance at final survey (7) emove and replace the distressed area(s) to the full distressed depth, and to a minimum surface area of 150% of each distressed area OR Pot holes and Slippage (6) Any Survey Observation by temporarily patch the distressed Area(s) Engineer area(s) AND, prior to the final survey, remove and replace the distressed area(s) to the full distressed depth, and to a inimum surface area of 150% of each distressed area -110- TABLE 338-1 Category 1 Pavements Threshold Values Type of Distress Type of or Each LOT Remedial Work Survey 0.1 Mile) per Lane. Loss of surface Remove and replace the texture due to distressed area(s) to the full Bleeding (8) Any Survey excess asphalt, individual length distressed depth, and to a minimum surface area of 150% 10 feet and r of each distressed area l foot. in width. Rutting: Rut depth to be determined by Laser Profiler in accordance with the Flexible Pavement Condition Survey Handbook. For any LOT that cannot be surveyed by Laser Profiler, rut depth to be determined manually in accordance with the Flexible Pavement Condition Survey Handbook, with the exception that the number of readings per LOT will be one every 50 feet. For a partial LOT, a minimum of three measurements not exceeding 50 feet apart will be made. When the average of the measurements by manual straightedge exceeds a 0.30 inch threshold value, the remedial work .s needed. (z) Remedial Work for Rutting: The Contractor may propose removal and replacement of less than the full depth of all layers by preparation and submittal of a signed and sealed engineering analysis report, demonstrating the actual extent of the distressed area(s). Remedial work must be performed in accordance with Table 338-1 unless the Engineer approves the proposal. sl Ride: Ride Number (RN) to be established by Laser Profiler in accordance with FM 5-549. As a condition of project final acceptance in accordance with 5-11, correct all deficiencies in accordance with acceptance criteria for pavement moothness in accordance with 330-12.6. (3a)Settlement/Depression: Depth of the settlement/depression to be determined by a 6 foot manual straightedge. al Cracking: Beginning and ending of 1/8 inch cracking will be determined as the average of three measurements taken at one foot intervals. The longitudinal construction joint at the lane line will not be considered as a crack. s) Remedial Work for Cracking: The Contractor may propose removal and replacement of less than the full depth of all layers by preparation and submittal of a signed and sealed engineering analysis report, demonstrating the actual extent f the distressed area(s). Remedial work must be performed in accordance with Table 338-1 unless the Engineer aproves the proposal. h e _ Raveling, Delamination, Pot holes, Slippage: As defined and determined by the Engineer in accordance with t examples displayed at the following URL: www2.dot.state.fl.us/specificationsestimates/pavement.aspx Patched Areas: At the time of final survey, patched areas must be performing to the satisfaction of the Engineer. If he Engineer determines patched areas are not performing satisfactorily, remove and replace the distressed area(s) to he full distressed depth, and to a minimum surface area of 150% of each distressed area. s) Bleeding: Bleeding to be determined as defined and determined by the Engineer in accordance with the examples is la ed at the following URL: www2.dot.state.fl.us/s cificationsestimates/ avement.as x 338-5.3 Category 2 Pavement: For purposes of this Specification, "Category 2 Pavement" is defined as mainline roadways, access roads and frontage roads with a design speed less than 50 mph; approach transition and merge areas at toll booths; ramps; acceleration and deceleration lanes (including tapers); and turn lanes, parking areas; rest areas; weigh stations; and agricultural inspection stations. Threshold values and associated remedial work for Category 2 Value Added Asphalt Pavement are specified in Table 338-2. TABLE 338-2 Cate o 2 Pavements Type of Distress of Type eshold Remedial Work e Surv al ues Rutting Automated See Table See Table 338-1 Measurement 338-1 -111- TABLE 338-2 Category 2 Pavements Type of Distress Type of Threshold Remedial Work Surve Values Manual Remove and replace 1.5 inch the full M Depth > 0.4 lane width for the area plus 50 feet easurement (1) i nch with rutting equal to or greater than 0.4 inch. Cumulative length of Cracking Any Survey cracking > 300 feet for See Table 338-1 Cracks > 1/8 inch Surface Deterioration (2) n Surve Any y See Table See Table 338-1 338-1 Settlement/Depression(3 ny Survey Depth >_ 1/2 ropose the method of correction to he Engineer for approval prior to inch beginning remedial work Rutting: Rut depth to be determined manually in accordance with the Flexible Pavement Condition Survey Handbook. For any LOT that cannot be surveyed by the Laser Profiler, the rut depth will be determined manually in ccordance with the Flexible Pavement Condition Survey Handbook, with the exception that the number of readings per LOT will be one every 20 feet. For partial LOT, minimum of three measurements not exceeding 20 feet apart will be checked. When the average of the measurements by manual straightedge exceeds 0.6 inch, the remedial work is needed. When any individual measurement exceeds 0.6 inch, the remedial work is needed. z) Surface Deterioration: As used in Table 338-2, Surface Deterioration includes Raveling and/or Delamination affecting the Friction Course, Pot holes, Slippage Area(s), Segregated Area(s) and Bleeding; all as defined and footnoted in Table 338-1. 3) Settlement/Depression: Depth of the settlement/depression to be determined by a 6 foot manual straightedge. 338-5.4 Category 3 Pavement: For purposes of this Specification, "Category 3 Pavement" is defined as median crossovers and shoulders. Threshold values and associated remedial work for Category 3 Value Added Asphalt Pavement are specified in Table 338-3. TABLE 338-3 Category 3 Pavements Type of Distress Type of Threshold Remedial Work Survey Values Rutting /A /A /A Cumulative length of Cracking Any Survey racking > See Table 338-1 500 feet for Cracks > 1 /8 inch Surface Deterioration (1) Any Survey See Table See Table 338-1 338-1 -112- TABLE 338-3 Cate o 3 Pavements Type of Distress Type of Threshold Remedial Work Survey Values Propose the method of correction to (2 Settlement/Depression ) Any Survey Depth > 1/2 he Engineer for approval prior to inch beginning remedial work Surface Deterioration: As used in Table 338-3, Surface Deterioration includes Raveling and/or Delamination affecting the Friction Course, Pot holes, Slippage Area(s), Segregated Area(s) and Bleeding; all as defined and footnoted in Table 338-1. Settlement/De ression: Depth of the settlement/depression to be determined b a 6 foot manual straightedge. 338-5.5 Remedial Work: During the warranty period, the Responsible Party will perform all necessary remedial work described within this Section at no cost to the Department. Should an impasse develop in any regard as to the need for remedial work or the extent required, the Statewide Disputes Review Board will render a final decision by majority vote. Remedial work will not apply if any one of the following factors is found to be beyond the scope of the Contract: a. Determination that the pavement thickness design is deficient. The Department will make available a copy of the original pavement thickness design package and design traffic report to the Responsible Party upon request. b. Determination that the Accumulated ESALs (Number of 18 Kip Equivalent Single Axle Loads in the design lane) have increased by 25% or more over the Accumulated ESALs used by the Department for design purposes for the warranty period. In calculating ESALs, the Average Annual Daily Traffic (AADT) will be obtained from the Department's traffic count data and the T24 (Percent Heavy Trucks during a 24 hour period) will be obtained from the Department's traffic classification survey data. c. Determination that the deficiency was due to the failure of the existing underlying layers that were not part of the Contract work. d. Determination that the deficiency was the responsibility of a third party or its actions, unless the third party was performing work included in the Contract. If a measured distress value indicates remedial action is required per Table 338-1, Table 338-2 and/or Table 338-3, the Responsible Party must begin remedial work within 45 calendar days of notification by the Department or a ruling of the Statewide Disputes Review Board. The Disputes Review Board will determine the allowable duration for the completion of the remedial work, but not to exceed 6 months. In the event remedial action is necessary and forensic information is required to determine the source of the distress, the Department may core and/or trench the pavement. The Responsible Party will not be responsible for damages to the pavement as a result of any forensic activities conducted by the Department. As applicable to distress criteria for rutting, ride and cracking for Category 1 and Category 2 pavements, when two LOTS requiring remedial action are not separated by three or more LOTS that otherwise require no remedial action, the remedial -113- work shall be required for the total length of all such contiguous LOTs, including the intermediate LOTs otherwise requiring no remedial action. Additionally, for Category 1 and Category 2 pavements, where the limits of remedial action are defined as 150% of the distressed area, and where such areas of remedial action required due to rutting, raveling, cracking, slippage or bleeding are not separated by 1,000 feet, the remedial work will be required for the entire area contiguous to the distressed areas, including intermediate areas otherwise requiring no remedial action. The Responsible Party has the first option to perform all remedial work that is determined by the Department to be their responsibility. If, in the opinion of the Engineer, the problem poses an immediate danger to the traveling public and the Responsible Party cannot begin remedial work within 72 hours of written notification, the Engineer has the authority to have the remedial work performed by other forces. The Responsible Party is responsible for all incurred costs of the work performed by other forces should the problem (remedial work) be determined to be the responsibility of the Responsible Party. Remedial work performed by other forces does not alter any of the requirements, responsibilities or obligations of the Responsible Party. The Responsible Party must complete all remedial work to the satisfaction of the Engineer. Any disputes regarding the adequacy of the remedial work will be resolved by the Statewide Disputes Review Board. Approval of remedial work does not relieve the Responsible Party from continuing responsibility under the provisions of this Specification. Notify the Engineer in writing prior to beginning any remedial work. Meet the requirements of the Department's Standard Specifications for Road and Bridge Construction and implemented modifications thereto when performing any remedial work. Perform all signing and traffic control in accordance with the current edition of the Department's Design Standards for Design, Construction, Maintenance and Utility Operations on the State Highway System. Provide Maintenance of Traffic during remedial work at no additional cost to the Department. Lane closure restrictions listed in the original Contract will apply to remedial work. Written request(s) to obtain permission for lane closure(s) for either forensic investigation or remedial work must be made to the Engineer 48 hours in advance of any lane closures. Do not perform any lane closures until written permission is given by the Engineer. If remedial work necessitates a corrective action to overlying asphalt layers, pavement markings, signal loops, adjacent lane(s), roadway shoulders, or other affected Contract work, perform these corrective actions using similar products at no additional cost to the Department. 338-6 Responsible Party's Failure to Perform. Should the Responsible Party fail to timely submit any dispute to the Statewide Disputes Review Board, fail to satisfactorily perform any remedial work, or fail to compensate the Department for any remedial work performed by the Department and determined to be the Responsible Party's responsibility in accordance with this Specification, the Department will suspend, revoke or deny the Responsible Party's certificate of qualification under the terms of Section 337.16(d)(2), Florida Statutes, for a minimum of 6 months or until the remedial work has been satisfactorily performed (or full and complete payment for remedial work performed by others made to the -114- Department), whichever is longer. Should the Responsible Party choose to challenge the Department's notification of intent for suspension, revocation or denial of qualification and the Department's action is upheld, the Responsible Party will have its qualification suspended for an additional minimum of 6 months. The remedial work is not an obligation of the Contractor's bond required by Section 337.18, Florida Statutes. 346 PORTLAND CEMENT CONCRETE. . (REV 6-25-07) (FA 6-28-07) (7-08) SECTION 346 (Pages 303-326) is deleted and the following substituted: SECTION 346 PORTLAND CEMENT CONCRETE 346-1 Description. Use concrete composed of a mixture of portland cement, aggregate, water, and, where specified, admixtures, pozzolan and ground granulated blast furnace slag. Deliver the portland cement concrete to the site of placement in a freshly mixed, unhardened state. Obtain concrete from a approved concrete production facility with an accepted Quality Control Program meeting the production and Quality Control (QC) of concrete provisions of this Section and Section 9.2 of the Materials Manual Concrete Production Facilities Guidelines, which may be viewed at the following URL: www.dot.state.fl.us/specificationsoffice/materialsmanual/section92.pdf . If the concrete production facility's Quality Control Plan is suspended, the Contractor is solely responsible to obtain the services of another concrete production facility with an approved Quality Control Program or await the re-approval of the affected concrete production facility's Quality Control Plan prior to the placement of any further concrete on the project. There will be no changes in the contract time or completion dates. Bear all delay costs and other costs associated with the concrete production facility approval or re-approval. 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 Pozzolans and Slag .........................................................Section 929 *Use only silica sand except as provided in 902-5.2.3. Do not use materials containing hard lumps, crusts or frozen matter, or that is contaminated with dissimilar material. -115- 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 11, or Type III cement in all classes of concrete. Use only the types of cements designated for each environmental condition in structural concrete. A mix design for a more aggressive environment may be substituted for a lower aggressive environmental condition. TABLE 1 BRIDGE SUPE RSTRUCTURES Component Slightly Aggressive Moderately Aggressive Extremely Aggressive Environment Environment Environment Type I or Type III Precast Superstructure with Fly Ash and/or and Prestressed Type I or Type III Slag, Type II, Type Type 11 with Fly Ash Elements IP, Type IS, or Type or Slag IP MS Type I with Fly Ash Cast In Place Type I and/or Slag, Type 11, Type II with Fly Ash Type IP, Type IS, or or Slag Type IP MS) BRIDGE SUBSTRUCTURE, DRAINAGE STRUCTURES AND OTHER STRUCTURES Component Slightly Aggressive Moderately Agg essive Extremely Aggressive Environment r Environment Type I with Fly Ash All Elements Type I or Type III and/or Slag, Type II, Type 11 with Fly Ash Type IP, Type or Slag IP(MS , or Type IS 346-2.3 Pozzolans and Slag: Use as desired, on an equal weight replacement basis, fly ash, silica fume, ultrafine fly ash, metakaolin, other pozzolans, and slag materials as a cement replacement in all classes of concrete, with the following limitations: (1) Mass Concrete: a. Fly Ash-ensure that the quantity of cement replaced with fly ash is 18% to 50% by weight, except where the expected core temperature is to rise above 165° F. When the core temperature is expected to rise above 165° F, the percentage of fly ash is required to be 35% to 50% by weight. b. Slag-ensure that the quantity of cement replaced with slag is 50% to 70% by weight. Ensure that slag is 50% to 55% of total cementitious content by weight of total cementitious materials when used in combination with silica fume, ultrafine fly ash and/or metakaolin. -116- c. For Slightly and Moderately Aggressive environments, ensure that there is at least 20% fly ash by weight and 40% Portland cement by weight for mixes containing Portland cement, fly ash and slag. (2) Drilled Shaft: a. Fly Ash-ensure that the quantity of cement replaced with fly ash is 33% to 37% by weight. b. Slag-ensure that the quantity of cement replaced with slag is 58% to 62% by weight. (3) Precast concrete will have a maximum of 25% fly ash or a maximum of 70% slag. (4) For all other concrete uses not covered in (1), (2) and (3) above, a. Fly Ash-ensure that the quantity of cement replaced with fly ash is 18% to 22% by weight. b. Slag-ensure that the quantity of cement replaced with slag is 25% to 70% for Slightly and Moderately Aggressive environments, and 50% to 70% by weight when used in Extremely Aggressive environments. Ensure that slag is 50% to 55% of total cementitious content by weight of total cementitious materials when use in combination with silica fume and/or metakaolin. c. As an option for Slightly and Moderately Aggressive environments ensure that there is at least 20% fly ash by weight and 40% Portland cement by weight for mixes containing Portland cement, fly ash and slag. d. Class I (Special) and Class II concrete, excluding Class II (Bridge Deck), are not required to meet the minimum fly ash or slag requirements. In addition, the fly ash content may be a maximum of 25% by weight of cement and the slag may be a maximum of 70% by weight of cement. (5) Type IP (MS): Ensure that the quantity of pozzolan in Type IP (MS) is in the range of 15% to 40% by weight. (6) Silica Fume, Metakaolin and Ultrafine Fly Ash: a. Cure in accordance with the manufacturer's recommendation and approved by the Engineer. b. Silica Fume-ensure that the quantity of cementitious material replaced with silica fume is 7% to 9% by weight. c. Metakaolin-ensure that the quantity of cementitious material replaced with metakaolin is 8% to 12% by weight. d. Ultrafine Fly Ash-ensure that the quantity of cementitious material replaced with ultrafine fly ash is 8% to 12% by weight. 346-2.4 Coarse Aggregate Gradation: Produce all concrete using Size No. 57, 67 or 78 coarse aggregate. With the Engineer's approval, Size No. 8 or Size No. 89 may be used either alone or blended with Size No. 57, 67 or 78 coarse aggregate. The Engineer will consider requests for approval of other gradations individually. Submit sufficient statistical data to establish production quality and uniformity of the subject aggregates, and establish the quality and uniformity of the resultant concrete. Furnish aggregate gradations sized larger than nominal maximum size of 1.5 inch as two components. Ensure the maximum coarse aggregate size does not violate the reinforcement spacing provisions given for reinforced concrete in the AASHTO LRFD Bridge Design Specifications. -117- For Class I (Special) and Class II, excluding Class II (Bridge Deck), the coarse and fine aggregate gradation requirements set forth in Sections 901 and 902 are not applicable and the aggregates may be blended; however, the aggregate sources must be approved by the Department. Do not blend the aggregate if the size is smaller than Size No. 78. 346-2.5 Admixture Requirements: Admixtures will meet the requirements of this subarticle. Chemical admixtures not covered in this subarticle may be approved by the Engineer. Submit statistical evidence supporting successful laboratory and field trial mixes which demonstrate improved concrete quality or handling characteristics. Do not use admixtures or additives containing calcium chloride (either in the raw materials or introduced during the manufacturing process) in reinforced concrete. 346-2.5.1 Water Reducer/Water Reducer Retardant Admixtures: Use water-reducing admixture, Type A, or water-reducing and retarding admixture, Type D. Use in accordance with the manufacturer's recommended dosage rate. 346-2.5.2 Air Entrainment Admixtures: Use an air entraining admixture in all concrete mixes except counterweight concrete. The use of air entraining admixture is optional for Class I (Special) and Class 11 concrete, excluding Class II (Bridge Deck). 346-2.5.3 High Range Water Reducing and Viscosity Modifying Admixtures: 346-2.5.3.1 General: The Contractor may propose the use of a Type F or G admixture, meeting the requirements of Section 924, in all classes of concrete, except for concrete used in drilled shafts. The use of High Range Water Reducing (HRWR) admixtures in concrete mixes incorporating silica fume or metakaolin is mandatory. 346-2.5.3.2 Flowing Concrete Admixtures for Precast/Prestressed Concrete: Use a Type I or Type II admixture, meeting the requirements of Section 924, for producing Flowing Concrete. Produce flowing concrete mix with target slump of 9 inches. The use of flowing concrete admixtures is limited to the construction of precast/prestressed concrete products. Add the flowing concrete admixtures at the ready mixed concrete production batch plant. Submit the proposed flowing concrete mix design and test data as specified herein and in Section 9.2 of the Materials Manual. Subsequent to the laboratory trial batch, perform a field demonstration of the proposed mix design by production and placement of at least three batches, 3 yd3 minimum size each, of concrete containing flowing concrete HRWR admixture. Take representative samples from each batch and perform slump, air content, density (unit weight), and temperature tests on these samples. Cast specimens from each sample for compressive strength tests. Record the ambient air temperature during the test. Ensure that the concrete properties are within the required specification limits. The plants that are producing concrete with batch sizes of less than 3 yd3 are required to produce and place at least a total amount of 9 yd3 and perform the aforementioned tests on at least three randomly selected batches. Determine the workability of the demonstration concrete batches by performing the slump tests on the samples taken at 15 minute intervals from each batch. Continue sampling and testing until the slump measures 6 inches or less. From the plot of slump versus time, determine the time for each batch when the slump is at 7.5 inches. The shortest time period determined from three consecutive batches, at 7.5 inches slump, is considered the cutoff time of the proposed concrete mix. For production -118- concrete, ensure that the time between the batching and depositing of each load of concrete is less than the cutoff time of the mix and also does not exceed the allowable time limit specified in 346-7.6. Ensure that the demonstration concrete is mixed, delivered, placed, consolidated and cured in accordance with the proposed method and sequence. Produce the flowing concrete batches at slumps between 7.5 inches to 10.5 inches. Perform inspection of the demonstration concrete during hatching, delivery, placement and post placement. During placement, ensure that the concrete batches meet all plastic property requirements of the specifications and maintain their cohesive nature without excessive bleeding, segregation, or abnormal retardation. 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 non-reinforced concrete items and may be included for payment, provided it meets Contract requirements for slump, entrained air, and strength. After removal of the forms, perform the post-placement inspection of the in-place concrete. Observe for any signs of honeycombs, cracks, aggregate segregation or any other surface defects and ensure that the hardened concrete is free from these deficiencies. The Engineer may require saw cutting of the mock-up products to verify the uniform distribution of the aggregates within the saw cut surfaces and around the reinforcing steel and prestressing strands. The Engineer will require saw cutting of the demonstration mock-up products for plants that are demonstrating the use of the flowing concrete for the first time. Obtain core samples from different locations of mock-up products to inspect the aggregate distribution in each sample and compare it with the aggregate distribution of other core samples. Perform rapid chloride permeability or surface resistivity tests on the core samples or test cylinders. Submit the results of the laboratory trial batch tests and field demonstration of verified test data and inspection reports to the Engineer, along with certification stating that the results of the laboratory trial batch tests and field demonstration tests indicate that the proposed concrete mix design meets the requirements of the specifications. For the proposed mix design, state the anticipated maximum time limit between the batching and when the concrete of each batch is deposited during the production. Upon the review and verification of the laboratory trial batch, field demonstration test data, inspection reports and contractor's certification statement, the Department will approve the proposed mix design. The Department may approve proposed flowing concrete mixes, centrally mixed at the placement site, without the production of demonstration batches, provided that the proposed mix meets the following two criteria: (1) A previously approved flowing concrete mix of the same class has demonstrated satisfactory performance under the proposed job placing conditions with a minimum of fifteen consecutive Department acceptance tests, which met all plastic and hardened concrete test requirements. (1) The cementitious materials and chemical admixtures, including the flowing concrete HR" admixture, used in the proposed mix are the same materials from the same source used in the previously approved mix, (1) above. -119- Do not produce or place concrete until the design mixes have been approved. 346-2.5.3.3 Self Consolidating Concrete Admixtures for Precast/Prestressed Concrete: Use self consolidating concrete meeting the requirements of this Section and Chapter 8.4 of the Materials Manual Concrete Production Facilities Guidelines, which may be viewed at the following URL: www.dot.state.fl.us/specifications office/materialsmanual/section84.pdf. 346-2.5.4 Corrosion Inhibitor Admixture: Use only with concrete containing Type II cement, Class F fly ash or slag, and a water reducing retardant admixture, Type D, or High Range Water Reducer retarder admixture, Type G, to normalize the setting time of concrete. Ensure that all admixtures are compatible with the corrosion inhibitor admixture. 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 Table 2: TABLE 2 Class of Concrete Specified Minimum Strength (28-day) (psi) Target Slump (inches) (c) (e) Air Content Range (%) STRUCTURAL CONCRETE I (Pavement) 3,000 2 1 to 6 I (Special) (a) 3,000 6 maximum n/a II (a) 3,400 6 maximum n/a 11 (Bridge Deck 4,500. 3 (b) I to6 III (f) 5,000 3 (b) 1 to 6 III (Seal) 3,000 8 1 to 6 IV 5,500 3 (b) 1 to 6 IV (Drilled Shaft) 4,000 8.5 0 to 6 V (Special) 600 3 (b) (d) 1 to 5 V 6,500 3 (b) (d) 1 to 5 VI 8,500 3 (b) (d) 1 to 5 (a) For precast drainage systems that are manufactured at the precast plant, the Contractor is permitted to use concrete meeting the requirements of ASTM C 478 4,000 psi in lieu of Class I or Class II concrete. Apply the chloride content limits specified in 346-4.2 to all box culverts. For precast box culverts and precast drainage structures, the target slump will not apply. (b) The Engineer may allow higher target slump, not to exceed 7 inches, when a Type F or Type G admixture is used. -120- (c) The Engineer may approve a reduction in the target slump for slip- form operations. (d) When the use of silica fume, ultrafine fly ash, or metakaolin is required as a pozzolan in Class IV, Class V, Class V (Special) or Class VI concrete, ensure that the concrete exceeds a resistivity of 29 KOhm-cm at 28 days, when tested in accordance with FM 5-578. Submit three 4 x 8 inch cylindrical test specimens to the Engineer for resistivity testing before mix design approval. Take the resistivity test specimens from the concrete of the laboratory trial batch or from the field trial batch of at least 3 yd3. Verify the mix proportioning of the design mix and take representative samples of trial batch concrete for the required plastic and hardened property tests. Cure the field trial batch specimens similar to the standard laboratory curing methods. Submit the resistivity test specimens at least 7 days prior to the scheduled 28 day test. The average resistivity of the three cylinders, eight readings per cylinder, is an indicator of the permeability of the concrete mix. (e) The Engineer may allow a target slump of 9.0 inches when Type I or II admixture is used to produce flowing concrete in the construction of precast concrete products. (f) When precast box culverts or precast drainage products require a Class III concrete, the minimum cementitious materials will be 470 lb/yd3 and the target slump and air content range shall meet the requirements for a Class II concrete and note (a) above. 346-3.2 Drilled Shaft Concrete: When drilled shaft concrete is placed in any wet shaft, provide concrete in accordance with the following specified slump loss requirements. Ensure that drilled shaft concrete has a slump between 7.5 inches and 9.5 inches when placed and maintains a slump of 4 inches or more throughout the drilled shaft concreting 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 throughout the concrete elapsed time. Inform the Engineer at least 48 hours before performing such tests. Perform slump loss testing of the drilled shaft mix using a laboratory acceptable to the Engineer meeting the requirements of 105-6. Perform the following procedures for slump loss tests: (1) 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. (2) Ensure that the mix is at least 3 yd3 and is mixed in a mixer truck. (3) After initial mixing, determine the slump, concrete temperature, ambient temperature and air content. Ensure that the concrete properties are within the required specification target limits. -121- (4) Mix the concrete intermittently for 30 seconds every five minutes at the mixing speed of the mixer. (5) Determine slump, concrete temperature, ambient temperature and air content at 30 minute intervals until the slump is 4 inches or less. Remix the mix for one minute at the mixing speed of the mixer before these tests are run. (6) Begin all elapsed times when water is initially introduced into the mix. (7) Ensure that the concrete maintains a slump of at least 4 inches for the anticipated elapsed time. (8) Obtain the Engineer's approval of slump loss test results in terms of elapsed time before 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 selected mix design, casting procedures, and materials. Use a Specialty Engineer competent in the design and temperature control of concrete in mass elements. The Specialty Engineer shall follow the procedure outlined in Section 207 of the ACI Manual of Concrete Practice to formulate, implement, administer and monitor a temperature control plan, making adjustments as necessary to ensure compliance with the Contract Documents. The Specialty Engineer shall select the concrete design mix proportions that will generate the lowest maximum temperatures possible to ensure the 357 differential temperature is not exceeded. Describe the measures and procedures intended for use to maintain a temperature differential of 35°F or less between the interior core center and exterior surface(s) of the designated mass concrete elements during curing. Submit both the mass concrete mix design and the proposed mass concrete plan to monitor and control the temperature differential to the Engineer for acceptance. Provide temperature monitoring devices to record temperature development between the interior core center and exterior surface(s) of the elements in accordance with the accepted mass concrete plan. The Specialty Engineer, or a qualified technician employed by the Specialty Engineer, must personally inspect and approve the installation of monitoring devices and verify that the process for recording temperature readings is effective for the first placement of each size and type mass component. Submit to the Engineer for approval the qualification of all technicians employed to inspect or monitor mass concrete placements. For placements other than the first, designate an employee(s) approved by the Specialty Engineer, as qualified to inspect monitoring device installation, to record temperature readings, to be in contact at all times with the Specialty Engineer if adjustments must be made as a result of the temperature differential being exceeded, and to immediately implement adjustments to temperature control measures as directed by the Specialty Engineer. Read the monitoring devices and record the readings at intervals no greater than 6 hours. The readings will begin when the mass concrete placement is complete and continue until the maximum temperature differential (not maximum temperature) is reached and a decreasing temperature differential is confirmed as defined in the temperature control plan. Furnish a copy of all temperature readings to the Engineer as they are determined, and a final report within three days of completion of monitoring of each element. -122- If the 35°F differential has been exceeded, take immediate action, as directed by the Specialty Engineer who must be available for immediate consultation at any time, to retard further growth of the temperature differential. Use a Specialty Engineer to revise the previously accepted plan to ensure compliance on future placements. Do not place any mass concrete until the Engineer has accepted the mass concrete plan(s). When mass concrete temperature differentials are exceeded, provide all analyses and test results deemed necessary by the Engineer for determining the structural integrity and durability of the mass concrete element, to the satisfaction of the Engineer. The Department will make no compensation, either monetary or time, for the analyses or tests or any impacts upon the project. 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 Table 3: TABLE 3 Class of Concrete Minimum Total Cementitious Materials Content lb/ d *Maximum Water Cementitious Materials Ratio lb/lb I (Pavement) 470 0.50 1(Special) 470 0.53 II 470 0.53 11 (Bridge Deck 611 0.44 III 611 0.44 III (Seal) 611 0.53 IV 658 0.41 IV (Drilled Shaft 658 0.41 V (Special) 752 0.37** V 752 0.37** VI 752 0.37** *The calculation of the water to cementitious materials ratio (w/cm) is based on the total cementitious material including cement, silica fume, slag, fly ash, ultrafine fly ash, or metakaolin. * * When the use of silica fume or metakaolin is required as a pozzolan, the maximum water cementitious material ratio will be 0.35. When the use of ultrafine fly ash is required as a pozzolan, the maximum water cementitious material ratio will be 0.30. 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 or exposure environment shown: TABLE 4 Maximum Application/Exposure Environment Allowable Chloride Content, -123- lb/ d Non Reinforced Concrete No Test Needed Sli htly ag ressive environment 0.70 Reinforced Concrete Moderately or extremely aggressive environment 0.40 rConcrete 0.40 Ensure that the chloride content of all reinforced concrete produced does not exceed the maximum allowable limits specified in Table 4. 346-4.2.2 Certification: Certify for each mix design during mix design approval, as well as from the first day of production and every 30 calendar days or less thereafter to the Department that all reinforced concrete produced meets the requirements of this Section. Include in the certification all pertinent chloride test data. 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. Include all the chloride certificates that apply with the monthly certification of compliance as required in 105-2 of these Specifications. The Department will monitor the chloride content through comparison samples at a minimum frequency of one sample for each plant every twelve months in accordance with the requirements of this Section and Section 9.2.12.2 of the Materials Manual. 346-4.2.3 Control Level for Corrective Action: If chloride test results exceed the limits of Table 4, suspend concrete production immediately for every mix design using the same component materials, including admixtures, until corrective measures are made. If the chloride test results are not obtained within ten calendar days of concrete sampling, the Engineer may suspend the concrete production until corrective measures are made. When the source of any component material, including admixtures, for the concrete is changed, sampling for chloride determination shall restart the first day of production of the mix with the new component material. If chloride test results exceed the limits of Table 4, reject all from the first passing chloride test to the present, or perform engineering analysis to demonstrate that the material meets the intended service life of the structure. In the event that an engineering analysis is proposed, supply this information within 30 business days from a Specialty Engineer knowledgeable in the areas of corrosion and corrosion control. A written request for time to develop the engineering analysis may be provided to the Engineer; however, the Engineer has the sole option to accept or reject this request. 346-5 Sampling and Testing Methods. Perform concrete sampling and testing in accordance with the following methods: TABLE 5 Description Method Slump of Hydraulic Cement Concrete ASTM C 143 -124- Air Content of Freshly Mixed Concrete by the Pressure Method* ASTM C 231 Air Content of Freshly Mixed Concrete by the Volumetric Method* ASTM C 173 Making and Curing Test Specimens in the Field ASTM C 31 Compressive Strength of Cylindrical Concrete Specimens** ASTM C 39 Obtaining and Testing Drilled Core and Sawed Beams of Concrete ASTM C 42 Early Sampling of Fresh Concrete During the Initial Placement FM 5-501 Low Levels of Chloride in Concrete and Raw Materials FM 5-516 Density (Unit Weight), Yield and Air Content (Gravimetric) of Concrete ASTM C 138 Temperature of Freshly Mixed Portland Cement Concrete ASTM C 1064 Sampling Freshly Mixed Concrete ASTM C 172 Static Segregation of Self Consolidating Concrete using Column Techniques ASTM C 1610 Slump Flow of Self Consolidating Concrete ASTM C 1611 Passing Ability of Self Consolidating Concrete by J-Ring ASTM C 1621 *Use the same type of meter for QC tests as the Department uses for Verification testing. When using 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 concrete production facility. "Ibe Department will use the same size cylinder molds as the Contractor uses for his QC tests.. Use 4 x 8 or 6 x 12 inch cylinders for determination of the compressive strength. 346-6 Control of Quality. 346-6.1 General: Develop a Quality Control Plan (QCP) as specified in 105-3. Assume responsibility for meeting the requirements of the approved QCP and Contract Documents. Ensure the QCP includes the necessary requirements to control the quality of the concrete. QC activities are performed by the Contractor to ensure materials, methods, techniques, personnel, procedures and processes utilized during production meet the specified requirements. For precast/prestressed operations, ensure that the QC testing is performed by the producer. Accept the responsibility for QC inspections on all phases of work. Ensure all materials and workmanship incorporated into the project meet the requirements of the Contract Documents. When concrete plastic properties (slump, air content and temperature) could be significantly affected by handling between the point of delivery and the point of final placement, including the use of pumps, conveyor belts, troughs, chutes, barge transport or other means, provide in the QCP provisions to sample the plastic concrete for all testing at the point of final placement, as a minimum. -125- Ensure the QCP includes any anticipated requirements for adjusting the concrete at the placement site. Include the testing procedures that will be implemented to control the quality of the concrete and ensure that concrete placed is within the target. range. Also, include provisions for the addition of water to concrete delivered to the placement site at designated level areas, to ensure the allowable amount of water stated on the concrete delivery ticket or the maximum water/cementitious materials ratio on the approved design mix are not exceeded. Ensure the anticipated ranges of jobsite water additions are described and the proposed methods of measuring water for concrete adjustments are included. Failure to meet the requirements of this Specification or the QCP will automatically void that portion of the QCP. To obtain QCP re-approval, implement corrective actions as approved by the Engineer. The Engineer may allow the Contractor to continue any ongoing concrete placement but the Engineer will not accept concrete for any new placement until the QCP reapproval is given by the Engineer. 346-6.2 Concrete Design Mix: Provide concrete that has been produced in accordance with a Department approved design mix, in a uniform mass free from balls and lumps. Discharge the concrete in a manner satisfactory to the Engineer. Perform demonstration batches to ensure complete and thorough placements in complex elements, when requested by the Engineer. Do not place concretes of different compositions such that the plastic concretes may combine, except where the plans require concrete both with and without silica fume, ultrafine fly ash, metakaolin or calcium nitrite in a continuous placement. Produce these concretes using separate design mixes. For example, designate the mix with calcium nitrite as the original mix and the mix without 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: Ensure that an electronic delivery ticket is furnished with each batch of concrete before unloading at the placement site. The delivery ticket may be proprietary software or in the form of an electronic spreadsheet, but shall be printed. Ensure that the materials and quantities incorporated into the batch of concrete is recorded on the delivery ticket. Include the following information on the Delivery Ticket: (1) Arrival time at jobsite, (2) Time that concrete mix has been completely discharged, (3) Number of revolutions upon arrival at the jobsite, (4) Total gallons of water added at the jobsite, (5) Additional mixing revolutions when water is added, (6) Total number of revolutions at mixing and agitating speed. Items 3 through 6 do not apply to non-agitating concrete transporting vehicles. -126- Ensure the batcher responsible for production of the batch of concrete signs the delivery ticket, certifying the batch of concrete was produced in accordance with the Contract Documents. Sign the delivery ticket certifying that the maximum specified water to cementitious materials ratio was not exceeded due to any jobsite adjustments to the batch of concrete, and that the batch of concrete was delivered and placed in accordance with the Contract Documents. 346-6.4 Tolerances: Meet the following tolerances from target values for plastic concrete properties specified in 346-3.1: TABLE 6 Property Target Range Tolerance Slump (Non-Drilled Shaft Concrete without HRWR) f 0.75 inch f 1.5 inch Slump (Non-Drilled Shaft Concrete with HRWR) f 1.0 inch f 1.5 inch Slump (Drilled Shaft Concrete) f 1.0 inch f 1.5 inch Air Content As shown in the range in Table 2 Reject concrete with slump or air content exceeding the above tolerances. Do not allow concrete to remain in a transporting vehicle to reduce slump. Water may be added only upon arrival of the concrete to the jobsite and not thereafter. If the slump varies from the target range as described in Table 6, immediately adjust the concrete mixture to correct the slump of succeeding batches. The Engineer will allow a reasonable time for adjustment. Test each load to ensure only concrete meeting the specification is placed. The Engineer will take into consideration trucks already in route from the concrete production facility after the facility has been notified. 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 Mixing and Delivering Concrete. 346-7.1 General Requirements: Operate all concrete mixers at speeds and volumes per the manufacturer's design or recommendation as stipulated on the mixer rating plate. 346-7.2 Transit Mixing: When water is added at the jobsite, 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. 346-7.3 Mixing at the 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. 346-7.4 Concreting in Cold Weather: Do not mix concrete when the air temperature is below 45°F and falling. The Contractor may mix and place concrete when the air temperature in the shade, and away from artificial heat, is 40°F and rising. Protect -127- the fresh concrete from freezing until the concrete reaches a minimum compressive strength of 1,500 psi unless the concrete is to be heat cured. This does not apply to precast concrete placement operations occurring in a temperature controlled environment. 346-7.5 Concreting in Hot Weather: Hot weather concreting is defined as the production, placing and curing of concrete when the concrete temperature at placing exceeds 85°F but is less than 100°F. Unless the specified hot weather concreting measures are in effect, reject concrete exceeding 85°F at the time of placement. Regardless of special measures taken, reject concrete exceeding 100°F. Predict the concrete temperatures at placement time and implement hot weather measures to avoid production shutdown. 346-7.6 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: TABLE 7 Non-Agitator Trucks Agitator Trucks 45 minutes 60 minutes 75 minutes* 90 minutes* *When a water reducing and retarding admixture (Type D, Type G or Type II) is used. 346-7.7 Adding Water To Concrete at the Placement Site: Perform an initial slump before the addition of water at the jobsite. After adjusting the slump, perform a test to confirm that the slump of the concrete is within the target range as defined in Table 6. If the slump exceeds the target range but is within the tolerance range, that load may be accepted, but water added at the site will be reduced to maintain a slump within the target range on successive loads. If the slump is delivered within the target range, no water will be added to the load. Confirm with another test that the next load is within the target range after the addition of water at the placement site. Repeated incidents of concrete being placed outside the target range will result in revocation of that portion of the QCP. No concrete represented by plastic test results outside of the tolerance range will be accepted for placement. 346-7.8 Sample Location: Obtain samples from the point of final placement. Where concrete buckets are used to discharge concrete directly to the point of final placement or into the hopper of a tremie pipe, samples will be obtained from the discharge of the bucket. When the concrete is discharged directly from the mixer into the bucket, with a minimal lapse of time before discharge of the bucket, samples may be obtained from the discharge of the mixer. Where conveyor belts, troughs, pumps, or chutes are used to transport concrete directly to the point of final placement or into the hopper of a tremie pipe, samples will be obtained from the discharge end of the entire conveyor belt, trough, pump, or chute system. Where concrete is placed in a drilled shaft or other element using a tremie pipe and a concrete pump, samples will be obtained from the discharge of the pump line at the location of the tremie hopper. Where a concrete pump is used to deposit concrete directly into a drilled shaft which is a wet excavation without the use of a tremie, ensure the discharge end of -128- the pump line remains immersed in the concrete at all times after starting concrete placement, and the following procedure is followed: a. Obtain initial samples from the discharge of the pump line using the full length of pump line which will be required to start the placement. Ensure the plastic properties of the concrete sampled from the discharge of the pump line are within the target range. Obtain comparative initial samples from the discharge of the mixer delivering concrete to the pump in order to control the plastic properties of the mix. b. Obtain all other samples from the discharge of the mixer delivering concrete to the pump. Ensure the plastic properties of the concrete being delivered to the pump are within the allowable tolerance, except when necessary and approved by the Engineer and based on comparative testing, to provide concrete meeting the Specification requirements at the end of the pump line. Describe concrete placement and sampling methods in the QCP. 346-8 Plastic Concrete Sampling and Testing. QC tests will include air content, temperature, slump, and preparing compressive strength cylinders for testing at later dates. In addition, calculate the water to cementitious materials ratio for compliance to the approved mix design. Ensure that each truck has a valid inspection card issued by the Department, the revolution counter on the mixer is working properly, and calibration of the water dispenser has been performed within the last twelve months and verify batch weights within required limits of the mix design. Perform plastic concrete tests on the initial delivery of each concrete design mix each day. Ensure QC technicians meeting the requirements of Section 105 are present and performing tests throughout the placement operation. Ensure one technician is present and performing tests throughout the placement operation at each placement site. If a placement site has multiple concrete trucks, identify the number of technicians in the Quality Control Plan. If a placement site has multiple trucks placing concrete, then have at least two technicians present at that site. Ensure all equipment utilized meets this Specification. Do not proceed with the placement operation until the delivered concrete complies with plastic properties specified. After placement begins, perform QC tests to ensure compliance with Specification requirements. Reject non-complying loads which cannot be adjusted at the jobsite. Ensure that corrections are made on subsequent loads. Furnish sufficient concrete of each design mix as required by the Engineer for verification testing. When the Engineer's verification test results do not compare with the QC plastic properties test results, within the limits defined by the Independent Assurance (IA) checklist comparison criteria, disposition of the concrete will be at the option of the Contractor. If a QC test fails, reject the remainder of that load, terminate the LOT and notify the Engineer. Make cylinders representing that LOT from the same sample of concrete. Following termination of a LOT, re-initiate plastic properties tests until such time as the water to cementitious materials ratio, air content, temperature and slump comply with the Specification requirements. 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 and increase the frequency of QC testing in the -129- QCP to bring the concrete within allowable tolerances. Obtain the Engineer's approval of the revisions before resuming production. After production resumes, obtain the Engineer's approval before returning to the normal frequency of QC testing. If concrete placement stops for more than 90 minutes, perform initial plastic properties testing on the next batch and continue the LOT. Cylinders cast for that LOT will represent the entire LOT. The Department may perform Independent Verification testing at any time to evaluate the QC of the concrete. The comparison between the Independent Verification testing and the QC testing is identified in the IA Checklist Criteria. When a test does not compare, the Contractor will revise the QCP as deemed necessary by the Engineer. The Department reserves the right to notify the IA to review the testing procedures and equipment. 346-9 Acceptance Sampling and Testing. 346-9.1 General: Perform plastic properties tests in accordance with 346-8 and cast a set of three QC cylinders (either 4 inch by 8 inch or 6 inch by 12 inch cylinders are acceptable), for all structural concrete incorporated into the project. Take these acceptance samples randomly as determined by a random number generator (acceptable to the Department). The Department will independently perform plastic properties tests and cast a set of verification cylinders. The verification cylinders will be the same size cylinder selected by the Contractor, from a separate sample from the same load of concrete as the Contractor's QC sample. For Class I and Class II concrete (excluding Class I Pavement and Class II Bridge Deck), the Department may perform inspections of the plants producing Class I and II concrete in lieu of plastic properties tests. For each set of QC cylinders verified by the Department, cast one additional cylinder from the same sample, and identify it as the QC "hold" cylinder. The Department will also cast one additional "hold" cylinder from each Verification sample. Provide curing facilities that have the capacity to hold all QC, Verification, "hold" and Independent Verification cylinders simultaneously for the initial curing. All cylinders will be clearly identified. Deliver the QC samples, including the QC "hold" cylinder to the final curing facility in accordance with ASTM C 31. At this same time, the Department will deliver the Verification samples, including the Verification "hold" cylinder, to their final curing facility. Test the QC laboratory cured samples for compressive strength at the age of 28 days, or any other specified age, in a laboratory meeting and maintaining at all times the qualification requirements listed in 105-6. Meet the requirements of 450-16.3 for the testing of shipment cylinders for precast or prestressed products. The QC testing laboratory will input the compressive strength test results into the Department's sample tracking database within 24 hours. When the QC testing laboratory cannot input the compressive strength test results into the Department's sample tracking database within 24 hours, the QC testing laboratory will notify the Verification testing laboratory within 24 hours of breaking the cylinder and provide the Verification testing laboratory the compressive strength test results. Ensure the compressive strength results are input into the Department's sample tracking database within 72 hours of determining the compressive strength of the cylinders. The Department will average the QC compressive strength test data and compare this data to the average of the Verification compressive strength test data and, -130- based on this comparison value at 28 days, determine the Comparison Criteria as shown in Table 8. In the event that one set of compressive strength data for a set of cylinders falls outside the range of the other set of cylinders, use the lower Range of Average Compressive Strength to determine the comparison criteria. When the difference between QC and Verification are less than or equal to the Comparison Criteria, the QC data is verified. When the difference between QC and Verification data exceeds the Comparison Criteria the Engineer will initiate the resolution procedure in accordance with 346-9.5. The QC and Verification laboratories will transport their own hold cylinder to the resolution testing laboratory within 72 hours after the Engineer notifies the Contractor that a resolution is required. Table 8 Range of Average Compressive Strength Comparison Criteria Less than 3500 psi 420 psi 3,501 - 4,500 psi 590 psi 4,501 - 6,500 psi 910 psi 6,501 - 8,500 psi 1,275 psi Greater than 8,500 psi 1,360 psi 346-9.2 Sampling Frequency for Quality Control Tests: As a minimum, sample and test concrete of each design mix for water to cementitious materials ratio, air content, temperature, slump and compressive strength in accordance with these specifications. The Engineer will randomly verify one of every four consecutive LOTs of each design mix based on a random number generator, and may perform additional Independent Verification tests. All QC activities, calculations, and inspections will be randomly confirmed by the Department. TABLE 9 Class Concrete Maximum Size I (Pavement) 250 lane ft, or one day's production, whichever is less I (Special) one day's production II (Bridge Deck), III, IV, IV (Drilled Shaft), V (Special), V, VI 50 yd3, or one day's production, whichever is less III (Seal) Each Seal placement 346-9.2.1 Reduced Frequency for Acceptance Tests: When ten consecutive strength test results from a Class IV or higher class of concrete are produced at the same concrete production facility, on a given Contract have all been verified and have attained an average strength greater than two standard deviations above the specified minimum, then the LOT may represent a maximum production quantity of 100 yd3. In addition, when five consecutive strength test results from a Class III or lower class -131- of concrete is produced at the same concrete production facility on a given Contract have all been verified and have attained an average strength greater than two standard deviations above the specified minimum, the LOT may represent a maximum production quantity of 100 yd3. The average of the consecutive compressive strength test results, based on the class of concrete, can be established using historical data from the previous project. The data must also represent the same prime/subcontractor. The last test from the previous job must be within the last 60 calendar days or may also be established by a succession of samples on the current project. Only one sample can be taken from each LOT. Test data must be from a laboratory meeting the requirements of 105-6. If at any time a strength test is not verified and/or the average strength of the previous ten or five consecutive samples based on the class of concrete described above, is less than the specified minimum plus two standard deviations, the maximum production quantity represented by the LOT will return to 50 yd3. 346-9.3 Strength Test Definition: The strength test of a LOT is defined as the average of the compressive strengths tests of three cylinders cast from the same sample of concrete from the LOT. 346-9.4 Acceptance of Hardened Concrete: Hardened concrete will be accepted or rejected on the basis of strength test results as defined in 346-9.3. Do 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 346-9). When QC strength test results are verified, the Engineer will accept the concrete based on QC test results. 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. When one of the three QC cylinders from a LOT is lost, damaged or destroyed, determination of compressive strength will be made by averaging the remaining two cylinders. If more than one QC cylinder from a LOT is lost, damaged or destroyed, the Contractor will core the structure at no additional expense to the Department to determine the compressive strength. Acceptance of LOT may be based on verification data at the discretion of the Engineer. Obtain the approval of the Engineer to core, and of the core location prior to drilling. For each QC cylinder that is lost, damaged or destroyed, payment for that LOT will be reduced by $750.00 per 1,000 psi of the specified design strength [Example: loss of two Class IV (Drill Shaft) QC cylinders that has no verification data will require the element to be cored and a penalty will be assessed (4,000 psi / 1,000 psi) x $750 x 2 = $6,000. This reduction will be in addition to any pay adjustment for low strength. When QC compressive strength test results are not verified, the resolution procedure will be used to accept or reject the concrete. Maintain the "hold" cylinders until the verification of the compressive strength test results. 346-9.5 Resolution Procedure: The Department may initiate an IA review of sampling and testing methods. The resolution procedure may consist of, but need not be limited to, a review of sampling and testing of fresh concrete, calculation of water cementitious materials ratio, handling of cylinders, curing procedures and compressive strength testing. Cores of the hardened concrete may be required. The Engineer will determine through the resolution procedure whether the QC strength test results or the verification strength test results can be relied upon. When -132- the Engineer cannot determine that either the QC or verification strength test results are in error, the concrete represented by the four consecutive LOTS will be evaluated based on the QC data. The Engineer will inform the QC and the Verification lab to transport their "hold" cylinders to the resolution lab within five working days. In addition, the Engineer will ensure that the QC and verification "hold" cylinders are tested within seven days of the 28 day strength tests. When the QC strength test results are deemed to be the most accurate, the QC strength test results will represent the four consecutive LOTs and the Department will pay for the resolution testing. When the verification strength test results are deemed to be the most accurate, the Contractor will pay for the resolution testing and the resolution investigation will determine the strength test results for each of the four LOTs. The results of the resolution procedure will be forwarded to the Contractor within five days. If the Department finds deficiencies based on the Contractor's QCP, the Engineer may suspend that part of the QCP. When the QC plan is suspended, submit corrective actions for approval of the Engineer. The Engineer may take up to five working days to review corrective actions to the QCP. The Engineer will not allow changes to Contract Time or completion dates. Incur all delay costs and other costs associated with QC plan suspension and re-approval. 346-9.6 Small Quantities of Concrete: When a project has a total plan quantity of less than 50 yd3, that concrete will be accepted based on the satisfactory compressive strength of the QC cylinders. Provide certification to the Engineer that the concrete was batched and placed in accordance with the Contract Documents. Submit a quality control plan for the concrete placement operation in accordance with Section 105. In addition, the Engineer may conduct Independent Verification (IV) testing as identified in 346-9. Evaluate the concrete in accordance with 346-10 at the discretion of the Engineer. 346-10 Investigation of Low Strength Concrete for Structural Adequacy. 346-10.1 General: When a concrete acceptance strength test result falls more than 10% or 500 psi below the specified minimum strength, whichever is the greater deviation from the specified minimum strength, and the Department determines that an investigation is necessary, make an investigation into the structural adequacy of the LOT of concrete represented by that acceptance strength test result at no additional expense to the Department. The Engineer may also require the Contractor to perform additional strength testing as necessary to determine structural adequacy of the concrete. Furnish either a structural analysis performed by the Specialty Engineer to establish strength adequacy or drilled core samples as specified in 346-10.3 to determine the in-place strength of the LOT of concrete in question at no additional expense to the Department. Obtain the Engineer's approval before taking any core samples. When the concrete is deemed to have low strength, obtain and test the cores and report the data to the Engineer within 14 days of the 28 day compressive strength tests. Core strength test results obtained from the structure will be accepted by both the Contractor and the Department as the in-place strength of the LOT of concrete in question. The core strength test results will be final and used in lieu of the cylinder strength test results for determination of structural adequacy and any pay adjustment. The Department will calculate the strength value to be the average of the compressive strengths of the three individual cores. This will be accepted as the actual measured value. -133- 346-10.2 Determination of Structural Adequacy: If core strength test results are less than 500 psi or 10%, whichever is greater, below the specified minimum strength, consider the concrete represented by the cores structurally adequate. If the core strength test results are more than 10% or 500 psi, whichever is greater, below the specified minimum strength, the Department will consider the concrete represented by the cores structurally questionable. Submit a structural analysis performed by the Specialty Engineer. If the results of the structural analysis indicates adequate strength to serve its intended purpose with adequate durability, and is approved by the Department, the Contractor may leave the concrete in place subject to the requirements of 346-11, otherwise, remove and replace the LOT of concrete in question at no additional expense to the Department. 346-10.3 Coring for Determination of Structural Adequacy: Furnish three undamaged core samples taken from the same approximate location where the questionable concrete is represented by the low strength concrete test cylinders. 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. Obtain the approval of the Engineer to core, and of the core location prior to drilling. 346-10.4 Core Conditioning and Testing: The Department will test the cores in accordance with ASTM C 42. The Engineer will make the determination whether to test the cores in a dry or wet condition. If the Engineer decides to test the cores in a wet condition, immerse the cores in water for at least 40 hours, and test the cores wet. The cores will be tested within three days after obtaining the samples. 346-11 Pay Adjustments for Low Strength Concrete. 346-11.1 General: Any LOT of concrete failing to meet the specified minimum strength as defined in 346-3, 346-9, 346-10 and satisfactorily meeting all other requirements of the Contract Documents, including structural adequacy, the Engineer will individually reduce the price of each low strength LOT in accordance with this Section. 346-11.2 Basis for Pay Adjustments: When an acceptance strength test result falls more than 10% or 500 psi, whichever is greater, below the specified minimum strength, core samples may be obtained in accordance with ASTM C 42 from the respective LOT of concrete represented by the low acceptance strength test result for determining pay adjustments. Price adjustment will be applied to the certified invoice price the Contractor paid for the concrete or the precast product. Do not core hardened concrete for determining pay adjustments when the 28 day acceptance cylinder strength test results are less than 500 psi or 10%, whichever is greater, below the specified minimum strength. Submit acceptable core samples to the Engineer for testing for determination of payment reductions based upon the results of the strength tests. The results of strength tests of the drilled cores, subject to 346-11.5 and 346-11.6, will be accepted as final and will be used in lieu of the cylinder strength test results for determining pay adjustments. In precast operations, excluding prestressed, ensure that the producer submits acceptable core samples to the Engineer for testing. The results of the strength tests of the drilled cores, subject to 346-11.5 and 346-11.6, will be accepted as final and will be used in lieu of the cylinder strength test results for determining pay adjustments. -134- The producer may elect to use the products in accordance with 346-11. Otherwise, replace the concrete in question at no additional cost to the Department. 346-11.3 Coring for Determination of Pay Adjustments: Obtain the cores in accordance with 346-10.3. 346-11.4 Core Conditioning and Testing: The Department will test the cores in accordance with 346-10.4. 346-11.5 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 Engineer will calculate the strength value to be the average of the compressive strengths of the three individual cores. The Engineer will accept this strength at its actual measured value. 346-11.6 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: 346-11.6.1 Portland Cement Concrete without Pozzolan or Slag: Equivalent 28-Day Strength, f c (28) = IN (Average Core Strength) x 100, where: 2 F = 4.4 + 39.1 (In x) -3.1 (In x) (Type I Cement) 2 F = -17.8 + 46.3 (in x) -3.3 (In x) (Type II Cement) 2 F = 48.5 + 19.4 (In x) -1.4 (In x) (Type III Cement) x = number of days since the concrete was placed In = natural log 346-11.6.2 Pozzolanic-Cement Concrete: Equivalent 28 day compressive strength = fc (28), where: 0.276 8.31 1 (28) = 0.490 xf? (t) xe l J (Type I Cement) 0.514 r 2.89 1 f,' (28) = 0.730 xf, (t)xe l J (Type II Cement) 0. 191 5.38 1 f,' (28) = 0.483 xf, (t) xe I` J (Type III Cement) f,(t) = Average Core Strength at time t (psi) -135- t = time compressive strength was measured (days) 346-11.6.3 Slag-Cement Concrete: Equivalent 28-day compressive strength = fc(28), where: f,' (28 ) = 0.794 xf,'(t) xe 1.06 7.06 1 l ` J (Type I Cement) f,' (28 ) = 0.730 xf,'(t)xe f,' (28 ) = 0.826 xf,'(t) xe J 0 .747 r 6.02 1 (Type II Cement) r 2.36 1 0.672 I\ ` J (Type III Cement) fi(t) = Average Core Strength at time t (psi) t = time compressive strength was measured (days) 346-11.7 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 is equal to the reduction in percentage of concrete cylinder strength (specified minimum strength minus actual strength divided by specified minimum strength). For the elements that payments are based on the per foot basis, the Engineer will adjust the price reduction from cubic yards basis to per foot basis, determine the total linear feet of the elements that are effected by low strength concrete samples and apply the adjusted price reduction accordingly. 347 CERTIFICATION AND ACCEPTANCE-GENERAL. (REV 6-22-06) (FA 7-21-06) (1-07) ARTICLE 347-5 (Pages 328 and 329) is deleted and the following substituted: 347-5 Certification and Acceptance. 347-5.1 General: Furnish a Delivery Ticket with each batch of concrete before unloading at the placement site. The Department will provide an example of the Delivery Ticket Form. The concrete producer may use an alternate form provided that it contains the required information. Record material quantities incorporated into the mix on the Delivery Ticket. Ensure that the Batcher responsible for producing the concrete, certifies that the batch was produced in accordance with Specification requirements, signs the -136- Delivery Ticket. Sign the Delivery Ticket certifying that the concrete was batched, delivered and placed in accordance with these Specifications. Acceptance by the Department will be by Certification on the Delivery Ticket, as described herein, by the Batcher and the Contractor. The Engineer will hold the Contractor responsible for rejecting loads of concrete that do not meet the minimum compressive strength requirements. Delineate and replace, at no cost to the Department, all concrete that does not meet the 28-day compressive strength requirements or has any cracking greater than 1/4 inch in width or 1/4 inch in vertical displacement. Any spalling or flaking off of the surface layer that exposes the rough, pitted aggregate surface in excess of 10 square inches is to be removed and replaced in accordance with 347-5.2. Sidewalk, ditch pavement, slope pavement, Traffic Separator, or curb and gutter having any intersecting cracks visible in the dry concrete (regardless of size) will be removed and replaced in accordance with 347-5.2. At the sole option of the Department, the Engineer may accept concrete at a reduced pay when it is determined that the concrete will serve its intended function. If any uncontrolled cracks appear during the life of the Contract unacceptable to the Engineer, remove and replace the concrete in accordance with 347-5.2 at no expense to the Department. 400 CONCRETE STRUCTURES. (REV 12-6-07) (FA 2-4-08) (7-08) ARTICLE 400-1 (Page 359) is deleted and the following substituted: 400-1 Description. Construct concrete structures and other concrete members, with the exception of pavement and incidental concrete construction (which are specified in other Sections). Refer to Section 450 for prestressed construction requirements additional to the requirements of this Section. For precast concrete structures meet the requirements of Section 450 for storage, shipping and erection. Obtain incidental precast products from a plant that is currently on the list of Producers with Accepted Quality Control Programs. Producers seeking inclusion on the list shall meet the requirements of 105-3. SUBARTICLE 400-7.1 (Pages 368 and 369) is deleted and the following substituted: 400-7.1 Weather Restrictions: 400-7.1.1 Concreting in Cold Weather: Do not place concrete when the temperature of the concrete at placement is below 45°F. Meet the air temperature requirements for mixing and placing concrete in cold weather as specified in Section 346. During the curing period, if 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 concrete and air -137- within the enclosure can be kept above 60°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 Department. 400-7.1.2 Concreting in Hot Weather: Meet the temperature requirements and special measures for mixing and placing concrete in hot weather as specified in Section 346. When the temperature of the concrete as placed exceeds 75°F, incorporate in the concrete mix a water-reducing retarder or water reducer if allowed by Section 346. Spray reinforcing steel and metal forms with cool fresh water just prior to placing the concrete in a method approved by the Engineer. 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 Department. 400-7.1.3 Wind Velocity Restrictions: Do not place concrete for bridge decks if the forecast of average wind velocity at any time during the planned hours of concrete placement exceeds 15 mph. Obtain weather forecasts from the National Weather Service "Hourly Weather Graph" for the city closest to the project site. SUBARTICLE 400-7.5 (Pages 369 and 370) is deleted and the following substituted: 400-7.5 General Requirements for Placing Concrete: Do not place any concrete prior to approval of the Contractors quality control plan in accordance with 105- 3. Deposit concrete as nearly as possible in its final position. Do not deposit large quantities at one point and then run or work it along the forms. Take special care to fill each part of the forms, to work coarse aggregate back from the face, and to force concrete under and around reinforcing bars without displacing them. Use a method and manner of placing concrete that avoids the possibility of segregation or separation of aggregates. If the Engineer determines that the quality of concrete as it reaches its final position is unsatisfactory, remove it and discontinue or adjust the method of placing until the Engineer determines that the quality of the concrete as placed is satisfactory. Use metal or metal-lined open troughs or chutes with no aluminum parts in contact with the concrete. As an exception, chutes made of aluminum with a protective coating for ready mixed concrete trucks, no longer than 20 feet, may be used. This exception does not apply to any other means of concrete conveyance. Where steep slopes are required, use chutes that are equipped with baffles or are in short lengths that reverse the direction of movement. Where placing operations would involve dropping the concrete freely more than 5 feet, deposit it through pipes, troughs, or chutes of sheet metal or other approved material. Use troughs, chutes, or pipes with a combined length of -138- more than 30 feet only with the Department's authorization. Keep all troughs, chutes, and pipes clean and free from coatings of hardened concrete by thoroughly flushing them with water after each run or more often if necessary. Place concrete against supporting material that is moist at the time of concrete placement. If additional water is required, uniformly apply it ahead of the concrete placement as directed by the Engineer. Do not place concrete on supporting material that is frozen. The Contractor may use a moisture barrier in lieu of controlling the foundation grade moisture when approved by the Engineer. SUBARTICLE 400-7.7 (Pages 370 and 371) is deleted and the following substituted: 400-7.7 Placing Concrete by Pumping: In general, use concrete pumping equipment that is suitable in kind and adequate in capacity for the work proposed. Use a pump discharge line that has a minimum diameter of 4 inches. Use a pump and discharge lines that are constructed so that no aluminum surfaces are in contact with the concrete being pumped. Operate the pump to produce a continuous stream of concrete, without air pockets. When using cement slurry or similar material to lubricate the discharge line when pumping begins, collect such material at the point of discharge. Dispose of the collected slurry in areas provided by the Contractor. Control the pump discharge locations so that the placement locations of the various LOTS of concrete represented by strength test cylinders can be identified in the event the test cylinders indicate deficient strength. When concrete is placed by pumping, take all test samples of concrete at the end of the discharge line, except in accordance with the provisions of Section 346. SUBARTICLE 400-9.5 (Page 375) is deleted and the following substituted: 400-9.5 Joints in Sea Water or Brackish Water: For concrete placed in sea water or brackish water, do not place any construction joints between points 2 feet below the mean low water elevation and 6 feet above the mean high water elevation. SUBARTICLE 400-16.1 (Page 384) is deleted and the following substituted: 400-16.1 General: Cure cast-in-place and precast (non-prestressed) concrete as required herein for a minimum duration of 72 hours. If forms are loosened or removed before the 72 hour curing period is complete, expand the curing to cover these surfaces by either coating with curing compound or extending the continuous moist cure area. Until curing has begun, retain concrete surface moisture at all times by maintaining a surface moisture evaporation rate less than 0.1 lb/ft2/hr. Periodically, at the site of concrete placement prior to and during the operation, measure the ambient air temperature, relative humidity and wind velocity with industrial grade weather monitoring instruments to determine the on-site evaporation rate. If the evaporation is, or is likely to become 0.1 lb/ft2/hr or greater, employ measures to prevent moisture loss such as application of evaporation retarder, application of supplemental moisture by fogging or reduction of the concrete temperature during batching. Compute the evaporation rate by using the nomograph in the ACI manual of Concrete Practice Part 2, Section 308R Guide to Curing Concrete, or by using an evaporation rate calculator approved by the Engineer. -139- SUBARTICLE 400-17.3 (Page 388) is deleted and the following substituted: 400-17.3 Time of Placing Superstructure: In the case of piers or bents with concrete caps, do not place the weight of the superstructure or of beams on the caps until they have reached the age of 10 days. SUBARTICLE 400-17.4 (Page 388) is deleted and the following substituted: 400-17.4 Alternate Procedure: As an alternate procedure, in lieu of the time delay periods set forth in 400-17.1 and 400-17.3, test beams or cylinders may be cast from representative concrete and cured identically with the concrete in the corresponding structural component. Make the test beams in accordance with ASTM C 31 and test them in accordance with ASTM C 78. When the test results indicate a minimum flexural strength of 550 psi or indicate a minimum required compressive strength, concrete bridge decks and culverts may be opened to traffic or the superstructure and beams may be placed on caps. ARTICLE 400-21 (Pages 390 and 391) is deleted and the following substituted: 400-21 Disposition of Cracked Cast-in-Place Concrete. 400-21.1 General: The investigation and disposition of cracked cast-in place concrete are described herein. 400-21.2 Investigation, Documentation and Monitoring: The Engineer will perform a thorough inspection of the concrete surfaces for cracks. If cracks are found, the Engineer will measure crack lengths and widths. The Engineer will inspect concrete surfaces as soon as surfaces are fully visible after casting, between 7 and 31 days after the component has been burdened with full dead load, and a minimum of 7 days- after the bridge has been opened to full unrestricted traffic. The Engineer will measure the width, length, termination points and precise location of all cracks and display, to scale, the results on a drawing referred to as a crack map. After initial inspection, the Engineer will monitor and document the growth of individual cracks at an inspection interval determined by the Engineer. Provide the access, equipment and personnel needed for the Engineer to perform this work. 400-21.3 Classification of Cracks: The Engineer will classify cracks as either nonstructural or structural. In general, nonstructural cracks are shallow depth cracks (between the surface of the concrete and the first layer of reinforcement), which form during curing. Structural cracks are cracks that extend beyond the depth of the reinforcing steel, which can form as a result of excessive load or inadequate support conditions during casting or from uncontrolled temperature gradients. The Contractor will be given an opportunity to review and comment on the Engineer's classification of cracks. The Engineer will make the final determination as to whether cracks are nonstructural or structural. 400-21.3.1 Cracking Significance: The Engineer will determine the cracking significance on the basis of total crack area as a percentage of concrete surface area. Cracking shall be categorized as Isolated, Occasional, Moderate or Severe according to the criteria in Tables 1 and 2. Computations for purposes of determining cracking significance shall be done on a LOT by LOT basis where a LOT is made up of not more -140- than 100 square feet of concrete surface area on bridge substructures, or not more than 400 square feet of bridge deck. Where cracking is localized, the LOT will be reduced to encompass only the immediate area of cracks. Individual evaluation and repairs will be performed on a LOT by LOT basis as directed by the Engineer. The area to be used in Tables 1 or 2 is the summation of the product of the crack length times the average crack width of all the cracks in a LOT computed in square feet. The Engineer will identify cracks that are not representative of the overall typical cracking of the LOT(S) and evaluate these separately. The Contractor will be given an opportunity to review and comment on the Engineer's determination of cracking significance. The Engineer will make the final determination of cracking significance with regard to Tables 1 and 2. 400-21.4 Resolution: Repair nonstructural cracks in accordance with Tables 1 or 2 where applicable. For disposition of structural cracks provide a structural evaluation and written recommendation by a Specialty Engineer. Where Table 1 or 2 requires investigation to determine adequate repair or rejection, either replace the defective concrete or engage a Specialty Engineer to determine the structural and durability significance of the cracking and develop recommended repair methods for approval of the Engineer. Cracks shown in Table 1 or 2 with no repair methods listed are considered unacceptable and the affected portions of the structure are required to be removed and replaced. The Engineer will make the final determination of whether the cracked concrete shall be repaired or replaced, and must approve repair methods prior to start of the work. No additional compensation or contract time shall be allowed for repairing or replacing cracked concrete that was caused by inadequate curing effort or inadequate construction practice as determined by the Engineer. -141- Table 1 CAST-IN-PLACE SUBSTRUCTURES AND SUPERSTRUCTURES OTHER THAN DECKS Crack Total Area In Percent of Concrete Surface 1 <0.005% 0.005%-0.017% 0.017%-0.029% >0.029% Crack Width (2) Isolated Occasional Moderate Severe (inch) Environment Environment Environment Environment SA MA EA SA MA EA SA MA EA SA MA EA x50.004 NT NT PS NT PS PS PS PS 0.004< x NT PS Ell') PS Ell') Ell') PS 50.008 0.008< x PS PS EI _50.012 0.012< x PS <0.016 I nvestigate to ( Determi 4 5) ne Appr opriat e Repair . or R ejection 0.016< x 50.020 ° 0.020< x 50.024 Rejec t and R eplace o 0.024< x P _50.028 w 0.028< x Crack Width SA MA EA SA MA EA SA MA EA SA MA EA x <0.004 NT NT PS NT PS PS PS PS PS PS 0.004< x NT PS Ell') PS PS EI(3) PS EI(3) 50.008 0.008< x NT PS El El El 50.012 _ 0.012< x PS El El El 50.016 0.016< x El 50.020 0 0 0.020< x Inv estigate to De termine Approp riate Reject and Repl ace 0 50.024 Rep air (4' S ) or Rej ection 0.024< x _50.028 w 0.028< x Crack Width SA MA EA SA MA EA SA MA EA SA MA EA x:50.004 NT NT NT NT PS PS PS PS PS PS 0.004< x NT PS PS PS PS Ell" PS E1(3 E1(3 PS 50.008 0.008< x NT PS El El El El El El N 50.012 r. 0.012< x PS El El El El El 3 50.016 0 0.016< x El El El El w ¢ 50.020 -142- 0.020! x El Investigate to Determine Appropriate I ? !0.024 Repair (4,S) or Rejection I 0.024< x Reject and Replace !_0.028 0.028< x -143- Table 2 CART-TN-PT.ACF RRTTV:R T-sw-y- Crack Total Area In Percent of Concrete Surface <0.005% 0.005%-0.017% 0.017%-0.029% >0.029% Crack Isolated Occasional Moderate Severe Width (z> Environment Environment - Environment Environment SA MA : MA EA SA MA EA SA MA EA inch NT NT T PS PS PS PS PS x :0.004 0.004< NT NT EI/M(3) NT PS EI/M(3) 1I/M(1) EI/M(3) EI/M(3? x :0.008 0.008< NT PS EI/M PS EI/M EI/M EI/M EI/M x 3 <0.012 0.012< PS PS EI/M PS EI/M x :_0.016 0.016< PS PS El EI o x :0.020 0.020 PS El EI Investiga te to Deter mine Reject an d < x Appropria te Repair ( 4°5) or Replace :0.024 R ejection 0.024< PS EI x :0.028 0.028< x Crack SA MA EA SA MA EA SA MA EA SA MA EA Width x NT NT PS NT NT PS PS PS PS :0.004 0.004< NT NT PS NT PS EI/M(3) PS EI/M(3) EI/M(3) o x o :0 008 . 0.008< NT NT EI/M PS PS EI/M EI/M EI/M x :0.012 p 0.012< NT PS EI/M PS EI/M i x :0.016 N 0.016< NT PS El PS x 1 Investigate to Determine 7 : 0 020 Appropriate Repair (4° s) or _ . Rejection -144- 0.020< NT PS El Reject and x Replace <0.024 0.024< NT PS x <0.028 0.028< x PS = Penetrant Sealer M = Methacrylate JH = Jllgnuy HgglubwvG El = Epoxy Injection AMHW = Above Mean High Water MA = Moderately Aggressive NT = No Treatment EA = Extremely Aggressive Table Notes (Both Tables) (1) Calculate total crack area by multiplying the average of 3 width measurements on each crack by the length of the crack and adding the results of all the cracks within the designated representative LOT. (2) Use the average width of all the cracks representative of the LOT to determine the table crack size. (3) For cracks 0.004 inch to 0.008 inch, determine if injectable. If not injectable, use penetrant sealer or methacrylate as directed by the Engineer. (4) (a) Perform epoxy injection of cracks in accordance with Section 411. Seal cracks with penetrant sealer or methacrylate as per Section 413. (b) Use methacrylate or penetrant sealer to repair cracks that are compatible with previously applied materials or remove such materials. (c) Use sealers to repair riding surfaces that are designed for that purpose. (5) Seal the cracks after it has been determined that no additional growth will occur. (6) Investieate cracks which occur underwater or at elevations below zero to determine appropriate repair. 425 INLETS, MANHOLES, AND JUNCTION BOXES. (REV 12-6-05) (FA 5-26-06) (1-07) SECTION 425 (Pages 415-418) is deleted and the following substituted: SECTION 425 INLETS, MANHOLES, AND JUNCTION BOXES 425-1 Description. Construct inlets, manholes, and junction boxes from reinforced concrete as shown in the Design Standards and the plans. Brick masonry may be used if the structure is circular and constructed in place. Furnish and install the necessary metal frames and gratings. Construct yard drains from non-structural concrete as per Index 282. Adjust structures shown in the plans to be adjusted or requiring adjustment for the satisfactory completion of the work. 425-2 Composition and Proportioning. 425-2.1 Concrete: For inlets, manholes, and junction boxes, use Class II or IV concrete, as designated in the plans and Design Standards and as specified in Section 346. For yard drains use concrete as specified in Section 347. 425-2.2 Mortar: For brick masonry, make the mortar by mixing one part portland cement to three parts sand. Miami Oolitic rock screenings may be substituted for the sand, provided the screenings meet the requirements of 902-5.2.3 except for gradation requirements. Use materials passing the No. 8 sieve that are uniformly graded from coarse to fine. -145- Masonry cement may be used in lieu of the above-specified mortar provided it is delivered in packages properly identified by brand name of manufacturer, net weight of package, and whether it is Type 1 or Type 2, and further provided that it has not been in storage for a period greater than six months. 425-3 Materials. 425-3.1 General: Meet the following requirements: Sand (for mortar) ....................................................... 902-3.2 Portland Cement ..................................................Section 921 Water ...................................................................Section 923 Reinforcing Steel ..................................... 931-1.1 and 415-3 Brick and Concrete Masonry Units .....................Section 949 Castings for Frames and Gratings ....................................962 425-3.2 Gratings: Use gratings and frames fabricated from structural steel or cast iron as designated in the appropriate Design Standard. When "Alt. G" grates are specified in the plans, provide structural steel grates that are galvanized in accordance with the requirements of ASTM A 123. 425-4 Forms. Design and construct wood or metal forms so that they may be removed without damaging the concrete. Build forms true to line and grade and brace them in a substantial and unyielding manner. Obtain the Engineer's approval before filling them with concrete. 425-5 Precast Inlets, Manholes, and Junction Boxes. Precast inlets, manholes and junction boxes, designed and fabricated in accordance with the plans, the Design Standards and Section 449, may be substituted for cast-in-place units. 425-6 Construction Methods. 425-6.1 Excavation: Excavate as specified in Section 125. Where unsuitable material for foundations is encountered, excavate the unsuitable material and backfill with suitable material prior to constructing or setting inlets, manholes and junction boxes. As an option to the above and with the Engineer's approval, the Contractor may carry the walls down to a depth required for a satisfactory foundation, backfill to 8 inches below the flowline with clean sand and cast a non-reinforced 8 inch floor. 425-6.2 Placing and Curing Concrete: Place the concrete in the forms, to the depth shown in the plans, and thoroughly vibrate it. After the concrete has hardened sufficiently, cover it with suitable material and keep it moist for a period of three days. Finish the traffic surface in accordance with 522-7.2, or with a simulated broom finish approved by the Engineer. 425-6.3 Setting Manhole Castings: After curing the concrete as specified above, set the frame of the casting in a full mortar bed composed of one part portland cement to two parts of fine aggregate. 425-6.4 Reinforcing Steel: Follow the construction methods for the steel reinforcement as specified in Section 415. -146- 425-6.5 Laying Brick: Saturate all brick with water before laying. Bond the brick thoroughly into the mortar using the shovejoint method to lay the brick. Arrange headers and stretchers so as to bond the mass thoroughly. Finish the joints properly as the work progresses and ensure that they are not less than 1/4 inch or more than 3/4 inch in thickness. Do not use spalls or bats except for shaping around irregular openings or when unavoidable at corners. 425-6.6 Backfilling: Backfill as specified in Section 125, meeting the specific requirements for backfilling and compaction around inlets, manholes, and junction boxes detailed in 125-8.1 and 125-8.2. However, for outfall lines beyond the sidewalk or future sidewalk area, where no vehicular traffic will pass over the pipe, inlets, manholes, and junction boxes, compact backfill as required in 125-9.2.2. 425-6.7 Adjusting Existing Structures: Cut down or extend existing manholes, catch basins, inlets, valve boxes, etc., within the limits of the proposed work, to meet the finished grade of the proposed pavement, or if outside of the proposed pavement area, to the finished grade designated on the plans for such structures. Use materials and construction methods which meet the requirements specified above to cut down or extend the existing structures. The Contractor may extend manholes needing to be raised using adjustable extension rings of the type which do not require the removal of the existing manhole frame. Use an extension device that provides positive locking action and permits adjustment in height as well as diameter and meets the approval of the Engineer. 425-7 Method of Measurement. The quantities to be paid for will be (1) the number of inlets, manholes, junction boxes, and yard drains, completed and accepted; and (2) the number of structures of these types (including also valve boxes) satisfactorily adjusted. 425-8 Basis of Payment. 425-8.1 New Structures: Price and payment will be full compensation for furnishing all materials and completing all work described herein or shown in the plans, including all clearing and grubbing outside the limits of clearing and grubbing as shown in the plans, all excavation except the volume included in the measurement designated to be paid for under the items for the grading work on the project, all backfilling around the structures, the disposal of surplus material, and the furnishing and placing of all gratings, frames, covers, and any other necessary fittings. 425-8.2 Adjusted Structures: When an item of payment for adjusting manholes, valve boxes, or inlets is provided in the proposal, price and payment will be full compensation for the number of such structures designated to be paid for under such separate items, and which are satisfactorily adjusted, at the Contract unit prices each for Adjusting Inlets, Adjusting Manholes, and Adjusting Valve Boxes. For any of such types of these structures required to be adjusted but for which no separate item of payment is shown in the proposal for the specific type, payment will be made under the item of Adjusting Miscellaneous Structures. 425-8.3 Payment Items: Payment will be made under: Item No. 425- 1- Inlets - each. Item No. 2425- 1- Inlets - each. Item No. 425- 2- Manholes - each. -147- Item No. 2425- 2- Item No. 425- 3- Item No. 2425- 3- Item No. 425- 4- Item No. 2425- 4- Item No. 425- 5- Item No. 2425- 5- Item No. 425- 6- Item No. 2425- 6- Item No. 425- 8- Item No. 2425- 8- Item No. 425- 10- Item No. 2425- 10- 430 PIPE CULVERTS. Manholes - each. Junction Boxes - each. Junction Boxes - each. Adjusting Inlets - each. Adjusting Inlets - each. Adjusting Manholes - each. Adjusting Manholes - each. Adjusting Valve Boxes - each. Adjusting Valve Boxes - each. Adjusting Miscellaneous Structures - each. Adjusting Miscellaneous Structures - each. Yard Drains - each. Yard Drains - each. (REV 12-7-07) (FA 12-18-07) (7-08) SECTION 430 (Pages 418-429) is deleted and the following substituted: SECTION 430 PIPE CULVERTS 430-1 Description. Furnish and install drainage pipe and end sections at the locations called for in the plans. Furnish and construct joints and connections to existing pipes, catch basins, inlets, manholes, walls, etc., as may be required to complete the work. Construct structural plate pipe culverts or underdrains in accordance with Sections 435 and 440. Obtain pipe culverts from a Producer currently on the Department's list of Producers with Accepted Quality Control Programs. Producers seeking inclusion on the list shall meet the requirements of 105-3. When the producer's Quality Control Program is suspended, accept responsibility of either obtaining drainage products from another producer with an accepted Quality Control Program or await re-approval of the producer's Quality Control Program. The Engineer will not allow changes in Contract Time or completion dates as a result of the producer's Quality Control Program suspension. Accept responsibility for all delay costs or other costs associated with the producer's Quality Control Program suspension.430-2 Materials. -148- 430-2.1 Pipe: Meet the following requirements: Concrete Pipe .........................................................................Section 449 Round Rubber Gaskets ..........................................................Section 942 Corrugated Steel Pipe and Pipe Arch .....................................Section 943 Corrugated Aluminum Pipe and Pipe Arch ...........................Section 945 Corrugated Polyethylene Pipe ................................................Section 948 Polyvinyl Chloride (PVC) Pipe .............................................Section 948 430-2.2 Joint Materials: Use joint materials specified in 430-7 through 430-10 according to type of pipe and conditions of usage. 430-2.3 Mortar: Use mortar composed of one part portland cement and two parts of clean, sharp sand, to which mixture the Contractor may add hydrated lime in an amount not to exceed 15% of the cement content. Use mortar within 30 minutes after its preparation. 430-3 Type of Pipe to Be Used. 430-3.1 General: When the plans designate a type (or types) of pipe, use only the type (or choose from the types) designated. As an exception, when the plans designate reinforced concrete pipe as Class S, Class I, Class 11, Class III and Class IV, the Contractor may use non-reinforced concrete pipe up to and including 36 inch in diameter or fiber reinforced concrete pipe up to and including 48 inch in diameter. Do not use fiber reinforced concrete pipe beneath the main travel lanes of interstate highways. 430-3.2 Side Drain: If the plans do not designate a type (or types) of pipe, the Contractor may use either a minimum Class I concrete pipe, corrugated steel pipe, corrugated aluminum pipe, corrugated polyethylene pipe or PVC pipe. If one of the metal types is chosen, use the minimum gage specified in Section 943 for steel pipe or Section 945 for aluminum pipe. Non-reinforced concrete pipe or fiber-reinforced concrete pipe may also be substituted for concrete pipe in side drains, subject to the provisions of 430-3.1. 430-4 Laying Pipe. 430-4.1 General: Lay all pipe, true to the lines and grades given, with hubs upgrade and tongue end fully entered into the hub. When pipe with quadrant reinforcement or circular pipe with elliptical reinforcement is used, install the pipe in a position such that the manufacturer's marks designating "top" and "bottom" of the pipe are not more than five degrees from the vertical plane through the longitudinal axis of the pipe. Do not allow departure from and return to plan alignment and grade to exceed 1/16 inch per foot of nominal pipe length, with a total of not more than 1 inch departure from theoretical line and grade. Take up and relay any pipe that is not in true alignment or which shows any settlement after laying at no additional expense to the Department. Do not use concrete pipe with lift holes except round pipe which has a inside diameter in excess of 54 inches or any elliptical pipe. Repair lift holes, if present, by use of a hand-placed, stiff, non-shrink, 1-to-1 mortar of cement and fine sand, after first washing out the hole with water. Completely fill the void created by the lift hole with mortar. Cover the repaired area with a 24 by 24 inches piece of filter fabric secured to the pipe. Use a Type D-3 filter fabric meeting the requirements shown on Design Standards, Index 199. -149- Secure the filter fabric to the pipe using a method that holds the fabric in. place until the backfill is placed and compacted. Use a grout mixtures, mastics, or strapping devices to secure the fabric to the pipe. When installing pipes in structures, construct inlet and outlet pipes of the same size and kind as the connecting pipe shown in the plans. Extend the pipes through the walls for a distance beyond the outside surface sufficient for the intended connections, and construct the concrete around them neatly to prevent leakage along their outer surface as shown on the Design Standards, Index 201. Keep the inlet and outlet pipes flush with the inside of the wall. Resilient connectors as specified in 942-3 may be used in lieu of a masonry seal. Furnish and install a filter fabric jacket around all pipe joints and the joint between the pipe and the structure in accordance with Design Standards, Index Nos. 201 and 280. Use fabric meeting the physical requirements of Type D-3 specified on the Design Standards, Index 199. The fabric shall extend a minimum of 12 inches beyond each side of the joint or both edges of the coupling band, if a coupling band is used. The fabric shall have a minimum width of 24 inches, and a length sufficient to provide a minimum overlap of 24 inches. Secure the filter fabric jacket against the outside of the pipe by metal or plastic strapping or by other methods approved by the Engineer. Meet the following minimum joint standards: Pipe Application Minimum Standard Storm and Cross Drains Water-tight Gutter Drain Water-tight Side Drains Soil-tight When rubber gaskets are to be installed in the pipe joint, the gasket shall be the sole element relied on to maintain a tight joint. Soil tight joints must be watertight to 2 psi. Water-tight joints must be water-tight to 5 psi unless a higher pressure rating is required in the plans. 430-4.2 Trench Excavation: Excavate the trench for storm and cross drains, and side drains as specified in Section 125. 430-4.3 Foundation: Provide a suitable foundation, where the foundation material is of inadequate supporting value, as determined by the Engineer. Remove the unsuitable material and replace it with suitable material, as specified in 125-8. Where in the Engineer's opinion, the removal and replacement of unsuitable material is not practicable, he may direct alternates in the design of the pipe line, as required to provide adequate support. Minor changes in the grade or alignment will not be considered as an adequate basis for extra compensation. Do not lay pipe on blocks or timbers, or on other unyielding material, except where the use of such devices is called for in the plans. 430-4.4 Backfilling: Backfill around the pipe as specified in 125-8 unless specific backfilling procedures are described in the Contract Documents. 430-4.5 Plugging Pipe: When existing pipe culverts are to be permanently placed out of service, fill them with flowable fill that is non-excavatable, contains a minimum 350 lbs/cy of cementious material and meets the requirements of Section 121 and/or plug -150- them with masonry plugs as shown in the plans. Install masonry plugs that are a minimum of 8 inches in thickness, in accordance with Design Standards Index 280. When proposed or existing pipe culverts are to be temporarily placed out of service, plug them with prefabricated plugs as shown in the plans. Install prefabricated plugs in accordance with the manufacturer's recommendations. Do not fill, or construct masonry plugs in, any pipe culverts intended for current or future service. 430-4.6 End Treatment: Place an end treatment at each storm and cross drain, and side drain as shown in the plans. Refer to the Design Standards for types of end treatment details. As an exception to the above, when concrete mitered end sections are permitted, the Contractor may use reinforced concrete U-endwalls, if shop drawings are submitted to the Engineer for approval prior to use. Provide end treatments for corrugated polyethylene pipe and PVC pipe as specified in Section 948, or as detailed in the plans. 430-4.7 Metal Pipe Protection: Apply a bituminous coating to the surface area of the pipe within and 12 inches beyond the concrete or mortar seal prior to sealing, to protect corrugated steel or aluminum pipe embedded in a concrete structure, such as an inlet, manhole, junction box, endwall, or concrete jacket. Ensure that the surface preparation, application methods (dry film thickness and conditions during application), and equipment used are in accordance with the coating manufacturers' published specifications. Obtain the Engineer's approval of the coating products used. 430-4.8 Final Pipe Inspection: Based on contract pavement type, upon completion of placement of concrete pavement or the placement of structural asphalt, but prior to placement of asphalt friction course, dewater installed pipe and provide the Engineer with a video recording schedule allowing for pipe videoing and reports to be completed and submitted to the Department and reviewed prior to continuation of pavement. For pipe 48 inches or less in diameter, provide the Engineer a video DVD and report using low barrel distortion video equipment with laser profile technology, non- contact video micrometer and associated software that provides: 1. Actual recorded length and width measurements of all cracks within the pipe. 2. Actual recorded separation measurement of all pipe joints. 3. Pipe ovality report. 4. Deflection measurements and graphical diameter analysis report in terms of x and y axis. 5. Flat analysis report. 6. Representative diameter of pipe. 7. Pipe deformation measurements, leaks, debris, or other damage or defects. 8. Deviation in pipe line and grade, joint gaps, and joint misalignment. Laser profiling and measurement technology must be certified by the company performing the work to be in compliance with the calibration criteria posted at: www.dot.state.fl.us/construction/Contractorlssues/Laser.htm . -151- Reports may be submitted in electronic media if approved by the Engineer. For video recorded, laser profiled pipe that indicates deflection that appears to be in excess of that allowed by Specification, the Engineer may require further testing of the pipe. If directed by the Engineer, test pipe using a mandrel. The mandrel shall be pulled by hand and be approved by the Engineer prior to use. If use of a mandrel is selected as the means of further testing, the mandrel's diameter, length, and other requirements shall conform to 430-4.8.2. Remove, replace, and retest pipe failing to meet the specific deflection requirements for the type of pipe installed, at no cost to the Department. Should the deflection test prove that the pipe met specifications, the Department will bear the cost of the deflection testing. The Engineer may waive this requirement for side drains and cross drains which are short enough to inspect from each end of the pipe. 430-4.8.1 Video Report: Provide a high quality DVD in a MPEG2 format video with a standard resolution of 720 x 480. Use a camera with lighting suitable to allow a clear picture of the entire periphery of the pipe. Center the camera in the pipe both vertically and horizontally and be able to pan and tilt to a 90 degree angle with the axis of the pipe and rotating 360 degrees. Use equipment to move the camera through the pipe that will not obstruct the camera's view or interfere with proper documentation of the pipe's condition. The video image shall be clear, focused, and relatively free from roll, static, or other image distortion qualities that would prevent the reviewer from evaluating the condition of the pipe. The video will include identification before each section of pipe filmed. The identification will include the project number, the structure number corresponding to the structure number on the set of plans for the project, size of pipe, the date and time, and indicate which pipe is being filmed if multiple pipes are connected to the structure. Notes should be taken during the video recording process. Provide the Engineer with copies of these notes along with the video. Move the camera through the pipe at a speed not greater than 30 feet per minute. Mark the video with the distance down the pipe. The distance shall have an accuracy of one foot per 100 feet. Film the entire circumference at each joint. Stop the camera and pan when necessary to document defects. 430-4.8.2 Mandrels: Use mandrels which are rigid, nonadjustable, odd- numbered legged (minimum 9 legs) having a length not less than its nominal diameter. The diameter at any point shall not be less than the allowed percent deflection of the certified actual mean diameter of the pipe being tested. The mandrel shall be fabricated of metal, fitted with pulling rings at each end, stamped or engraved on some segment other than a runner with the nominal pipe size and mandrel outside diameter. 430-5 Removing Existing Pipe. If the plans indicate that existing pipe is to remain the property of the Department, collect and stack along the right-of-way all existing pipe or pipe arch so indicated in the plans to be removed, or that does not conform to the lines and grades of the proposed work and that is not to be re-laid, as directed by the Engineer. Take care to prevent damage to salvageable pipe during removal and stacking operations. -152- 430-6 Placing Pipe Under Railroad. 430-6.1 General: Construct pipe culverts under railroad tracks in accordance with the requirements of the railroad company. Perform all the shoring under the tracks, and sheeting and bracing of the trench, required by the railroad company or deemed necessary by the Engineer in order to ensure safe and uninterrupted movement of the railroad equipment, at no expense to the Department. 430-6.2 Requirements of the Railroad Company: Install pipe using methods required by the railroad company and shown in the Contract Documents. When the general method of installation required by the railroad company is indicated in the plans, do not alter such method, or any other specific details of the installation which might be indicated in the plans, without receiving approval or direction from the railroad, followed by written approval from the Engineer. 430-6.3 Notification to Railroad Company: Notify the railroad company and the Engineer at least ten days prior to the date on which pipe is to be placed under the railroad tracks. 430-6.4 Placing Pipe by Jacking: Obtain the Engineer's and the railroad company's approval of the details of the jacking method to be used, when placing pipe through the railroad embankment, before the work is started. 430-6.5 Use of Tunnel Liner: When the railroad company requires that a tunnel liner be used for placing the pipe in lieu of the jacking method, the Department will pay for the tunnel liner material separately in cases where the Contract Documents do not require the use of a tunnel liner. For these cases the Department will reimburse the Contractor for the actual cost of the liner, delivered at the site. The Department will base such cost on a liner having the minimum gage acceptable to the railroad. 430-7 Specific Requirements for Concrete Pipe. 430-7.1 Sealing Joints: Seal the pipe joints with round rubber or profile gaskets meeting the requirements of Section 449. Ensure that the gasket and the surface of the pipe joint, including the gasket recess, are clean and free from grit, dirt and other foreign matter, at the time the joints are made. In order to facilitate closure of the joint, application of a vegetable soap lubricant immediately before closing of the joint will be permitted. Prelubricated gaskets may be used in lieu of a vegetable soap lubricant when the lubricating material is certified to be inert with respect to the rubber material. 430-7.2 Laying Requirements for Concrete Pipe with Rubber Gasket Joints: Do not allow the gap between sections of pipe to exceed 5/8 inch for pipe diameters of 12 inches through 18 inches, 7/8 inch for pipe diameters of 24 through 66 inches, and 1 inch for pipe diameters 72 inches and larger. Where minor imperfections in the manufacture of the pipe create an apparent gap in excess of the tabulated gap, the Engineer will accept the joint provided that the imperfection does not exceed 1/3 the circumference of the pipe, and the rubber gasket is 1/4 inch or more past the pipe joint entrance taper. Where concrete pipes are outside of these tolerances, replace them at no expense to the Department. Do not apply mortar, joint compound, or other filler to the gap which would restrict the flexibility of the joint. 430-7.3 Field Joints for Elliptical Concrete Pipe: Use either a preformed plastic gasket material or an approved rubber gasket to make a field joint. -153- 430-7.3.1 Plastic Gasket: Meet the following requirements when field joints are made from preformed plastic gasket material: 430-7.3.1.1 General: Install field joints in accordance with the manufacturer's instructions and the following: 430-7.3.1.2 Material: Meet the requirements of 942-2. 430-7.3.1.3 Joint Design: Ensure that the pipe manufacturer furnishes the Engineer with details regarding configuration of the joint and the amount of gasket material required to affect a satisfactory seal. Do not brush or wipe joint surfaces which are to be in contact with the gasket material with a cement slurry. Fill minor voids with cement slurry. 430-7.3.1.4 Primer: Apply a primer of the type recommended by the manufacturer of the gasket material to all joint surfaces which are to be in contact with the gasket material, prior to application of the gasket material. Thoroughly clean and dry the surface to be primed. 430-7.3.1.5 Application of Gasket: Apply gasket material to form a continuous gasket around the entire circumference of the leading edge of the tongue and the groove joint, in accordance with the detail shown on the Design Standards, Index No. 280. Do not remove the paper wrapper on the exterior surface of the gasket material until immediately prior to joining of sections. Apply plastic gasket material only to surfaces which are dry. When the atmospheric temperature is below 60Y, either store plastic joint seal gaskets in an area above 70°F, or artificially warm the gaskets to 70°F in a manner satisfactory to the Engineer. 430-7.3.1.6 Installation of Pipe: Remove and reposition or replace any displaced or contaminated gasket as directed by the Engineer. Install the pipe in a dry trench. Carefully shape the bottom of the trench to minimize the need for realignment of sections of pipe after they are placed in the trench. Hold to a minimum any realignment of a joint after the gaskets come into contact. Prior to joining the pipes, fill the entire joint with gasket material and ensure that when the pipes are joined there is evidence of squeeze-out of gasket material for the entire internal and external circumference of the joint. Trim excess material on the interior of the pipe to provide a smooth interior surface. If a joint is defective, remove the leading section of pipe and reseal the joint. 430-7.3.2 Rubber Gasket: Meet the following requirements when field joints are made with profile rubber gaskets: 430-7.3.2.1 General: Install field joints in accordance with the manufacturer's instructions and the following: 430-7.3.2.2 Material: Meet the requirements of 942-4. 430-7.3.2.3 Joint Design: Ensure that the pipe manufacturer furnishes the Engineer with details regarding configuration of the joint and gasket required to effect a satisfactory seal. Do not apply mortar, joint compound, or other filler which would restrict the flexibility of the gasket joint. 430-7.4 Requirements for Concrete Radius Pipe: 430-7.4.1 Design: Construct concrete radius pipe in segments not longer than 4 feet (along the pipe centerline), except where another length is called for in the Contract Documents. Join each segment using round rubber gaskets. Ensure that the pipe -154- manufacturer submits details of the proposed joint, segment length and shape for approval by the Engineer, prior to manufacture. 430-7.4.2 Pre-Assembly: Ensure that the manufacturer pre-assembles the entire radius section in his yard, in the presence of the Engineer, to ensure a proper fit for all parts. At the option of the manufacturer, the Contractor may assemble the pipe without gaskets. Consecutively number the joints on both the interior and exterior surfaces of each joint, and make match marks showing proper position of joints. Install the pipe at the project site in the same order as pre-assembly. 430-8 Specific Requirements for Corrugated Metal Pipe. 430-8.1 Field Joints: 430-8.1.1 General: Make a field joint with locking bands, as specified in Article 9 of AASHTO M 36 and AASHTO M 196M for aluminum pipe. For aluminum pipe, fabricate bands from the same alloy as the culvert sheeting. When existing pipe to be extended is helically fabricated, make a field joint between the existing pipe and the new pipe using one of the following methods: (1) Cut the new pipe to remove one of the re-rolled annular end sections required in Sections 943 or 945, or fabricate the pipe so that the re-rolled annular section is fabricated only on one end. Use either a spiral (helical) band with a gasket or a flat band with gaskets as required by 430-8.1.2 (2) to join the pipe sections. (2) The Contractor may construct a concrete jacket as shown on the Design Standards, Index No. 280, provided that the minimum cover required by the Design Standards, Index No. 205 can be obtained. 430-8.1.2 Side Drain, Storm and Cross Drain, and Gutter Drains: Where corrugated metal pipe is used as side drain, storm and cross drain, or gutter drain, use a rubber or neoprene gasket of a design shown to provide a joint as specified in 430-4. Use a gasket of one of the following dimensions: (1) For annular joints with 1/2 inch depth corrugation: either a single gasket a minimum of 7 inches by 3/8 inch or two gaskets a minimum of 3 1/2 inches by 3/8 inch; and for annular joints with 1 inch depth corrugations: either a single gasket a minimum of 7 inches by 7/8 inch or two gaskets a minimum of 3 1 /2 inches by 7/8 inch. (2) For helical joints with 1/2 inch depth corrugation: either a single gasket a minimum of 5 inches by 1 inch or two gaskets a minimum of 3 1/2 inches by 1 inch; and for helical joints with 1 inch depth corrugations: either a single gasket a minimum of 5 inches by 1 1/2 inches or two gaskets a minimum of 3 1/2 inches by 1 1/2 inches. (3) Such other gasket designs as may be approved by the Engineer. If, in lieu of a single gasket spanning the joint, two gaskets are used, place these individual gaskets approximately 2 inches from each pipe end at the joint. When two gaskets are used, seal the overlapping area on the coupling band between the gaskets consistent with the joint performance specified. The Contractor may tuck a strip of preformed gasket material over the bottom lip of the band for this purpose. Use coupling bands that provide a minimum circumferential overlap of 3 inches. As the end -155- connections on the coupling band are tightened, ensure that there is no local bending of the band or the connection. Use precurved coupling bands on pipe diameters of 24 inches or less. Use flat gaskets meeting the requirements of ASTM D 1056, designation 2C2 or 2133. In placing flat gaskets on pipe prior to placing the coupling band, do not stretch the gasket more than 15% of its original circumference. Use circular gaskets meeting the requirements ofASTM C 361. Do not stretch the circular gasket more than 20%. of its original circumference in placing the gasket on pipe. Use preformed plastic gasket material meeting the composition requirements of 942-2.2. Apply an approved vegetable soap lubricant, as specified for concrete pipe in 430-7.1.1. 430-8.1.3 Alternate Joint: In lieu of the above-specified combination of locking bands and flat gaskets, the Contractor may make field joints for these pipe installations by the following combinations: (a) Use the metal bands as specified in Article 9 of AASHTO M 36M that are at least 10 1/2 inches wide and consist of a flat central section with a corrugated section near each end, designed to match the annular corrugation in the pipe with which they are to be used. Connect the bands in a manner approved by the Engineer, with a suitable fastening device such as the use of two galvanized 1/2 inch diameter bolts through a galvanized bar and galvanized strap, suitably welded to the band. Use a strap that is the same gage as the band. Where helically corrugated pipe is to be jointed by this alternate combination, ensure that at least the last two corrugations of each pipe section are annular, and designed such that the band will engage each pipe end with the next-to- outside annular corrugation. (b) For these bands, use a rubber gasket with a circular cross- section of the "O-ring" type conforming to ASTM C 361. Use gaskets having the following cross-sectional diameter for the given size of pipe: Non-SI Units Pipe Size Gasket Diameter 12 inches through 36 inches with 1/2 inch depth corrugations) 13/16 inch 42 inches through 96 inches (with 1/2 inch depth corrugations 7/8 inch 36 inches through 120 inches with 1 inch depth corrugations) 13/8 inches Use preformed gasket material to seal the overlapping area on the coupling band between gaskets. (c) Use channel band couplers in helical pipe with ends which have been reformed and flanged specifically to receive these bands. Use channel band couplers that are of a two piece design, are fabricated from galvanized steel stock conforming to AASHTO M 36, have 2 by 2 by 3/16 inch angles fastened to the band ends to allow for proper tightening, and meet the following: -156- Non SI Units Band Thickness Pie Wall Thickness 0.079 inch 0.109 inch or lighter 0.109 inch 0.138 inch or heavier 3/4 inch wide 0.109 inch or lighter 1 inch wide 0.138 inch or heavier Furnish two 1/2 inch diameter connection bolts with each band, that conform to ASTM A 307, Grade A and are electroplated in accordance with ASTM B 633. Use a gasket with the joint that is a hydrocarbon blend of butyl rubber meeting the chemical composition and physical properties of 942-2.2. Use a 3/8 by 3/4 inch gasket for pipe fabricated from 0.109 inch or lighter material and a 3/8 by 1 inch gasket for pipe fabricated from 0.138 inch and heavier material. The Contractor may use a flange band coupler without the gasket for all applications other than side drain, storm and cross drain, and gutter drain. Do not use the flange band coupler to join dissimilar types of pipe. The Contractor may join reformed flanged helical pipe to existing annular or reformed pipe having annular ends. On non-gasketed installations, use either an annular band or an alternate joint described in 430-8.1.3. On gasketed installations, use an annular band, minimum of five corrugations in width, in conjunction with two O- ring gaskets as specified in 430-8.1.3. Use mastic material to seal the area of band overlap. The minimum joint performance standards specified in 430-4.1 apply. 430-8.2 Laying and Shape Requirements for Corrugated Metal Pipe: Install pipe using either a trench or open ditch procedure. Check pipe shape regularly during backfilling to verify acceptability of the construction method used. Pipe deflected 5% or more of the certified actual mean diameter of the pipe at final inspection shall be replaced at no cost to the Department. Deflection measurements are taken at the point of smallest diameter on the corrugations. 430-9 Specific Requirements for Corrugated Polyethylene Pipe and Polyvinyl Chloride (PVC) Pipe. 430-9.1 Field Joints: Use gasketed joints to seal side drain, and storm and cross drain. Use gaskets meeting the requirements of Section 449. Ensure that the pipe manufacturer provides a joint design approved by the Engineer before use. 430-9.2 Installation Requirements Including Trenching, Foundation and Backfilling Operations: Check structure shape regularly during backfilling to verify acceptability of the construction method used. Pipe deflected 5% or more of the certified actual mean diameter of the pipe at final inspection shall be replaced at no cost to the Department. 430-10 Desilting Pipe or Concrete Box Culvert. Desilt pipe culvert and concrete box culvert as designated in the plans. -157- 430-11 Method of Measurement. 430-11.1 New Pipe: The quantities of storm and cross drain pipe, storm drain trench, side drain pipe and gutter drain pipe to be paid for will be plan quantity, in place and accepted. The plan quantity will be determined from the inside wall of the structure as shown on the plans, along the centerline of the pipe. 430-11.2 Mitered End Section: The quantity to be paid for will be the number completed and accepted. 430-12 Basis of Payment. 430-12.1 General: Prices and payments will be full compensation for all work specified in this Section, including all excavation except the volume included in the items for the grading work on the project, and except for other items specified for separate payment in Section 125; all backfilling material and compaction; disposal of surplus material; and all clearing and grubbing outside of the required limits of clearing and grubbing as shown in the plans. 430-12.2 Removing Existing Pipe: When existing pipe is removed and replaced with new pipe approximately at the same location, the cost of excavating and removing the old pipe and of its disposal will be included in the Contract unit price for clearing and grubbing. 430-12.3 Site Restoration: The cost of restoring the site, as specified in 125-11, that is disturbed, solely for the purpose of constructing pipe culvert, will be included in the Contract unit price for the pipe culvert, unless designated specifically to be paid for under other items. 430-12.4 Plugging Pipes: The cost of temporarily plugging a pipe culvert, either proposed or existing, will be incidental to the contract unit price for new pipe culvert. The cost of filling and/or plugging an existing pipe culvert that is to be permanently placed out of service will be paid for at the contract unit price for filling and plugging pipe, per cubic yard. Price and payment will be full compensation for flowable fill, masonry, concrete, mortar, and all labor and materials necessary to complete the work. When the project includes no quantities for new pipe culverts, and temporary plugs are required for existing pipe culverts, the cost will be considered as extra work, in accordance with 4-3.5. 430-12.5 Desilting Pipe: Desilting Pipe will be paid for at the contract unit price per foot for each pipe desilted. Price and payment will be full compensation for furnishing all equipment, tools and labor, disposal of silt and debris, and all incidentals necessary for satisfactorily performing the work. 430-12.6 Desilting Concrete Box Culverts: Price and payment will be full compensation for all work required. 430-12.7 Flared End Sections: Price and payment will be full compensation for all work and materials required. 430-12.8 Mitered End Sections: Price and payment will be full compensation for all pipe, grates when required, fasteners, reinforcing, connectors, anchors, concrete, sealants, jackets and coupling bands, and all work required. 430-12.9 Railroad Requirements: Where pipe culvert is constructed under railroad tracks, the Contract unit price for the pipe culvert will include the costs of any jacking operations and the operation of placing the pipe by use of a tunnel liner, (except -158- as specified for unanticipated tunnel liner, in 430-6.5, where reimbursement is to be made for such unanticipated liner), and all other work necessary to meet the requirements of the railroad company, excluding the costs of watchman or flagman services provided by the railroad company, except as provided below. The Department will reimburse the Contractor for the actual costs of any trestle bridge work which is performed by the railroad's forces, as billed to him by the railroad, less the value of any salvage materials derived there from, whether such salvage materials are retained by the railroad company or by the Contractor. When the work of shoring and bracing is to be performed by the railroad, such fact will be stipulated in the Contract Documents and the Contractor will be required to pay to the railroad the amount of such costs, which amount will be reimbursed to him by the Department. The Contract unit price for the pipe culvert shall include the costs of all other work of shoring and bracing. 430-12.10 Payment Items: Payment will be made under: Item No. 430- 17- Pipe Culvert Optional Material - per foot. Item No. 430- 94- Desilting Pipe - per foot. Item No. 430- 96- Polyvinyl Chloride Pipe - per foot. Item No. 430- 98- Mitered End Section - each. Item No. 430-200- Flared End Sections - each. Item No. 430-610- U-Endwall - each. Item No. 430-830- Filling and Plugging Pipe - cubic yard. Item No. 430-950- Desilting Concrete Box Culvert - per cubic yard. 449 PRECAST CONCRETE DRAINAGE PRODUCTS. (REV 12-7-07) (FA 12-18-07) (7-08) ARTICLE 449-1 (Page 440) is deleted and the following substituted: 449-1 Description. Precast concrete drainage products hereinafter called products, may include but are not limited to, round concrete pipe, elliptical concrete pipe, underdrains, manholes, endwalls, inlets, junction boxes, three-sided precast concrete culverts, and precast concrete box culverts. Ensure that all precast drainage products are designed and manufactured in accordance with the requirements of the Contract Documents. Obtain precast concrete pipes, box culverts, and drainage structures from a plant that is currently on the Department's list of Producers with Accepted Quality Control Programs. Producers seeking inclusion on the list shall meet the requirements of 105-3. At the beginning of each project, provide a notarized statement to the Engineer from a company designated representative certifying that the plant will manufacture the products in accordance with the requirements set forth in the Contract Documents and plant's Quality Control Plan. The Quality Control Manager's stamp on each product indicates certification that the product was fabricated in conformance with the Contractor's Quality Control Plan, the Contract, and this Section. Ensure that each shipment of precast concrete products to the project site is accompanied with a Quality -159- Control signed or stamped delivery ticket providing the description and the list of the products. Accept responsibility of either obtaining products from a plant with an approved Quality Control Program, or await re-approval of the plant, when the plant's Quality Control Program is suspended by the Department. The Engineer will not allow changes in Contract Time or completion dates as a result of the plant's loss of qualification. Accept responsibility for all delay costs or other costs associated with the loss of the plant's qualification. ARTICLE 449-6 (Pages 443-445) is deleted and the following substituted: 449-6 Requirements For Pipe Joints When Rubber Gaskets Are To Be Used: 449-6.1 Design of Joint: Use pipe joint of the bell-and-spigot type or the double spigot and sleeve type, meeting the requirements called for in the Design Standards. Ensure the joint is so proportioned that the spigot, or spigots, will readily enter the bell or sleeve of the pipe. Ensure the joint ring forms for forming the joint surface are made of either heavy steel, cast iron, or aluminum, and accurately machined to the dimensions of the joint. They must be a true circular form within a tolerance of 1/32 inch. Dimensional checks 'of joint ring form will indicate for each size pipe a length of spigot, or tongue, not more than 1/8 inch shorter than the bell, or groove, depth. The pipe will be so manufactured that joint surfaces are concentric with the inside of the pipe within a tolerance of 3/32 inch. The shape and dimensions of the joint must be such as to provide compliance with the following requirements: (a) The joint must be so dimensioned that when the gasket is placed on the spigot it will not be stretched more than 20% of its original length, or the maximum stretch length that is recommended by the manufacturer, whichever is lower. (b) The space provided for the gasket must be a groove in the spigot end of the pipe and such space, when the joint is made, it cannot be more than 110% of the volume of the gasket. (c) The joint must be designed so that when the outer surface of the spigot and the inner surface of the bell come into contact at some point on the periphery, the diametric deformation in the gasket at the point of contact cannot be greater than 50% of the normal gasket diameter, and the diametric deformation in the gasket at a point opposite the contact point cannot be less than 20% of the normal gasket diameter. (d) When the pipes are joined, there must be parallel surfaces on both the bell and the spigot, extending from the outside edge of the gasket toward the bell face for a distance of not less than 3/4 inch. These parallel surfaces cannot be farther apart than 1/8 inch, when the spigot is centered in the bell. The tapers on these surfaces cannot exceed three degrees. (e) The inside surface of the bell at the end of the bell must be flared to facilitate joining the pipe sections without damaging or displacing the gasket. 449-6.2 When Rubber gaskets are Used: Ensure that the pipe joints have been tested at the plant hydrostatically and shown to meet the requirements of Section 6.2 of the Materials Manual, which is available at the following URL: www2.dot.state.fl.us/specificationsestimates/materialsmanual/section62.pdf . -160- 449-6.3 When Profile Rubber Gaskets are Used: Ensure the joint design meets the requirements set forth in Article 7 of ASTM C 443. 449-6.4 Tolerances in Imperfections, and Permissible Repairs for Joint of Concrete Gasketed Pipe: Ensure that all surfaces of near-contact of the jointed pipes are free from air holes, chipped or spalled concrete, laitance, and other such defects. Pipes showing minor manufacturing imperfections or handling injuries to the bell or spigot may be acceptable if such defects are acceptably repaired as prescribed below. Individual air holes (trapped air), or spalled areas with a length of up to one-half the pipe radius, or 12 inches whichever is less, may be repaired by careful use of a hand-placed, stiff, pre-shrunk, 1-to-1 mortar of cement and fine sand, and with no additional preparation other than a thorough washing with water of the defect. Curing will be done either by moisture curing under wet burlap or by application of an approved membrane curing compound. Such repaired pipe which is sound, properly finished and cured, and which otherwise conforms to specification requirements will be acceptable. Exposed reinforcing and minor spalling in the spigot groove may be accepted if repaired in the following manner: The spalled areas will be chipped back to solid concrete. Exposed reinforcing will be cleaned of all laitance and scale. The entire area is to be coated with an approved epoxy at a thickness of 5 to 10 mils. The coating must be smooth and conform to the shape of the groove. The epoxy must be a Type F-1 as specified in Section 926. 450 PRECAST PRESTRESSED CONCRETE CONSTRUCTION. (REV 12-7-07) (FA 2-8-08) (7-08) SECTION 450 (Pages 445-474) is deleted and the following substituted: SECTION 450 PRECAST PRESTRESSED CONCRETE CONSTRUCTION 450-1 Description. Fabricate, store, transport and erect precast/prestressed concrete members prestressed by the pretensioning method. Pretensioned precast prestressed concrete products are products prestressed by the pretensioning method. In this method, steel components are stressed and anchored; the concrete for the product is then cast and cured, and finally the stress in the steel components is released from the anchorages to the concrete through bond, after the concrete has attained its specified release strength. A precast prestressed concrete plant, hereinafter called plant, is an independent operating facility capable of performing all the operations necessary to fabricate precast/prestressed concrete products. Obtain precast/prestressed products from a plant that is currently on the Department's list of Producers with Accepted Quality Control Programs. Producers seeking inclusion on the list shall meet the requirements of 105-3. At the beginning of each project, provide a notarized statement to the Engineer from a company designated representative certifying that the plant will manufacture the -161- products in accordance with the requirements set forth in the Contract Documents and plant's approved Quality Control Plan. The Quality Control Manager's stamp on each product indicates certification that the product was fabricated in conformance with the Contractor's Quality Control Plan, the Contract, and this Section. Ensure that each shipment of precast concrete products to the project site is accompanied with a signed or stamped delivery ticket providing the description and the list of the products. When the plant's Quality Control Program is suspended, accept responsibility of either obtaining precast/prestressed products from a precast/prestressed concrete plant with an accepted Quality Control Program, or await re-approval of the concrete plant's Quality Control Program. The Engineer will not allow changes in Contract Time or completion dates as a result of the concrete plant's Quality Control Program suspension. Accept responsibility for all delay costs or other costs associated with the plant's Quality Control Program suspension. 450-2 Quality Control Program. 450-2.1 General: Develop a Quality Control Program as specified in 105-3. Meet the requirements of the accepted Quality Control Program, Contract Documents, and Precast/prestressed Concrete Institute (PCI) Manual for Quality Control for plants and production of structural precast concrete products. This Specification will govern, when there is a discrepancy between the PCI Manual, PCI certification program and the Contract Documents. Accept responsibility for performing daily Quality Control inspections of all phases of work ensuring all materials and workmanship incorporated into the product meet the requirements of the Contract Documents. Also, maintain a daily activity report detailing the results of the daily Quality Control Program activities. Ensure these daily reports and minutes of the weekly meetings with the Engineer and the plant's production personnel are maintained at the plant. During the weekly meetings, discuss the results of the Quality Control inspections. Inspect the product for conformance with the product dimension tolerances shown in Appendix B of PCI Manual MNL-116 (Manual for Quality Control for Plants and Production of Structural Precast Concrete Products), except as modified herein. Apply the tolerances with respect to the theoretical positions and dimensions shown in the plans. Apply the same tolerances for U-Beams as those specified for I- girders, excluding sweep tolerance, when inspecting the product for conformance with dimension tolerances. Limit sweep to 1/2 inch for U-Beams and Inverted-T Beams. The maximum allowable sweep for AASHTO and Florida Bulb-T Beams is 1/8 inch per 10 ft length, but not to exceed 1.5 inch. The maximum allowable sweep for piling is 1/8 inch per 10 ft, but not to exceed 1.0 inch. The tolerances represent the total allowable tolerance that will be accepted in the finished product. Do not apply tolerances shown for the overall dimensions of a member to violate the tolerances shown for positions of reinforcing and prestressing steel. Apply the tolerances during and after the fabrication of prestressed products. Do not reduce the concrete cover for reinforcing steel, prestressing steel or any other metallic objects specified in the plans more than 1/4 inch. Do not reduce the concrete cover for reinforcing steel, prestressing steel or any other metallic objects when the cover specified in the plans is minimum cover. -162- Ensure the tolerance on all miscellaneous shaping including, but not limited to, chamfers, miters, bevels, keys, tapers, radii, holes, inserts, block outs, are within ±1/8 inch of the control dimension of the shape. Ensure the Quality Control inspector is present during concrete placements and performs inspection during all fabrication of precast prestressed concrete products, including the inspection of the operations before, during and after the placement of concrete. 450-2.2 Plant: Ensure each plant has an on site Quality Control Manager meeting the requirements of Section 105. 450-2.3 Product Certification: Ensure the Quality Control inspector makes a final inspection of all completed products at the plant before shipment to verify that all Contract Documents requirements are met. Upon verification that all Contract Document requirements have been met and all necessary repairs have been satisfactorily completed, the product will be stamped with approved QCM stamp identified in the Quality Control Plan. Attach to each monthly request for payment, certification that the listed precast prestressed products have been produced under the Quality Control Plan and meet the Contract Document requirements. Ensure the certification is signed by a legally responsible person of the plant and is provided on the plant's letterhead. 450-2.4 Documentation: Ensure that a system of records is maintained in each plant which will provide all information regarding the certification and/or testing of prestressing steel, reinforcing steel, concrete materials and/or concrete, curing materials, embedded items, tensioning, concrete proportioning, pre-placement, placement, post- placement inspections, curing, and disposition of products. Include in the record keeping the deficiencies found as a result of the inspection and testing. Keep certified test reports for all materials incorporated into the production of precast prestressed concrete products. Ensure that the printout or manual record of the tensioning operations is maintained and reflects the identification of the bed, type of fabricated products, the complete Financial Project Identification Number, jack identification number, date prestressing strands were stressed, temperature at the time of stressing, and signature of the qualified tensioning machine operator. Ensure the proposed method and format for documenting required information is included in the Quality Control Plan. Maintain records until all the precast prestressed products for a project have been fabricated then submit all the records to the Engineer. Ensure records are available at any time for the Engineer's inspection. 450-2.5 Quality Assurance Inspection and Testing: The Engineer will perform periodic inspections, sampling, and testing to ensure of the quality and acceptability of the materials, methods, techniques, procedures and processes being utilized by the Contractor in the fabrication of precast prestressed concrete products. 450-3 Materials. 450-3.1 General: Meet the following requirements: Concrete ..............................................................Section 346 Steel Strands* ......................................................Section 933 Steel Bars ............................................................Section 933 Steel Accessories ................................................Section 933 -163- Reinforcing Steel and Metal Fabric** Sections 415 and 931 Embedded Duct Enclosures ................................Section 462 Membrane Curing compounds*** ......................Section 925 Epoxy Resin Compounds ....................................Section 926 Burlap ..................................................................Section 925 Curing Blanket ...........................................................400-16 Penetrant sealer*** .............................................Section 413 * Do not use strands from more than one source in any individual prestressed element, with the exception of the partially tensioned strands (dormant strands). ** The steel spirals for reinforcing in concrete piling may be manufactured from stock meeting the requirements of any grade of reinforcing steel, as shown in ASTM A 615 for steel bars, or ASTM A 82 for steel wire. * * * Use membrane curing compounds and sealers that are compatible with coating or other materials that are applied to concrete surface. Use inserts in accordance with the recommendations of the manufacturers and within their certified capacities and application qualifications. Do not use aluminum inserts. Use draped strand devices of sufficient rigidity having adequate support to retain the position of the strand unchanged under the induced load. Do not allow the devices to induce friction to the tendons such that the required jacking force and elongation cannot be attained. 450-3.2 Strand Chucks and Splice Chucks: For pretensioning, use strand chucks that are capable of anchoring the strands without slippage after seating and ensure against strand failure within the grips at loads less than 95% of ultimate strength. Provide manufacturer's certification that splice chucks used to transmit the prestressing force from one prestressing tendon to another are capable to hold at least 95% of the ultimate tensile strength of the prestressing strand. Do not use wedges that become worn, cracked, deformed, or that allow dead end seating in excess of 3/8 inch. Use components from the same manufacturer to make up chucks and to provide proper wedge fit. Use chucks as complete units. Clean, inspect, and lubricate the chucks between each use. Use wedges and housing that are compatible and made for the specific type and size of prestressing strand that are being used, avoid improper fit and improper seating of wedges on the strands. The Engineer will allow one splice per strand subject to the following: (1) Splices are located outside the concrete products (except for precast piling where up to two splices are permitted to be used in each pile, so long as they are not located in the same vertical cross section, perpendicular to longitudinal axis of the pile). (2) Strands which are being spliced have the "lay" or "twist" in the same direction. 450-4 Material Acceptance and Testing. 450-4.1 Concrete: Perform the QC sampling and testing of concrete in accordance with the requirements of Section 346. -164- 450-4.2 Reinforcing Steel, Welded Wire Fabric and Prestressing Steel for Pretensioning: 450-4.2.1 General: Identify all reinforcing steel, welded wire fabric and prestressing steel for pretensioning by LOTS. A LOT of reinforcing steel or welded wire is a shipment of material from the same manufacture and heat. A LOT of prestressing steel is a shipment of material of the same size, production grade and heat from the same manufacture. Acceptance of reinforcing steel, welded wire fabric and prestressing steel for pretensioning is based on manufacturer's certification and the Department's verification tests. The sampling for verification testing will be performed by the Department at each precast plant, on at least two LOTs per year, additional samples may be taken at the manufacturing source of reinforcing steel, welded wire fabric and prestressing strands. When products contain the material that has failed to meet the requirements of 450-3, reject the unused material of the failed LOT. The Engineer may require the evaluation of the products, which contain the failed material, in accordance with 450-14. 450-4.2.2 Reinforcing Steel and Welded Wire Fabric: Obtain and maintain for each LOT a certified mill analysis, physical property test report and the manufacturer's assigned LOT number(s) with the heat of the material represented. Verify that the report represents the steel received and that the steel meets the Contract Documents requirements. Reject all unidentified reinforcing steel or welded wire fabric received at the plant or job site. Provide the manufacturer's certified mill analysis and three 7 ft long, randomly selected samples from the designated LOT of reinforcing steel and three randomly selected samples from the designated LOT of welded wire fabric when requested by Engineer. Ensure each sample of welded wire fabric covers an area of 4 intersections of transverse and longitudinal bars. Ensure the transverse wires of each piece of welded wire fabric extend approximately 6 inches to both sides. 450-4.2.3 Prestressing Steel for Pretensioning: Obtain and maintain for each LOT of material received, the manufacturer's assigned LOT number(s), certified test values for specified material properties together with a representative load-elongation curve and the modulus of elasticity value based upon strand nominal area. Provide and support by records maintained by the strand manufacturer, production tolerances applied in selection of the reported strand modulus. Verify that documents provided represent the shipment received and meets the Contract Documents requirements. Reject all unidentified prestressing steel received at the plant or job site. Provide the manufacturer's certified mill analysis and three 5 foot long randomly selected samples from the designated LOT of material when requested by the Engineer. 450-4.2.4 Strand Chucks and Splice Chucks: Obtain and maintain certified test results certifying that the material meets the requirements of 450-3. 450-4.2.5 Steel Accessories: Use only steel accessories meeting the requirements of 450-3. -165- 450-4.2.6 Ducts: Obtain and maintain certified test results certifying that the material meets the requirements of 450-3. 450-5 Shop Drawings. Submit shop drawings when the Contract Documents do not contain all the detailed information necessary to fabricate and/or erect the pretensioned prestressed concrete product. Ensure the submitted shop drawings meet the requirements of 5-1 and any additional Contract Document requirements. Shop drawings are not required to depict supplemental reinforcing steel used to facilitate fabrication of products. In lieu of shop drawings, furnish one copy of the following to the Engineer: 1. A copy of the Framing Plan with product designations for all superstructure components. 2. Strand detensioning schedule. 3. Tensioning and elongation calculations. 4. Details of supplemental steel that remains as part of the finished product. 5. Submit full plan details and Specifications, when proposing to use materials and/or methods that differ from the requirements of the Contract Documents. Ensure the alternate materials and methods meet the following requirements: a. The provisions of the Contract Documents. b. The AASHTO Standard Specifications for Highway Bridges, edition with interims as referenced in plans. c. The recommendations of the material manufacturer. d. Any materials change proposed by the Contractor and approved by the Engineer. e. Net compressive stress in the concrete due to prestressing acting alone, after all losses, is not less than that provided by the stranding shown in the plans. f. Ultimate strength of the structure with the proposed changes is not less than the ultimate strength of the original design. g. The provisions of the Departments Structures Design Guidelines. 450-6 Forms. 450-6.1 General: Use metal side and bottom forms, unless otherwise specified in the Contract Documents. For members with special shapes such as corner sheet piles, wood forms are permitted. Slab units and sheet piles may be cast on concrete surfaces meeting the profile dimensional tolerances of 450-6.3. Apply release agents in accordance with the manufacturer's recommendations. Liquid membrane curing compounds may be used to prevent bonding of slab products and sheet piles to the existing concrete surface, when applied in two or more coating. Ensure the last application of liquid membrane is applied immediately before placement of the slab or sheet pile. For all beam members, use side forms designed to be removed without damaging the top flange of the beam. Remove the forms horizontally away from the beam by a method that prevents any contact of the form with the top flange after release -166- of the form. Do not subject the top flange to any vertical force at any time. Include the form details and method of removal in the Quality Control Plan. Use void forms of a type for which service adequacy has been demonstrated, having sufficient strength to provide stability during handling and placing and to withstand hydrostatic pressures and other forces imposed upon them during concrete placement. Use form material that is neutral with respect to the generation of products harmful to the physical and structural properties of the concrete. Ensure that the presence of the form materials does not cause any detrimental effect to the concrete or other materials within the member. Positively vent all voids to the outside of the member. For end headers and inside forms, other materials capable of resisting the pressure from concrete are permitted. Use end headers so designed that they can be placed and maintained in correct position between the side forms. Hold the headers in place with devices capable of being removed or loosened after the concrete has attained its initial set allowing free form expansion during curing methods that involve heat. Use end headers with openings conforming to the prestressing steel pattern to permit passage of the prestressing steel. Locate the openings accurately within 1/8 inch of planned location of prestressing steel elements. Construct circular openings for strands a maximum of 1/4 inch larger than the nominal strand diameter. Construct square or rectangular openings a maximum of 1/4 inch larger, horizontally and vertically, than the nominal strand diameter. Ensure that all headers are mortar tight. 450-6.2 Supports: Use forms of sufficient thickness, with adequate external bracing and stiffeners, which are anchored to withstand the forces due to placement and vibration of concrete. Ensure that joints in forms are mortar tight. Support bottom forms on concrete pallets with metal stiffeners, wales or shims. Do not use timber elements between the bottom metal form and concrete pallets. 450-6.3 Alignment: Make and maintain during their use, forms and centering true to the shapes and dimensions for the product being produced. Plumb, align, and secure forms for each product in position before each reuse. Apply the following tolerances to form alignment and pallets or beds used in prestressed construction: 1. Horizontal Alignment (horizontal deviation of side forms either side of a vertical plane within the length of a product) = 1/8 inch, 2. Vertical Alignment (vertical deviation of the bed or pallet from a horizontal plane within the length of a product) = 1/8 inch, 3. Offset Between Adjacent Form Sections = 1/8 inch. 450-6.4 End Header Locations: 450-6.4.1 General: Provide a minimum of 18 inches of exposed strands from the end header to the stressing anchorage and between adjacent ends of all products except 24 inches square and smaller piles. Provide a minimum of 6 inches of exposed strands between adjacent ends of 24 inches square and smaller piles. 450-6.4.2 Cold Weather: Provide a distance of at least 5 feet from the end header to the stressing anchorage, when the ambient temperature is expected to be below 55T between the time of tensioning and detensioning. When the ambient temperature is expected to be below 55T between the time of tensioning and -167- detensioning and the products' exposed strands between the stressing anchorages are not protected, maintain a 25 foot minimum free length of stressed strands, between the end header and the stressing anchorage at each end of a bed line. When cold weather concrete conditions as specified in 450-10.1 are in effect, protect all exposed strands between stressing anchorages regardless of length. When the products and strands between stressing anchorages are protected, provide protection adequate to maintain the ambient temperature of the air around the products and strand above 55°F until the products are detensioned. 450-6.5 Surface Conditions: Use clean, rust free form surfaces against which concrete is to be cast. Inspect forms and, if necessary, recondition them. 450-6.6 Form Ties: Ensure that no form wires or metal pieces are left within 2 inches of the surface of the finished concrete. 450-6.7 Corners, Angles and Joints: Ensure corners and angles are chamfered, mitered, or rounded with a radius of 3/4 inch, unless otherwise specified or shown on the plans. Provide smooth mortar tight joints between panel forms within the alignment tolerances. 450-6.8 Form Release Agent: Before placing concrete, treat the facing of all forms with a form release agent in accordance with the manufacturer's requirements. Ensure the application of form release agents do not contaminate prestressing strands and/or reinforcing steel. 450-7 Protection and Placement of Prestressing Steel. 450-7.1 Protection of Prestressing Steel: Maintain and store prestressing steel above the ground surface on platforms; skids, or other supports, to prevent contamination from below, and protect them from mechanical injury. Do not use any packaging or wrapping material that retains moisture at the bottom of the reel. Clean contaminated prestressing steel before use or otherwise reject it. Handle prestressing steel carefully to prevent nicks or kinks and do not expose it to temperatures greater than 200°F at any time. Do not use arc welding equipment, including welding electrode lines, within 2 feet of prestressing steel. Do not perform any welding on forms that have been set in place after the prestressing steel is placed in the bed. Reject prestressing steel that has sustained any physical damage at any time. 450-7.2 Placing Prestressing Steel: Use care during placement of prestressing steel to avoid physical damage and contamination. Reject damaged strands. Do not use prestressing steel containing nicks, kinks, or former chuck grip marks. Do not use steel showing evidence of scale formation or which has become pitted. Remove and replace any damaged prestressing steel in the bed. 450-7.3 Cleanliness of Prestressing Steel: Inspect the prestressing steel for any evidence of contamination. Use steel that is free of deleterious materials such as grease, oil, wax, dirt, paint (except that used for marking identification) or other similar contaminants. Remove any contaminants detected from the steel before proceeding with fabrication activities. Rust on prestressing steel that can be removed by light rubbing is acceptable. Streaks or spots which may remain after rust removal are acceptable if no pitting is present. 450-7.4 Debonded Strands: Extend the tubular debonding material (sheathing) through the header for debonded prestressing steel. Tie and tape the debonding material at the terminus located at the inside of the member. Seal openings between strand and -168- sheathing for debonded strands with 100% silicone sealant within 48 hours of detensioning. Use sheathing that is tubular non-slit, high-density plastic with a minimum wall thickness of 0.025 inch, and an inside diameter exceeding the maximum outside diameter of the pretensioning strand by 0.025 inch to 0.14 inch, which does not react with concrete, coating, or steel and prevents the intrusion of water or cement paste during concrete placement. Do not use strands debonded over the full length of a product. 450-8 Tensioning Equipment and Operations. 450-8.1 Equipment: Use a hydraulic jacking system that is adjustable to the automatic application and sustaining of a predetermined load, together with a pressure transducer or load cell built into the hydraulic system. Connect such pressure gage or transducer to a dial or digital readout and printer (manual recording of the tensioning operations is permitted) which will provide an instantaneous readout and record of the applied load in pounds. Use a jacking system with the capacity to induce the required load. Base the use of this system on demonstrated accuracy and repeatability of f2% of anticipated load verified through comparison with loads indicated by an independent load cell. Calibrate all jacking systems before using and repeat calibration at intervals not exceeding 12 months. Calibrate and recalibrate in accordance with the equipment manufacturer's recommendations, by qualified calibration agency or by plant personnel under the supervision of a Specialty Engineer. Calibrate gages, jacks and pumps as a system in the same manner they are used in tensioning operations with the cylinder extension in the approximate position that it will be in actual use at final jacking force. In multi-strand tensioning systems, gages may be calibrated against a master gage of known accuracy, provided that the other units of the system are calibrated against the same master gage. Ensure calibrations cover the load ranges that will be used during production. Verify the accuracy setting of the automatic cutoff valves by running the desired cutoff load. Ensure a certified calibration curve accompanies each tensioning system. Load readings can be used directly if the calibration determines a reading is within f2% tolerance of anticipated load. Ensure calibration of load cells or proving rings used to calibrate jacking systems are on compression force testing equipment that has been calibrated in accordance with ASTM E 74. When any jack or gage appears to be giving erratic results, or if the jack force and elongation do not compare within specified limits and differences cannot be justified while work is in progress, recalibrate the equipment. Also verify the accuracy of the equipment after internal jacking system repairs or when gage and jacking units are switched. Calibrate or recalibrate in accordance with ASTM E 4 using equipment that is calibrated in accordance with ASTM E 74. After calibration or recalibration has been completed, prepare a certificate and have it signed by the person in responsible charge of the verifications as outlined in ASTM E 4 and ASTM E 74. Ensure that the calibration report includes, the serial number of the equipment that is calibrated, calibration chart in a graph or tabular form, calibration date, temperature, full range of readings before and after calibration, National Institute of Standards and Technology's -169- (NIST's) traceable number of calibration device, method of calibration, calibration agency, and laboratory or Engineer supervising the calibration. Verify the accuracy of the jacking and recording system a minimum of once each week during tensioning operations by either an independently calibrated load cell, or by comparison with calculated strand elongation. When weekly verification is to be performed by comparison with calculated strand elongation, check a minimum of ten strands and the difference in the indicated load and the load determined from the elongation must agree within 5% of the computed theoretical load values. If the differences are greater than 5%, suspend the tensioning operation, evaluate the tensioning operation by qualified personnel and correct any deficiencies before proceeding. When weekly verification is done by load cell, perform a minimum of five spot checks to the maximum anticipated load of strands. Use a load cell or proving ring that is calibrated in accordance with ASTM E 74 and the accuracy of the force must be traceable to NIST. Maintain written records of readings obtained from the force recording system and verifying standard. Ensure the weekly verification record includes the serial number of the equipment, verification date, verification agency, NIST traceable number of calibration standard, and name of the person making the spot checks. The load reading from the recording system must agree within f2% of the anticipated load indicated by the load cell or proving ring that are calibrated annually. 450-8.2 Operations: 450-8.2.1 General: The tensioning operations consist of the application of the final force which is the force required by the plans and with the adjustments for abutment rotation, bed shortening, anchorage header movement, live end seating, dead end seating, splice chuck seating, friction in the jacking system and any other elements as applicable for the type of bed and anchorage being used. Also, adjust the force required by the plans when the temperature differential between the ambient temperature at time of stressing and the expected concrete temperature at time of placement is greater than 25°F. Increase the force at the rate of 1% for each 10°F increment that the ambient temperature at time of stressing is below the expected concrete temperature at time of placing. Decrease the force at the rate of 1% for each 10°F that the ambient temperature at time of stressing is above the expected concrete temperature at the time of placing. Do not allow the stress in the prestressing steel to exceed 80% of the specified tensile strength of the strand, after seating. During each tensioning operation, for the verification of the live and dead end seating, check at least 4 strands or a minimum of 10% of the total number of strands, whichever is greater. Maintain a printed or manual record of the tensioning operation. Compensation for temperature differential and abutment rotation are not required for self-stressing beds. However, adjust the final load for the effects of bed shortening due to the load from all the strands. If the placement of concrete is delayed for more than seven calendar days after the completion of the stressing operation, check and adjust the final strand load as necessary before placement of concrete and maintain a printed or manual record of the stressing operation. Accomplish tensioning by either single strand tensioning or multiple strand tensioning, and ensure that it is symmetrical about the vertical axis of the product. Tensioning methods, in general, consist of tensioning to the required loads -170- indicated by the jacking system, or tensioning to the required load while monitoring the elongation of the prestressing steel. 450-8.2.2 Single Straight Strand Tensioning: Apply an initial force of 5% to 25% of the final force to eliminate slack in the system. When single straight strand tensioning is used, tension the prestressing steel until the required final load is attained and elongation measurements have been recorded. 450-8.2.3 Multiple Straight Strand Tensioning: Apply the initial uniform tensioning load to each individual strand before the application of full tensioning load to the group of strands. The amount of the initial load will be influenced by the length of the casting bed and the size of strands in the group to be tensioned. The minimum initial tensioning load will be 5% of the required final load. Increase the magnitude of this load if deemed necessary but do not allow it to exceed 25% of the required final load. Then tension the strands by multiple strand tensioning to final load by pulling to elongation and checking against the jack load. Allow the required elongation to control the tensioning. The actual jack load must agree within 5% of the required load. For uniform application of load to strands, the face of anchorage at final load must be in a plane parallel to its position under initial load. Verify this by measurement of movement on opposite sides of the anchorage and check its plumb position before and after application of the final load. During tensioning, allow the anchorage to move without restraint. 450-8.2.4 Draped Strand Tensioning: Tension draped strands by either partial tensioning and subsequent strains or by final tensioning in draped position. Partial stressing and subsequent strains applies when the strands are tensioned through a combination of applied jack loads and strand uplift. To verify the final force, place a load cell between the tensioning anchorage and anchor chucks at the dead end on at least two draped strands. Other methods as approved by the Engineer may be used to verify the final force in the dead end. Bring the partially draped strand to an initial tension using a force in the range of 5% to 25% of the required final tensioning force. After application of the initial force, establish reference marks for measuring elongation. Apply a pre-calculated jacking force and measure elongations on a minimum of four strands. The average measured elongation must agree within 5% of the theoretical elongation for strand force measured by jack load, or the factors contributing to the difference must be identified and corrected before proceeding. Allow the load indicated by the jacking system to control the tensioning for the pre-calculated load. Obtain the required final force by lifting or depressing the strand simultaneously at all pickup or hold down points or in an approved sequence as shown on the shop drawings. On each different bed setup, after lifting or depressing the strands to their final position, check the final force at the dead end of at least two strands on the bed. If the load is below the required tensioning force by more than 5%, adjust it to the final load. When the final stressing is performed in the draped position, apply the tensioning load in two increments with the tendons being held in their draped positions. To verify the final force, place a load cell between the tensioning anchorage and anchor chucks at the dead end on at least two draped strands. Other methods as approved by the Engineer may be used to verify the final force in the dead end. Bring each strand to an initial tension of 5% to 25% of the final load before the application of the required final load. After application of the initial load, establish reference marks for -171- measuring elongation. Then tension the strands to final load and measure the elongation. Allow the load indicated by the jacking system to control the tensioning for the initial and final loads. The measured elongation must agree within 5% of the theoretical elongation for the strand force measured by jack load, or the factors contributing to the difference must be identified and corrected before proceeding. When the jacking is performed at one end of the bed, check the applied load on two draped strands at the other end of the bed. If the load on the end opposite the jacking end is below the required value by more than 5%, adjust the load to the required final load. 450-8.2.5 Wire Breakage: Limit wire breakage to 2% of the total area of the strands in any product and verify that breakage is not indicative of a more extensive distress condition, otherwise reject all stranding. Replace individual strands with more than one wire failure. 450-8.2.6 Position of Prestressing Steel: Position prestressing steel as shown in the plans within the tolerances allowed in 450-2.1. Fix the required vertical and horizontal position of each prestressing strand at the ends of each product and at intervals within each product not exceeding 30 feet. Use the method of fixing the prestressing steel shown in the Quality Control Plan. When blocks are to be used for supporting prestressing steel, use those cast from concrete of the same mix design as used in the prestressed product. Stagger the location of blocks with an offset of 12 inches or greater and do not stack them. 450-9 Placement of Reinforcing Steel and Other Embedded Materials. 450-9.1 Reinforcing Steel: Tie and/or support in position all reinforcing steel in each product with other reinforcing steel in a manner that will accurately position the steel throughout the fabrication process. Use types of ties and methods of tying recommended by the CRSI, including lacing. Do not tie reinforcing steel to debonded prestressing steel within the limits of the sheathing material. Tie or lace beam stirrup bars at a minimum of three points. Tie reinforcing steel, other than stirrup bars in beam ends, as a minimum, at every other intersection. Either tie or lace spiral wire in piling at all four corners in the 1 inch pitch area, at the top corners and bottom center in the 3 inch pitch area, and at the top corners in the center area. Tie the bottom center in the pile center area as necessary to maintain concrete cover. Bend all tie wires away from the form surface to provide maximum concrete cover. When shown on the plans, weld reinforcing steel in accordance with the requirements of AWS Structural Welding Code D 1.4. Do not weld in the prestressing bed. 450-9.2 Placing Other Embedded Materials: 450-9.2.1 Inserts and Lifting Devices: Locate inserts and lifting devices in accordance with the tolerances listed in 450-2.1. 450-9.2.2 Bearing Assemblies: Set bearing assemblies designed to transmit reaction forces to the concrete in the position shown in the plans. Place bearing plate assemblies or shoes which are to be cast in a product within appropriate tolerances as provided in 450-2.1. Check the assemblies for position after stripping from the forms. 450-10 Concrete Operations. 450-10.1 Temperature Restrictions: When the temperature of the surrounding air is expected to be below 40°F within 24 hours after placing concrete, the temperature -172- of the plastic concrete as placed must be 55T or greater. Maintain the temperature of the concrete after placement above 55T until the prestressing steel is detensioned. Make arrangements for heating, covering, insulating or housing the concrete work in advance of placement and maintain the required temperature without injury due to concentration of heat. Do not use direct fired heaters during the first 24 hours after concrete placement, unless actions are taken to prevent exposure of the concrete to exhaust gases which contain carbon dioxide. Continuously monitor the temperature of the concrete or the ambient air around the product until the product is detensioned. Monitor by the use of thermocouples located in the product cross-section or temperature recording devices located under the enclosure. Provide one thermocouple or temperature recording device for each 200 feet of bed length or part thereof. Locate the thermocouples within the products cross-section as shown in the Quality Control Plan or as approved by the Engineer. Record the temperature determined by each thermocouple or temperature recording device. If the temperature of the ambient air is monitored, maintain the air temperature above 60T to ensure that the concrete temperature is above 55°F. Initially calibrate recording thermometers and recalibrate them at least annually in accordance with the manufacturer's recommendations. Meet the requirements of Section 346 for temperature requirements and special measures for mixing concrete in hot weather. Apply fog mist spray of water to prestressing strands, reinforcing steel and steel forms just before placing the concrete when the hot weather concreting special measures are in effect and the temperature of steel forms or reinforcing steel is greater than 120T. 450-10.2 Protection of Concrete from Weather: Have protection materials available before the concrete placement begins to cover the products in the event of rain during the placement of concrete. Protection materials may be tarps, curing blankets, or other impervious material that will not puncture when placed over protruding reinforcing steel and/or form elements. Include the method and materials for protection in the Quality Control Plan. 450-10.3 Concrete Placement: 450-10.3.1 General: Check forms, reinforcing steel, prestressing steel, vent pipes, anchorages and other embedded items for compliance with the Contract Documents before placing concrete. Place concrete in accordance with 400-7, except as modified herein. For concrete operations conducted at night, provide enough lighting to allow visual inspection of the interior of the forms during the complete concrete placement operation. Convey concrete by the use of buckets, conveyors, pumps, troughs, or other equipment specifically designed for concrete conveyance, provided the placement method consistently produces quality concrete with no segregation or separation of the mix. Locate the concrete conveyance equipment within 12 inches of the top of the forms or surface of the concrete to minimize the free fall of the concrete. Multiple placements may be used within a bedline, provided compliance with 450-11.1 is maintained. 450-10.3.2 Requirements for Successive Layers: Except for self- consolidating (self-compacting) concrete, place concrete as described in 450-10.3.2.1 -173- through 450-10.3.2.4 as shown in the. Quality Control Plan or as approved in writing by the Engineer. In any progressive concrete placement operation, do not allow the time between successive placements onto previously placed concrete to exceed 20 minutes, unless the previously placed concrete has not yet stiffened, as evidenced by the continued effective use of vibration. 450-10.3.2.1 AASHTO Type II and Double-T Beams, Piling and Precast Slab Units (Except Voided Piling and Slabs): Place concrete in one or more layers or lifts. If more than one layer is used for Double-T Beams, end the first layer such that the top of the concrete is slightly below the bottom of the flange. 450-10.3.2.2 AASHTO Type III and Type IV Beams and Voided Units (Slabs and Piling): Place concrete in a minimum of two horizontal layers. The thickness of the first layer will be such that the top of the concrete is just above the top of the bottom flange. In voided units, end the first layer slightly above the middle height of the void. Fill the form by the last layer. 450-10.3.2.3 AASHTO Type V and Type VI Beams: Place concrete in a minimum of three horizontal layers. The thickness of the first layer will be such that the top of the concrete is slightly above the top of the bottom flange. The thickness of the second layer will be such that the top of the concrete is slightly above the bottom of the top flange. Fill the beam forms by the last layer. 450-10.3.2.4 Florida Bulb-T Beams: Place concrete in one continuous lift beginning in the end block zone and progressing to the other end. Do not allow the progression of the concrete placement to proceed until previously placed concrete has been properly consolidated, and the rate of advancement equals the ability to fill the forms. In progression of the placement, deposit concrete within the forms on the surface of previously placed concrete. 450-10.4 Vibration of Concrete: Except for self-consolidating concrete, consolidate concrete by internal or external vibration, or combination of these methods. Design external form vibrators for the specific use. Design forms used in conjunction with external vibration and build them to effectively transmit vibration to the concrete mass. Mount and operate form vibrators in compliance with the vibrator manufacturer's written recommendations, a copy of which must be on file at the prestressed concrete plant. Secure vibrators to the form mounts by positive locking devices so that maximum vibration is transmitted into the form. Modify or replace external form vibrator systems that are demonstrated to be ineffective. Operate vibrators at each mount location for the time necessary for complete concrete consolidation. Do not allow progressive points of vibration to exceed twice the visually effective radius of vibration. Keep forms equipped with external vibrators clean, and free of any buildup of hardened concrete. Ensure internal vibrators are available before concrete placement is started. Use an internal vibrator with a head of such size that proper vibration of the concrete will be secured without causing movement of the prestressing steel or reinforcing steel. The vibrating frequency range must be 8,000 to 15,000 impulses per minute. Have at least one standby vibrator available on-site. Insert the vibrator in the concrete at points spaced to ensure uniform vibration of the entire mass of the concrete. Do not allow points of insertions to be further apart than the radius over which the vibrator is visibly effective. Allow the vibrator to sink into the concrete by its own weight -174- and allow it to penetrate into the underlying layers sufficiently so that the two layers are thoroughly consolidated together. After the concrete is thoroughly consolidated, slowly withdraw the vibrator to avoid formation of holes. Revise the existing placement and consolidation procedure to improve the consolidation of the concrete, if the existing placement and consolidation procedure have produced an unacceptable surface defects such as honeycombing, aggregate or mortar pockets, and excessive air bubbles. 450-10.5 Finishing: 450-10.5.1 General: When concrete incorporating silica fume is used, screed and finish with a continuous water fog mist maintained above the concrete. Do not apply the fog directly toward the concrete. The Contractor may apply a monomolecular finishing aid approved by the Engineer in accordance with the manufacturer's recommendation. 450-10.5.2 Beams: Rough float the top surface of the beam and then scrub it transversely with a coarse brush or metal tine to produce a roughened surface for bonding. Unless otherwise specified, apply a Class 3 surface finish to the external surfaces of prestressed beams in accordance with Section 400. Remove mortar leakage and stains to produce beams with a uniform appearance. 450-10.5.3 Piling: Unless a Class 5 Applied Finish Coating is otherwise specified, apply a general surface finish as specified in Section 400 to pile surfaces, except that pointing with mortar will not be required for cosmetic chips and bug holes with a depth less than 1/4 inch and a diameter of less than 3/4 inch. All other general surface finish requirements will apply, including the pointing of material form tie cavities with mortar. Surface finish deficiencies that meet the definition of noncomplying prestressed products must be corrected in accordance with 450-12. Miter or round the top corners similar to the corner radius of the pile forms. Surfaces exposed during casting must have a steel trowel finish. 450-10.5.4 Slabs and Double-T Beams: When the plans show the top surface of prestress slab or Double-T Beams units to be the riding surface, apply a Class 4 floor finish in accordance with Section 400. When the plans show the surface to be overlaid with asphalt or concrete, rough float the top surface and then scrub it transversely with a coarse brush to remove all laitance and to produce a roughened surface for bonding. Unless otherwise specified, apply a Class 3 surface finish to other exposed surfaces in accordance with Section 400. 450-10.6 Curing: Cure prestressed concrete as required for a minimum duration of 72 hours. If forms are loosened or removed before the 72 hour curing period is complete, expand the curing to cover the newly exposed surfaces by either coating with curing compound or extending the continuous moist cure area. Maintain concrete surface moisture at all times until curing is begun. If a water sheen is not present, apply supplemental moisture by fog misting or prevent water sheen loss on flat work by use of an evaporation retarder. After the finishing operations have been completed and as soon as the concrete has hardened sufficiently to permit the application of curing material without marring the exposed surface, cover the exposed surfaces of all prestressed concrete products by one of the following procedures or other alternate curing methods. Alternate curing methods and details proposed by the Contractor must be included in the Quality -175- Control Plan or otherwise approved by the Engineer. Base alternate curing methods upon a demonstrated ability to retain surface moisture of the concrete and to control curing temperatures within acceptable limits. Discontinue use of any alternate curing method other than those included herein upon any indication of noncompliance with this Specification. 450-10.6.1 Continuous Moisture: Place burlap on the surface and keep it continuously saturated for the curing period by means of soil soakers, leaking pipes, or automatic sprinklers. Do not apply moisture manually. If side forms are removed during the curing period, extend the burlap to completely shield the sides of the product. Water flow may be metered to cycle repetitively for five minutes on and five minutes off during the 72 hour curing period. When it is not practical to apply moisture or curing compound inside the voided piles, cover their ends with wet burlap to prevent moisture loss. 450-10.6.2 Membrane Curing Compound: Apply a white Type 2 curing compound to all surfaces in a single-coat, continuous operation, at a uniform coverage as recommended by the manufacturer but not less than 1 gal./150 $z. Apply the curing compound on the concrete surfaces that are still damp but no free standing water. Allow surfaces covered by the membrane curing compound to remain undisturbed for the curing period. Recoat any cracks, checks or other defects in the membrane seal which are detected during the curing period within one hour. If side forms are loosened during the curing period, remove them at that time and immediately coat the formed surfaces with a clear membrane curing compound and maintain the surface seal for the remainder of the curing period. Bottom surfaces must be similarly coated after removal of the forms. Remove membrane curing compound to applied surfaces of concrete products to which other concrete is to be bonded by sandblasting or water-blasting until all traces of membrane curing compound are removed. When the curing compound is applied by spraying, use a compressor driven sprayer of sufficient size to provide uniform spray at the nozzle. Keep all nozzles clean to ensure a uniform application of compound. For compressor driven sprayers, provide a calibrated reservoir which will allow the quantity of applied materials to be accurately determined. Maintain standby equipment in case of mechanical failure. If a mechanical failure occurs, a hand held pump-up sprayer may be used to apply curing compound to the remainder of the products cast in the days production. Suspend additional concrete placements until the mechanical sprayer is functioning properly. 450-10.6.3 Curing Blankets: Curing blankets may be used for curing the top surfaces of products. Do not use curing blankets which have been torn or punctured. Securely fasten edges to provide as tight a seal as practical. Should the system fail to maintain a moist condition on the concrete surface, discontinue it. Allow curing blankets to remain in place for the curing period. 450-10.7 Accelerated Curing: 450-10.7.1 General: Use low-pressure steam curing, radiant heat curing or continuous moisture and heat curing. If accelerated curing is completed before the curing period has elapsed, continue curing for the remaining part of the curing period in accordance with one of the curing methods above. If accelerated curing is used, furnish and use temperature recording devices that will provide accurate, continuous, and permanent records of the time and temperature relationship of the enclosure and concrete throughout the entire curing -176- period. Place the temperature recording sensors at a minimum of two locations, spaced approximately at or near the third point of bed length, to measure the temperatures of the enclosure and concrete. Initially calibrate recording thermometers and recalibrate them at least annually in accordance with manufacturer's recommendations. Place the sensors at the center of gravity of the bottom flanges for beams. Place the sensors at center of gravity of the cross sections normal to pile length for solid piles, and at the midpoint of the wall thickness of the pile for voided piles. When the ambient air temperature is equal to or higher than 50°F, start the accelerated curing by supplying or retaining moisture and the application of the heat, following the initial set period of concrete. Determine the initial set time in accordance with ASTM C 403. During the application of heat, do not allow the temperature rise in the concrete product to exceed 36°F per hour. The maximum curing temperatures of the enclosure and concrete must not exceed 160°F. Maintain the maximum curing temperature uniform throughout the enclosure, with variation of not more than 20°F from the maximum peak temperature until concrete reaches the required release strength. Allow the concrete element to cool gradually at the maximum cooling rate of 50°F per hour and continue the cooling at this rate until the concrete temperature is 40°F or less above the ambient temperature outside the curing enclosure. When the ambient air temperature is below 50°F cure the concrete in two stages. Start the accelerated curing of the first stage during the preset period by applying heat to increase the temperature of concrete at the maximum rate of 10°F per hour. The total temperature gain of concrete during the initial set period cannot exceed 40°F higher than the placement temperature, or 104°F, whichever is less. Upon obtaining the initial set, continue curing as stated above for ambient temperature of 50°F or higher. To prevent moisture loss on exposed surfaces during the preheating period, cover products as soon as possible after casting or keep the exposed surfaces wet by fog spray or wet blankets. Use enclosures for heat curing that allow free circulation of heat about the product and that are constructed to contain the heat with a minimum moisture loss. The use of tarpaulins or similar flexible covers may be used provided they are kept in good repair and secured in such a manner to prevent the loss of heat and moisture. Use enclosures that cover the entire bed from stressing abutment to stressing abutment, including all exposed stranding. 450-10.7.2 Low-Pressure Steam: The steam must be in a saturated condition. Do not allow steam jets to impinge directly on the concrete, test cylinders, or forms. Cover control cylinders to prevent moisture loss and place them in a location where the temperature is representative of the average temperature of the enclosure. 450-10.7.3 Curing with Radiant Heat: Apply radiant heat by means of pipe circulating steam, hot oil or hot water, or by electric heating elements. To prevent moisture loss during curing, keep the exposed surfaces wet by fog spray or wet blankets. 450-10.7.4 Continuous Moisture and Heat: This method consists of heating the casting beds in combination with the continuous moisture method described above. Do not allow the heating elements to come in direct contact with the concrete or the forms. The initial covering of burlap and the continuous application of moisture will be as described in 450-10.6. An auxiliary cover in addition to the burlap for retention of the heat will be required over the entire casting bed. Support this cover a sufficient distance above the product being cured to allow circulation of the heat. -177- 450-10.8 Curing Requirements for Silica Fume Concrete: Use either a 72-hour continuous moisture curing or a (12-24)-hour low-pressure steam curing in accordance with 450-10.7. Upon completion of the low-pressure steam curing, continue curing for the remaining part of the 72-hour curing period by application of the curing compound, continuous moisture curing, or use of the curing blankets. If 72-hour continuous moisture is used, begin curing silica fume concrete immediately after the finishing operation is complete and keep a film of water on the surface by fogging until the curing blankets are in place. No substitution of alternative methods nor reduction in the time period is allowed. After completion of the 72-hour curing period, apply a membrane curing compound to all concrete surfaces. Apply curing compound according to 450-10.6. 450-10.9 Form Removal: Do not remove forms sooner than six hours after casting and not until the concrete strength is sufficient to avoid structural damage. For AASHTO Type V, Type VI, and Bulb-T Beams, do not remove the forms supporting the top flange concrete sooner than 12 hours after casting unless the release strength has been reached. 450-11 Detensioning. 450-11.1 General: The required concrete strength at which the prestressing force may be transferred to the concrete in a product will be a minimum of 4,000 psi, unless specified otherwise in the plans. Verify the release strength by compressive strength cylinder tests or other approved means, no later than 24 hours after casting and every 24 hours thereafter until release strength is developed. In lieu of every 24 hour testing, contractor is permitted to estimate the strength development of concrete by the maturity method in accordance with ASTM C 1074 pulse velocity method in accordance with ASTM C 597, or any other nondestructive test method acceptable to Engineer, until the time of the detensioning. Before detensioning, verify the concrete release strength by testing the compressive strength test cylinders. Make a minimum of two compressive strength release test cylinders daily for each individual mix, or for each LOT of 50 cy or fraction of given concrete mix design where the daily consumption exceeds this volume or when non-continuous batching or dissimilar curing is used. The release strength test, representing the LOT, is the average compressive strength of two test cylinders, which are cured under the conditions similar to the product or match-cured test specimens, which are match cured until the time of release. For products cured using accelerated curing, release the prestressing force immediately after terminating curing. For products cured using methods other than accelerated curing release the prestressing force within 24 hours of verifying release strength by compressive strength cylinder test or other approved strength gain monitoring system, unless the required time for release occurs on a weekend or holiday. When the required time for release occurs on a weekend or holiday, cover the products and exposed strand with curing blankets or other similar materials, or detension the products. Detension the products immediately on the first workday after the weekend or holiday. Cure concrete cylinders used for detensioning strength tests in the same manner and location as the prestressed concrete products. 450-11.2 Method of Stress Transfer: In all detensioning operations, keep the prestressing forces nearly symmetrical about the vertical axis of the product and apply them in a manner that will minimize sudden shock or loading. Remove or loosen forms, ties, inserts, or other devices that would restrict longitudinal movement of the products -178- along the bed. Release hold-downs for products with draped strands in a sequence as shown in the plans or Quality Control Plan. Cut dormant strands (partially tensioned strands) in top of beams before releasing any fully tensioned strands. Release fully bonded strands next, beginning with the lowest row and moving upwards, followed progressively by strands having the minimum length of tubular sheathing through to those strands having the maximum length of tubular sheathing. The Contractor may propose alternative detensioning patterns to suit the plant's particular operation. Specify the method of the stress transfer to be used either in the Quality Control Plan or the construction submittal. Transfer prestressing forces to the concrete by either single strand release or multiple strand release. 450-11.3 Single Strand Detensioning: Detension the strand by using a low- oxygen flame in accordance with a pattern and schedule provided in the approved shop drawings, or Quality Control Plan, or described in 450-5. Heat with a low-oxygen flame played along the strand for a minimum of 5 inches. Heat strands in such a manner that the failure of the first wire in each strand will occur after the torch has been applied for a minimum of five seconds. Release strands in all prestressed products simultaneously and symmetrically about the vertical axis at both ends of the bed and at all intermediate points between products to minimize sliding of products. As an alternate, strands in piles, sheet piles, slabs and AASHTO Type II girders may be released simultaneously and symmetrically about the vertical axis at both ends of the bed until all the strands are released, then proceeding in order to intermediate points nearest the bed ends, or to the single remaining point at the center and release strands at these points in the same manner until all strands are released. 450-11.4 Multiple Strand Detensioning: In this method, detension all strands simultaneously by hydraulic dejacking. The total force is taken from the header by the jack, then released gradually. Do not allow the overstress required to loosen the anchoring devices at the header to exceed the force in the strand by 5%. After detensioning, strands at all points may be cut progressively from one end of the bed to the other using equipment and methods described above. 450-11.5 Trimming Strands: Upon completion of the detensioning operation, cut the exposed strands to required length, using an oxygen flame or mechanical cutting device. On piles, use only mechanical cutting, unless specifications require strand to be burned below the pile surface. Do not use electric arc welders. Unless otherwise specified, allow all strands to protrude 2.5 f 0.5 inches beyond the end of the product, except cut strands for piling back to be flush with or below the concrete surface. 450-12 Noncomplying Prestressed Products. 450-12.1 General: When a precast prestressed concrete product does not comply with the requirements of this Section or is damaged, use the following provisions for evaluating and disposing of deficiencies. Apply these provisions in all cases that clearly fall under the circumstances described. Consider situations not covered by these specific circumstances on their individual merits. Consider and apply the following where practical. The Quality Control Manager will examine all deficiencies to determine the applicable provisions and requirements of this Article and which course of action is appropriate. If the Quality Control Manager determines that a deficiency is a cosmetic or -179- minor defect, appropriate repairs may be executed immediately in accordance with 450-13. Perform and complete cosmetic and minor defect repairs to the satisfaction of the Quality Control Manager. If the Quality Control Manager determines that a deficiency is a major deficiency, requiring an engineering evaluation, submit a repair proposal to the Engineer in accordance with 450-14. Make all repairs that require a repair proposal under the observation of and to the satisfaction of the Quality Control Manager. The disposition of deficiencies and repair methods provided herein must at no time, and under no circumstances, be used as an excuse for or applied in such a manner so as to relieve the Contractor of his responsibility for Quality Control. The number and type of deficiencies evaluated under this specification will, however, be used in evaluating the Contractor's Quality Control. The Engineer will require a credit on any product with deficiencies that require engineering evaluation and are attributable to the Contractor, accepted for use in the structure. Bear the costs of repairs and any actions taken to rectify deficiencies at no expense to the Department. 450-12.2 Surface Deficiencies: Surface deficiencies are defined below. Regardless of the types of deficiencies, when the total surface area of all deficiencies within a single product exceeds 2.0 % of the product of the product's length times its depth, the product will require engineering evaluation and disposition in accordance with 450-14. The surface deficiencies include spall, chip, bug hole, surface porosity, and honeycomb. 450-12.2.1 Bug Hole: A bug hole is a void caused by air that is entrapped against the form and that has an area up to 3.0 in2 and a depth up to 1.5 inches. Treat any bug hole with a dimension exceeding either of these dimensions as a honeycomb. The Engineer will not require the Contractor to repair any bug hole with a depth less than 0.25 inch and less than 0.75 inch in diameter, unless otherwise indicated in the plans or specifications. Consider all other bug holes cosmetic and repair them in accordance with 450-13.2. 450-12.2.2 Spall: A spall is a depression resulting when a fragment is detached from a larger mass by impact, action of weather, by pressure or by expansion within the larger mass. A cosmetic spall is a circular or oval depression not greater than 1.0 inch in depth nor greater than 3.0 in2 in area, and must be repaired in accordance with 450-13.2. With the exception of the spalls at the top flange of the beam-ends, a minor spall is defined as a spall not larger than 2.0 ft2 and no deeper than concrete cover. A spall located at the edge of the top flange, within 1/4 length from the beam-end, is considered minor spall if the total longitudinal length of the defect does not exceed 10 ft. Any of the lateral dimensions of the spall perpendicular to the longitudinal axis of the beam is not greater than 15% of the width of the top flange.Repair minor spalls in accordance with 450-13.4. A major spall is a spall that any of its dimensions exceeds the dimensions that are described for minor spalls. A major spall requires engineering evaluation and disposition in accordance with 450-14. 450-12.2.3 Chip: A chip is the local breaking of the corners or edges of the concrete with the resulting void containing angular surfaces. -180- Cosmetic chips are chips where the sum of the two lateral dimensions perpendicular to the length does not exceed 2.0 inches. Regardless of length, it is not necessary to repair cosmetic chips except for visually exposed reinforcing steel, prestressing strand, insert, or weldments surfaces, which may require repair in accordance with 450-13.5. Minor chips are chips where the sum of the two lateral dimensions perpendicular to the length exceeds 2.0 inches, but does not exceed 4.0 inches, and with a length of no more than 12.0 inches. Repair minor chips in accordance with 450-13.5. Major chips are any chips larger than minor chips. Major chips require engineering evaluation and disposition in accordance with 450-14. 450-12.2.4 Surface Porosity: Surface porosity is considered a minor defect and is the localized porosity of a formed surface due to medium scaling. Medium scaling is defined as the loss of surface mortar up to 3/8 inch in depth and exposure of concrete aggregate. Repair surface porosity in accordance with 450-13.3. 450-12.2.5 Honeycombing: Honeycombing is voids in the concrete, loss of fines or other material from between the aggregate particles, the inclusion of air pockets between aggregate particles, or larger volumes of lost material. Remove honeycombing in its entirety to sound concrete before establishing the classification of the defect. Minor honeycombing is a void no deeper than concrete cover and no larger than 2.0 ft2 in area that results after the removal of unsound material. Repair minor honeycombing in accordance with 450-13.6. Major honeycombing is a void deeper than concrete cover regardless of the surface area, or shallower but with a surface area greater than 2.0 ft2 that results after the removal of unsound material. Major honeycombing requires engineering evaluation and disposition in accordance with 450-14. 450-12.3 Formed Surface Misshaping: Formed surface misshaping is the visual and measurable deficiency or excess of material from the specified tolerance on any surface of a product. 450-12.3.1 Pile Ends: Make square pile ends which are outside this Section's tolerances by grinding in accordance with 450-13.7, or any other means of removal as approved by the Engineer. Reshape the chamfer if more than 0.25 inch from the cast pile end is removed and such removal affects the chamfer dimension. 450-12.3.2 Pile Chamfers: Reshape chamfers outside of this Section's tolerances to within the tolerances in accordance with 450-13.7. 450-12.3.3 Other Surfaces: Any deficiency exceeding the plan dimensions for size, length, squareness, designated skew, plumbness, and the like by up to twice the specified plus (+) tolerance may be corrected by grinding to within the allowable tolerance in accordance with 450-13.7. Any deficiency exceeding the specified minus (-) tolerance or twice the specified plus (+) tolerance requires an engineering evaluation and disposition in accordance with 450-14. 450-12.4 Bearing Areas: Consider the bearing area to extend from the end of the product to 3 inches beyond the edge of the bearing contact area for the full product width. Treat minor defects in the bearing area in accordance with 400-11. 450-12.5 Cracks: A crack is the separation of a product or portion thereof which may appear before or after detensioning and may or may not cause separation throughout -181- the product thickness or depth. Identify cracks by the classifications and locations described below and subject them to the disposition required by the identified crack. Regardless of the classifications and locations of cracks within any single product, if the total surface length of all cracks on any and all surfaces exceeds one-third of the product's length, the product requires engineering evaluation and disposition in accordance with 450-14. Establish crack sizes subsequent to release of all pretensioning forces. The Engineer will reject any pile that is cracked to the point that a transverse or longitudinal crack extends through the pile, shows failure of the concrete as indicated by spalling of concrete on the main body of the pile adjacent to the crack, or which in the opinion of the Engineer will not withstand driving stresses. Occasional hairline surface cracking caused by shrinkage or tensile stress in the concrete from handling will not be cause for rejection. 450-12.5.1 Classification of Cracks: Regardless of cause and for the purposes of this Specification, cracks in prestressed components, excluding piling, will be identified according to their surface appearance in accordance with the following classifications: Cosmetic cracks are any cracks which are less than 0.006 inch wide and are in non-critical locations on the product. Treat cosmetic cracks after detensioning in accordance with Section 400 and Section 413. Minor cracks are any cracks which are between 0.006 and 0.012 inch wide, inclusive, and are in non-critical locations on products. Repair minor cracks after detensioning in accordance with Section 400, and Section 411 or Section 413. Major cracks are any cracks of any width which are located in critical locations on products or cracks in non-critical locations of the product, which are greater than 0.012 inch wide. Major cracks require an engineering evaluation including crack depth measurement and disposition in accordance with 450-14. Cracks in the Riding Surface: Repair cracks in the top surface of components which will become the riding surface (with no overlays) in accordance with Section 400, and Section 411 or Section 413 regardless of the classification of the crack identified in accordance with this Specification. 450-12.5.2 Locations of Cracks: Regardless of cause and for the purposes of this Specification, cracks will be identified as occurring in either critical or non-critical locations of the product in accordance with the following criteria and conditions: Critical locations of cracks are any locations in which a crack would tend to open under stresses occurring at any time during the service life of the structure, or which may reduce the ultimate capacity or fatigue life of the product. Specifically, critical locations of cracks are any locations in a product not defined and not included in 450-12.5.3 as non-critical. Cracks in critical locations require engineering evaluation and disposition in accordance with 450-14. Non-critical locations of cracks are defined by the position within a product's length, the position within a product's depth, and the orientation of the crack. 450-12.5.3 Non-critical Locations of Cracks by Product Type: -182- 450-12.5.3.1 Piles: Surface cracks in any direction and of a length not exceeding twice the width of the pile. 450-12.5.3.2 Simple Span Prestressed Beams: End zones (within a distance of twice the depth of the product from the end): One horizontal crack at either or both ends in the top flange and web of the product, not in the plane of nor intersecting any row of prestressing strands, and extending from the end of the product for a length not to exceed half the product's depth. Mid-span region (between end zones) before detensioning: Vertical cracks extending through the top flange and web of the product. Any Location: Horizontal crack at the interface of the web and top flange which is not longer than the product's depth. 450-12.5.3.3 Simple Span Double-T Beams: End zones (within a distance of twice the depth of the product from the end): One horizontal crack at either or both ends and in the top flange of the product, not in the plane of nor intersecting any row of prestressing strands, and extending from the end of the product for a length not to exceed half the product's depth. Mid-span Region (between end zones) before detensioning: Vertical cracks extending through the top flange and not exceeding half the web depth of the product. Any Location: Horizontal crack at the interface of the web and top flange which is not longer than the product's depth. 450-12.5.3.4 Pretensioned I Beams Containing Longitudinal Post-tensioning Ducts: End zones (within a distance of twice the depth of the beam from the end): Vertical cracks in the bottom half of the beam within an end zone with no post- tensioning anchorages and where the post-tensioning ducts are located in the top of the beam at the location of a permanent substructure support. Mid-span Region (between quarter points): Vertical cracks in the web and top flange of the beam provided the beam is to be supported at each end in its final position in the structure. Horizontal cracks not longer than the beam's depth and only at the interface of the web and top flange provided the beam is to be supported at each end in its final position in the structure. 450-12.5.3.5 Simple Span Prestressed Slab Units: End Zones' (within a distance of twice the depth of the product from the end): One horizontal crack at either or both ends in the top half of the product, which is not in the plane of nor intersecting any row of prestressing strands, and extending from the end of the product for a length not to exceed half the product's depth. Mid-span Region (between end zones) before detensioning, Vertical cracks in the top half of the product. Any Location (after detensioning), Vertical cracks in the top half of the product. 450-13 Repair Methods and Materials. 450-13.1 General: Before beginning the repair of bug holes, spalls, chips, surface porosity, and honeycomb, remove all laitance, loose material, form oil, curing compound and any other deleterious matter from repair area. Repair cosmetic and minor deficiencies by methods specified herein. The Contractor is permitted to elect an alternate repair -183- method, provided the proposed repair method is included in the Quality Control Plan. For each project maintain the record of deficiencies and their repair methods. Ensure the record includes information about product description, unit serial number, date cast, defect description including dimensions, repair method and materials, defect discovery date, and signature of producer's Quality Control Manager indicating concurrence with the information. Cure repaired surfaces for the full 72 hour curing time or for the curing time as recommended by written recommendations from the manufacturer of the curing material. Ensure the repaired surfaces have a surface texture, finish and color which matches the appearance of the unaffected surrounding area of the product. 450-13.1.1 Product Acceptance on the Project: Use only non-shrink grout that are listed on the Qualified Products List. Provide to the Engineer a manufacturer's certification conforming to the requirements of Section 6, which confirms that each product meets the requirements of this Section. 450-13.2 Cosmetic Surface Filling: Repair areas to be filled with an approved high-strength, non-metallic, non-shrink grout meeting the requirements of Section 934. Mix, apply and cure the grout in accordance with the manufacturer's recommendations. Coating of the prepared surface with epoxy bonding agent before grout placement is not required. 450-13.3 Surface Restoration: Maintain the surface continuously wet for a minimum of three hours before application of repair material. Repair areas to be restored with a mortar mix consisting by volume of one part cement, 2.5 parts sand that will pass a No. 16 sieve, and sufficient water to produce a viscous slurry mix or repair areas to be restored with an approved high-strength, non-metallic, non-shrink grout meeting the requirements of Section 934. Mix, apply and cure the grout in accordance with the manufacturer's recommendations. Cure areas repaired with a mortar mix in accordance with 450-10.6. Coating of the prepared surface with epoxy bonding agent before grout placement is not required. 450-13.4 Cutting and Filling: Carefully cut all feathered edges of the area to be repaired back perpendicular to (or slightly undercut from) the surface to the depth of sound concrete or to a minimum depth of 1/2 inch, whichever is deeper. Coat the prepared surface with an approved epoxy bonding agent applied in accordance with the manufacturer's recommendations. Fill the cutout area with an approved high-strength, non-metallic, non-shrink grout mixed and applied in accordance with the manufacturer's recommendations. Firmly consolidate the grout mix in the cutout area. 450-13.5 Restoration of Surfaces and Edges: When reinforcing steel, prestressing strand, inserts or weldments are exposed, remove concrete from around the items to provide a 1 inch clearance all around. Form surfaces and edges to the original dimensions and shape of the product. Coat the prepared surface with an approved epoxy bonding agent applied in accordance with the manufacturer's recommendations. Restore surfaces and edges with an approved high-strength, non-metallic, non-shrink grout mixed and applied in accordance with the manufacturer's recommendations. Firmly consolidate the grout mix in the area to be repaired. 450-13.6 Removal and Restoration of Unsound Concrete: Carefully cut the area of unsound concrete to be repaired back perpendicular to (or slightly undercut from) -184- the surface and to the depth of sound concrete or to a minimum depth of 1 inch, whichever is deeper. When reinforcing steel, prestressing strand, inserts or weldments are exposed, remove the concrete from around the items to provide a 1 inch clearance all around. Coat the prepared surface with an approved epoxy bonding agent applied in accordance with the manufacturer's recommendations and then filled with an approved high-strength, non-metallic, non-shrink grout mixed and applied in accordance with the manufacturer's recommendations. Firmly consolidate the grout mix in the area to be repaired. Restore surfaces and edges to the original dimensions and shape of the product. 450-13.7 Surface Grinding: Grind off misshaped formed surfaces with an abrasive stone. Apply two coats of an approved penetrant sealant, listed on the current Qualified Products List, in accordance with the requirements of Section 413, to any surfaces which are not subsequently encased in concrete, immediately after grinding has been accepted. Do not apply a penetrant sealer to any surfaces to be subsequently encased in concrete. 450- 13.8 Treatment of Cracks: Treat cracks in accordance with Section 400, and Section 411 or Section 413, as applicable. 450-14 Submittal of Proposal to Accept or Repair Deficiencies. 450-14.1 General: When a product has deficiencies unacceptable to the Engineer, the Contractor may propose repairs. Deficiencies discovered in the casting yard must be repaired before shipment. Do not ship products, which require repairs, from the casting yard to the project site until such repairs are complete and the Engineer has determined the product to be acceptable. Deficiencies discovered at the project site may be repaired at the site, subject to the Engineer's approval. All proposed repairs must be submitted for engineering evaluation and credit in accordance with 450-14.2, unless the specific repair methods have been submitted and approved in the Quality Control Plan. The plant may use the repair method that is previously approved in the Quality Control Plan, without submittal of the proposal for engineering evaluation or credit. The use of the previously approved repair method is only applicable to the same type of single deficiency that is exhibited in a product. 450-14.2 Submittal of Proposal for Engineering Evaluation: Proposals must include an evaluation of the product's relative ability to perform its intended function in the structure and its durability relative to other acceptable, similar products. Submit the proposal in writing to the Engineer as outlined below. If the proposal is accepted by the Engineer, all Department costs associated with review of the proposal, including the cost of any and all engineering evaluation and/or testing services required, will be deducted from payment to the Contractor, but not to exceed 15% of the product value based on unit bid prices. Prepare the proposal to consist of the following: 1. A cover letter prepared on the Contractor's letterhead describing the product and addressed to the Engineer, 2. Information describing the details of the non-compliance and the proposed repairs in a format acceptable to the Engineer, 3. A structural and durability evaluation of the product, 4. A proposed credit to the Contract proportionate to the product's deficiency. The credit is in addition to the cost for review and evaluation of the proposal, -185- 5. Any other supportive information, pictures and sketches. The description of the proposed repair and/or the structural and durability evaluation of the product must be prepared by or under the direct supervision of the Contractor's Engineer of Record and must bear his/her signature and seal. Include in the proposed credit consideration of the Department's added costs which may include but are not necessarily limited to re-inspection, testing, reduced durability, or increased maintenance cost. The Engineer will review and evaluate the Contractor's proposal and will notify the Contractor of its disposition. The Engineer's review of the Contractor's proposal does not amend or delete code requirements, unless such changes are specifically brought to the Engineer's attention and accepted by the Engineer. The Engineer's acceptance of a proposal does not relieve the Contractor of his responsibility to provide products that are structurally adequate to resist the loads specified in the Contract drawings and that maintain the intended aesthetic, durability and maintenance aspects of the product. The Engineer will not accept repaired products unless repairs are made as proposed or described, the resulting repairs are sound in all aspects, and the repairs are aesthetically acceptable. Replace a rejected product with a product meeting the requirements of the Contract Documents at no additional expense to the Department. 450-15 Repairs Before Approval. If repairs to precast products are initiated in advance of the Engineer's approval, the affected product will only be considered for acceptability and use when the following conditions have been satisfied: 1. Before beginning the repairs, prepare and deliver to the Engineer a repair proposal in accordance with the requirements of 450-14. 2. All repair materials must be selected from the Department's Qualified Product List (QPL) or otherwise be subsequently evaluated, tested by the Contractor as required by the Department, and/or approved by the Department for the specific use made of the material. 3. Perform repairs under the observation of the Quality Control Manager. Accept responsibility for actions taken, and perform these actions at your own risk. It is intended that repairs be made only after the proposed methods have been accepted to ensure that the proposal will not be modified or rejected, and the work will be accepted if the repair proves to be adequate. 450-16 Handling, Storage, Shipping and Erection. 450-16.1 Handling: All products which are pretensioned may only be handled after transfer of the prestressing force. For products that are prestressed by a combination of pretensioning and post-tensioning do not handle before sufficient prestress has been applied to sustain all forces and bending moments due to handling. Exercise care in handling to prevent damage to products. Lift and move products so as to minimize stresses due to sudden changes in momentum. Calculate pick up and dunnage points. Pick up other products only at points designated as pickup points as shown on the Contract plans or shop drawings. Maintain all beams in an upright position at all times. Evaluate the temporary stresses and stability of beams during their handling., The temporary stresses induced into the products during handling must be within the acceptable stresses at release listed in the Department's Structures Design -186- Guidelines. Take appropriate action to increase the stability of products during handling when the factor of safety against lateral buckling instability is below 2.0. Include the expected fabrication tolerance for sweep in the analysis. The analysis procedure provided by the Precast/Prestressed Concrete Institute or similar procedures may be used for the stability evaluation. Verify lifting devices for capacity in lifting and handling products, taking into account various positions during handling. Keep multiple component lifting devices matched to avoid non-compatible use. When a product has multiple lifting devices, use lifting equipment capable of distributing the load at each device uniformly to maintain the stability of the product. When the lifting devices are grouped in multiples at one location, align them for equal lifting. Take appropriate steps to prevent the occurrence of cracking. When cracking occurs during handling and transportation, revise handling and transporting equipment and procedures as necessary to prevent cracking for subsequent products. 450-16.2 Storage: Store precast prestressed beams, Double-T Beams and slab units on only two points of support located within 18 inches of the end of the product or as calculated. Support skewed beams, Double-T Beams or slab units within 18 inches of the end of the full product section or as calculated. Support other products on an adequate number of supports so as to keep stresses in the products within the allowable stresses at release listed in the Department's Structures Design Guidelines. Locate multiple supports (more than two) within 1/2 inch of a horizontal plane through the top surface of the supports. Adequately brace beams as necessary to maintain stability. All supports must be level and on adequate foundation material that will prevent shifting or differential settlement which may cause twisting or rotation of products. Immediately pick up products in storage that have rotated or twisted and adjust the supports to provide level and uniform support for the product. Support prestressed products that are stacked by dunnage placed across the full width of each bearing point and aligned vertically over lower supports. Do not use stored products as a storage area for either shorter or longer products or heavy equipment. Where feasible, base the selection of storage sites, storage conditions and orientation upon consideration of minimizing the thermal and time-dependent creep and shrinkage effects on the camber and/or sweep of the precast pretensioned products. Continuous application of water during the initial seventy-two hour moist curing period may be interrupted for a maximum of one hour to allow relocation of precast/prestressed concrete elements within the manufacturing facility. Keep the moist burlap in place during relocation of the element. Measure and record the sweep and camber of beams monthly. Keep the measurement records on file for review at any time by the Engineer, and upon request, transmit a copy of these measurements to the Engineer. If the camber exceeds by 1 inch the design camber shown in the plans, take appropriate actions in accordance with 400-7.13.1 to accommodate the product in the structure. If the sweep exceeds the tolerance specified, take immediate measures to bring the sweep of the product back to within tolerance. Notify the Engineer immediately when the sweep or camber exceeds the specified tolerances. Special storage conditions for the purpose of removing excessive sweep will not be restricted by requirements of this Subarticle nor contained in 450-2.1. -187- If the sweep of the product exceeds the tolerance specified and cannot be removed, the disposition of the product will be in accordance with 450-12.1 and 450-14. 450-16.3 Shipping: Do not ship precast prestressed products before the concrete attains the required 28-day strength. The contractor is permitted to verify the shipping strength test, before 28 days, by testing compressive strength cylinders that are cured under the conditions similar to the product or by testing temperature match cured cylinders. The use of maturity method, ASTM C 1074, pulse velocity method in accordance with ASTM C 597, or any other nondestructive test method acceptable to Engineer, is permitted to estimate the strength before its verification by test cylinders. The shipping strength test is the average compressive strength of two test cylinders. Do not ship products until accepted and stamped by the Quality Control Manager or the inspectors under the direct observation of the Quality Control Manager. At the beginning of each project, provide a notarized statement to the Engineer from a responsible company representative certifying that the plant will manufacture the products in accordance with the requirements set forth in the Contract Documents and plant's Quality Control Plan. The Quality Control Manager's stamp on each product indicates certification that the product was fabricated in conformance with the Contractor's Quality Control Plan, the Contract, and this Section. Ensure that each shipment of prestressed concrete products to the project site is accompanied with a signed or stamped delivery ticket providing the description and the list of the products. Evaluate the temporary stresses and stability of all products during shipping and locate supports, generally within 18 inches from the beam end, in such a manner as to maintain stresses within acceptable levels. Include impact loadings in the evaluation. 450-16.4 Erection: Erect precast prestressed products without damage. Meet the handling and storage requirements of 450-16.2 for field operations. Before casting diaphragms and the deck slab, do not allow the horizontal alignment of prestressed concrete beams to deviate from a straight line connecting similar points of beam ends by more than the sweep tolerances specified in 450-2.1. 450-17 Measurement and Payment. 450-17.1 General: The work specified in this Section will be measured and paid for as shown below for the particular item involved. Precast prestressed concrete members are acceptable to the Department for full payment when all requirements of the Contract have been met. No partial payments will be made for precast prestressed concrete members until the 28-day strength requirement, along with other applicable specification requirements, have been met. 450-17.2 Prestressed Concrete Piling: Payment will be made at the Contract unit price per foot for the particular type of piling, measured and paid for as specified in Section 455, including the provisions for cutoffs and splices. 450-17.3 Prestressed Concrete Beams: Payment will be made at the Contract unit price per foot for Prestressed Beams, complete in place and accepted. Final pay lengths will be plan quantity based on casting lengths, as detailed on the plans, subject to the provisions of 9-3.2. 450-17.4 Prestressed Concrete Slab Units: Payment will be made at the Contract unit price per foot for the units, complete in place and accepted. Final pay -188- lengths will be plan quantity based on casting lengths, as detailed in the plans, subject to the provisions of 9-3.2. 450-18 Basis of Payment. Price and payment will be full compensation for all work and materials specified in this Section, including steel reinforcement, pretensioning steel, embedded ducts, hardware, inserts and other materials as required, to fabricate, transport and place the product into its permanent position in the structure. Payment for the items will be made under the following: Item No. 450- 1- Prestressed Beams - per foot. Item No. 450- 3- Prestressed Slab Units - per foot. Item No. 450- 4- Prestressed Beam U-beams - per foot. Item No. 450- 88- Prestressed Slab Units Transversely Post-Tensioned - square foot. 527 DETECTABLE WARNINGS ON WALKING SURFACES. (REV 10-18-07) (FA 10-19-07) (1-08) SECTION 527 (Pages 598-600) is deleted and the following substituted: SECTION 527 DETECTABLE WARNINGS ON WALKING SURFACES 527-1 Description. Furnish and install Detectable Warning devices on newly constructed and/or existing concrete curb ramps and sidewalks constructed in accordance with the Design Standards, where indicated in the plans. 527-2 Materials. 527-2.1 Detectable Warning: Provide Detectable Warnings in accordance with the Americans with Disabilities Act Accessibility Guidelines (ADAAG) Section 4.29.2 - Detectable Warnings on Walking Surfaces. Use Detectable Warnings of materials intended for exterior use applied to concrete and subject to routine pedestrian traffic and occasional vehicular traffic. Use Detectable Warnings with size and pattern shown in the plans comprised of truncated domes aligned in parallel rows in accordance with Index No. 304 of the Design Standards. Do not use detectable warnings with a diagonal pattern. 527-2.1.1 Preformed Materials: Use Detectable Warnings consisting of weather-resistant tiles, pavers or mats that are adhered to concrete and have mechanical bond or fasteners, or torch-applied preformed thermoplastic. Preformed products may be used only if listed on the Qualified Products List in accordance with 527-2.4. 527-2.1.2 Field-Formed Materials: Use Detectable Warnings applied as a secondary application to cured concrete. Products applied as a secondary application on cured concrete, may be used only if listed on the Qualified Products List in accordance with 527-2.4. 527-2.2 Material Properties: Provide Detectable Warnings that meet the -189- following minimum material property requirements when tested in accordance with the indicated Standard appropriate to the material. PROPERTY STANDARD MINIMUM THRESHOLD ASTM C 1028, F609, Dry Coefficient of Friction - 0.8 min. and Slip Resistance 171677,171678, Wet Coefficient of Friction - 0.65 min.; F1679; E303 Or 35 BPN (include recessed areas between truncated domes Wear Resistance ASTM C501 Average wear depth on dome <0.030" after 1000 abrasion cycles. Water Absorption ASTM D570 Not to exceed 5%. Adhesion/Bond Strength ASTM C482 No adhesion failure Non-Hazardous Classification RCRA Subtitle C Non-Hazardous Applies only to avers and tiles consisting of concrete mater ials. 527-2.3 Color/Contrast: Use Safety Yellow, Brick Red or Black colored Detectable Warnings, that provide an acceptable color/contrast on concrete sidewalk. Acceptable Detectable Warnings as listed on the Qualified Products List will meet the following criteria for a duration of three years. COLOR LIGHT REFLECTANCE VALUES LRV CAP Y* Safe Yellow 25 - 40 Brick Red 5-15 Black 0-5 *When measured with a spectrophotometer 527-2.4 Qualified Products List: Methods or products used to form Detectable Warnings in wet concrete will not be permitted. Use Detectable Warnings listed on the Department Qualified Products List (QPL). Manufacturers of Detectable Warnings seeking evaluation of their product shall submit an application in accordance with Section 6. Manufacturers must demonstrate performance in accordance with the requirements of these Specifications and with the acceptance criteria detailed in Index No. 304 of the Design Standards. Submit Applications that include certified test reports from an independent laboratory that shows the Detectable Warning meets the material properties and all requirements specified herein. Application must include manufacturer's installation drawings that describe detailed quality control requirements for installation including, but not limited to: special materials and/or equipment; recommendations for cleaning/preparing substrate surfaces; bonding method describing thickness, spread rate and/or curing time(s) of grout or adhesive materials; mechanical anchorage; and protection of Detectable Warning materials during set-up/curing period. In addition, manufacturer's drawings must provide recommended quality control procedures for touch-up and repair of localized areas of installations, for -190- compliance with the acceptance criteria provided in Index No. 304 of the Design Standards. 527-3 Installation Procedures. 527-3.1 Surface Preparation and Installation: Prepare the surface in accordance with the Detectable Warning manufacturer's recommendations. Install Detectable Warnings in accordance with the manufacturer's instructions, using materials and/or equipment recommended and approved by the Detectable Warning manufacturer for adherence to cementitious substrate surfaces. Ensure that all installations are made in accordance with the manufacturer's installation drawings referenced by the QPL. 527-4 Method of Measurement. Detectable Warnings applied to newly constructed concrete sidewalk/curb ramps will be included in the cost of the concrete sidewalk/curb ramp. Detectable Warnings applied to existing curb ramps will be paid per each Detectable Warning that is furnished, installed and accepted. 527-5 Basis of Payment. Price and payment will be full compensation for all work specified in this Section, including all labor, surface preparation, materials and incidentals necessary to complete the work for Detectable Warnings installed on each curb ramp. Payment will be made under: Item No. 522- 1- Concrete Sidewalk, 4" Thick - per square yard. Item No. 527- 1- Detectable Warnings on Walking Surfaces - each. 570 PERFORMANCE TURF. (REV 9-11-06) (FA 9-13-06) (1-07) SECTION 570 (Pages 664-667) is deleted and the following substituted: SECTION 570 PERFORMANCE TURF 570-1 Description. Establish a growing, healthy turf over all areas designated on the plans. Use sod in areas designated on the plans to be sodded. Use seed, hydroseed, bonded fiber matrix, or sod in all other areas. Maintain turf areas until final acceptance of all contract work in accordance with Section 5-11. 570-2 Materials. Meet the following requirements: Turf Materials .................................................................Section 981 Fertilizer ..........................................................................Section 982 Water ...............................................................................Section 983 -191- 570-3 Construction Methods. 570-3.1 General: Incorporate turf installation into the project at the earliest practical time. Shape the areas to be planted to the plan typical sections and lines and grade shown in the Contract Documents. Except in areas where the Contract Documents requires specific types of grass to match adjoining private property, any species of grass designated in Section 981 may be used. Use the methods and materials necessary to establish and maintain the initial grassing until acceptance of the Contract work in accordance with 5-11. All of the permanent grassing material shall be in place prior to final acceptance. The Department will only pay for replanting as necessary due to factors determined by the Engineer to be beyond control of the Contractor. Complete all grassing on shoulder areas prior to the placement of the friction course on adjacent pavement. 570-3.2 Seeding: At the Contractor's option, wildflower seed may be included in the turf seeding operation or performed separately from the turf seeding. Use of compost meeting the requirements of Section 987 as mulch is acceptable unless otherwise specified. 570-3.3 Sod: Place the sod on the prepared surface, with edges in close contact. Do not use sod which has been cut for more than 48 hours. Place the sod to the edge of all landscape areas as shown in the plans and as shown in the Design Standards. Peg sod at locations where the sod may slide. Drive pegs through sod blocks into firm earth, flush with the sod soil surface, at intervals approved by the Engineer. The work and materials for pegging of sod as directed by the Engineer will be paid for as Unforeseeable Work. Place rolled sod parallel with the roadway and cut any exposed netting even with the sod edge. Monitor placed sod for growth of pest plants and noxious weeds. If pest plants and/or noxious weeds manifest themselves within 30 days of placement of the sod during the months April through October, within 60 days of placement of the sod during the months of November through March treat affected areas by means acceptable to the Department at no expense to the Department. If pest plants and/or noxious weeds manifest themselves after the time frames described above from date of placement of sod, the Engineer, at his sole option, will determine if treatment is required and whether or not the Contractor will be compensated for such treatment. If compensation is provided, payment will be made as Unforeseeable Work as described in 4-4. Remove and replace any sod as directed by the Engineer. 570-3.4 Hydroseeding: Use equipment specifically designed for mixing the wood fiber, seed, fertilizer, tackifier and dye, and applying the slurry uniformly over the areas to be hydroseeded. Use wood fiber that is made of 100% hardwood or softwood and does not contain reprocessed wood or paper fibers. Ensure that a minimum of 50% of the fibers are equal to or greater than 0.15 inch in length and a minimum of 50% of the fibers will be retained on a twenty-five mesh screen. Mix fertilizer as required into the hydroseeding slurry. -192- Mix seed into the slurry at rates in accordance with Design Standards, Index 104. Ensure that the dye does not contain growth or germination inhibiting chemicals. When polyacrylamide is used as part of hydroseeding mix, only anionic polymer formulation with free acrylamide monomer residual content of less than 0.05% is allowed. Cationic polyacrylamide shall not be used in any concentration. Do not spray polyacrylamide containing mixtures onto pavement. These may include tackifiers, flocculants or moisture-holding compounds. 570-3.5 Bonded Fiber Matrix (BFM): Meet the minimum physical and performance criteria of this Specification for use of BFM in hydroseeding operations or temporary non-vegetative erosion and sediment control methods. Provide evidence of product performance testing, manufacturer's certification of training and material samples to the Engineer at least seven calendar days prior to installation. Ensure that the BFM is composed of long strand, thermally processed wood fibers held together by crosslinked hydro-colloid tackifier (>10%), which, upon drying becomes water-insoluble and non-dispersible. Ensure that the BFM contains biodegradable dye to aid in uniform application of the material and that the resulting matrix performs in a manner equal or superior to biodegradable erosion control blankets (EC13s). Provide documentation of manufacturer's testing at an independent laboratory to the Engineer, demonstrating superior performance of BFM as measured by reduced water runoff, reduced soil loss and faster seed germination in comparison to erosion control blankets. Use only BFMs that contain all components pre-packaged by the manufacturer to assure material performance. Deliver materials in UV and weather resistant factory labeled packaging. Store and handle products in strict compliance with the manufacturer's directions. When polyacrylamide is used as part of hydroseeding mix, only anionic polymer formulation with free acrylamide monomer residual content of less than 0.05% is allowed. Cationic polyacrylamide shall not be used in any concentration. Do not spray polyacrylamide containing mixtures onto pavement. These may include tackifiers, flocculants or moisture-holding compounds. Meet the following requirements after application of the formed matrix: Ensure that the tackifier does not dissolve or disperse upon re- wetting. Ensure that the matrix has no gaps between the product and the soil and that it provides 100% coverage of all disturbed soil areas after application. Ensure that the matrix has a minimum water holding capacity of 1.2 gal/lb. Ensure that the matrix has no germination or growth inhibiting properties and does not form a water-repelling crust. Ensure that the matrix is comprised of materials which are 100% biodegradable and 100% beneficial to plant growth. Mix and apply the BFM in strict compliance with the manufacturer's recommendations. -193- Apply the BFM to geotechnically stable slopes at the manufacturer's recommended rates. Degradation of BFM will occur naturally as a result of chemical and biological hydrolysis, UV exposure and temperature fluctuations. Re-application, as determined by the Engineer, will be required if BFM-treated soils are disturbed or water quality or turbidity tests show the need for an additional application. The work and materials for re-application, will be paid for as Unforeseeable Work. 570-3.6 Watering: Water all turf areas as necessary to produce a healthy and vigorous stand of turf. Ensure that the water used for turf irrigation meets the requirements of Section 983. 570-3.7 Fertilizing: Fertilize as necessary based on soil testing performed in accordance with Section 162. Refer to Section 982 for fertilizer rates. For bid purposes, base estimated quantities on an initial application of 265 lbs/acre and one subsequent application of 135 lbs/acre of 16-0-8. 570-4 Turf Establishment. Perform all work necessary, including watering and fertilizing, to sustain an established turf until final acceptance, at no additional expense to the Department. Provide the filling, leveling, and repairing of any washed or eroded areas, as may be necessary. Established turf is defined as follows: Established root system (leaf blades break before seedlings or sod can be pulled from the soil by hand). No bare spots larger than one square foot. No continuous streaks running perpendicular to the face of the slope. No bare areas comprising more than 1% of any given 1,000 square foot area. No deformation of the turf areas caused by mowing or other Contractor equipment. Monitor turf areas and remove all competing vegetation, pest plants, and noxious weeds (as listed by the Florida Exotic Pest Plant Council, Category I "List of Invasive Species", Current Edition, www.fleppc.org). Remove such vegetation regularly by manual, mechanical, or chemical control means, as necessary. When selecting herbicides, pay particular attention to ensure use of chemicals that will not harm desired turf or wildflower species. Use herbicides in accordance with 7-1.7. Take responsibility for litter removal and mowing turf (including undisturbed areas within the project limits) until final acceptance. Begin mowing new turf after establishment of a healthy root system. Mow all turf to the height of not less than 6 inches. Mow the sodded areas when competing vegetation height exceeds 20 inches in height. Do not mow wildflower areas until at least three weeks after the peak of the bloom period and do not mow lower than 6 inches. Do not use selective herbicides in wildflower areas. If at the time that all other work on the project is completed, but all turf areas have not met the requirements for established turf set forth in 570-4, continuously maintain all turf areas until the requirements for established turf set forth in 570-4 have been met. During the entire establishment period and until turf is established in accordance with this specification, continue inspection (once every seven days and after each 1/2 -194- inch of rain) and maintenance of erosion and sedimentation control items in accordance with Section 104. Take responsibility for the proper removal and disposal of all erosion and sedimentation control items after turf has been established. Notify the Engineer, with a minimum of seven calendar days advance notice, to conduct inspections of the turf at approximate 90-day intervals during the establishment period to determine establishment. Results of such inspections will be made available to the Contractor within seven calendar days of the date of inspection. Determination of an established turf will be based on the entire project and not in sections. Upon the determination by the Engineer that the requirements of 570-4 have been met and an established turf has been achieved and all erosion and sedimentation control items have been removed, the Engineer will release the Contractor from any further responsibility provided for in this Specification. The Contractor's establishment obligations of this specification will not apply to deficiencies due to the following factors, if found by the Engineer to be beyond the control of the Contractor, his Subcontractors, Vendors or Suppliers: a. Determination that the deficiency was due to the failure of other features of the Contract. b. Determination that the deficiency was the responsibility of a third party performing work not included in the Contract or its actions. The Department will only pay for replanting as necessary due to factors determined by the Department to be beyond the control of the Contractor. 570-5 Responsible Party. For the purposes of this Specification, the Contractor shall be the responsible party throughout construction and establishment periods. Upon final acceptance of the Contract in accordance with 5-11, the Contractor's responsibility for maintenance of all the work or facilities within the project limits of the Contract will terminate in accordance with 5-11; with the sole exception that the facilities damaged due to lack of established turf and the obligations set forth in this Specification for Performance Turf shall continue thereafter to be responsibility of the Contractor as otherwise provided in this Section. 570-6 Disputes Resolution. The Contractor and the Department acknowledge that use of the Statewide Disputes Review Board is required and the determinations of the Statewide Disputes Review Board for disputes arising out of the Performance Turf Specification will be binding on both the Contractor and the Department, with no right of appeal by either party, for the purposes of this Specification. Any and all Statewide Disputes Review Board meetings after final acceptance of the Contract in accordance with 5-11 shall be requested and paid for by the Contractor. The Department will reimburse the Contractor for all fees associated with meetings. 570-7 Failure to Perform. Should the Contractor fail to timely submit any dispute to the Statewide Disputes Review Board, refuse to submit any dispute to the Statewide Disputes Review Board, fail to provide an established turf in accordance with 570-4 within one-year of final acceptance of the Contract in accordance with 5-11, or fail to compensate the Department -195- for any remedial work performed by the Department in establishing a turf and other remedial work associated with lack of an established turf, including but not limited to, repair of shoulder or other areas due to erosion and removal of sediments deposited in roadside ditches and streams, as determined by the Statewide Disputes Review Board to be the Contractor's responsibility, the Department shall suspend, revoke or deny the Contractor's certificate of qualification under the terms of Section 337.16(d)(2), Florida Statutes, until the Contractor provide an established turf or full and complete payment for the remedial work made to the Department. In no case shall the period of suspension, revocation, or denial of the Contractor's certificate of qualification be less than six (6) months. Should the Contractor choose to challenge the Department's notification of intent for suspension, revocation or denial of qualification and the Department's action is upheld, the Contractor shall have its qualification suspended for a minimum of six (6) months or until the remedial action is satisfactorily performed, whichever is longer. 570-8 Method of Measurement. The quantities to be paid for will be plan quantity in square yards based on the area shown in the plans, completed and accepted. 570-9 Basis of Payment. Prices and payments will be full compensation for all work and materials specified in this Section. Payment will be made under: Item No. 570- 1- Performance Turf - per square yard. 575 SODDING. (REV 9-7-05) (FA 9-6-06) (1-07) SECTION 575 (Pages 667-669) is deleted. 634 SPAN WIRE ASSEMBLY - HARDWARE AND FITTINGS. (REV 8-13-07) (FA 10-3-07) (7-08) SUBARTICLE 634-2.3 (Page 692) is deleted and the following substituted: 634-2.3 Hardware and Fittings: For Utility or Siemens-Martin Grade wires, use the connection hardware as specified herein and in 634-3.3(f). For installations that use other grades of wire, provide the hardware and fittings indicated on the plans. Provide only hardware and fittings made of galvanized steel or non-corrosive metal unless the fiberglass insulators specified in 634-2.4 are also required. Provide hardware and fittings of sufficient strength to resist the breaking strength of the wire with which they are used. Connect the automatic compression dead-end clamps of the catenary wire (or wires) to the strain poles with 3/4 inch diameter oval eye bolts, except as noted in -196- 634-3.3(f). For single point attachments, attach the automatic compression dead-end clamp of the messenger wire to the same oval eye bolt as the catenary wire. For two point attachments, connect the messenger wire to 3/4 inch diameter oval eye bolts at the lower attachment location, except as noted in 634-3.3(f). Do not use thimbleye bolts for these connections. Only use thimbleye and oval eye bolts, 3/4 inch in diameter, minimum, to connect the automatic compression dead-end clamps of tether wires to strain poles. Only use "S" hooks, 5/16 inch in diameter, minimum, when connecting the tether wire to all poles. Ensure that other hardware and fittings, as required for the attachment of a span wire assembly to support poles or structures, are in accordance with the details shown in the Design Standards. SUBARTICLE 634-3.3 (Pages 693-695) is deleted and the following substituted: 634-3.3 General Requirements: (a) Provide a span wire assembly with catenary messenger and tether wires of one continuous length of wire cable with no splices except when an insulator is required by 634-2.4. Connect the insulator, if required, to the cable with automatic compression dead-end clamps. (b) Attach the span wire assemblies to the support poles or structures by means of automatic compression clamps and accessory hardware. (c) Assemble the washer and nut on the oval eye bolt with the flat washer next to the pole. Tighten the nut sufficiently to prevent the oval eye bolt from rotating. (d) For single point attachment, supply tension to the messenger wire with the signal conductor cables attached to eliminate any appreciable sag. For two point attachments, install the messenger wire with the following tensions per 100 feet. Linearly prorate cable tensions for other lengths from these values: Cable Size Inch Wire Tension Lbs. 3/g 340.0 7/16 500.0 1/2 645.0 (e) Install the catenary wire to the following initial wire tensions: -197- For 3/8 inch diameter: Span Feet Initial Wire Tension Lbs. 0 to 100 50.0 101 to 125 75.0 126 to 150 85.0 151 to 175 100.0 176 to 200 115.0 201 to 225 125.0 226 to 250 140.0 251 to 275 150.0 276 to 300 175.0 over 300 200.0 For 7/16 inch diameter: Span Feet Initial Wire Tension Lbs. 0 to 100 75.0 101 to 125 100.0 126 to 150 125.0 151 to 175 150.0 176 to 200 175.0 201 to 225 175.0 226 to 250 200.0 251 to 275 225.0 276 to 300 250.0 over-300 275.0 (f) Connect a maximum of two 3/8 inch diameter catenary wires to a strain pole with one 3/4 inch diameter oval eye bolt. Connect a maximum of one 7/16 inch diameter catenary wire to a strain pole with one 3/4 inch diameter oval eye bolt. Use a 3/4 inch diameter alloy steel eyebolt (ASTM F 541, Type 2) and a 3/4 inch heavy hex nut ASTM A 563, Grade C or D), both zinc coated in accordance with ASTM A 153, Class C, to connect more than one 7/16 inch diameter catenary wire or one 1/2 inch diameter messenger or catenary wire to a single strain pole. Alternatively, the Engineer may design a special connection for this case. (g) Install the span wire assemblies in accordance with the Design Standards, Index No. 17727, and at a height on the support poles which will provide a clearance from the roadway to the bottom of the signal head assemblies as specified in 650-3. (h) Connect all span wires to the pole grounding system in accordance with Section 620. (i) Obtain and meet all provisions of the National Electric Safety Code (ANSI-C2) regarding clearance from electric lines, contacting of utility owners, and safety requirements prior to span wire installation. -198- 0) Prior to installation of the span wire assembly, submit the method of providing the required tension in the catenary wire and the messenger wire in two point attachments to the Engineer for approval. 649 GALVANIZED STEEL STRAIN POLES, MAST ARMS AND MONOTUBE ASSEMBLIES. (REV 5-10-07) (FA 6-6-07) (9-07) SECTION 649 (Pages 701-705) is deleted and the following substituted: SECTION 649 GALVANIZED STEEL STRAIN POLES, MAST ARMS AND MONOTUBE ASSEMBLIES 649-1 Description. The work in this Section consists of furnishing and installing galvanized steel strain poles, galvanized steel mast arm(s) and galvanized steel monotube assemblies in accordance with the details shown in the Contract Documents, subject to a five year warranty period as defined herein. The warranty period will apply only when strain poles, mast arms or steel monotube assemblies are painted as called for in the Contract Documents. 649-2 Materials. Use strain poles, mast arm and monotube assemblies listed on the Department's Qualified Products List (QPL) for all standard configurations shown in the Design Standards. Provide shop drawings and signed and sealed calculations, as needed, in accordance with Section 5 for configurations shown in the plans and denoted as special. Use coating products meeting the requirements of Section 975. Use grouts meeting the requirements of Section 934 listed on the QPL. Use water meeting the requirements of Section 923. Use membrane curing compounds meeting the requirements of Section 925. 649-3 Fabrication. Fabricate strain poles, mast arm and monotube assemblies and miscellaneous hardware in accordance with the Contract Documents. Cut all materials to the final dimensions and complete all welding prior to galvanizing. Obtain all components for individual strain poles, mast arm and monotube assemblies from the same fabricator. Obtain the luminaire and bracket from other sources, when necessary. Affix an aluminum identification tag which will be visible from the handhold or located inside the terminal box containing the information described in the Design Standards. Before shipping, assemble mast arm and monotube assemblies including luminaire and bracket, to assure proper fit. The mast arm and monotube assemblies may be separated for shipment. -199- Ensure all components are protected from damage during shipping and handling by wrapping or other effective methods. Replace any component, which the Engineer determines is damaged beyond repair, at no additional cost to the Department. If components are wrapped for shipment, remove wrappings no later than five days after receipt of components or immediately if the wrappings become saturated. Post these instructions in brightly colored wording on the wrapper. Failure to comply with these instructions may lead to damage of the coating system and will be cause for the rejection of the component. 649-4 Coatings. 649-4.1 Galvanizing: Galvanize all components in accordance with ASTM A 123, except galvanize all fastener assemblies in accordance with ASTM A 153. Use galvanizing methods which provide surfaces suitable for painting. 649-4.2 Surface Preparation: Prepare all galvanized surfaces to be painted in accordance with ASTM D 6386 and the manufacturer of the coating system's specifications. Provide a clean and suitable galvanized surface that maximizes coating system adhesion. Measure the thickness of the zinc coating after completion of surface preparation using a magnetic thickness gage in accordance with ASTM A 123. Ensure sufficient galvanizing remains on the substrate to meet the requirements of ASTM A 123 and the Contract Documents. Correct any deficient areas to the satisfaction of the Engineer at no additional cost to the Department. 649-4.3 Painting: 649-4.3.1 General: When required by the Contract Documents, provide painted strain poles, mast arms and monotube assemblies. Provide products from a fabricator on the Department's list of Prequalified Fabricators of Painted Galvanized Steel Strain Poles, Mast Arms and Monotube Assemblies. Provide products that will meet specification requirements throughout the warranty period. Meet the color requirement as specified in the Contract Documents. Provide the Engineer with two metal sample coupons, a minimum of 2 x 4 inches, painted concurrently and with the same paint as was used on the first lot of any strain poles, mast arms and monotube assemblies delivered to the jobsite. Provide sample coupons and manufacturer product data sheets to the Engineer along with the delivery of the first shipment of any painted strain poles, mast arms or monotube assemblies delivered to the jobsite. At the time of their delivery, the sample coupons described in this paragraph shall match the color of the strain poles, mast arms and monotube assemblies to within IAE measured as specified in 975-7. If the delivered sample coupons exhibit a difference in color from the strain poles, mast arms and monotube assemblies greater than IAE then the sample coupons will be considered unacceptable and no payment shall be made for the materials which the sample coupons represent. Those materials shall not be accepted by the Department until acceptable representative sample coupons in accordance with the requirements of this Section have been delivered to the Engineer. 649-4.3.2 Responsible Party Warranty: When the Contract Documents call for painted galvanized steel strain poles, mast arms or monotube assemblies, the Contractor shall designate a Responsible Party to accept responsibility. The Responsible party designated by the Contractor must execute and deliver to the Department a form, provided by the Department, prior to the first delivery to the jobsite of any painted strain poles, mast arms or monotube assemblies, stipulating that the Responsible Party accepts -200- responsibility for ensuring the coating system adhesion and color retention requirements as specified in 975-7 are met for a period of five years after final acceptance in accordance with 5-11. The Responsible Party shall also bear the continued responsibility for performing all remedial work associated with repairs of any adhesion or color retention failure as defined in Section 975, as to which notice was provided to the Responsible Party within the five year warranty period. Failure to timely designate the Responsible Party will result in the Contractor being the Responsible Party unless otherwise agreed to in writing by the Department. The responsible Party shall be either the Contractor or the Fabricator. When the Responsible Party is the Fabricator, the Responsible Party shall be one of the Fabricators listed on the "Prequalified Fabricators of Painted Galvanized Steel Strain Poles, Mast Arms and Monotube Assemblies." This list may be viewed on the Department's website at the following URL: www.dot.state.fl.us/construction/. Upon final acceptance of the Contract in accordance with 5-11, the Contractor's responsibility to ensure that the coating system adhesion and color retention requirements specified in 975-7 will terminate. The obligations of the Responsible Party set forth in this Section shall start at final acceptance of the Contract in accordance with 5-11 and continue thereafter until expiration of the five year warranty period. 649-5 Installation. Install foundations for strain poles, mast arm and monotube assemblies in accordance with Section 455. Do not install the mast arm pole, strain poles or monotube pole until the foundation has cured for a minimum of seven days. Before erecting the pole clean the top of the foundation of any laitance, oils, grease or any other deleterious materials. Erect strain poles in an orientation which considering the rake and the application, cable forces will produce a plumb pole. Erect monotubes plumb at the time of installation. Plumb the pole supporting mast arms after the mast arms, traffic signals or sign panels have been placed. If the traffic signals and/or sign panels are not in place within two working days after the mast arm is erected, furnish and install a 3 by 2 foot blank sign panel on the bottom of each mast arm within 6 feet of the mast arm tip and plumb the pole. Re-plumb the pole supporting mast arms after installation of traffic signals and sign panels. Install bolt, nut and washer assemblies, except nuts on anchor rods, in accordance with Section 460. Install nuts on anchor rods in accordance with the following: use anchor bolt assemblies that are free of rust and corrosion, and lubricate these assemblies prior to installation so that the nut moves freely by hand through the full length of the thread. Bring the lower top anchor nuts on the anchor rods to a "snug tight" condition defined as: the tightness that is attained with a few impacts of an impact wrench or the full effort of an ironworker using an ordinary spud wrench such that more than 75% of the faying surfaces are in firm contact. Before snugging the lower top anchor nuts, all bottom leveling nuts shall be leveled. After snugging the lower top anchor nuts, all bottom leveling nuts shall be tightened to the base plate by full effort of an ironworker using an ordinary spud wrench. Use a beveled washer if outer face of the base plate is sloped more than 1:40 or if necessary to attain "snug tight" condition. After attaining "snug tight" condition, additionally tighten the lower top anchor nuts on the anchor rods in accordance with Table A. Nut rotation is relative to anchor rod, tolerance is plus 20 degrees. Install the upper top anchor nuts on the anchor rods on top of the lower top -201- anchor nuts using the tightness that is attained with a few impacts of an impact wrench or the full effort of an ironworker using an ordinary spud wrench. During the tightening of the upper top anchor nuts, the lower top anchor nuts shall be restrained from movement by using an ordinary spud wrench. Table A Anchor Rod Diameter in. Nut Rotation from snug Tight Condition < 1 1/2 1/3 turn > 1 1/2 1/6 turn 649-6 Grouting. 649-6.1 Alternatives to Grouting: Optional alternatives to grouting may be allowed by the Engineer where such alternatives are described as an option in the contract plans. 649-6.2 Preparation: Flush the top of the foundation with clean water to remove any dirt and debris. Immediately before grouting, saturate the concrete surfaces by ponding or by placement of saturated rags for a minimum period of two hours. Remove all freestanding water before beginning the grouting operation. 649-6.3 Forming: Use watertight non-absorbent forms with a form release agent applied to all interior surfaces. Maintain a 1 inch clearance between the forms and the base plate. Extend the form a minimum of 1 inch above the bottom of the base plate. Attach a head box with a 45 degree slope on the form for grout placement. 649-6.4 Mixing: Use only fresh unopened full bags of grout. Mix the grout in a clean, power driven mortar mixer or with a heavy duty drill (850 RPM maximum) using a commercial mixing paddle. Mix the grout in accordance with the manufacturer's instructions. Test the fluidity of the grout using the ASTM C 939 Flow Cone Method. Use grouts that meet the efflux time of 20 to 30 seconds. Do not remix grouts that have begun to set. 649-6.5 Placing and Curing: Pour the grout from only one side of the base plate through the head box until the grout has filled the entire form and extends a minimum of 1/4 inch above the bottom of the base plate. Do not allow the grout to overtop the base plate. Do not vibrate grout. Clean excess grout off the base plate after the grout has reached initial set (two to four hours). Cure the grout for a minimum of six hours by covering the entire grout surface with clean saturated rags. Remove the forms after verifying the grout is self supporting by penetration with a pointed masons trowel or other sufficient tool. Cure all exposed grout with a membrane curing compound. 649-7 Remedial Work. During the warranty period, the Responsible Party shall perform all remedial work necessary to meet the requirements of this Specification at no cost to the Department. Such remedial work shall be performed within 180 days of notification of a failure by the Department. Failure to perform such remedial work within the time frame specified will result in the work being performed by other forces at the Responsible Party's cost. If the Responsible Party is the Fabricator, the Fabricator will be removed from the list of "Prequalified Fabricators of Painted Galvanized Steel Strain Poles, Mast Arms and -202- 700 HIGHWAY SIGNING. (REV 11-9-07) (FA 12-19-07) (7-08) SECTION 700 (Pages 724-731) is deleted and the following substituted: 700-1 Description. Furnish and erect aluminum or steel roadway signs, with supporting posts or columns, at the locations shown in the plans, in accordance with the details shown in the plans. Reflectorize all signs, and, when so specified in the plans, provide overhead signs with lighting. The Department designates Ground Traffic Signs as all signs erected on the shoulders, slopes, or medians, but not extending over the traveled roadway. The Department designates signs erected partially or completely over the traveled roadway or mounted on bridges as Overhead Traffic Signs, and may further classify some of these signs as Overhead Cantilever Traffic Signs. 700-2 Sign Assembly Design Requirements. 700-2.1 General: Sign assemblies as specified in the plans fall into two general categories: ground sign assemblies, and overhead sign assemblies. Use any combination of sign materials described below. The Contractor may utilize different combinations for each type of sign assembly. However, ensure that the material combination used for each type is the same within the Contract. 700-2.2 Sign Panels: Use either aluminum or galvanized steel for any sign panel shown in the plans, regardless of its mounting type. If using galvanized steel for the sign panels, provide the same dimensions, including the thickness, as those shown in the Contract Documents for aluminum. Fabricate standard sign panel messages in accordance with details included in the Standard Highway Signs Manual published by the U.S. Department of Transportation. The Engineer will not require the submittal of shop drawings for these signs or for non-standard sign panels and messages fabricated in accordance with details shown in the plans. Submit seven copies of shop drawings indicating detailed layout of the sign legend, spacing, and border for all other signs to the Engineer prior to fabrication. If the size of a sign is not specified in the plans, provide the size sign for conventional roadways as shown in the MUTCD. 700-2.3Breakaway Support Mechanisms: 700-2.3.1 Frangible Supports: Provide posts for all frangible sign assemblies consisting of aluminum tubes up to 3 1/2 inches outside diameter with 3/16 inch wall thickness, or galvanized steel U-Channel up to 3 lb/ft as listed on the Qualified Products List (QPL). 700-2.3.2 Slip Bases: For posts with slip base assemblies, use either aluminum or galvanized steel in accordance with the requirements in the Design Standards. Alternative slip plane, plastic hinge, fracture elements, or combination sign support systems meeting the requirements of NCHRP 350 and Structures Manual wind load requirements may be used, subject to approval by the Department and listing on QPL. The QPL shall classify these systems as directional or omni-directional systems -204- Monotube Assemblies" for a minimum of six months or until payment in full for the correction of the deficiencies or defects has been made, whichever is longer. If the Responsible Party is the Contractor, the Department will suspend, revoke or deny the Responsible Party's certificate of qualification under the terms of Section 337.16(d)(2), Florida Statutes, for a minimum of six months or until payment in full for the correction of the deficiencies or defects has been made, whichever is longer. 649-8 Statewide Disputes Review Board. A Statewide Disputes Review Board will resolve any and all disputes that may arise involving administration and enforcement of this Specification. The Responsible Party and the Department acknowledge that use of the Statewide Disputes Review Board is required, and the determinations of the Statewide Disputes Review Board for disputes arising out of this Specification will be binding on both the Responsible Party and the Department, with no right of appeal by either party. 649-9 Method of Measurement. 649-9.1 General: Measurement for payment will be in accordance with the following work tasks. 649-9.2 Furnish and Install: The Contract unit price each for strain poles, mast arm and monotube assemblies, furnished and installed, will include all materials specified in the Contract Documents, including the foundation, cover plates, caps, clamps, blank sign panel, luminaire bracket, all labor, equipment, miscellaneous materials and hardware necessary for a complete and acceptable installation. 649-9.3 Furnish: The Contract unit price each for strain poles, mast arm and monotube assemblies, furnished, will include all materials, all shipping and handling costs involved in delivery as specified in the Contract Documents. 649-9.4 Install: The Contract unit price each for strain poles, mast arm and monotube assemblies, installed, will include the foundation, blank sign panel, all labor, equipment, miscellaneous materials and hardware necessary for a complete and acceptable installation. The Engineer will supply materials as specified in the Contract Documents. 649-10 Basis of Payment. Price and payment will be full compensation for all work specified in this Section. Sign panels and/or signal assemblies will be paid for separately. Payment will be made under: Item No. 649- Steel Mast Arm Assembly - each. Item No. 649- Steel Monotube Assembly - each. Item No. 649- Steel Strain Pole - each. -203- 700-2.4Temporary Construction Sign Supports: Provide steel flanged U-channel consisting of rerolled rail steel or an equivalent billet steel, meeting the mechanical requirements of ASTM A 499, Grade 60, and meeting the chemical requirements of ASTM A 1. For each U-channel, punch or drill 3/8 inch diameter holes on 1 inch centers through the center of the post, starting approximately 1 inch from the top and extending the full length of the U-post. Ensure that the weight per foot of a particular manufacturer's U-channel size does not vary more than ±3 1/2% of its specified weight per foot. Taper the bottom end of the U-channel post for easier installation. Machine straighten the U-channel to a tolerance of 0.4% of the length. U- channel sign supports are listed on QPL. Provide steel components that have been galvanized after fabrication in accordance with ASTM A 123 and have a smooth uniform finish free from defects affecting strength, durability, and appearance. Attach the sign to the structural member using hardware meeting the manufacturer's recommendations and as specified in the Design Standards. Use attachment hardware (nuts, bolts, clamps, brackets, braces, etc.) of a non-corrosive metal, aluminum, or galvanized steel, meeting the vendor requirements specified on the QPL Drawings. 700-2.5 Overhead Sign Structures: 700-2.5.1 Department's Design: When the overhead sign structure is detailed in the plans, submit shop drawings to the Department for approval as specified in Section 5. Prior to the submittal of the shop drawings, determine the actual length of support columns for all sign structures on the basis of existing field conditions and include these lengths on the shop drawings. 700-2.5.2 Contractor's Design: When the overhead sign structure is not detailed in the plans, submit to the Department a foundation design and a sign structure design utilizing steel structural members. Meet the requirements of this Section and the FDOT Structures Manual. Have designs and shop drawings prepared by a Specialty Engineer or the Contractor's Engineer of Record, and submit them to the Department for review and approval in accordance with Section 5. Determine the actual length of support columns for all sign structures on the basis of existing field conditions, and include these lengths in the shop drawings and calculations. 700-2.5.3 Installation: Install high strength ASTM A325 bolt, nut and washer assemblies for Span Sign Structure alternate splice connections in accordance with Section 460. Install nuts on anchor rod in accordance with 649-5. Install all other bolt (ASTM A307 or substitute ASTM A325), nut and washer assemblies in accordance with the following: Use bolt, nut and washer assemblies that are free of rust and corrosion. Tighten nuts, as necessary, to bring the faying surfaces of the assembly into full contact from the interior of the connection outwards in a symmetrical pattern. After bringing the faying surfaces of the assembly into full contact, tighten nuts to achieve the minimum torque as specified in Table A. Within 24 hours after final tightening, the Engineer will witness a check of the minimum torque using a calibrated torque wrench for no less than 3 bolts and a minimum of 10% of the fastener assemblies for each connection. -205- Table A Bolt Diameter in. Minimum Torque ft.-lbs. 3/8 15 1/2 37 5/8 74 3/4 120 7/8 190 1 275 1 1/8 375 1 1/4 525 700-2.6 Sign Background: Meet the requirements of Section 994. Use Type III, IV, V or VII sheeting for background sheeting, white legends, borders and shields on all signs, excluding STOP, DO NOT ENTER, and WRONG WAY. Use Type VII sheeting for STOP, DO NOT ENTER and WRONG WAY signs. Use Type III, IV, V or VII yellow-green fluorescent sheeting for S1-I school advance signs and supplemental panels used with SI-1, 53-1 and 54-5 school signs. Do not mix signs having fluorescent yellow- green sheeting with signs having yellow reflective sheeting. Use fluorescent orange Type VI or VII for all orange work zone signs. Mesh signs shall meet the color, daytime luminance and nonreflective property requirements of Section 994, Type VI. 700-3 Materials. 700-3.1 General: Meet the materials requirements shown below and any additional requirements which the plans might show. 700-3.2 Concrete: For footings, use Class 11 concrete meeting the requirements of Section 346. 700-3.3 Reinforcing Steel: For reinforcing steel in footings, meet the requirements of Section 415. 700-3.4 Aluminum Materials: 700-3.4.1 General: For aluminum materials, meet the general provisions of 965-1. 700-3.4.2 Sheets and Plates: For aluminum sheets and plates for sign panels, meet the requirements of ASTM B 209,, Aluminum Association Alloy 6061-T6, 5154-H38 or 5052-H38 and those shown in the plans. 700-3.4.3 Extruded Tubing: For extruded aluminum tubing, meet the requirements shown in the plans. 700-3.4.4 Castings: Provide aluminum castings of the alloys shown in the plans. For aluminum alternates the Engineer will allow a cast base, provided the Contractor submits test reports giving evidence that the base to be used for each pole size is as strong as the pole with which it is to be used. Perform physical tests and submit certified reports for one base to be used with each pole size. Use Alloy A 356-T6 for the castings. Use aluminum bolts for connecting parts of the cast base. -206- 700-3.4.5 Channels: For aluminum channels, meet the requirements of ASTM B 308 for the alloys shown in the plans. 700-3.4.6 Bolts, Nuts, and Lockwashers: For aluminum bolts, nuts, and lockwashers, meet the requirements shown in the plans. Ensure that finished bolts and washers are given an anodic coating of at least 0.0002 inch in thickness and are chromate-sealed. 700-3.5 Steel: 700-3.5.1 General: Only use structural steel, including bolts, nuts, and washers, that have been hot dip galvanized or metalized after fabrication. Perform hot dip galvanizing in accordance with ASTM A 123 or ASTM A 153 and metalizing in accordance with Section 562. For galvanized steel members, except plate for sign panels, meet the general requirements of Section 962 and the specific requirements of 962-9. For steel plate for use as sign panels, meet the requirements of ASTM A 283 for either Grade C or Grade D. 700-3.5.2 Specific Uses of Aluminum and Galvanized Steel: Use aluminum bolts, nuts, and hardware to connect parts of the cast base. Use galvanized steel anchor bolts for anchoring base plates to concrete bases and for the nuts and washers. For all other metal parts, the Engineer will allow galvanized steel as an alternate to aluminum. 700-3.6 Bearing Pads: For bearing pads, meet the requirements of 932-2. 700-3.7 Reflective Sheeting: Meet the reflective sheeting requirements of Section 994. 700-3.8 Process Colors: Use transparent and black opaque process colors meeting the requirements of 994-4 on reflective and nonreflective sheeting. 700-3.9 Demountable Sign Face Materials: For demountable sign face materials, meet the requirements of Section 995. 700-4 Preparation of Sign Blanks. 700-4.1 De-greasing and Etching for Aluminum Sign Blanks: 700-4.1.1 General: Prior to the application of reflective sheeting, use any of the methods shown below to de-grease and etch the aluminum sign blanks. 700-4.1.2 Hand Method: Under this method, de-grease and etch the blanks in one operation, using steel wool (medium grade) with any of the following combinations of materials: (1) An abrasive cleanser of a commercial grade kitchen scouring powder. (2) Acid and a suitable detergent solution. (3) An alkaline solution. Thoroughly rinse the blanks with clean water following all hand de-greasing operations. 700-4.1.3 Power-Washer Method: Under this method, de-grease the blanks with an inhibited alkaline cleanser, by spraying for 90 seconds with the solution between 135 and 249°F, the exact temperature to be as recommended by the manufacturer of the cleanser. After the spraying, rinse the blanks with clean water. Then etch the blanks by immersing them in a 6 to 8% solution of phosphoric acid at a -207- temperature of 100 to 180°F for 60 seconds. After immersion, rinse the blanks in clean water. 700-4.1.4 Immersion Method: Under this method, de-grease the blanks by immersing them in a solution of inhibited alkaline cleanser at a temperature between 160 and 180°F for three to five minutes, and then rinsing with clean water. Then etch blanks by immersing them in a 6 to 8% solution of phosphoric acid at a temperature of 100°F for three minutes. After immersion, rinse the blanks in clean water. 700-4.1.5 Vapor De-greasing Method: Under this method, de-grease the blanks by totally immersing them in a saturated vapor of trichloroethylene. Remove trademark printing with lacquer thinner or a controlled alkaline cleaning system. 700-4.1.6 Alkaline De-greasing Method: De-grease the blanks by totally immersing them in a tank containing an alkaline solution, controlled and titrated in accordance with the solution manufacturer's directions. Adapt immersion time to the amount of soil present and the thickness of the metal. After immersion, thoroughly rinse the blanks with running water. 700-4.1.7 Etching Method when De-greasing is Separate Operation: If using either of the de-greasing methods described under 700-4.1.5 and 700-4.1.6, accomplish etching by one of the following alternate methods: (1) Acid Etch: Etch well in a 6 to 8% phosphoric acid solution at 100°F, or in a proprietary acid etching solution. Rinse thoroughly with running cold water, which may be followed by a hot water rinse. (2) Alkaline Etch: Etch aluminum surfaces in an alkaline etching material that is controlled by titration. Meet the time, temperature, and concentration requirements specified by the solution manufacturer. After completing etching is complete, rinse the panel thoroughly. 700-4.2 Preparation of Surface for Steel Sign Blanks: Clean and prepare galvanized steel sign blanks for painting or for application of reflective sheeting in accordance with the recommendations 'of the manufacturer of the material to be applied to the sign blanks. 700-4.3 Drying: Dry the panels using a forced-air drier. Use a device or clean canvas gloves, to handle the material between all cleaning and etching operations and the application of reflective sheeting. Do not allow the metal to come in contact with greases, oils or other contaminants prior to the application of reflective sheeting. 700-4.4 Fabrication of Sign Blanks: Fabricate all metal parts to ensure a proper fit of all sign components. Complete all fabrication, with the exception of cutting and punching of holes, prior to metal de-greasing and applying the reflective sheeting. Cut metal panels to size and shape and keep free of buckles, warp, dents, burrs, and defects resulting from fabrication. Provide all sign panels with a flat surface. Where signs are to be fabricated from galvanized steel, cut the plates to the required size and drill prior to galvanizing. 700-5 Fabrication of Reflectorized Sign Faces. 700-5.1 Application of Sheeting: Apply reflective sheeting to the base panels with mechanical equipment in a manner specified for the manufacture of traffic control signs by the sheeting manufacturer. Ensure that sheeting applied to extruded aluminum sections adheres over and around the side legs of all panels to a minimum distance of 1/16 inch beyond the radius of top edge. -208- Match sign faces comprising two or more pieces of reflective sheeting for color and reflectivity at the time of sign fabrication. Reverse and apply consecutively alternate successive width sections of either sheeting or panels to ensure that corresponding edges of sheeting lie adjacent on the finished sign. The Engineer will not accept nonconformance that may result in non-uniform shading and an undesirable contrast between adjacent widths of applied sheeting. 700-5.2 Finish: Seal reflective sheeting splices and sign edges with materials the sheeting manufacturer supplies in a manner the sheeting manufacturer specifies for traffic control signs. 700-5.3 Screening-on Message: Screen message and borders on reflective sheeting in accordance with the recommendations of the paint manufacturer. Process either before or after applying the sheeting to the base panels. 700-5.4 Finished Sign Face: Provide finished signs with clean cut and sharp messages and borders. Ensure that finished background panels are essentially a plane surface. 700-5.5 Stenciling: For permanent roadway signs, mark the back of all finished panels at the bottom edge with "FDOT", the date of fabrication, the date of installation, and the fabricator's initials. For construction signs, mark the back of all finished panels at the bottom edge with the date of fabrication and the fabricator's initials. Make the markings unobtrusive, but legible enough to be easily read by an observer on the ground when the sign is in its final position. Apply the markings in a manner that is at least as. durable as the sign face. 700-5.6 Product Changes: If changes in the formulation of the sheeting occur, submit new samples for re-evaluation for continued approval. 700-6 Acceptance of Signs. 700-6.1 Manufacturer's Certification and Recommendations: Ensure that the sign manufacturer provides producer's certifications of materials incorporated into the signs. Ensure that the sign manufacturer certifies that the delivered signs conform to this Section and provides recommendations for storing and repairing signs. 700-6.2 Packaging and Shipping: Have the manufacturer package and ship the signs in a manner which will minimize possible damage. 700-6.3 Storage of Signs: If signs are stored prior to installation, store them in accordance with the manufacturer's recommendations. 700-6.4 Sign Inspection: Do not install signs until the Engineer inspects them for conformance with this Section. Provide all manufacturer certifications and recommendations prior to the Engineer's inspection. The Engineer will inspect the signs upon delivery to the storage or project site and again at the final construction inspection. Repair and replace signs deemed unacceptable by the Engineer at no expense to the Department. 700-6.5 Imperfections and Repairs: Repair and replace signs containing imperfections or damage regardless of the kind, type, or cause of the imperfections or damage. Make repairs according to the manufacturer's recommendations and to the satisfaction of the Engineer. Ensure that completed repairs provide a level of quality necessary to maintain the service life warranty of the sign and are satisfactory in appearance to the Engineer. -209- 700-7 Footings for Signs, Posts and Supports. 700-7.1 Excavation and Backfilling: Perform excavation and backfilling for the footings in accordance with Section 125, with the exceptions that no specific density is required and that the backfill may be tamped in 4 inches maximum layers. Use material that is at near optimum moisture and neither dry or saturated, and tamp to the extent directed by the Engineer. The Department may require that the backfilling be done with poured concrete. Install spread footings which support sign structures overhanging the roadway as required in 455-25 through 455-37. 700-7.2 Mixing and Placing Concrete: For batching and mixing of concrete for footings, meet the requirements of Section 346, except that the Engineer will allow hand mixing by approved methods where the quantity to be mixed does not exceed 1/2 yd3. Use cast-in-place or precast concrete for the footings. Obtain precast concrete footings from a plant that is currently on the list of Producers with Accepted Quality Control Programs. Producers seeking inclusion on the list shall meet the requirements of 105-3. 700-7.3 Forms: The Engineer will not require forms when the ground is sufficiently firm, in which case, sufficiently moisten the adjacent earth to prevent it from absorbing the moisture from the concrete. Where forms are required and the soil is not moist, place sufficient water, as directed by the Engineer, in the hole, and pour the concrete as soon as the water has been absorbed. Place at least 4 inches of loose earth, free from clods or gravel, over the top of the footing to effect curing. 700-7.4 Finishing Concrete: Trowel the top of the concrete to a smooth finish. 700-8 Erection of Signs and Sign Supports. Do not erect overhead sign supports until the concrete in the support footing has cured for at least seven days. The Engineer may allow sign support erections prior to seven days provided the footing concrete strength is at least 2,500 psi. Determine concrete strength from tests on a minimum of two test cylinders, tested in accordance with Section 346. Erect the signs and sign structures in accordance with the details shown in the plans. The Contractor may fabricate the structural steel sign trusses in sections that will fit into available galvanizing vats. Prior to galvanizing, weld the joints as specified in 460-6 and in accordance with the details shown in the plans. Re-galvanize damaged parts as specified in Section 562. Weld aluminum structures in accordance with 965-3. 700-9 Removal or Relocation of Signs. Relocation of signs shall consist of removing the existing sign assembly and installing the sign on a new foundation. When the plans call for existing ground-mounted signs to be relocated or removed, immediately remove supports and footings that project more than 6 inches above the ground surface after removing the sign panel from the assembly. Remove existing footings to a depth at least 12 inches below the ground surface. The costs will be included in the Contract unit price of the item to which it is incidental. 700- 10 Method of Measurement. The quantities to be paid for will be: -210- (1) The number of ground traffic signs of each designated class of assembly, complete. (2) The number of lighted overhead traffic signs of each designated class of assembly, complete. (3) The number of existing signs removed, relocated, modified of each designated class of assembly, complete. (4) The number of overhead signs span wire mounted, bridge mounted, and lighted sequential, of each designated class of assembly, complete. For the purpose of payment, a sign assembly consists of all the signs mounted on a single structure (one, two or three posts, or overhead structure) or all the signs on a bridge mounted sign structure and the sign structure. 700-11 Basis of Payment. Price and payment will be full compensation for furnishing and installation of all materials necessary to complete the signs in accordance with the details shown in the plans; including sign panels complete with sheeting, painting, and message; sign posts and supports, footings, excavation, etc.; for the lighted signs, all costs of the electrical installation for lighting, up to the point of connection by others; and all other work specified in this Section, including all incidentals necessary for the complete item. 705 OBJECT MARKERS AND DELINEATORS. (REV 7-17-07) (FA 7-23-07) (1-08) SECTION 705 (Pages 731 and 732) is deleted and the following substituted: SECTION 705 OBJECT MARKERS AND DELINEATORS 705-1 Description. Furnish and install object markers to mark obstructions within or adjacent to the roadway of the types and at the locations called for in the Design Standards or on the plans. Furnish and install delineators along the side of the roadway to indicate the alignment of the roadway as indicated in the Design Standards or on the plans. 705-2 Materials. 705-2.1 General: Meet the following requirements: Recycled Plastic Products ...............................................Section 972 Object Markers and Delineators .....................................Section 993 Retroreflective and Nonreflective Sign Sheeting ...........Section 994 705-2.2 Product Acceptance on the Project: Ensure that delineators, delineator posts, and markers used to delineate guardrail and barrier wall are listed on the Qualified Products List. -211- Provide to the Engineer a manufacturer's certification conforming to the requirements of Section 6, which confirms that each product meets the requirements of this Section. 705-3 Installation Requirements. Install delineators, object markers, and reflector units for guardrail and barrier wall and in accordance with the MUTCD, Design Standards and plans. 705-4 Method of Measurement. The quantity to be paid for will be the number of delineators or object markers furnished, installed and accepted. 705-5 Basis of Payment. Prices and payments will be full compensation for work specified in this Section, including the cost of labor, materials, and incidental items required to complete the work. Payment will be made under: Item No. 705- 10 Object Marker - each. Item No. 705- 11 Delineator - each. 709 TRAFFIC STRIPES AND MARKINGS-TWO REACTIVE COMPONENTS- BASIS OF PAYMENT. (REV 4-26-06) (FA 8-9-06) (1-07) ARTICLE 709-10 (Page 737) is deleted and the following substituted: 709-10 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. 709- Two Reactive Components Traffic Stripes, Solid - per net mile. Traffic Stripes, Solid - per foot. Traffic Stripes, Skip - per gross mile. Traffic Stripes, Skip - per foot. Dotted/Guideline - per foot. -212- 710 PAINTED PAVEMENT MARKINGS. (REV 4-2-07) (FA 4-6-07) (1-08) ARTICLE 710-4 (Pages 738 and 739) is deleted and the following substituted: 710-4 Application: 710-4.1 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. Payment for marking removal will be in accordance with 102-5.8. Before applying traffic stripes and markings, remove any material by a method approved by the Engineer that would adversely affect the bond of the traffic stripes. Apply traffic stripes and markings only to dry surfaces, and when the ambient air and surface temperature is at least 40°F and rising. Do not apply traffic stripes and markings when winds are sufficient to cause spray dust. Apply traffic stripes and markings, having well defined edges, over existing pavement markings such that not more than 2 inches on either end and not more than 1 inch on either side is visible. Mix the paint thoroughly prior to pouring into the painting machine. Apply paint to the pavement by spray or other means approved by the Engineer. Conduct field testing in accordance with FM 5-541 and 5-579. Remove and replace traffic stripes and markings not meeting the requirements of this Section at no additional cost to the Department. Apply all pavement markings prior to opening the road to traffic. 710-4.1.1 Final Surface: Painted Pavement Markings (Final Surface) will include two applications of painted pavement markings and one application of retro- reflective pavement markers applied to the final surface. Wait at least 14 days after the first application to apply the second application of Painted Pavement Markings (Final Surface). Second application must be applied prior to final acceptance of the project. Apply all retro-reflective pavement markers meeting the requirements of Section 706. 710-4.2 Thickness: Apply paint to attain a minimum wet film thickness in accordance with the manufacturer's recommendations. 710-4.3 Retroreflectivity: Apply white and yellow pavement markings that will attain an initial retroreflectance of not less than 300 mcd/lx-m2 and not less than 250 mcd/lx•mz, respectively. Measure, record and certify on a Department approved form and submit to the Engineer, the retroreflectivity of white and yellow pavement markings in accordance with Florida Method FM 5-579. If the retroreflectivity falls below 150 mcd/lx•mz within six months of initial application, reapply the pavement markings at no additional cost to the Department. The Department reserves the right to test the markings within 3 days of receipt of the Contractor's certification. Failure to afford the Department opportunity to test the markings will result in non-payment. The test readings should be representative of the Contractor's striping performance. If the retroreflectivity values measure below values shown above, reapply the stripingat no additional cost to the Department. 710-4.4 Color: Use paint material that meet the requirements of 971-1. -213- 710-4.5 Glass Spheres: Apply glass spheres on all pavement markings immediately and uniformly following the paint application. The rate of application shall be based on the manufacturer's recommendation. ARTICLE 710-11 (Pages 741 and 742) is deleted and the following substituted: 710-11 Basis of Payment. 710-11.1 General: 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. 710-11.2 Lump Sum Payment: When the item for Painted Pavement Markings (Final Surface) is included in the proposal, price and payment will be full compensation two applications of all painted pavement markings applied to the final surface, and one application of retro-reflective pavement markers applied to the final surface in accordance with Section 706. Payment will be made under: Item No. 710 Reflective Paint. Traffic Stripes, Solid - per net mile. Traffic Stripes, Solid - per foot.. Traffic Stripes, Skip - per gross mile. Traffic Stripes, Skip - per foot. Dotted/Guideline - per foot. Messages -each. Arrows - each. Yield Markings - per foot. Item No. 710-90 Painted Pavement Markings (Final Surface) - lump sum. 711 THERMOPLASTIC TRAFFIC STRIPES AND MARKINGS - METHOD OF MEASUREMENT. (REV 9-24-07) (FA 10-3-07) (7-08) ARTICLE 711-9 (Pages 745 and 746) is deleted and the following substituted: 711-9 Method of Measurement. 711-9.1 General: The quantities to be paid for under this Section will be as follows: (a) The net length, in feet, of each of the various types of lines and stripes, authorized and acceptably applied. (b) The total traversed distance in gross miles of 10-30 skip line. The actual applied line is 25% of the traverse distance for a 1:3 ratio. This equates to 1,320 feet of marking per mile of single line. -214- (c) The length, in net miles, of Solid Traffic Stripe, authorized and acceptably applied. (d) The area, in square feet, of Removal of Existing Pavement Markings, acceptably removed. (e) The number of pavement messages, symbols and directional arrows, authorized and acceptably applied. 711-9.2 Certification of Quantities 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. Make all requests for payment by submitting these certifications 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: (a) Contract Number, FPID Number, Certification Number, Certification Date and the period that the certification represents. (b) 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. 713 PERMANENT TAPE STRIPES AND MARKINGS. (REV 1-15-08) (FA 1-25-08) (7-08) ARTICLE 713-1 (Page 746) is deleted and the following is substituted: 713-1 Description. Apply permanent tape traffic stripes and markings, in accordance with the Contract documents. Stripes and markings are divided into two classes, Standard and High Performance, and are differentiated by their retroreflectivity and durability. High performance tapes are required for all longitudinal markings. Standard tapes are limited to transverse lines, arrows and messages. ARTICLE 713-9 (Page 748) is deleted and the following substituted: 713-9 Method of Measurement. 713-9.1 General: The quantities to be paid for under this Section will be as follows: (a) The net length, in feet, of each of the various types of lines and stripes, authorized and acceptably applied. (b) The total traversed distance in gross miles of 10-30 skip line. The actual applied line is 25% of the traverse distance for a 1:3 ratio. This equates to 1,320 feet of marking per mile of single line. -215- (c) The area, in square feet, of Remove Existing Markings acceptably removed. (d) The length, in net miles, of Solid Traffic Stripe, authorized and acceptably applied. (e) The number of pavement messages, symbols and directional arrows, authorized and acceptably applied. 713-9.2 Certification of Quantities 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. Make all requests for payment by submitting these certifications 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: (a) Contract Number, FPID Number, Certification Number, Certification Date and the period that the certification represents. (b) 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. 901 DELETERIOUS SUBSTANCES. (REV 8-30-06) (FA 1-9-07) (7-07) SUBARTICLE 901-1.2 (Pages 756 and 757) is deleted and the following substituted: 901-1.2 Deleterious Substances: All coarse aggregates shall be reasonably free of clay lumps, soft and friable particles, salt, alkali, organic matter, adherent coatings, and other substances not defined which may possess undesirable characteristics. The weight of deleterious substances shall not exceed the following percentages: Coal and lignite (AASHTO T 113) .................................1.00 Soft and friable particles (AASHTO T 112) .................2.00* Clay lumps (AASHTO T 112) ......................................2.00* Cinders and clinkers ........................................................0.50 Free shell .....................................................................1.00** Total Material passing the No. 200 sieve (FM I-T 011) At Non-Granitic Source ..................................................1.75 At Granitic Source ..........................................................2.50 At Point of Use ................................................................3.75 .Organic Matter (wet) .......................................................0.03 Chert (less than 2.40 specific gravity SSD) (AASHTO T-113) .....................................................3.00*** -216- *The maximum percent by weight of soft and friable particles and clay lumps together shall not exceed 3.00. **Aggregates to be used in asphalt concrete may contain up to 5% free shell. Free shell is defined as that portion of the coarse aggregate retained on the No. 4 sieve consisting of loose, whole, or broken shell, or the external skeletal remains of other marine life, having a ratio of the maximum length of the particle to the shell wall thickness exceeding five to one. Coral, molds, or casts of other shells, and crushed clam and oyster shell indigenous to the formation will not be considered as free shell. ***This limitation applies only to coarse aggregates in which chert appears as an impurity. It is not applicable to aggregates which are predominantly chert. 914 MATERIALS FOR SUBGRADE STABILIZATION. (REV 2-16-07) (FA 3-9-07) (7-07) SECTION 914 (Pages 769-770) is deleted and the following substituted: SECTION 914 MATERIALS FOR SUBGRADE STABILIZATION 914-1 General. The specification requirements of the various materials as contained in this Section are to govern their use only when these materials are used in the stabilizing of the subgrade. 914-2 Materials for Type B Stabilizing (Limerock Bearing Ratio) 914-2.1 Commercial Materials: 914-2.1.1 General: Materials may be either limerock, shell rock, cemented coquina or shell base sources approved by the Department. 914-2.1.2 Specific Requirements for Limerock: For limerock, carbonates of calcium and magnesium shall be at least 70%. Materials having a plasticity index of more than ten or a liquid limit greater than 40 shall not be used as a stabilizer. The gradation of limerock shall be such that 97% of these materials will pass a 3 1/2 inch sieve. 914-2.1.3 Crushed Shell: Crushed shell for this use shall be mollusk shell (i.e., oysters, mussels, clams, cemented coquina). Steamed shell will not be permitted. This shell shall meet the following requirements: Material having a plasticity index of more than ten or a liquid limit greater than 40 shall not be used as a stabilizer. At least 97% by weight of the total material shall pass a 3 1/2 inch sieve and at least 50% by weight of the total material shall be retained on the No. 4 sieve. Not more than 20% by weight of the total material shall pass the No. 200 sieve. The determination of the percentage passing the No. 200 sieve shall be per FM 1-T 011. In the event that the shell meets the above requirements without crushing, crushing will not be required. -217- 914-2.2 Local Materials: Local materials used for this stabilizing may be soils or recyclable materials such as crushed concrete, roof tiles and asphalt coated base or reclaimed pavement. However, no materials that deteriorate over time, cause excessive deformations, contain hazardous substances, contaminates, or do not improve the bearing capacity of the stabilized material may be used. (see 914-3 for qualifying tests for these conditions.) The Contractor shall provide information or test results to the District Materials Engineer to substantiate these properties. At least 97% by weight of the total material shall pass a 3 1/2 inch sieve. Material having a plasticity index greater than ten or a liquid limit greater than 40 shall not be used as a stabilizer. No blending of materials to meet these requirements will be permitted unless authorized by the District Materials Engineer. When blending is permitted blended material shall be tested to ensure the above requirements are met before being spread on the roadway. 914-3 Testing of Materials for Use as Stabilizer. No testing of any materials proposed to be furnished by the Contractor will be made by the Department prior to the determination of the successful bidder, and the bidder shall make his own arrangements for the preliminary determination of the suitability of the particular material he proposes to use. For evaluation of deterioration and excessive deformation, each material source shall not have an average organic content (minimum of three tests) greater than 2.5% and any individual test value more than 4.0%. The organic content shall be performed in accordance with AASHTO T 267. If toxic substances, elements or compounds are suspected at concentrations defined by EPA, qualifying tests shall be performed. Test methods for these substances shall be those mandated by EPA and analyzed by a certified laboratory. All test results of the proposed stabilizing material shall be submitted to the District Materials Engineer for approval at least 14 days prior to commencement of the field stabilizing operation. The District Materials Engineer may request samples of the stabilizing material and subgrade soil for verification tests. 916 BITUMINOUS MATERIALS. (REV 9-27-06) (FA 10-6-06) (7-07) SECTION 916 (Pages 772-784) is deleted and the following substituted: SECTION 916 BITUMINOUS MATERIALS 916-1 Superpave PG Asphalt Binder: 916-1.1 Requirements: Superpave PG asphalt binders, identified as PG 64-22, PG 67-22, and PG 76-22, shall meet the requirements of 916-1.2, AASHTO M-320 and the following additional requirements: 1. The mass loss AASHTO T-240 shall be a maximum of 0.5% for all grades. -218- 2. The spot test AASHTO T-102 with standard naphtha shall be negative for all grades. As an exception, a positive spot will be accepted if the PAV Residue (AASHTO R-28) at 110 °C meets all the requirements for the particular grade. 3. The smoke point FM 5-519 shall be a minimum of 260°F for all grades. 4. The intermediate test temperature at 10 rad/s. for the Dynamic Shear Rheometer test AASHTO T-315 shall be 25°C for all grades. 5. An additional high temperature grade of PG 67 is added for which the high test temperature at 10 rad/sec for the Dynamic Shear Rheometer test AASHTO T-315 shall be 67°C. 6. All PG asphalt binders having a high temperature designation of PG 67 or lower shall be prepared without modification. 7. All PG asphalt binders having a high temperature designation higher than PG 67 shall be produced with a styrene-butadiene-styrene (SBS) or styrene- butadiene (SB) elastomer polymer modifier and resultant binder shall meet all requirements of this Specification; in addition the phase angle at 76°C (AASHTO T-315) shall be less than or equal to 75 degrees. 8. The maximum viscosity AASHTO T-202 shall be 2400 poises for PG 64-22 and 3600 poises for PG 67-22. All hot mix asphalt (except hot mix asphalt containing 20% RAP or greater) shall contain Superpave PG asphalt binder grade PG 67-22 unless otherwise specified in the plans and/or Specifications for the hot mix asphalt product. For all PG binder used in all hot mix asphalt, silicone shall be added to the PG binder at the rate of 25 cm3 of silicone mixed to each 5,000 gal. of PG binder. If a disbursing fluid is used in conjunction with the silicone the resultant mixture containing the full 25 cm3 of silicone shall be added in accordance with the manufacturer's recommendation. The blending of the silicone with the PG binder shall be done by the supplier prior to the shipment. All PG binder and asphalt rubber binder for Friction Course mixes and for other hot mix asphalt products containing RAP shall contain 0.5% heat stable anti-strip additive by weight of PG binder unless specifications for the hot mix asphalt product requires testing by FM 1-T 283 and the test results indicate it is not required, or the mixture contains hydrated lime. Where FM 1-T 283 indicates an anti-strip additive is required, it shall be from 0.25 to 0.75%. The anti-strip additive shall meet the requirements of 916-5. The anti-strip additive shall be introduced into the PG binder by the supplier during loading. An exception to this requirement shall be PG 76-22 used in FC-5 mixtures with 100% Oolitic limestone. Where PG binder is used in mixes containing reclaimed asphalt pavement (RAP), the requirements of 334-2.3.4 must also be met. 916-1.2 Qualified Products List: The Superpave PG asphalt binders supplied under this Specification shall be one of the products included on the Qualified Products List as specified in 6-1. Any marked variation from the original test values for a material below the established limits or evidence of inadequate quality control or field performance of a material will be considered to be sufficient evidence that the properties of the material have changed, and the material will be removed from the Qualified Products List. -219- For each binder grade, the supplier may be required to submit to the State Materials Office a split sample of material representative of test results submitted with the Product Evaluation Application. In addition, for modified binders, the original PG binder grade, the modifier product designation, and amount added shall be indicated. Suppliers shall not ship any PG binder until notified that the product is on the Qualified Products List and an approved Quality Control Program meeting the requirements of 916-1.3 has been implemented. 916-1.3 Quality Control Program: The supplier of Superpave PG asphalt binder shall at a minimum have a Quality Control Program meeting the requirements of this Specification which is based on AASHTO R-26. The Quality Control Program shall be submitted in electronic format to the State Materials Office for approval. The requirements for the Quality Control program apply to the supply location of PG binders for the use on Florida Department of Transportation projects. The supply location of PG binder may represent refinery production, terminal distribution, blending, processing and/or modification location. Rack blending (blending from two tank sources) will be permitted to meet the requirements for a PG asphalt binder product. Any special handling requirements such as rack blending and manufacture of polymer modified asphalt shall be described in the Quality Control program. The requirements of these Specifications for a Quality Control Program do not apply to Recycle Agents at this time. 916-1.3.1 Identification of Personnel and Supply Locations: The supplier's primary and secondary representatives responsible for Quality Control shall be identified by name, title, address, telephone, fax and e-mail address. At least one of the representatives shall be located at the supply location. The supply locations shall be identified by name, address and telephone. 916-1.3.2 Specification Compliance and Quality Control Testing: Specification Compliance Testing shall consist of complete testing of each PG binder shipped in accordance with AASHTO M-320 and 916-1.1 of these Specifications. Results of Specification Compliance Testing shall be available to the supplier within five working days of sampling. Specification Compliance Testing shall be conducted by a testing laboratory that participates at least annually in the AMRL Reference Sample Testing Program. The primary testing lab and any other labs to be used for Specification Compliance Testing shall be identified in the suppliers Quality Control Program. The results from each AMRL proficiency Sample for each testing laboratory shall be forwarded by the supplier for each supply location in electronic format to the State Materials Office. Acceptable performance in the AMRL proficiency Sample Testing Program shall be a minimum of 3 for each test. A rating of less than 3 shall require identification of appropriate action on the part of the supplier and be acceptable to the State Materials Engineer. Quality Control testing as a minimum shall consist of testing a representative sample of each PG binder shipped by the supplier in accordance with either: (1) AASHTO T-202 Standard Test Method for Viscosity of Asphalts by Vacuum Capillary Viscometer or (2) AASHTO T-315 Test Method for Determining Rheological Properties of Asphalt Binder using a Dynamic Shear Rheometer (DSR). -220- Results of Quality Control Testing shall be available to the supplier within five hours of sampling. The Quality Control testing and location where the test will be done shall be identified in the suppliers Quality Control Program. 916-1.3.3 Frequency of Sampling and Testing: Sampling of PG binders shall be done in accordance with AASHTO T-40. Initial Specification Compliance test results shall be required for each PG binder grade for each new LOT of material which will be further subjected to Quality Control Testing in accordance with 916-1.3.2. A new LOT will occur when the material in a tank changes and the Specification Compliance Test may no longer be representative of the material in the tank. This may be due to an incoming bulk shipment of material, change in refinery run, the manufacture of a product, or a blend of material in a tank. Additional testing is as follows: (1) Any PG binder shipped to a Department project during any one calendar month shall be tested at least once during that month for Specification Compliance in accordance with 916-1.3.2. (2) When being shipped to Department projects, samples shall be obtained by the supplier and tested for Quality Control testing in accordance with 916-1.3.2. A single one quart representative sample of each PG binder shall be obtained and tested by the supplier each calendar week; for each rack blended PG binder, additional representative samples shall be obtained daily. Each Quality Control sample and additional daily rack blended samples shall be adequately identified and retained not less than eight weeks at the supply location. Any PG binder not shipped to Department projects is not required to be sampled or tested. (3) Split samples of any PG binder will be provided when requested by a representative of the Department. In this situation three representative one quart samples will be obtained by the supplier under the direction of the Department. One sample will be submitted to the State Materials Office, one will be tested by the supplier for Specification Compliance and one will be tested by the supplier for Quality Control. The method of obtaining the three representative one quart samples is to obtain a single gallon sample, which is then stirred and poured into three one quart cans. When split samples are requested by the Department, the results from both parties will be made available within ten working days. (4) For each rack blended PG binder, identify minimum daily Process Control Testing in the QC Plan. 916-1.3.4 Reporting: A monthly report by the supplier containing Specification Compliance and Quality Control Test results for each PG binder LOT shall be submitted by the supplier in electronic format using the form provided by the Department to the State Materials Office within seven days following the end of the calendar month. Test results for split samples shall also be included. Process Control Test results shall not be included. Copies of these monthly reports and supporting test reports shall be available at the supply location for a minimum of 3 years. The report shall consist of the Specification compliance testing and Quality Control Testing of the following as applicable by these Specifications. SUPERPAVE PG ASPHALT BINDER -221- Specification Test and Method Conditions Minimum/Maximum Value Original Binder Superpave PG Asphalt Report Binder Grade Qualified Products List Number Report Polymer Modifier Type PG 76-22 Only) Report Spot Test, AASHTO Standard with Naphtha Solvent Negative for all grades T102 Solubility, AASHTO in Trichlorethylene Minimum 99.0% T44 Smoke Point, FM 5-519 COC Minimum 260°F Flash Point, AASHTO COC Minimum 450°F T48 Rotational Viscosity, 2750F Maximum 3 Pa-s ASHTO T316 A Absolute Viscosity, 140°F As Required for Quality AASHTO T202 Control Testing Dynamic Shear G */sin S, Test Temperature @ Minimum 1 00 kPa Rheometer, AASHTO 10 rad/sec, °C . Maximum 75 degrees T315 Phase Angle, S, PG 76-22 Only) Rollin Thin Film Oven Test Residue AASHTO T240 Rolling Thin Film Mass Loss% Maximum 0 50 Oven, AASHTO T240 . Dynamic Shear G*/sin 8, Test Temperature @ Rheometer, AASHTO °C 10 rad/sec Minimum 2.20 kPa T315 , Pressure A in Vessel Residue AASHTO R-28 at 100°C Dynamic Shear G*sin 8 Rheometer, AASHTO 10 rad/sec. @ 25°C Maximum 5000 kPa T315 S (Stiffness), @ Creep Stiffness, 60 sec. @ -12°C Maximum 300 Mpa AASHTO T313 M-value, @ Minimum 0.300 60 sec. -12°C Pressure Aging Vessel Residue (AASHTO R-28) at 110°C Positive Spot Only Dynamic Shear *sm . G 8, Rheometer, AASHTO 10 rad/sec. @ 25°C Maximum 5'000 kPa T315 -222- Creep Stiffness, S (Stiffness), @ 60 sec. @ -12°C Maximum 300 Mpa AASHTO T313 M-value, @ 60 sec. @ -12°C Minimum 0.300 916-1.3.5 Notification and Evaluation: In the event that a Specification Compliance test is outside specification requirements or a Quality Control test is outside limits established by the supplier as part of his Quality Control Program shipments of that product to Department projects will cease immediately and the Contractor and the State Materials Office will be notified and the product retested for Specification Compliance (resampling as appropriate). Where the retest for Specification Compliance meets all requirements, shipments of that product may resume. Where off-specification material has been shipped and the retest confirms the original test, the Contractor and State Materials Office will be informed of the steps taken to achieve specification compliance on the product shipped. Where off-specification materials has been shipped, further shipment of that product to Department projects shall remain suspended until the cause of the problem is evaluated and corrected by the supplier to the satisfaction of the State Materials Engineer. 916-1.3.6 Certification and Verification: The supplier shall furnish certification on the bill of lading for each shipment of PG binder delivered to.a Department project that includes: the quantity, the Superpave PG asphalt binder grade (including QPL number), PG binder LOT, a statement that the binder is in conformance with 916-1 and the suppliers Quality Control Program, and the quantity of silicone and anti-strip agent addition as applicable, including product designation (QPL number as applicable). Any special handling or temperature requirements shall be indicated on the certification and are solely the responsibility of the Contractor to follow. The Department may sample and test PG binder from the suppliers storage tank, the delivery vehicle, and/or Contractors storage tank to verify and determine compliance with this and other specification requirements. Where these tests identify material outside specification requirements, the State Materials Engineer may require the supplier to cease shipment of that PG binder product. Further shipment of that PG binder product to Department projects may remain suspended until the cause of the problem is evaluated and corrected by the supplier as necessary to the satisfaction of the State Materials Engineer. 916-2 Recycling Agents. 916-2.1 Requirements: The asphalt recycling agent (RA) shall be an asphalt cement (PG asphalt binder) or an asphalt cement blended (as necessary) with a softening agent or flux oil, and shall meet the following requirements: RECYCLING AGENTS Recycling Agent Minimum/Maximum Test Conditions Value -223- RECYCLING AGENTS Recycling Agent Minimum/Maximum Test Conditions Value Absolute Viscosity - 140°F Target Viscosity ± 20% AASHTO T202 Viscosity Ratio Visc. 140°F after RTFOT After AASHTO T240 Visc. 140°F before RTFOT maximum 3 Smoke Point COC minimum 260°F FM 5-519 Flash Point COC minimum 400°F AASHTO T48 Solubility in Trichlorethylene minimum 99.0% AASHTO T44 Rack blending of recycling agents (blending from two RA tank sources) will be permitted to meet a required target viscosity value. Silicone shall be added to the recycling agent at a rate of 25 cm3 for each 5,000 gallons of recycling agent. If a dispersing fluid is used in conjunction with the silicone, the resultant mixture containing the full 25 cm3 shall be added, in accordance with the manufacturer's recommendation. The blending of silicone mixture with the residue shall be done by the supplier prior to shipment. The recycling agent shall contain 0.5% heat-stable anti-strip additive by weight of asphalt from an approved source. The anti-strip additive shall meet the requirements of 916-5. The anti-strip additive shall be introduced and mixed into the recycling agent at the terminal. - - Where a recycling agent is used in mixes containing reclaimed asphalt -- pavement (RAP), the requirements of 334-2.3.4 must also be met. 916-2.2 Sampling and Reporting: Sampling of recycling agents shall be done in accordance with AASHTO T-40. Initial Specification Compliance test results shall be required for each new LOT of material. A new LOT will occur when the material in a tank changes and the Specification Compliance Test may not be representative of the material in the tank. This may be due to an incoming bulk shipment of material, change in refinery run, the manufacture of a product, or a blend of material in a tank. A monthly report by the supplier containing Specification Compliance Test results for each RA LOT shall be submitted by the supplier in electronic format using the form provided by the Department to the State Materials Office within seven days following the end of the calendar month. Copies of these monthly reports and supporting test reports shall be available at the supply location for a minimum of three years. 916-2.3 Certification and Verification: The supplier shall furnish certification on the bill of lading for each shipment of recycling agent delivered to a Department project that includes: the quantity, the RA target viscosity, the RA LOT(S), a statement that the RA is in conformance with 916-2, and the quantity of silicone and anti-strip agent addition, including product designation (QPL number as applicable). -224- The Department may sample and test recycling agents from the suppliers storage tank, the delivery vehicle, and/or Contractors storage tank to verify and determine compliance with this and other specification requirements. Where these tests identify material outside specification requirements, the State Materials Engineer may require the supplier to cease shipment of RA binder from that RA LOT(s). Further shipment of RA binder from that RA LOT(s) to Department projects may remain suspended until the cause of the problem is evaluated and corrected by the supplier as necessary to the satisfaction of the State Materials Engineer. 916-3 Cut-Back Asphalts. 916-3.1 Requirements: Rapid-curing, cut-back asphalt shall conform with the requirements of AASHTO M 81, except that the penetration range shall be from 60-120 instead of 80-120. For Grade RC-3000, in addition to the requirements shown in Table 1 of AASHTO M 81 the following values shall be added to the requirements for Distillation Test: Distillate, Percentage by Volume of Total Distillate to 680°F Grade RC-3000 Maximum to 320°F 0 to 374°F 10 to 437°F 40 All other requirements for the distillation test (and for other properties included in the table) shall be as shown in Table 1 of AASHTO M 81. Medium-curing, cut-back asphalt shall conform with the requirements of AASTHO M 82. 916-3.2 Sampling, Certification, and Verification: Sampling of cut-back asphalts shall be done in accordance with AASHTO T-40. For each tank of cut-back asphalt delivered to or prepared at the asphalt terminal, the asphalt supplier shall submit a sample to the State Materials Office for testing before use. A pretest number will then be assigned by the State Materials Office which shall be furnished with all cut-back asphalt delivered to the project. The pretest number shall be valid for six months from the date of issue. The Department may sample and test pre-tested cut-back asphalt from the suppliers storage tank, the Contractors transport tank and/or distributor to verify and determine compliance with this and other specification requirements. Where these tests identify material outside specification requirements, the State Materials Engineer may require the supplier to cease shipment of that pretested cut-back asphalt product. Further shipment of that pretested cut-back asphalt product to Department projects may remain suspended until the cause of the problem is evaluated and corrected by the supplier as necessary to the satisfaction of the State Materials Engineer. 916-4 Emulsified Asphalts. 916-4.1 Requirements: Anionic Emulsified Asphalt shall meet the requirements of AASHTO M 140 with the exception that the cement mix test will be waived when the -225- asphalt is used in non-mix application, such as tack coats and primes. Cationic Emulsified Asphalt shall meet the requirements of AASHTO M 208. Additional emulsions permitted by specifications shall meet the following requirements: HIGH FLOAT EMULSIONS Test onditions Asphalt Emulsion Grade AE-60 Minimum/Maximum Tests on Emulsion: Sa bolt Furol Visc 122°F 75/400 seconds Settlement 5 days a maximum 5% Storage Stability 24 hour b maximum 1% Sieve Test maximum 0.10% emulsibili 50 mL CaC12 0.10 N minimum X10 Residue b Distillation minimum 65% Oil Portion 500°F. Dist. maximum 1% b volume Tests on Residue: Penetration 0.1 mm 77°F, 100 , 5 seconds minimum 40 Absolute Viscosity 140°F minimum 3,200 poise Ductility 77°F, 50 mm/minute minimum 400 min Float Test 140°F inimum 1,200 seconds Solubility in Trichloreth lene inimum 97.5% Test Conditions Asphalt Emulsion Grade AE-90. Minimum/Maximum. Tests on Emulsion: Sa bolt Furol Visc 122°F 75/400 seconds Settlement 5 days a maximum 5% Storage Stability 24 hour b maximum 1% Sieve Test maximum 0.10% emulsibility 50 mL CaC12 0.10 N minimum 5% Residue b Distillation minimum 65% Oil Portion 500°F. Dist. maximum 2% b volume Tests on Residue: Penetration 0.1 mm 77°F, 100 , 5 seconds minimum 70 Absolute Viscosity 140°F minimum 1,600 poise Ductility 77°F, 50 mm/minute minimum 400 mm Float Test 140°F minimum 1,200 seconds Solubility in Trichlorethylene inimum 97.5% Test Conditions sphalt Emulsion Grade AE-150 -226- Minimum/Maximum Tests on Emulsion: Saybolt Furol Visc 122°F 75/400 seconds Settlement 5 days a maximum 5% Storage Stability 4 hour(b) maximum 1% Sieve Test maximum 0.10% emulsibili 0 ml, CaC12 0.10 N minimum 75% Residue b Distillation minimum 65% Oil Portion 500°F. Dist. maximum 3% b volume Tests on Residue: Penetration 0.1 mm 7°F, 100 , 5 seconds minimum 125 Absolute Viscosity 140°F minimum 800 poise Ductility 7°F, 50 mm/minute minimum 400 min Float Test 140°F inimum 1,200 seconds Solubility in Trichloreth lene inimum 97.5% Test Conditions Asphalt Emulsion Grade AE-200 Minimum/Maximum Tests on Emulsion: Sa bolt Furol Visc 122°F minimum 45 seconds Settlement 5 days a maximum 5% Storage Stability 4 hour b maximum 1% Sieve Test maximum 0.10% emulsibili 50 ML CaC12 0.10 N minimum 75% Residue b Distillation minimum 62% Oil Portion 500°F. Dist. maximum 8% b volume Tests on Residue: Penetration 0.1 mm 7°F, 100 , 5 seconds minimum 150 Absolute Viscosity 140°F minimum 400 poise Ductility 7°F, 50 mm/minute Float Test 140°F inimum 1,200 seconds Solubility 'n Trichloreth lene inimum 97.5% a) The test requirement for settlement may be waived when the emulsified asphalt is used in less than five days. b) The 24-hour (one day) storage stability test may be used instead of the five day settlement test. SPECIAL MS-EMULSION est onditions inimum/Maximum Tests on Emulsion: Sa bolt Furol Visc 7°F minimum 45 seconds Storage Stability 4 hour maximum 1% Sieve Test 0 ml, CaCl2 0.10 N maximum 0.10% emulsibili inimum 65% Residue b Distillation inimum 62% -227- SPECIAL MS-EMULSION Test Conditions [Minimum/Maximum Naphtha Content 500°F. Dist. aximum 8% b volume Tests on Residue: Penetration 0.1 mm 77°F, 100 , 5 seconds minimum 50 Ductility 77°F, 50 mm/minute minimum 400 mm Absolute Viscosity 140°F minimum 800 poise Solubility in Trichloroeth lene minimum 97.5% Maximum application temperature shall be 170°F. EMULSIFIED ASPHALT GRADE CRS-2H Test onditions Minimum/Maximum Tests on Emulsion: Sa bolt Furol Visc. 122°F 100/400 seconds Settlement 5 days a maximum 5% Storage Stability 4 hour b maximum 1% emulsibility 35 mL 0.8% Sodium Dioctyl Sulfosuccinate c minimum 40% Particle Charge positive Sieve Test maximum 0.1% Residue minimum 65% Tests on Residue: Penetration 0.1 mm 77°F, 100 , 5 seconds 80/140 Ductility 77°F, 50 mm/minute minimum 400 mm Solubility in Trichloroeth lene minimum 97.5% (a) The test requirement for settlement may be waived when the emulsified asphalt is used in less than five days. (b) The 24-hour (one day) storage stability test may be used instead of the five day settlement test. (c) The demulsibili test shall be made within 30 days from date of shipment. ASPHALT EMULSION PRIME AEP Test Conditions Minimum/Maximum Tests on Emulsion: Sa bolt Furol Visc. 77°F 0/150 seconds Settlement 5 days a maximum 5% Storage Stability 4 hour b maximum 1% Sieve Test maximum 0.1% Residue inimum 55% Naphtha Content 500°F. Dist aximum 12% b volume Tests on Residue: Penetration 0.1 mm 77°F, 100 , 5 seconds 0/200 Ductility 7°F, 50 mm/minute minimum 400 mm Solubility in Trichloroeth lene minimum 97.5% (a) The test requirement for settlement may be waived when the emulsified asphalt is used in less than five days. (b) The 24-hour (one day) storage stability test may be used instead of the five day settlement test. -228- ASPHALT EMULSION GRADE RS-1 Test Conditions M inimum/Maximum Tests on Emulsion: Sa bolt Furol Visc 770 F 0/100 seconds Storage Stability 4 hour maximum 1% emulsibili 35 mL 0.02N CaC12 a minimum 60% Sieve Test maximum 0.10% Residue b Distillation inimum 55% Naphtha Portion 500TF. Dist b aximum 3% b volume Tests on Residue From Distillation Test: Penetration (0.1 mm) 77T, 100 g, 5 seconds minimum 60 Viscosity 140OF minimum 1,600 poise Ductility 77°F, 50 mm/minute minimum 400 mm Solubility in Trichloroeth lene inimum 97.5% (a) The demulsibility test shall be made within 30 days from the date of shipment. (b) When RS-1 has been modified to include naphtha, the 24-hour storage stability test will be waived. EMULSION PRIME RS TYPE Test onditions Minimum/Maximum Tests on Emulsion: Sa bolt Furol Visc. 770F minimum 75 seconds Storage Stability 4 hour maximum 1.0% Sieve Test maximum 0.1% Naphtha Content 5/15%o by volume Residue ? minimurn 55% Tests on Residue:* Penetration 0.1 mm 77TF, 100 , 5 seconds minimum 50 Viscosity 140OF minimum 800 poise Solubility in Trichloroeth lene minimum 97.5% * Residue by distillation shall be in accordance with AASHTO T 59 except that the maximum temperature shall be 329 10TF 165 t 5TC and the sample shall be maintained at this temperature for 20 minutes. EPR-1 PRIME e Tests Conditions Minimum/Maximum Tests on Emulsion: Sa bolt Furol Visc. 70F /24 seconds Storage Stability 4 hour maximum 0.5% Sieve Testa maximum 0.1% Residue b Distillation b minimum 20% Particle Charge Test c positive Test on Residue: d lash Point OC minimum 410T iscosi 140°F 00/1000 cSt -229- EPR-1 PRIME e Tests Conditions Minimum/Maximum Tests on Emulsion: (a) Distilled water shall be used in place of 2% sodium oleate solution. (b) Residue by distillation shall be in accordance with AASHTO T 59 with the exception that a 50 g sample is heated to 300°F [149°C] until foaming ceases, then cooling immediately and calculating results. (c) Caution: this material has a positive particle charge, and therefore should not be mixed with materials having a negative particle charge. (d) Residue by distillation shall be in accordance with AASHTO T 59 except that the maximum temperature shall be 329 f 10°F [165 f 5°C] and the sample shall be maintained at this temperature for 20 minutes. e) EPR-1 Prime shall not be diluted and in the event that EPR-1 Prime is not used in a 12-hour period, the materi al hall be thoroughly mixed b circulation or other suitable means prior to it's use. EMULSIFIED ASPHALT GRADE CRS-1h Test Conditions Minimum/Maximum Tests on Emulsion: Saybolt Furol Visc 77°F 20 - 100 seconds Storage Stability 24 hour maximum 1% Demulsibility 35 ml 0.8% Sodium Dioctyl Sulfosuccinate a minimum 60% Sieve Test maximum 0.10% Residue b Distillation 500°F. Distillation minimum 55% Naphtha Portion 500°F. Distillation. b maximum 3% b volume Particle charge positive Tests on Residue From Distillation Test: Penetration O.Imm 77°F, 100g, 5 seconds minimum 60 Viscosity 140°F minimum 1600 poise Ductility 77°F minimum 400 mm Solubility in Trichloroethylene minimum 97.5% The demulsibility test shall be made within 30 days from the date of shipment. When CRS-1 has been modified to include naphtha, the 24 hour storage stability will be waived. EMULSIFIED ASPHALT GRADE NTSS-Ihm Test Conditions Minimum/Maximum Tests on Emulsion: Sa bolt Furol Visc. 77°F 20 - 500 seconds Storage Stability 24 hour maximum 1% Settlement 5 days maximum 5% Residue b Distillation mimimum 50% Naphtha Content 500°F. Distillation maximum 1% b volume Sieve Test maximum 0.30% a Tests on Residue From Distillation Test: Penetration 0.1mm 77°F, 100g, 5 seconds maximum 20 Softening Point ASTM D36 minimum 149°F Dynamic Shear Rheometer AASHTO T315 G* sin&, 186.8°F @ IOrad/sec minimum 1.00 kPa -230- Solubility in Trichloroethylene minimum 97.5% (c) Sieve test may be waived if no application problems are present in the field. 916-4.2 Sampling, Certification, and Verification: For each tank of emulsified asphalt delivered to or prepared at the asphalt terminal, the asphalt supplier shall submit a sample to the State Materials Office for testing before use. A pretest number will then be assigned by the State Materials Office which shall be furnished with all emulsified asphalt delivered to the project. The pretest number shall be valid for six months from the date of issue. The Department may sample and test pretested emulsified asphalt from the suppliers storage tank, the Contractors transport tank and/or distributor to verify and determine compliance with this and other specification requirements. Where these tests identify material outside specification requirements, the State Materials Engineer may require the supplier to cease shipment of that pretested emulsified asphalt product. Further shipment of that pretested emulsified asphalt product to Department projects may remain suspended until the cause of the problem is evaluated and corrected by the supplier as necessary to the satisfaction of the State Materials Engineer. 916-5 Liquid Anti-strip Agents: 916-5.1 Requirements: Liquid anti-strip agents shall be tested by the Department in accordance with FM 5-508. Tensile strength ratios will be calculated for the following two conditions and expressed as percentages: 1) conditioned mixture without anti-strip to unconditioned mixture without anti-strip and 2) conditioned mixture with anti-strip to unconditioned mixture without anti-strip. A 20% gain in tensile strength ratio for condition #2 as compared to condition #1 shall be required. 916-5.2 Qualified Products List: Liquid anti-strip agents supplied under this Specification shall be one of the products included on the Qualified Products List (QPL) as specified in 6-1. Liquid anti-strip agents meeting the criteria in 916-5.1 will be considered for inclusion on the Department's (QPL). For each liquid anti-strip agent, the supplier will submit to the State Materials Office one pint of a representative sample of liquid anti-strip agent when submitting the Product Evaluation Application. Liquid anti- strip agents must be requalified on an annual basis. If the liquid anti-strip agent has been modified then a new sample shall be submitted to the Department and tested per 916-5.1. 916-5.3 Mix Design Verification: Inclusion of a liquid anti-strip agent on the QPL does not guarantee that the anti-strip will be approved for use in an asphalt mixture. Specifications may require subsequent moisture susceptibility testing per FM 1-T 283 for the particular mix design. Results from this testing may indicate the need for a larger dosage rate of anti-strip agent (up to 0.75% maximum) or a different anti-strip agent to meet the specification requirements. -231- 919 GROUND TIRE RUBBER FOR USE IN ASPHALT RUBBER BINDER. (REV 6-12-07) (FA 7-31-07) (1-08) ARTICLE 919-3 (Page 785) is deleted and the following substituted: 919-3 Physical Requirements. The physical properties of the ground tire rubber shall be determined in accordance with FM 5-559, and shall meet the following requirements: Specific Gravity ................................................. 1.10 to 1.20 Moisture Content .......................................Maximum 0.75% Metal Contaminants ...................................Maximum 0.01% Gradation - The gradation shall meet the limits shown in Table 919-1 for the type of rubber specified. Table 919-1 Gradations of Ground Tire Rubber Sieve Size /o Passing Type A Type B Type C No. 16 --- --- 100 No. 30 --- 100 70-100 No. 50 100 40-60 20-40 No. 100 50-80 --- --- 921 PORTLAND CEMENT AND BLENDED CEMENT. (REV 12-26-07) (FA 1-7-08) (7-08) SECTION 921 (Pages 787-789) is deleted and the following substituted: SECTION 921 PORTLAND CEMENT AND BLENDED CEMENT 921-1 General. 921-1.1 Type of Cement: Cement shall conform to the requirements of the following AASHTO designations except where a particular type of cement is specified on the plans or Specifications, and as specifically restricted in Section 346, cement may be Types I, II, III, IV, V (AASHTO M 85), or IP, IP (MS), IS (AASHTO M 240). 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. 921-1.2 Alkali Content: Only Portland cement containing a maximum of 0.60% alkali, or less, calculated as Na2O (% Na2O plus 0.658% K20), may be used with no further testing. When tests performed in accordance with ASTM C-33 XI.3 on coarse and fine aggregate indicate the aggregate to be non-reactive to alkalis, cements exceeding 0.60% alkali is allowed, but a supplementary cementitious material meeting the requirements of Section 929 shall be used. -232- 921-1.3 Heat of Hydration: When the cement heat of hydration is 80 cal/g or less at seven days, the cement may be used in moderately and slightly aggressive environments without pozzolans or slag. If the heat of hydration is between 81 and 88 cal/gm at 7 days, pozzolans or slag meeting the requirements of Section 929 shall be used. If the heat of hydration is greater than 88 cal/gm at 7 days, use cement in slightly aggressive environments only. Do not apply these requirements to Type I or III cement. 921-2 Terminology. The following definitions are applicable to the production and quality control of cement: Source of Supply - indicates a cement supplier responsible for supplying the final product. Where the supplier has more than one manufacturing facility, the source of supply may be designated as the manufacturer/facility. Approved Source - indicates a cement supplier, including but not limited to a plant, a terminal, or a transfer facility, that has been qualified by the State Materials Office. A list of Approved Cement Sources will be maintained by the State Materials Office. Quality Control Plan Status - indicates quality control approval status, for each cement supplier and will be maintained by the State Materials Office in conjunction with the Approved Source List. Purchaser - The term "purchaser" in the AASHTO Specifications shall be taken as the Department. Approved Laboratory - indicates a laboratory acceptable to the State Materials Office which has been currently inspected by the Cement and Concrete Reference Laboratory (CCRL), is actively participating in their proficiency program and which has all deficiencies noted at the time of inspection corrected. The laboratory must also authorize CCRL to send copies of final inspection reports to the State Materials Office. Mill Test Report - indicates a certification from the cement supplier identifying that the cement meets Section 921 and AASHTO M-85, the Type, the production period the sample represents and the chemical and physical analyses of the cement, and the silo number(s) where the cement is stored. The mill test report must identify that there is limestone in the cement, if limestone is included. An acceptable mill test report is found in the appendix of AASHTO M-85. 921-3 Packing Handling and Storing. Cement may be delivered in bags or in bulk. The storage building, bin or silo shall be weatherproof and shall be located convenient to the work. On small jobs, storage in the open may be permitted by the Engineer in which case raised platforms and adequate waterproof coverings shall be provided. 921-4 Rejection. The entire contents of the sack or bulk container which contains cement that does not meet the requirements of this Specification or has been damaged, is partially set, lumpy or caked shall be rejected. -233- Bagged cement which varies more than 5% from the designated weight, or if the average weight of 50 sacks, taken at random, is less than the designated weight, the cement shall be rejected. 921-5 Quality Control Plan. 921-5.1 General: The quality control program of a cement supplier shall conform to 105. Cement suppliers shall submit a proposed quality control plan to the State Materials Office for plan approval. In addition to the quality control plan, the supplier must submit test reports from an approved laboratory which certifies that the cement in current production or supply conforms to these Specifications. Upon initial quality control plan approval and receipt of the cement mill test report, the suppliers will be placed in an approved source status with an approved quality control plan. An approved laboratory shall perform one quality control test per day. Submit a copy of the monthly mill test report to the State Materials Office. The mill test report shall indicate that the cement meets the requirements of this Specification. Also, the corresponding samples along with mill test reports shall be submitted to the Department, upon request. Producers intending to use limestone as a component material in the production of cement shall describe the type and source of the limestone. In addition, the producer shall supply the Department with a sample of the limestone, a sample of the cement prior to the limestone being added and a sample of the cement after the limestone has been added. The analysis of these materials will be used as a baseline for information. In the event that the source of limestone used by the cement producer changes, additional samples of both the limestone and the cement with the limestone added shall be provided to the State Materials Office for evaluation. Representatives from the Department may take samples from the cement production facility at a minimum of once per year to verify compliance with the producer's quality control plan. The supplier's quality control plan shall be sufficient to insure that more than 97% of all cement delivered for FDOT work shall meet all Specification requirements. Upon request of the Department, the supplier shall provide split samples of the cement collected for quality control testing. Split samples shall be delivered to the State Materials Office and shall be identified as representing a designated LOT of cement. 921-5.2 Acceptance of Portland Cement: Portland Cement from an approved source with a current quality control plan approval may be accepted on the basis of mill test reports meeting the requirements of the applicable AASHTO and FDOT Specifications and a delivery ticket printed on the producer's letterhead and traceable to the mill test report. Mill test reports shall be provided upon request to the State Materials Office and corresponding samples for verification testing. Quality control testing shall be performed by an approved laboratory. 921-5.3 Cement Ownership and Responsibility: For purposes of quality control plan approval status, the cement supplier shall be responsible for cement quality until the cement is accepted by the concrete producer. Where the cement has been accepted by a concrete producer and is subsequently found deficient, the concrete plant quality control plan approval may be withdrawn with respect to further use of that cement and reinstated only when the deficiency is adequately resolved. Reinstatement is made by the State Materials Office. -234- 921-5.4 Quality Control Plan Approval Control: The State Materials Office may withdraw quality control plan approval and may require cement shipments to be individually tested prior to incorporation into Department work. Quality control plan approvals may be rescinded when the performance of cement is in question, including problems with concrete quality, inconsistent quality control data, or failure of quality control or verification test results. Discontinuance of approval may be based on testing at the point of use, testing by the manufacturer or proven poor performance of the cement in concrete. In the specific instance of a failing cement sample taken by the Department, at the cement source, the failure shall initiate the Department to retest the sample. Failure of the retest will be considered adequate evidence to withdraw the quality control plan of the Cement Supplier. Notification of failing test results will be distributed to the cement supplier (and concrete producers if applicable) as designated in the approved quality control plan. Split samples of the initial sample may be provided to the cement supplier and concrete producer upon request. Reinstatement of the quality control plan will occur when the cement producer identifies and corrects the specific cause of the failures or that a statistical analysis indicates that the current cement production meets or exceeds the requirements of this Specification. 921-5.5 Sampling of Cement: The verification samples may be taken at the manufacturer's plant, distribution facility or at the concrete production facility. Samples shall be obtained by one of the methods in Florida Methods FM 5-503. Samples shall be a minimum of 10 pounds in size. At the concrete production facility, cement samples shall be jointly obtained by the Department Inspector and the concrete producer's representative. 942 PIPE GASKETS. (REV 11-7-07) (FA 12-18-07) (7-08) ARTICLE 942-1 (Page 836) is deleted and the following substituted: 942-1 Round Rubber Gaskets for Pipe Joints. Except where O-ring type gaskets are specified for special cases and for special type pipe, round rubber gaskets for use in concrete pipe joints shall meet the requirements of ASTM C 443, with the additional requirements that the gasket used shall be of such cross sectional area and perimeter as to properly fit the space provided in the pipe joint in which it is to be used. Prior to use, the gasket shall be stored in as cool a place as practicable. ARTICLE 942-4 (Page 837) is deleted and the following substituted: 942-4 Profile Rubber Gaskets for Concrete Pipe Joints. (a) Round Pipe: The gaskets shall meet the requirements of ASTM C 443. (b) Elliptical Pipe: The gaskets shall meet the requirements of ASTM C 443. -235- Additionally, the gaskets used shall be of such cross sectional area and perimeter as to properly fit the space provided in the pipe joint in which it is to be used. The gaskets shall be stored in as cool a place as practicable prior to use. 970 MATERIALS FOR RAISED RETRO-REFLECTIVE PAVEMENT MARKERS AND BITUMINOUS ADHESIVE. (REV 4-13-07) (FA 4-16-07) (1-08) SUBARTICLE 970-1.3.1 (Page 861) is deleted and the following substituted: 970-1.3.1 Class A Markers: Meet the coefficient of luminous intensity requirements of ASTM D 4280. Abrasion treatment is not required for Class A Markers. SUBARTICLE 970-1.3.2 (Page 861) is deleted and the following substituted: 970-1.3.2 Class B (Abrasion Resistant) Markers: Meet the coefficient of luminous intensity requirements of ASTM D 4280 after abrasion. Each marker shall be marked as abrasion resistant by the manufacturer. SUBARTICLE 970-1.3.3 (Page 861) is deleted and the following substituted: 970-1.3.3 In-service Minimum Reflective Intensity: The Class B reflective pavement marker shall retain a minimum coefficient of luminous intensity for 18 months of not less than 30% of the values shown in Table 1 of ASTM D 4280, and a minimum luminous intensity of 0.2 cd/fc at the end of two years. 971 TRAFFIC MARKING MATERIALS. (REV 4-13-07) (FA 4-17-07) (1-08) SUBARTICLE 971-3.3 (Page 865) is deleted and the following substituted: 971-3.3 Physical Requirements: The material shall meet the following criteria: -236- Property Test Method Minimum Maximum Density ASTM D 1475 13.5 f 1.4 lb/ al - Consistency at 77°F ASTM D 562 80 KU 100 KU Fineness of Grind ASTM D 1210 2(HS) 3 (HS) Dry Opacity at 5 mils WFT Fed Std 141a Method 4121 0.96 - Bleed Ratio Fed Spec TT-P-85D 0.95 - Flexibility Fed Spec TT-P- 115D Pass - Abrasion Resistance 971-3.3.2 Pass - 971-3.3.1 Set To Bear Traffic Time: When applied at the temperatures and thickness specified by Section 710, the material shall set to bear traffic in not more than two minutes. 971-3.3.2 Abrasion Resistance: Test four samples per LOT using a Taber Abrader. The paint shall be applied to specimen plates using a drawdown blade having a clearance of 26 mils. Air dry each sample for 30 minutes and bake at 220°F for 18 hours. Clean with a soft brush and weigh each sample. Abrade samples for 1,000 cycles with 500 g weights and CS-10 wheels. Clean the samples with a soft brush and weigh again. The average weight loss for the four plates shall not exceed 50 mg per plate. 971-3.3.3 Retroreflectivity: The white and yellow pavement markings shall attain an initial retroreflectance of not less than 300 mcd/lx-m2 and 250 mcd/lx•m2. The retroreflectance of the white and yellow pavement markings at the end of the six month service life shall not be less than 150 mcd/lx-m2. 971-3.4 Packaging and Labeling: The traffic paint shall be placed in 55 gallon open-end steel drums with a re-usable multi-seal sponge gasket. No more than 50 gallons of material shall be placed in any drum to allow for expansion during transport and storage. SUBARTICLE 971-4.3 (Pages 866 and 867) is deleted and the following substituted: 971-4.3 Physical Requirements: The material shall meet the following criteria: Property Test Method Minimum Maximum Density ASTM D 1475 13.5 f 0.37 lb/ al N/A Consistency at 170°F ASTM D 562 80 KU 100 KU Fineness of Grind ASTM D 1210 2 HS 3(HS) Dry Opacity at 5 mils WFT Fed Std 141 a Method 4121 0.96 - Bleed Ratio Fed Spec TT-P-85D 0.95 - Flexibility Fed Spec TT-P-115D Pass - Abrasion Resistance 971-4.3.2 Pass - -237- 971-4.3.1 Set To Bear Traffic Time: When applied at the temperatures and thickness specified by Section 710, the material shall set to bear traffic in not more than two minutes. 971-4.3.2 Abrasion Resistance: Test four samples per LOT using a Taber Abrader. The paint shall be applied to specimen plates using a drawdown blade having a clearance of 26 mils. Air dry each sample for 30 minutes and bake at 220°F for 18 hours. Clean with a soft brush and weigh each sample. Abrade samples for 1,000 cycles with 1.1 lb weights and CS-10 wheels. Clean the samples with a soft brush and weigh again. The average weight loss for the four plates shall not exceed 0.178 oz per plate. 971-4.3.3 Retroreflectivity: The white and yellow pavement markings shall attain an initial retroreflectance of not less than 300 mcd/lx-m and 250 mcd/lx-m2, respectively. The retroreflectance of the white and yellow pavement markings at the end of the six month service life shall not be less than 150 mcd/lx-m2. 971-4.4 Application Properties: Application properties shall meet the requirements of Section 710. 971-4.5 Packaging and Labeling: The traffic paint shall be placed in 55 gallon open-end steel drums with a re-usable multi-seal sponge gasket. No more than 50 gallons of material shall be placed in any drum to allow for expansion during transport and storage. SUBARTICLE 971-9.6 (Pages 874 and 875) is deleted and the following substituted: criteria: 971-9.6 Physical Requirements: The material shall meet the following Property Test Method Minimum Maximum Dry Opacity* Fed Std 141a Method 4121 0.96 - Bleed Ratio Fed Spec TT-P-85D 0.95 - Flexibility Fed Spec TT-P-115D Pass - Abrasion Resistance 971-9.6.2 Pass - *When applied at manufacturer's recommended dry film thickness. 971-9.6.1 Set To Bear Traffic Time: When applied at the temperatures and thickness specified, the material shall set to bear traffic in not more than two minutes. 971-9.6.2 Abrasion Resistance: Test four samples per LOT using a Taber Abrader. The paint shall be applied to specimen plates using a drawdown blade having a clearance of 26 mils. Air dry each sample for 30 minutes and bake at 220°F for 18 hours. Clean with a soft brush and weigh each sample. Abrade samples for 1,000 cycles with 1.1 lb weights and CS-10 wheels. Clean the samples with a soft brush and weigh again. The average weight loss for the four plates shall not exceed 0.178 ounce per plate. 971-9.6.3 Retroreflectivity: The white and yellow pavement markings shall attain an initial retroreflectance of not less than 450 mcd/lx•m2 and not less than 350 mcd/lx-m2, respectively. The retroreflectance of the white and yellow pavement markings at the end of the three year service life shall not be less than 150 mcd/lx-m2. -238- 972 RECYCLED PLASTIC PRODUCTS. (REV 7-17-07) (FA 8-13-07) (1-08) SECTION 972 (Pages 875-878) is deleted and the following substituted: SECTION 972 RECYCLED PLASTIC PRODUCTS 972-1 Description. Recycled plastic products used shall be included on the Qualified Products List. For initial approval and annually thereafter, the producer shall furnish to the State Materials Engineer a certified test report from an approved independent test laboratory that shows the material meets all specifications herein. 972-2 Definitions. 972-2.1 Recycled Plastic: Those plastics composed of post-consumer material or recovered industrial material only, or both, that may or may not have been subjected to additional processing steps designed to afford products such as regrind or reprocessed or reconstituted plastics. 972-2.2 Post-Consumer Materials: Those products generated by a business or consumer that have served their intended end use and that have since been separated or diverted from solid waste for the purpose of collection, recycling, and re-disposition. 972-2.3 Recovered Material: Materials and by-products that have been recovered or diverted from solid waste, but not including those materials and by-products generated from, and commonly used within, an original manufacturing process. 972-3 Materials. The materials used for recycled plastic products shall consist of a minimum of 70% by weight of recycled plastic. The products shall exhibit good workmanship and shall be free of burns, discoloration, contamination, and other objectionable marks or defects which affect appearance or serviceability. Only chemicals, including fillers and colorants, designed to inhibit photo degradation, biological/biochemical decomposition, insect infestation, or burning will be permitted to enhance durability. The use of sufficient additives to inhibit photo degradation over the lifetime of the product is required. 972-3.1 Fence Posts: The posts shall be brown, approximating tree bark, to blend with the surroundings. They shall have no cracking, chipping, flaking, peeling or splintering in the final product. The product shall contain no more than 20% voids, by weight, over its length. 972-3.2 Delineator Posts: The product shall contain no more than 51% voids, by weight, over its length. -239- 972-4 Physical Requirements. 972-4.1 Line Post Physical Requirements: 972-4.1.1 Minimum dimensions for line posts: Length: 8 feet. Cross-section (Round post): 4 inch diameter; Cross section (Square post): 4 by 4 inch minimum. 972-4.1.2 Straightness: The straightness of the post shall comply with 954-5 for timber fence posts. 972-4.1.3 Flexural Strength: The post shall meet the requirements of the latest edition of the Southern Pine Inspection Bureau's Standard Grading Rules for Southern Pine Lumber for No. 2SR Stress Rated Grade Timber. 972-4.1.4 Surface Finish: The post shall exhibit a homogeneous and smooth surface finish and be relatively free of indents or other surface imperfections. 972-4.2 Delineator Post Physical Requirements: 972-4.2.1 Marking: The top of the post on the side away from traffic shall be date stamped showing the month and year of fabrication. The numerals shall be at least 1/2 inch in height and shall be either die stamped or legibly stamped with permanent ink. 972-4.2.2 Dimensions: The post shall have a minimum width of 3 inches facing traffic and of such length to generally provide a height of 48 inches above the pavement surface. 972-4.2.3 Color: The post shall be opaque white. The yellowness index shall not exceed 12 when tested in accordance with ASTM D 1925 or ASTM E 313. The daylight 45 degree, 0 degree luminous directional reflectance shall be a minimum of 70 when tested in accordance with ASTM E 1347. 972-4.2.4 Retroreflective Sheeting: The reflective sheeting shall be Types III, IV, V or VII and meet the requirements of Section 994. The reflective sheeting shall have a minimum width of 3 inches and have a minimum area of 30 inch 2. 972-4.2.5 Heat Resistance: The post shall be conditioned a minimum of two hours in an oven at 140 Jz 30°F. The conditioned post shall be capable of straightening itself within 30 seconds when bent 180 degrees at the midpoint for each of four bends. The test on each post shall be completed within two minutes of removal from oven. 972-4.2.6 Cold Resistance: The post shall be conditioned a minimum of two hours at -5 t 3°F in an environmentally controlled test chamber. Testing shall be performed in the environmental chamber. 972-4.2.7 Impact Resistance: (1) The post shall not be adversely affected when a device approximately at the center of the post, bends the free half of the post to a 90 degree angle with the remaining section being held stationary. The post shall return to its original shape within 60 seconds for each of four separate bends. (2) A steel ball weighing 2 pounds shall be dropped a distance of 5 feet through a virtually frictionless vertical guide to impact the surface of the post. The surface of the post being struck by the steel ball shall be in a horizontal position with the post supported and held in position at both ends. The post shall be subjected to five -240- impact tests concentrated near the middle of the post. Fracturing, cracking or splitting of the post shall constitute failure. 972-4.2.8 Impact Performance: The post, installed according to manufacturer's recommendations, shall be capable of returning to a vertical position f5 degrees and remain serviceable after receiving ten vehicle impacts at 55 mph at a 20 degree angle. The ambient temperature must be no less than 40°F. 972-4.2.9 Resistance to Herbicides: The posts shall be sprayed or receive a coating of the herbicide(s) currently being used by the Department, and this coating shall remain on the posts for a minimum of 48 hours and then thoroughly rinsed. The posts shall show no significant change in color, flexibility, nor integrity when subjected to this herbicide exposure. 972-5 Predicted Service Life. In-service line posts shall provide a minimum acceptable performance life of 35 years. Conditions to be considered in establishing the minimum acceptable performance life shall include, but are not limited to, the following: a. Insect infestations, especially by fire ants and termites causing a weight reduction resulting in a loss in strength exceeding 10% of its original strength. b. Rotting or erosion due to soil micro-organisms. c. Any cracks, breaks or stress cracks. d. Water uptake exceeding 10% by weight of its original weight over its predicted lifetime. e. Non-flammability-retarded susceptibility to burning via appropriate additives. f. Straightness as noted in 972-4.2. The test methods to comply with the above shall be in accordance with FM 5-557. 972-6 Sampling. One additional product per 1,000, or a minimum of one per order shall be included in the order for Department testing. 972-7 Certification. The manufacturer shall certify that such products have been tested in accordance with this specification and found to meet the requirements. A certification shall be provided for each LOT of a shipment. The manufacturer shall also certify the following: a. The source of the recycled plastic waste, including the state (FL, GA, etc.) from which the recycled plastic was obtained, and type of waste (consumer or industrial). b. The total percent of recycled plastic in the final product. Any marked property variations from the original test values for a material or evidence of inadequate field performance of a material will be considered as sufficient proof to remove the material from the Department's Qualified Products Lists. -241- 975 PAINTING GALVANIZED STEEL STRAIN POLES, MAST ARMS AND MONOTUBE ASSEMBLIES. (REV 5-10-07) (FA 5-29-07) (9-07) ARTICLE 975-7 (Pages 882 and 883) is deleted and the following substituted: 975-7 Painting Strain Poles, Mast Arms and Monotube Assemblies. Paint systems used on galvanized steel strain poles, galvanized steel mast arms and galvanized steel monotube assemblies shall meet the color requirements as specified in the Contract Documents and shall exhibit no loss of adhesion or loss of color greater than 80Es for five years after final acceptance as specified in 5-11. A steel signal mast arm assembly or monotube assembly that exhibits a cumulative surface area of delamination in excess of 100 square inches will constitute an adhesion failure. Delamination shall be defined as any area of exposed metal surface subsequent to hand tool cleaning in accordance with SSPC-SP2. A change in the coating color in excess of 80Es per the CIE L*a*b* 1976 will constitute a color retention failure. The Department will measure the CIE 1976 color chromaticity coordinates for the color of the top coat of the two sample coupons provided with a BYK-Gardner Handicolor colorimeter using D65 illuminant and 2 degree geometry settings. The Department measured L*a*b* chromaticity coordinates shall define the initial color and will used for resolution of color retention failures and the resolution of color retention disputes. All paint systems must possess physical properties and handling characteristics that are compatible with the application requirements of Section 649. Materials must be specifically intended for use over galvanized steel. 981 TURF MATERIALS. _ (REV 6-27-06) (FA 7-7-06) (1-07) SECTION 981 (Pages 884-886) is deleted and the following substituted: SECTION 981 TURF MATERIALS 981-1 General. The types of seed and sod will be specified in the Contract Documents. All seed and sod shall meet the requirements of the Florida Department of Agriculture and Consumer Services and all applicable State laws, and shall be approved by the Engineer before installation. All seed, sod and mulch shall be free of noxious weeds and exotic pest plants, plant parts or seed listed in the current Category I "List of Invasive Species" from the Florida Exotic Pest Plant Council (FLEPPC, www.fleppc.org). Any plant officially listed as being noxious or undesirable by any Federal Agency, any agency of the State of Florida or any local jurisdiction in which the project is being constructed shall not be used. Furnish to the Engineer, prior to incorporation onto the project, a certification from the Florida Department of Agriculture and Consumer Services, Division of Plant -242- Industry, stating that the seed, sod or mulch materials are free of noxious weeds. Any such noxious or invasive plant or plant part found to be delivered in seed, sod or mulch will be removed by the Contractor at his expense and in accordance with the law. All materials shall meet plant quarantine and certification entry requirements of Florida Department of Agriculture & Consumer Services, Division of Plant Industry Rules. 981-2 Seed. The seed shall have been harvested from the previous year's crop. All seed bags shall have a label attached stating the date of harvest, LOT number, percent purity, percent germination, noxious weed certification and date of test. Each of the species or varieties of seed shall be furnished and delivered in separate labeled bags. During handling and storing, the seed shall be cared for in such a manner that it will be protected from damage by heat, moisture, rodents and other causes. All permanent and temporary turf seed shall have been tested within a period of six months of the date of planting. All permanent and temporary turf seed shall have a minimum percent of purity and germination as follows: 1. All Bahia seed shall have a minimum pure live seed content of 95% with a minimum germination of 80%. 2. Bermuda seed shall be of common variety with a minimum pure live seed content of 95% with a minimum germination of 85%. 3. Annual Type Ryegrass seed shall have a minimum pure live seed content of 95% with a minimum germination of 90%. 981-3 Sod. 981-3.1 Types: Unless a particular type of sod is called for in the Contract Documents, sod may be either centipede, bahia, or bermuda at the Contractor's option: It shall be well matted with roots. Where sodding will adjoin, or be in sufficiently close proximity to, private lawns, other types of sod may be used if desired by the affected property owners and approved by the Engineer. 981-3.2 Dimensions: The sod shall be taken up in commercial-size rectangles, or rolls, preferably 12 by 24 inch or larger, except where 6 inch strip sodding is called for, or as rolled sod at least 12 inches in width and length consistent with the equipment and methods used to handle the rolls and place the sod. Sod shall be a minimum of 1 1/4 inch thick including a 3/4 inch thick layer of roots and topsoil. Reducing the width of rolled sod is not permitted after the sod has been taken up from the initial growing location. Any netting contained within the sod shall be certified by the manufacturer to be bio- degradable within a period of three months from installation. 981-3.3 Condition: The sod shall be sufficiently thick to secure a dense stand of live turf. The sod shall be live, fresh and uninjured, at the time of planting. It shall have a soil mat of sufficient thickness adhering firmly to the roots to withstand all necessary handling. It shall be planted within 48 hours after being cut and kept moist from the time it is cut until it is planted. No sod which has been cut for more than 48 hours may be used unless specifically authorized by the Engineer. A letter of certification from the turf Contractor as to when the sod was cut, and what type, shall be provided to the Engineer upon delivery of the sod to the job site. -243- The source of the sod may be inspected and approved by the Engineer prior to being cut for use in the work. 981-4 Mulch. The mulch material shall be compost meeting the requirements of Section 987, hardwood barks, shavings or chips; or inorganic mulch materials as approved by the Engineer; or hydraulically applied wood fiber mulch or bonded fiber matrix (BFM). 981-5 Source Requirements for Sod and Mulch. The Contractor shall comply with all current restrictions in regard to movement of sod and mulch material, as required by the Division of Plant Industry, Florida Department of Agriculture and Consumer Services (www.doacs.state.fl.us/pi/plantinsp/pi_reg_summary.html ). 982 FERTILIZER. (REV 8-30-06) (FA9-6-06) (1-07) ARTICLE 982-3 (Page 886) is deleted and the following substituted: 982-3 Fertilizer Rates. Soil laboratory fertilization recommendations are based on the amount (lbs) of nutrients (N, P2O5, K2O) to apply per given area (usually 1,000 sq. ft.). From this recommendation it is necessary to select an appropriate fertilizer grade and then determine how much of this fertilizer to apply to the area. If a complete fertilizer (containing all three primary nutrients) is not available in -- the ratio of N-P-K necessary to match the ratio required in the fertilizerrecommendation,- mixed-grade or single-nutrient fertilizers should be used to satisfy each nutrient requirement. To calculate fertilizer rates: 1. Measure the area to be fertilized in square feet. 2. Select fertilizer(s) to be used based on the soil testing laboratory recommendations by matching the ratio of nutrients recommended to the fertilizer grades available. 3. Determine the amount of fertilizer to apply to a given area (1,000 sq. ft.) by dividing the recommended amount of nutrient by the percentage of the nutrient (on a decimal basis) in the fertilizer. Apply no more than 0.25 lbs P2O5/1000 sf per application prior to planting. 4. Adjust the amount of fertilizer to the project area. -244- 990 TEMPORARY TRAFFIC CONTROL DEVICE MATERIALS. (REV 12-11-06) (FA 2-9-07) (7-07) ARTICLES 990-10 and 990-11 (Pages 900-902) are deleted and the following substituted. 990-10 Temporary Traffic Control Signals. 990-10.1 General: Meet the physical display and operational requirements of conventional traffic signal described in the MUTCD for portable traffic signals. The standard includes but is not limited to the following: (1) Use signal heads having three 12 inches vehicular signal indications (Red, Yellow and Green). Ensure there are two signal heads for each direction of traffic. (2) The traffic signal heads on this device will be approved by the Department. (3) Department approved traffic signal lamps will be installed in each section with the filament opening in an upright position. Other Department approved lighting sources will be installed in each section in accordance with the manufacturer's permanent directional marking(s), that is, an "Up Arrow", the word "UP" or "TOP," for correct indexing and orientation within a signal housing. (4) The masts supporting the traffic signal heads will be manufactured with the lowest point of the vehicular signal head as follows: (a) Eight feet above finished grade at the point of their installation for "pedestal" type application or (b) Seventeen to 19 feet above pavement grade at the center of roadway for "overhead" type application. (5) The yellow clearance interval will be programmed three seconds or more. Under no condition can the yellow clearance interval be manually controlled. It must be timed internally by the controller as per Department specifications. (6) The green interval must display a minimum of five seconds before being advanced to the yellow clearance interval. (7) The controller will allow for a variable all red clearance interval from 0 to 999 seconds. (8) Portable traffic control signals will be either manually controlled or traffic actuated. Indicator lights for monitoring the signal operation of each approach will be supplied and visible from within the work zone area. (9) When the portable traffic control signals are radio actuated the following will apply: (a) The transmitter will be FCC Type accepted and not exceed 1 watt output per FCC, Part 90.17. The manufacturer must comply with all "Specific limitations" noted in FCC Part 90.17. (b) The Controller will force the traffic signal to display red toward the traffic approach in case of radio failure or interference. (10) The trailer and supports will be painted construction/maintenance orange enamel in accordance with the MUTCD color. (11) The device will meet NEMA environmental standard. The test report certified by an independent laboratory will be provided. -245- (12) Ensure the certification number is engraved or labeled permanently on equipment. (13) Ensure the device has an external, visible, water resistant label with the following information: "Certification of this device by the Florida Department of Transportation allows for its use in Construction Zones Only." 992 HIGHWAY LIGHTING MATERIALS. (REV 2-14-07) (FA 2-28-07) (7-07) ARTICLES 992-1 thru 992-4 (Pages 902-904) is deleted and the following substituted: 992-1 Design Criteria. 992-1.1 General: The light poles and bracket arms shall be in accordance with the requirements of the AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals, the FDOT Structures Manual and with the specific requirements contained in this Section. 992-1.2 Wall Thickness of Steel High Mast Poles: The minimum wall thickness for galvanized steel poles shall be 0.1793 inch (7 gauge). 992-1.3 Light Pole Assembly: The light pole assembly shall conform to the applicable requirements of IES, EEI, and NEMA (Illuminating Engineering Society, Edison Electric Institute, and National Electrical Manufacturers Association). 992-2 Light Poles. 992-2.1 Galvanized Steel: Galvanized steel high mast poles shall be continuous- tapered, round or minimum of 12 sided poles. Each section shall be manufactured from one length of steel sheet, formed in continuous tapered tube, with one continuous arc- welded vertical seam. They shall be galvanized in accordance with ASTM A 123. 992-2.2 Aluminum: Aluminum light poles shall be round, one piece, continuous- tapered, high-strength aluminum, and of an approved alloy meeting the requirements of the Design Standards. 992-2.3 Length: The poles shall be of such length as to provide the approximate luminaire mounting height shown in the plans or directed by the Engineer. 992-2.4 Bases: Transformer base poles shall have a grounding lug in the transformer base. A heavy cast base shall be attached to the lower end of each shaft by a continuous arc weld, inside and outside of the shaft, or by a combination of arc welding and a press fit, subject to the approval of the Engineer. The base shall be arranged for anchoring to a transformer base or a concrete foundation with four anchor bolts 1 inch (minimum size), unless otherwise shown in the plans. 992-2.5 General: The lighting pole assembly shall conform to the applicable requirements of IES, EEI and NEMA. The base shall be provided with the necessary anchorage, hardware, and bolt covers. An ornamental cap shall be provided to fit over the top of the pole to exclude moisture. All poles not located behind guardrail or bridge rail, or that are not wall mounted, shall be frangible, except as shown in the plans. -246- 992-3 Bracket Arms. Bracket arms shall be aluminum, truss-type construction, consisting of upper and lower members with vertical struts, and shall have the luminaire end formed to accommodate a 2 inch pipe slipfitter. The bracket arms shall meet the design requirements of 992-1.1 and 992-1.3. Bracket arms shall be attached to aluminum poles, with machine bolts and pole adapters, unless approved otherwise. 992-4 Luminaires, Ballasts, etc. Luminaires shall consist of a precision-cast aluminum housing and reflector holder, a refractor-holder latch on the street side, and a hinge with a safety catch on the house side of the luminaire; also a slipfitter suitable for attaching to a 2 inch mounting bracket, gasketing between the reflector and the refractor and .the socket entry, an adjustable bracket capable of producing the specified IES type light distributions, and a heat-resistant, high-transmission glass prisomatic refractor. Luminaires may be mercury vapor, induction, metal halide, or high pressure sodium vapor, as indicated in the plans. Unless otherwise indicated in the plans, the luminaires shall have internal ballasts of the regulated output (constant wattage) type, suitable for operating on the circuits shown in the plans. The ballasts shall be pre-wired to the lamp socket and terminal board, requiring only connection of the power-supply leads to the ballast primary terminals. The ballast shall have a power factor of at least 90%. The ballast shall provide for regulation within =L6% variation in lamp watts at a primary voltage variation of ±10% for lamps of 400w or less and provide for regulation within f 13% variation in lamp watts at a primary voltage variation of ±10% for lamps of 750w or greater. The luminaires shall meet the requirements shown in the plans. 992-4.1 Certification: The Contractor shall provide the Engineer a certification conforming to the requirements of Section 6 from the manufacturer of the luminaries and electrical ballasts confirming that the requirements of this Section are met. Each certification shall cover only one LOT for luminaries and/or electrical ballasts. 993 OBJECT MARKERS AND DELINEATORS. (REV 1-30-08) (FA 1-31-08) (7-08) SECTION 993 (Pages 909-912) is deleted and the following substituted: SECTION 993 OBJECT MARKERS AND DELINEATORS 993-1 Object Markers. 993-1.1 General: Object markers shall meet the general requirements outlined in the Manual of Uniform Traffic Control Devices (MUTCD). For uniformity all Type 1 markers shall be either OM1-1 or OM1-3 style markers, all Type 2 markers shall be either OM2-1V or OM2-2V style markers and all end of road markers shall be either OM4-1 or OM4-3 style markers. -247- 993-1.2 Retroreflectors: The reflectors shall be of acrylic plastic and shall be a minimum of 3 inches in diameter. They shall be mounted in a heavy-duty housing with a back plate. The reflector shall consist of a clear and transparent plastic lens, which shall be red or amber as specified, and a plastic back of the same material, fused to the lens under heat and pressure around the entire perimeter, in such manner as to form a homogeneous unit, permanently sealed against dust, water, and water vapor. The lens shall consist of a smooth front surface, free from projections or indentations (other than for identification or orientation) and a rear surface bearing a prismatic configuration such that it will effect total internal reflection of light. The acrylic plastic shall be of a type meeting the requirements of Federal Specification L-P-380, Type I, Class 3, and, in order that the Department can readily check the suitability of the raw material used, the manufacturer shall stipulate the raw material and the particular molding compound to be furnished. 993-1.2.1 Durability Tests For Retroreflectors: Seal Test: The following test will be used to determine if a reflector is adequately sealed against dust and water. Submerge 20 samples in water bath at room temperature. Subject the submerged samples to a vacuum of 10 inches gauge for five minutes. Restore atmospheric pressure and leave samples submerged for five minutes, then remove and examine the samples for water intake. Failure of more than two of the 20 samples tested shall be cause for tentative rejection of the LOT. 993-1.2.2 Optical Requirements: The initial specific intensity of object markers shall be at least equal to the minimum values shown below. Failure to meet the required specific intensity shall constitute failure of the reflector being tested. Observation Angle Entrance Angle Specific Intensity candelasr/foot-candle Crystal Yellow Red 0.1 degree 0 degree 40 24 10 0.1 degree 20 degree 16 10 4 The reflector to be tested shall be spun so as to have an average orientation effect, and shall be placed at a distance of 100 feet from a single light source having an effective diameter of 2 inches. The light source shall be operated at approximately normal efficiency. The return light from the reflector shall be measured by means of a photo-electric photometer having a minimum sensitivity of 1 by 10 foot-candles per mm scale division. The photometer shall have a receiving aperture of 1/2 inch diameter, shielded to prevent the entry of stray light. The distance from light source center to aperture center shall be 2.1 inches for the 0.1 degree observation angle. If a test distance other than the stipulated 100 feet is used, the source and the aperture dimensions, and the distance between source and aperture shall be modified directly as the test distance. 993-1.2.3 Reflector Housing: The reflector shall be mounted in a housing fabricated of aluminum alloy No. 3003-H 14 (or other alloy approved as equal for the purpose), and having a thickness of 0.064 inch. -248- 993-1.3 Retroreflective Sheeting: 993-1.3.1 Retroreflective Sheeting: The retroreflective sheeting for object markers shall meet the requirements of Section 994, sheeting Types III, IV, or VII. The retroreflective area shall be in accordance with the MUTCD. The retroreflective sheeting shall be permanently adhered to 0.040 inch sheet aluminum for Type 2 markers and 0.080 inch sheet aluminum for Type 1, 3 and end of the road markers. Aluminum shall be of 6061-T6 (ASTM B 209) prepared in accordance with recommendations of the sheeting manufacturer. 993-1.3.2 Assembly: Type 2 and 3 markers shall be mounted directly to the post by two holes on the face of the marker. The mounting holes shall be 1/4 inch square holes to receive 1/4 inch carriage bolts, or other 1/4 inch bolts and shall be spaced to fit holes on the post spaced at 1 inch centers. 993-1.4 Posts: The marker posts shall be of steel or aluminum as shown in the Design Standards or plans. Steel posts shall be 2.5*/Ft. flanged U-Channel meeting the requirements of 700-2.3. Round aluminum posts shall meet the requirements of Index 11860. 993-2 Delineators. 993-2.1 General: Delineators shall be classified into four types: recycled flexible post delineators, nonflexible post delineators, high visibility median separator delineators, and high performance delineators. 993-2.2 Recycled Flexible Post Delineators: Meet the requirements of Section 972. 993-2.3 Nonflexible Post Delineators: 993-2.3.1 Posts: The post shall be 1.1 4/Ft. steel U-Channel posts meeting the requirements of 700-2.3. 993-2.3.2 Retroreflective Sheeting: The retroreflective sheeting shall be Type III, IV, V or VII sheeting and meet the requirements of Section 994. The reflective sheeting shall have a minimum width of 4 inches and have a minimum area of 32 square inches. The retroreflective sheeting shall be permanently adhered to 0.040 inch sheet aluminum. 993-2.4 High Visibility Median Separator Delineators: 993-2.4.1 Dimensions: The delineator shall have a minimum height of 42 inches above the surface of the separator. 993-2.4.2 Post Base: The base shall be manufactured to accommodate the replacement of the post. The base shall be mechanically anchored to the separator and be capable of withstanding ten vehicle impacts without damage. 993-2.4.3 Color: The plastic post shall be opaque white. The yellowness index shall not exceed 12 when tested in accordance with ASTM D 1925 or ASTM E 313. The daylight 45 degree, 0 degree luminous directional reflectance shall be a minimum of 70 when tested in accordance with ASTM E 1347 or ASTM E 1164. 993-2.4.4 Retroreflective Sheeting: The reflective sheeting shall be Types III, IV, V or VII and meet the requirements of Section 994. The reflective sheeting shall have a minimum width of 8 inches and have a minimum area of 230 square inches facing the approach to the separator. 993-2.4.5 Impact Performance: The post, installed according to manufacturer's recommendations, shall be capable of returning to a vertical position -249- f5 degrees when tested according to National Testing Product Evaluation Program (NTPEP). The NTPEP requirement of one-half of the hits at 32 F is waived. All hits may be at 65 F or greater. NTPEP data or independent test lab data shall be submitted for product approval. 993-2.5 High Performance Delineators: 993-2.5.1 Dimensions: The delineator shall have a minimum height of 48 inches above the pavement surface and have a minimum dimension of 2 inches. 993-2.5.2 Post Base: The base shall be manufactured to accommodate the replacement of the post. The base shall be mechanically anchored to the pavement and be. capable of withstanding fifty vehicle impacts without damage. 993-2.5.3 Color: The plastic post shall be opaque white. The yellowness index shall not exceed 12 when tested in accordance with ASTM D 1925 or ASTM E 313. The daylight 45 degree, 0 degree luminous directional reflectance shall be a minimum of 70 when tested in accordance with ASTM E 1347 or E 1164. 993-2.5.4 Retroreflective Sheeting: The reflective sheeting shall be Type V abrasion resistant sheeting and meet the requirements of Section 994. The reflective sheeting shall have a minimum omni directional area of 30 square inches. 993-2.5.5 Impact Performance: The post, installed according to manufacturer's recommendations, shall be capable of returning to a vertical position t5 degrees with no delaminating after receiving fifty vehicle impacts when tested according to National testing Product Evaluation Program (NTPEP). The NTPEP requirement of one-half of the hits at 32° F is waived. All hits shall be at 65° F or greater. NTPEP data or independent test lab data shall be submitted for product approval. For acceptance purposes there should be no post failures and no more than two posts may list between 5° and 10° after receiving fifty vehicle impacts. 993-3 Retroreflector Units for Guardrail and Concrete Barrier Wall. 993-3.1 General: Retroreflector units for use on guardrail and concrete barrier wall installations shall consist of retroreflective sheeting permanently adhered to 0.090 inch minimum thick body. The body shall have a flexible hinge which allows the reflector to fold down and spring back to an upright position after impact. Guardrail reflectors shall be designed for mounting to the web of steel posts or designed for mounting to wood posts. Barrier wall reflectors shall be designed for mounting to the top of the barrier wall. 993-3.2 Retroreflective Sheeting: The sheeting for these reflector units shall be Type IV, V, or VII meeting the requirements of Section 994. The sheeting shall be yellow or white, depending on the locations of use for each. The dimensions of the reflective sheeting shall be 3 wide by 4 inches high. The sheeting shall be installed by the reflector manufacturer. 993-3.3 Installation: The reflector units shall be capable of being installed on the top of guardrail posts or the top of the barrier wall. 993-4 Product Acceptance on the Project. Acceptance will be made in accordance with the requirements of Section 705. Manufacturers seeking evaluation of their product must submit an application in accordance with Section 6. -250- 994 RETROREFLECTIVE AND NONREFLECTIVE SHEETING FOR TRAFFIC CONTROL DEVICES. (REV 1-15-08) (FA 1-25-08) (7-08) SECTION 994 (Pages 913-917) is deleted and the following substituted: SECTION 994 RETROREFLECTIVE AND NONREFLECTIVE SHEETING FOR TRAFFIC CONTROL DEVICES 994-1 Description. 994-1.1 General: This Section specifies the requirements for retroreflective and nonreflective sheeting materials, transparent and opaque process inks for retroreflective sheeting materials and film overlays for traffic control devices. The sheeting materials used shall be one of the products included on the Qualified Products List (QPL), as specified in 6-1. 994-1.2 Classification: Retroreflective sheeting material Types III, IV, V, and VI shall be classified in accordance with ASTM D4956. In addition, a special classification, Type VII (Special) is added for super high intensity retroreflective sheeting. This special classification shall include materials classified as Type VII and above in accordance with ASTM D4956. A special classification for Type VI fluorescent pink is also added. 994-2 Materials. Retroreflective sheeting, screen processing inks and film overlay materials used for any of the applications described herein shall be one of the products included on the QPL, as specified in 6-1. The retroreflective sheeting shall meet the requirements of Types III, IV, V, VI in ASTM D4956 or Type VII (Special) and fluorescent pink listed below in accordance with their approved usage. Samples shall be taken in accordance with the Department's Sampling, Testing and Reporting Guide Schedule and on a random basis at the discretion of the Engineer. 994-3 Performance Requirements. 994-3.1 Testing: The retroreflective sheeting shall be tested in accordance with ASTM D4956 and the Florida Test Method for retroreflective and nonreflective sheeting, FM 5-571. For retroreflectivity, the sheeting materials shall meet the minimum requirements as stated for 0.2 degree and 0.5 degree observation angles in ASTM D4956. Evaluation of test samples shall be field tested in accordance with FM 5-571 for each color. 994-3.2 Retroreflective Intensity: The retroreflective sheeting shall meet the minimum initial requirements as stated for 0.2 degree and 0.5 degree observation angles in ASTM D4956. Type VI fluorescent pink sheeting and Type VII (Special) sheeting shall meet the minimum retroreflectivity requirements listed below. 994-3.3 Color: The retroreflective and nonreflective sheeting or film shall conform to both the daytime and nighttime color requirements of ASTM D4956, In -251- addition to ASTM D4956, the fluorescent pink initial color shall meet the following x, y chromaticity coordinates: Fluorescent Pink 1 2 3 4 x .450 .590 .644 .536 270 .350 .290 .230 The daytime luminance factor shall meet ASTM D4596 except for fluorescent pink sheeting which shall have a minimum luminance factor of 25. 994-3.3.1 Accelerated Outdoor Test: The retroreflective and nonreflective materials shall meet the ASTM D4956 Accelerated Outdoor Table weathering requirements for performance except Type VI fluorescent pink and fluorescent yellow. 994-3.4 Adhesive Backing: The adhesive backing of the retroreflective and nonreflective sheeting or film shall be either Class 1, Class 2 or Class 5 per ASTM D4956. The retroreflective and nonreflective sheeting or film, after application, shall tightly adhere to the application surface and show no discoloration, cracking, crazing, blistering or dimensional change. 994-3.5 Physical Properties: The retroreflective and nonreflective sheeting or film material shall meet the ASTM D4956 minimum requirements for colorfastness, shrinkage, flexibility, liner removal, adhesion, impact resistance and specular gloss. 994-3.6 Color Processibility: The retroreflective sheeting shall permit color processing with compatible transparent and opaque process inks as approved by the sheeting manufacturer and listed on the QPL. Type VII (Special) Sheeting Minimum Coefficient of Retroreflection cd/foot-candle•ftZ cd/fc ft2 Observation/Entrance Angle (degree) White Yellow Red Orange Blue Green Brown Fluorescent Orange Fluorescent Yellow Fluorsecent Yellow/Green 0.2/4 380 304 95 250 19 38 19 180 220 360 0.5/4 250 195 55 100 12 25 8 60 145 235 0.2/30 220 176 48 110 11 22 9 85 125 205 0.5/30 135 105 30 50 7 14 3 33 75 125 Type VI Sheeting Minimum Coefficient of Retroreflection cd/foot-candle ft2 cd/fc•ft2 Observation/Entrance Angle Fluorescent Pink (degree) 0.2/-4 160 0.5/-4 100 0.2/30 100 0.5/30 40 -252- 994-4 Direct and Reverse Screen Processing. 994-4.1 General: The transparent and opaque process inks furnished for direct and reverse screen processing shall be of a type and quality formulated for retroreflective sheeting materials as listed on the QPL and applied in accordance with the manufacturer's instruction. Screen processing in accordance with the techniques and procedures recommended by the manufacturer shall produce a uniform legend of continuous stroke width of either transparent or opaque ink, with sharply defined edges and without blemishes on the sign background that will affect the intended sign use. The process inks shall be one of the products listed on the QPL. 994-4.2 Color: The daytime color of the finished transparent process inks shall conform to the requirements as specified in 994-3.3. 994-5 In-Service Minimum Requirements. The retroreflective sheeting and screen processed retroreflective sheeting shall have the minimum coefficient of retroreflection as shown in ASTM D4956, Outdoor Weathering Photometric Requirements for All Climates except Type VI fluorescent pink and fluorescent yellow. In addition, Type VII (Special) classified sheeting materials shall have a minimum coefficient of retroreflection of 80% of the values listed in the above table. Only the observation angle of 0.2 degrees and an entrance angle of -4 degrees shall be used in measuring in-service minimums. The in-service life for opaque overlay films, black processing inks and opaque lettering shall equal the life of the reflective sheeting to which it is applied. 994-6 Packaging and Labeling. Shipment shall be made in containers which are acceptable to common carriers and packaged in such a manner as to ensure delivery is in perfect condition. Each package shall be clearly marked as to the name of the manufacturer, series, color, quantity enclosed and date of manufacture. 994-7 Certification. For permanently installed signs, the Contractor shall be required to furnish to the Engineer one material certification from the sheeting manufacturer documenting that the retroreflective sheeting meets the requirements of this Section. Each certification shall cover only one type of retroreflective or non reflective sheeting or film. The certification shall meet the requirements in Section 6. Certification shall not be required for signs and devices used in the work zone. 994-8 Qualified Products List. 994-8.1 General: All reflective and nonreflective sheeting materials and process inks shall be one of the products listed on the QPL. Products may only be used for applications recommended by the manufacturer. A notation of the sheeting materials approved for the inks may be placed on the QPL. 994-8.2 Other Requirements: Manufacturers-seeking approval of sheeting material products shall submit an application, Material Safety Data Sheet (MSDS), and certification. Non-sheeting materials may be submitted under this Section with reference to specific equivalency of performance requirements of overall end product. Final -253- acceptance will be based on tests and verification in accordance with this Specification, FM 5-571 and 6-1. 994-9 Samples. Field samples will be obtained in accordance with the Department's Sampling, Testing and Reporting Guide Schedule. -254- SECTION V CONTRACT BOND SECTION V CONTRACT DOCUMENTS Table of Contents: SECTION V .................................................................................................................................... i CONTRACT BOND .....................................................................................................................1 CONTRACT .................................................................................................................................. 3 CONTRACTOR'S AFFIDAVIT FOR FINAL PAYMENT ..................................................... 6 PROPOSAL BOND ...................................................................................................................... 7 AFFIDAVIT .................................................................................................................................. 8 NON-COLLUSION AFFIDAVIT ............................................................................................... 9 PROPOSAL .................................................................................................................................10 CITY OF CLEARWATER ADDENDUM SHEET .................................................................13 BIDDER'S PROPOSAL .............................................................................................................14 SectionV.doc Page i Revised: 7/22/2008 BOND NUMBER: K08011138 CONTRACT BOND STATE OF FLORIDA COUNTY OF PINELLAS KNOW ALL MEN BY THESE PRESENTS: That we SEMPER FI SERVICES, LLC. Contractor and WESTCHESTER FIRE INSURANCE COMPANY (Surety) whose home address is 436 WALNUT STREET, WA08P, PHILADELPHIA, PA 19106. HEREINAFTER CALLED THE "Surety", are held and firmly bound into the City of Clearwater, Florida (hereinafter called the "Owner") in the penal sum of. SIX HUNDRED TWENTY-SIX THOUSAND TWO HUNDRED FIFTY-SEVEN DOLLARS AND 76 CENTS ($626,257.76) for the payment of which we bind ourselves, our heirs, executors, adminis ors, successors, and assigns for the faithful performance of a certain written contract, dated the ay of Oc. 2008, entered into between the Contractor and the City of Clearwater for: COURT STREET IMPROVEMENTS (08-0035-EN) a copy of which said contract is incorporated herein by reference and is made a part hereof as if fully copied herein. NOW THEREFORE, THE CONDITIONS OF THIS OBLIGATION ARE SUCH, that if the Contractor shall in all respects comply with the terns and conditions of said contract, including the one-year guarantee of material and labor, and his obligations thereunder, including the contract documents (which include the Advertisement for Bids, Form of Proposal, Form of Contract, Form of Surety Bond, Instructions to Bidders, General Conditions and Technical Specifications) and the Plans and Specifications therein referred to and made a part thereof, and such alterations as may be made in said Plans and Specifications as therein provided for, and shall indemnify and save harmless the said Owner against and from all costs, expenses, damages, injury or conduct, want of care or skill, negligence or default, including patent infringements on the part of the said Contractor agents or employees, in the execution or performance of said contract, including errors in the plans furnished by the Contractor, and further, if such "Contractor" or "Contractors" shall promptly make payments to all persons supplying him, them or it, labor, material, and supplies used directly or indirectly by said Contractor, Contractors, Sub-Contractor, or Sub-Contractors, in the prosecution of the work provided for in said Contract, this obligation shall be void, otherwise, the Contractor and Surety jointly and severally agree to pay to the Owner any difference between the sum to which the said Contractor would be entitled on the completion of the Contract, and that which the Owner may be obliged to pay for the completion of said work by contract or otherwise, & any damages, direct or indirect, or consequential, which said Owner may sustain on account of such work, or on account of the failure of the said Contractor to properly and in all things, keep and execute all the provisions of said contract. Page I CONTRACT BOND (2) And the said Contractor and Surety hereby further bind themselves, their successors, executors, administrators, and assigns, jointly and severally, that they will amply and fully protect the said Owner against, and will pay any and all amounts, damages, costs and judgments which may be recovered against or which the Owner may be called upon to pay to any person or corporation by reason of any damages arising from the performance of said work, or of the repair or maintenance thereof, or the manner of doing the same or the neglect of the said Contractor or his agents or servants or the improper performance of the said work by the Contractor or his agents or servants, or the infringements of any patent rights by reason of the use of any material furnished or work done; as aforesaid, or otherwise. And the said Contractor and Surety hereby further bind themselves, their successors, heirs, executors, administrators, and assigns, jointly and severally, to repay the owner any sum which the Owner may be compelled to pay because of any lien for labor material furnished for the work, embraced by said Contract. And the said Surety, for the value received, hereby stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract or to the work to be performed thereunder or the specifications accompanying the same shall in any way affect its obligations on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract or to the work or to the specifications. IN TESTIMONY WHEREOF, witness the hands and seals of the parties hereto this 7 th day of October 2008. SEMPER FI SERVICES, LLC By: ATTEST: WESTCHESTER FIRE INSURANCE COMPANY SURETY WITNESS: By: # I , H ATTORNEY-IN-FACT G Deborah B. Brown et c e is CO NTERSIG Mic ael Andrew Walter, A Non-Resident Agent of the State of Florida, License No. E094626 Page 2 FLORIDA DEPARTMENT, SERVICES 11 .7 - ' NON-RESIDENT LICENSE t ti a6rer a ,c.me u rw:9?y, r?wen yeY r., ^" t ' - .e aw?r 7111, ?n„enW ?rM tlI ?pMYe l-? •- .?.. 7Nn ?Y 1N b MNYIr N AY1q YatY with M Pw ° 1°?? ' e rWa D!plnTBn1 m Fn1enLW 1 se,W '"«s wr me wnr.rm m w es, ? r +-"`^--' L 0 THE BACK OF THIS DOCUMENT LISTS VARIOUS SECURITY FEATURES 0 THAT WILL PROTECT AGAINST COPY COUNTERFEIT AND ALTERATION. m CONTRACT This CONTRACT made and entered into this Lr*d-ay of QJo , 2008 by and between the City of Clearwater, Florida, a municipal corporation, hereinafter designated as the "City", and SEMPER FI SERVICES, LLC. of the City of PALMETTO, County of MANATEE and State of FLORIDA hereinafter designated as the "Contractor". WITNESSETH: That the parties to this contract each in consideration of the undertakings, promises and agreements on the part of the other herein contained, do hereby undertake, promise and agree as follows: The Contractor, and his or its successors, assigns, executors or administrators, in consideration of the sums of money as herein after set forth to be paid by the City and to the Contractor, shall and will at their own cost and expense perform all labor, furnish all materials, tools and equipment for the following: COURT STREET IMPROVEMENTS (08-0035-EN) IN THE AMOUNT OF SIX HUNDRED TWENTY-SIX THOUSAND TWO HUNDRED FIFTY-SEVEN DOLLARS AND 76 CENTS ($626,257.76) In accordance with such proposal and technical supplemental specifications and such other special provisions and drawings, if any, which will be submitted by the City, together with any advertisement, instructions to bidders, general conditions, proposal and bond, which may be hereto attached, and any drawings if any, which may be herein referred to, are hereby made a part of this contract, and all of said work to be performed and completed by the contractor and its successors and assigns shall be fully completed in a good and workmanlike manner to the satisfaction of the City. If the Contractor should fail to comply with any of the terms, conditions, provisions or stipulations as contained herein within the time specified for completion of the work to be performed by the Contractor, then the City, may at its option, avail itself of any or all remedies provided on its behalf and shall have the right to proceed to complete such work as Contractor is obligated to perform in accordance with the provisions as contained herein. THE CONTRACTOR AND HIS OR ITS SUCCESSORS AND ASSIGNS DOES HEREBY AGREE TO ASSUME THE DEFENSE OF ANY LEGAL ACTION WHICH MAY BE BROUGHT AGAINST THE CITY AS A RESULT OF THE CONTRACTOR'S ACTIVITIES ARISING OUT OF THIS CONTRACT AND FURTHERMORE, IN CONSIDERATION OF THE TERMS, STIPULATIONS AND CONDITIONS AS CONTAINED HEREIN, AGREES TO HOLD THE CITY FREE AND HARMLESS FROM ANY AND ALL CLAIMS FOR DAMAGES, COSTS OF SUITS, JUDGMENTS OR DECREES RESULTING FROM ANY CLAIMS MADE UNDER THIS CONTRACT AGAINST THE CITY OR THE CONTRACTOR OR THE CONTRACTOR'S SUB-CONTRACTORS, AGENTS, SERVANTS OR EMPLOYEES RESULTING FROM ACTIVITIES BY THE AFOREMENTIONED CONTRACTOR, SUB-CONTRACTOR, AGENT SERVANTS OR EMPLOYEES. Page 3 CONTRACT (2) In addition to the foregoing provisions, the Contractor agrees to conform to the following requirements: In connection with the performance of work under this contract, the Contractor agrees not to discriminate against any employee or applicant for employment because of race, sex, religion, color, or national origin. The aforesaid provision shall include, but not be limited to, the following: employment, upgrading, demotion, or transfer; recruitment or recruitment advertising; lay-off or termination; rates of pay or other forms of compensation; and selection for training, including apprenticeship. The Contractor agrees to post hereafter in conspicuous places, available for employees or applicants for employment, notices to be provided by the contracting officer setting forth the provisions of the non-discrimination clause. The Contractor further agrees to insert the foregoing provisions in all contracts hereunder, including contracts or agreements with labor unions and/or worker's representatives, except sub-contractors for standard commercial supplies or raw materials. It is mutually agreed between the parties hereto that time is of the essence of this contract, and in the event that the work to be performed by the Contractor is not completed within the time stipulated herein, it is then further agreed that the City may deduct from such sums or compensation as may be due to the Contractor the sum of $1,000.00 per day for each day that the work to be performed by the Contractor remains incomplete beyond the time limit specified herein, which sum of $1,000.00 per day shall only and solely represent damages which the City has sustained by reason of the failure of the Contractor to complete the work within the time stipulated, it being further agreed that this sum is not to be construed as a penalty but is only to be construed as liquidated damages for failure of the Contractor to complete and perform all work within the time period as specified in this contract. It is further mutually agreed between the City and the Contractor that if, any time after the execution of this contract and the surety bond which is attached hereto for the faithful performance of the terms and conditions as contained herein by the Contractor, that the City shall at any time deem the surety or sureties upon such performance bond to be unsatisfactory or if, for any reason, the said bond ceases to be adequate in amount to cover the performance of the work the Contractor shall, at his or its own expense, within ten (10) days after receipt of written notice from the City to do so, furnish an additional bond or bonds in such term and amounts and with such surety or sureties as shall be satisfactory to the City. If such an event occurs, no further payment shall be made to the Contractor under the terms and provisions of this contract until such new or additional security bond guaranteeing the faithful performance of the work under the terms hereof shall be completed and furnished to the City in a form satisfactory to it. Page 4 CONTRACT (3) IN WITNESS WHEREOF, the parties to the agreement have hereunto set their hands and seals and have executed this Agreement, in duplicate, the day and year first above written. CITY OF CLEARWATER IN PINELLAS COUNTY, FLORIDA By illiam B. Horne, II City Manager Countersigned: By: nk Hibbard, Mayor-Councilmember (Contractor must indicate whether Corporati , Partnership, Company or Individual.) ( L-L[ (The person signing shall, in his own handwriting, sign the Principal's name, his own name, and his title; where the person is signing for a Corporation, he must, by Affidavit, show his authority to bind the Corporation). C is L Goudeau, LLC (Contractor) By: (SEAL) Page 5 Assistant City Attorney CONTRACTOR'S AFFIDAVIT FOR FINAL PAYMENT (CORPORATION FORM) STATE OF _ COUNTY OF On this day personally appeared before me, the undersigned authority, duly authorized to administer oaths and take acknowledgments, , who after being duly sworn, deposes and says: That he is the (TITLE) of SEMPER FI SERVICES, LLC. a Florida Corporation, with its principal place of business located at 1611 121h STREET EAST, UNIT B, PALMETTO, FLORIDA 34221 (herein, the "Contractor"). That the Contractor was the general contractor under a contract executed on the day of 2008 with the CITY OF CLEARWATER, FLORIDA, a municipal corporation, as Owner, and that the Contractor was to perform the construction of. COURT STREET IMPROVEMENTS (08-0035-EN) That said work has now been completed and the Contractor has paid and discharged all sub-contractors, laborers and material men in connection with said work and there are no liens outstanding of any nature nor any debts or obligations that might become a lien or encumbrance in connection with said work against the described property. That he is making this affidavit pursuant to the requirements of Chapter 713, Florida Statutes, and upon consideration of the payment of (Final Full Amount of Contract) in full satisfaction and discharge of said contract. That the Owner is hereby released from any claim which might arise out of said Contract. The word "liens" as used in this affidavit shall mean any and all arising under the operation of the Florida Mechanic's Lien Law as set forth in Chapter 713, Florida Statutes. Sworn and subscribed to before me SEMPER FI SERVICES, LLC. AFFIANT This day of 52008. BY: NOTARY PUBLIC My Commission Expires: PRESIDENT Page 6 PROPOSAL BOND (Not to be filled out if a certified check is submitted) KNOWN ALL MEN BY THESE PRESENT: That we, the undersigned, Semper Fi Services, LLC as Principal, and Westchester Fire Insurance Company as Surety, are held and firmly bound unto the City of Clearwater, Florida, in the SUM Of Ten Percent of Amount Bid Dollars ($ 10% ) (being a minimum of 10% of Contractor's total bid amount) for the payment of which, well and truly to be made, we hereby jointly and severally bind ourselves, our heirs, executors, administrators, successors and assigns. The condition of the above obligation is such that if the attached Proposal of Semper Fi Services, LLC as Principal, and Westchester Fire Insurance Company as Surety, for work specified as: Millinq and Resurfacing Court Street between Harrison Avenue and Oak Avenue, No. 08-0035-EN all as stipulated in said Proposal, by doing all work incidental thereto, in accordance with the plans and specifications provided heretofore, all within Pinellas County, is accepted and the contract awarded to the above named bidder, and the said bidder shall within ten days after notice of said award enter into a contract, in writing, and furnish the required Performance Bond with surety or sureties to be approved by the City Manager, this obligation shall be void, otherwise the same shall be in full force and virtue by law and the full amount of this Proposal Bond will be paid to the City as stipulated or liquidated damages. Signed this 12th day of September 2008 . (Principal must indicate whether corporation, partnership, company or individual.) Corporation The person signing shall, in his own handwriting, sign the Principal's name, his own name and his title; the person signing for a corporation must, by affidavit, show his authority to bind the corporation. Countersigned: J/ _4? 6-o' Pagoota, A Non-Resident Agent of the State of Florida, License No. P077210 Deborah B. Brown Attorney=in-Fact TOM GALLAGHER Chief Tina State " IF KENT _ LlrinRl ?i NON-RESIDENT t -? LICENSE zt ? v0'':E .•o..w nc.? e.ay a•dt? •.o •o . . ??.en., ?.. ,?. - .. ?..?• :4!41.1 ul Oyu tl' s? .o.: ..,....... Power of WESTCHESTER FIRE INSURANCE C Bid Bond Attorney Know all men by these presents: That WESTCHESTER FIRE INSURANCE COMPANY, a corporation of the State of New York, having its principal office in the City of Atlanta, Georgia pursuant to the following Resolution, adopted by the Board of Directors of the said Company on December 11, 2006, to wit: "RESOLVED, that the following authorizations relate to the execution, for and on belutlf of the Company, of bonds, undertakings, recognizances, contracts and other written commitments of the Company entered into the ordinary course of business (each a "Written Commitment"): (1) Uzch of the Chairman, the President and the Vice Presidents of the Company is hereby authorized to execute any Written Commitment for and on behalf of the Company, under the seal of the Company or otherwise. (2) Each duly appointed attorney-in-fact of the Company is hereby authorized to execute any Written Commitment for and on behalf of the Company, under the seal of the Company or otherwise, to the extent that such action is authorized by the grant of powers provided for in such persons written appointment as such utt)mey-'ut-fact. (7) Lach of the Chairman, the President and the Vice Presidents of the Company is hereby authorized, for and on behalf ofthe Company, to appoint in writing any person the attomey-in-tact ofthe Company with full power and authority to execute, for and on behalf of the Company, under the seal of the Company or otherwise, such Written Commitments of the Company as may be specified in such written appointment, which specification maybe by general type or class of Written Commitments or by specification of one or more particular Written Commitments. nts the auth the Company, tunder theeC ompanY g seal or otherwise, such Writaten Cominamemsl of tbe Company as are specified in such write del delegation. which spec ficat on may be by' Company, (4) execute, Each of lfor and on behalf President and general type or class of Written Commitments or by specification of one or more particular Written Commitments. (5) The signature of any ulliicer or other person executing any Written Commitment or appointment or delegation pursuant to this Resolution, and the seal of the Company, may be affixed by facsimile on such Written Commitment or written appointment or delegation. FURTHER RESOLVED, that the foregoing Resolution shall not be deemed to be an exclusive statement of the powers and authority of officers, employees and other persons to act for and on behalf ofthe Company, and such Resolution shall not limit or otherwise affect the exercise of any such power or authority otherwise validly granted or vested. FURTHER RESOLVED, that the Resolution of the Board of Directors fthe Company adopted at the meeting held on November S, 1999 relating to the authorization of certain persons to execute, for and on behalf of the Company, Written Commitments and appointments and delegations, in hereby rescinded. Columbia MD each Does hereby nominate, constitute and appoint Deborah B. Brown all of the City of individually if there be more than one named, its true and lawful attorney-in-fact, to make, execute, seal and deliver on its behalf, and as its act and deed any and all bonds, undertakings, recognizances, contracts and other writings in the nature thereof in penalties not exceeding Three Million Dollars and No/100 ($ 3,000,000.00 ) and the execution of such writings in pursuance of these presents shall be as binding upon said Company, as fully and amply as if they had been duly executed and acknowledged by the regularly elected officers of the Company at its principal office, Philadelphia, PA. IN W ITN ESS WHEREOF, the said Stephen M. Haney, Vice-President, has hereunto subscribed his name and affixed the Corporate seal of the said this i Ls day of September, 2007. WESTCHESTER FIRE INSURANCE COMPANY •r , Arqiwa Stephen M. Haney , Vice President COMMONWEALTH OF PENNSYLVANIA COUNTY OF PHILADELPHIA SS. a Notary Public of the Commonwealth of Pennsyh aria in and for the County of Philadelp la carne Ph day of September, AD. 2007, before me, On this l P Stephen M. Haney Vice-President of the WESTCHESTER FIRE INSURANCE COMPANY to me personally known to be the individual and officer who executed the preceding instrument, and he acknowledged that he executed the same, and that the seal affixed to the preceding instrument is the corporate seal of said Company; that the said corporate seal and his signature were duly affixed by the authority and direction of the said corporation, and that Resolution, adopted by the Board of Directors of said Company, referred to in the preceding instrument, is now in force. IN TESTIMONY WHEREOF, I have hereunto set my hand and affixed my official seal at the City of Philadelphia the day and year first above written. ly::l,'u 4i G +1L Ir6 ..,? VAt" NOTOKSM 0jo E. emu' Nifty N* • ?y --kphk ;Votary Public 1, the undersigned Assistant Secretary of WESTCHESTER FIRE INSURANCE COMPANY, do hereby certify that the original POWER OF ATTORNEY, of which the foregoing is a substantially true and correct copy, is in full force and effect. In witness whereof, I have hereunto subscribed my name as Assistant Secretary, and affixed the corporate seal of the Corporation, this I 1 tb day of September, 2007. ?b?'l4 William L. Kelly, Assistant t trel-. THIS POWER OF ATTORNEY MAY NOT BE USED TO EXECUTE ANY BOND WITH AN INCEPTION DATE AFTER September 12 2008 AFFIDAVIT (LIMITED LIABILITY CORPORATION) (To be filled in and executed if the bidder is a corporation) STATE OF FLORIDA ) COUNTI OF Manatee ?. '_...__ F Mark A. Jackson being duly sworn, deposes and says that(ghe is Secretary of :. Sem er Fi Servicest a;t;arporation organized and existing under and by virtue of the laws of the State of Florida, and having 1 ci _ office at: Florida 34221 . pl tai Street East, Unit B Palmetto,Manatee, Street A Number City County State A.f flant . further says that he is familiar with the records, minute books and by-laws of Semper Fi Services, LLC (Name of Corporation) Aunt further says that Mark A. Jackson is Manager !. Officer's Name) (Title) of the corporation, is duly authorized to sign the Proposal for Semper Fi Services , LLC for said corporation by virtue of Semper Fi Services, LLC (state whether a provision of by laws or a Resolution of the Board of Directors. If by Resolu*n Sine of adoption),___ Affiant r TRACIE LEE DELBRMGE MY COMMISSION # DD620937 ° ?.00' EXPIRES: Dooember 07, 2010 I•BUW NOTARY fl• Notory 1)6comt Assoc. Co. 2008 tary Public Type/print/stamp name of Notary Tracie Lee Delbridge Office Manager Title or rank, and Serial No., if any I 5OSectionv-ContractDocuments.doe Page 8 of 14 Revised: 7/22/2008 the party making the foregoing Proposal or Bid; that such Bid is genuine and not collusive or sham: that said bidder is not financially interested in or otherwise affiliated in a business way with any other bidder on the same contract; that said bidder has not colluded, conspired, connived, or agreed, directly or indirectly, with any bidders or person, to put in a sham bid or that such other person shall refrain from bidding, and has not in any manner, directly or indirectly, sought by agreement or collusion, or communication or conference, with any person, to fix the bid price or affiant or any other bidder, or to fix any overhead, profit or cost element of said bid price, or that of any other bidder, or to secure any advantage against the City of Clearwater, Florida, or any person or persons interested in the proposed contract; and that all statements contained in said proposal or bid are true; and further, that such bidder has not directly or indirectly submitted this bid, or the contents thereof, or divulged information or data relative thereto to any association or to any member or agent thereof. Sworn to and subscribed before me this 12 thday of 50kctionV-ContTactDocuments.doc September TMCIE LEE DELBR[D E MY COMMISSION # DD620837 EXPIRES; Docarba 07.2010 F1. Nowy Diwwt Assoc. Co. Page 9 of 14 LU U b . Notary Public Tracie Revised: 7/22/2008 PROPOSAL (1) ?? TO THE CITY OF CLEARWATER, FLORIDA, for COURT STREET IMPROVEMENTS (08-0035-EN) and doing such other work incidental thereto, all in accordance with the contract documents, marked COURT STREET IMPROVEMENTS (08-0035-EN) Every bidder must take notice of the fact that even though his proposal be accepted and the documents signed by the bidder to whom an award is made and by those officials authorized to do so on behalf of the City of Clearwater, Florida, that no such award or signing shall be considered a binding contract without a certificate from the Finance Director that funds are available to cover the cost of the work to be done, or without the approval of the City Attorney as to the form and legality of the contract and all the pertinent documents relating thereto having been approved by said City Attorney; and such bidder is hereby charged with this notice. The signer of the Proposal, as bidder, also declares that the only person, persons, company or parties interested in this Proposal, are named in this Proposal, that he has carefully examined the Advertisement, Instructions to Bidders, Contract Specifications, Plans, Supplemental Specifications, General Conditions, Special Provisions, and Contract Bond, that he or his representative has made such investigation as is necessary to determine the character and extent of the work and he proposes and agrees that if the Proposal be accepted, he will contract with the City of Clearwater, Florida, in the form of contract; hereto annexed, to provide the necessary labor, materials, machinery, equipment, tools or apparatus, do all the work required to complete the contract within the time mentioned in the General Conditions and according to the requirements of the City of Clearwater, Florida, as herein and hereinafter set forth, and famish the required surety bonds for the following prices to wit: 50SectionV-ContractDocuments.doe Page 10 of 14 Revised: 7/22/2008 ....... .. PROPOSAL (2) If the foregoing Proposal shall be accepted by the City of Clearwater, Florida, and the undersigned shall fail to execute a satisfactory contract as stated in the Advertisement herein attached, then the City may, at its option determine that the undersigned has abandoned the contract, and thereupon this Proposal shall be null and void, and the certified check or bond accompanying this Proposal, shall be forfeited to become the property of the City of Clearwater, Florida, and the full amount of said check shall be retained by the City, or if the Proposal Bond be given, the fWl amount of such bond shall be paid to the City as stipulated or liquidated damages; otherwise, the bond or certified check accompanying this Proposal, or the amount of said check, shall be returned to the undersigned as specified herein. Attached hereto is a bond or certified check on Westchester Fire Insurance Company Bank, forthe sum of Sixty two thousand ) six hundred twenty five dollars and seventy eight cents($ 62,625.78 (being a minimum of 10% of Contractor's total bid amount). The full names and residences of all persons and parties interested in the foregoing bid are as follows: Of corporation, give the names and addresses of the President and Secretary. If firm or partnership, the names and addresses of the members or partners. The Bidder shall list not only his name but also the name of any person with whom bidder has any type of agreement whereby such person's improvements, enrichment, employment or possible benefit, whether sub-contractor, materialman, agent, supplier, or employer is contingent upon the award of the contract to the bidder). (LIMITED LIABILITY CORPORATION) NAMES: ADDRESSES: Peter J. Shirk, 17 Tidy Island Blvd., Bradenton, FL 34210 Wayne S Gilmartin 59 Tidy Island Blvd nradPntnn FT. -A421n Mark A. Jackson, 8908 12th Avenue NW, Bradenton, FL 34209 Signature of Bidder: (The bidder must indicate whether Corporation, Partnership, Company 5OSectionV-ContractDocuments.doe Page 11 of 14 Revised: 7/2212008 PROPOSAL (3) The person signing shall, in his own handwriting, sign the Principal's name, his own name and his title. Where the person signing for a corporation is other than the President or Vice-President, he must, by affidavit, show his authority, to bind the corporation. (LIMITED LIABILITY CORPORATION) Principal: Mark !A3 ckson By: ' Title: Manager Business Ad ssofBidder: 1611 12th Street East, Unit B City and State: Palmetto, FL Zip Code 34221 Dated at Semper Fi Services, LLCM this 12th day of September , A.D., 20 . 50SectionV_ContructDmuments.doc Page 12 of 14 Revised: 7/22/2008 I CITY OF CLEARWATER ADDENDUM SHEET PROJECT: COURT STREET IMPROVEMENTS (08-0035-EN) Acknowledgment is hereby made of the following addenda received since issuance of Plans and Specifications. Addendum No. 1 Date: 08/25/08 Addendum No. 2 Date: 08/29/08 Addendum No. 3 Date: 09/11/08 Addendum No. Date: Addendum No. Date: Addendum No. Date: Addendum No. Date: Addendum No. Date: Addendum No. Date: Addendum No. Date: Addendum No. Date: Semper Fi Services, LLC (Date) SOSectionV.ContrnctDocuments doc Page 13 oP 14 Revised: 7/2212008 " .u...,........ ., September 12, 2008 BIDDER'S PROPOSAL L PROJECT: Court Street Improvements Project #08-0035-EN CONTRACTOR: Semper Fi Services, LLC BIDDER'S TOTAL $ 6 2 6, 2 5 7.7 6 (Numbers) BIDDER'S GRAND TOTAL Six hundred twenty six thousand two hundred fifty seven dollars and seventy six cents (Words) THE BIDDER'S TOTAL ABOVE IS HIS TOTAL BID BASED ON HIS UNIT PRICES AND LUMP SUM PRICES AND THE ESTIMATED QUANTITIES REQUIRED FOR EACH SECTION. THIS FIGURE IS FOR INFORMATION ONLY AT THE TIME OF OPENING BIDS. THE CITY WII.L MAKE THE TABULATION FROM THE UNIT PRICES AND LUMP SUM PRICE BID. IF THERE IS AN ERROR IN THE TOTAL BY THE BIDDER, IT SHALL BE CHANGED AS ONLY THE UNIT PRICES AND LUMP SUM PRICE SHALL GOVERN. 50SectiOnV -Contrac[Documents.d oc Page 14 of 14 Revised: 7/22/2008 BID PROPOSAL FORM COURT STREET IMPROVEMENTS (08-0035-EN) FDOT CODE BID ITEMS UNIT QTY UNIT PRICE AMOUNT Roadway 1 101-1 Mobilization LS 1 $27,850.00 $27,B50.00 2 102-1 Maintenance of Traffic LS 1 $10,589.00 $10,589.00 3 102-3 Commercial Material for Driveway Maintenance CY 250 10.00 $2,500.00 4 102-14 Traffic Control Officer MH 16 33.00 $ 528.00 5 6 104-16 110-1-1 Rock Bas Clearing and Grubbin EA LS/AC 160 0.2 1.00 37,000-00 $ 160.00 $ 7,400.00 7 8 9 110-4 120-2-2 327-70-1 Conc. Pavement Removal Borrow Excavation Milling Existing As halt Pavement 1" Avg. De th SY CY SY 825 128 4455 14.00 12.00 3.24 $ 11, 550.00 $ 1,536.00 $ 14, 434.20 10 337-7-32 Asphaltic Concrete Friction Course Traffic C FC-9.5 TN 250.1 174.00 $ 43,5 7.40 11 425-1-201 Curb Inlet T e 9 P-Bottom <10' EA 1 2,883.00 $ 2,883.00 12 425-1-571 Ditch Bottom Inlet Type G P-Bottom <10' EA 1 5,821.00 $ 5,821.00 13 425481 Manhole Type 9 P-Bottom <10' EA 1 2,872.00 $ 2,872.00 14 430-171-101 Pi De Culvert (Opt. Material Round 18" SS LF 240 55.00 $ 13, 200.00 15 Tree Grates EA 5 1,815.00 $ 9,075.00 16 519-78 Bollards EA 48 1,856.00 $ 89, 088.00 17 18 520-1-10 520-2-4 Concrete Curb & Gutter (Type F Concrete Curb (Type D LF LF 28 697 13.56 14.56 $ 379.68 - $ 10, 148.32 19 522-1 Sidewalk Conc. 4" Thick SY 1211 24.50 $29,669.50 20 527-1 Detectable Warning on Walking Surface Retrofit EA 30 241.00 $ 7,230.00 21 570-1 Turf (Complete) EA 100 18.00 $ 1,800.00 Si nalizatlon 23 555-1-1 DIRECTIONAL BORE LESS THAN 6" LF 180 24.84 $ 4,471.20 24 25 555-1-2 630-1-12 DIRECTIONAL BORE 6" - 12" CONDUIT UNDERGROUND 2"CONDUIT) LF LF 130 755 27.00 5.67 $ 3,510.00 $ 4,280.85 26 632-7-1 SIGNAL CABLE PI 1 3,240.00 $ 3,240.00 27 28 29 632-8-212 635-1-11 639-1-22 CABLE - INTERCONNECT (1-25) (UNDERGROUND) COPPER PULL AND JUNCTION BOXES ELECTRICAL POWER SERVICE. UNDERGROUND LF EA AS 475 16 1 2.70 270.00 1,620.00 $ 1,2e2.50 $ 4,320.00 $ 1,620.00 - 30 639-2-1 ELECTRICAL SERVICE WIRE LF 510 1.35 $ 688.50 31 641-2-12 CONCRETE STRAIN POLE 12' EA 1 864.00 $ 864.00 32 33 649-31-203 649-31-205 WARM F&I 130MPH 60 WARM F&I 130MPH 78 EA EA 1 1 29, 010.96 30, 567.24 $ 29, 010.96 $ 30, 567.24 COURT STREET IMPROVEMENTS 08-0035-EN) AMOUNT FDOT CODE BID ITEMS UNIT 4TY UNIT PRICE 60 901 60 901 38 34 649-31-214 M/ARM F&I 130MPH 46 -46 EA 1 1 . 38, 00 080 1 . , $ - 96 0.00 12 35 650-51-313 SIGNAL TRAF F&I 3 SECT 1 WAY LED EA 2 . , , $ 36 653-191 SIGNAL PED F & I COUNTDOWN 1 DIRECTION EA 10 12 810.00 00 135 $ 8,100.00 620.00 $ 1 37 659-101 SGNL HEAD AUXILIARIES BACK PLATES, 3-SEC EA 6 . 40 32 , $ 1,166.40 38 659-106 SGNL HEAD AUXILIARIES TUNNEL VISOR EA 3 10 . 00 10 00 100 $ 8 39 659-107 SGNL HEAD AUXILIARIES ALUMINUM PED EA . 8 . , 40 663-74-11 VEHICLE DETECTOR ASSEMBLIES (F&I) (OPTICAL) PREEMPTION EA 4 2,106.00 80 118 $ 8,424.00 00 1 188 41 665-13 DETECTOR PED F&I DETECTOR W/SGN ONLY EA 10 . 00 240 3 , . $ 3,240.00 42 670-5-111 CNTRL ASSEM ACT SS F&I NEMA 1 PREEMP AS 1 . , 00 540 $ $ 540.00 43 685-106 SYS AUX F&I UPS EA 1 5 . 00 616 5 080.00 $ 28 44 685-144 SYS AUX F&I (VIDEO SYSTEM SUPPORT EQ EA . , 54 00 , 00 $ 216 45 690-10 SIGNAL HEAD TRAFFIC ASSEMBLY REMOVAL EA 4 . . 46 690-20 SIGNAL PEDESTRIAN ASSEMBLY REMOVAL EA 3 1 54.00 00 62 $ 162.00 $ 162.00 47 690-31 SIGNAL PEDESTAL REMOVE EA 40 . 1 00 162 480.00 $ 6 48 690-33-1 POLE REMOVAL DEEP DIRECT BURIAL LF 1 . 324.00 , $ 324.00 49 690-50 CNTRL ASSEM REMOVE EA 50 690-70 DETECTOR PEDESTRIAN ASSEMBLY REMOVE Fro 4 108.00 $432.00 51 690-80 SPAN WIRE ASSEMBLY REMOVE EA 1 324.00 $324.00 52 690-90 CONDUIT & CABLING REMOVE PI 1 324.00 $ 324.00 53 690-100 SIGNAL EQUIPMENT MISCELLANOUS REMOVE PI 1 216.00 $ 216.00 54 699-1-1 SIGN INTERNAL ILLUM ST NAME EA 4 4,536.00 71 20 $1B, 144.00 $ 142 40 55 700-46-15 EXISTING SIGN REMOVE SPAN WIRE AS 2 . 432 00 . 024.00 $ 3 56 700-48-18 SIGN PANEL F&I 15 OR LESS EA 7 . 60 102 , $ 102.60 57 700-48-60 SIGN PANELS REMOVE EA 1 . Signing and Pavement Markin 100 630-1-12 Conduit - Signals F&I (Underground) LF 30 5.67 0 00 $170.10 240.00 $ 3 101 653-191 Signal, Pedestrian F&I LED-Countdown (One Way) AS 4 1 . 81 00 620 1 , $ 1,620.00 102 653-192 Signal, Pedestrian F&I LED-Countdown Two Way) AS 2 . , 810 00 620.00 $ 1 103 659-107 Signal head Auxiliaries F&I Aluminum Pedestal EA . 00 810 , $ 4,050.00 104 665-13 Pedestrian Detector F&I Detector w/ Sign Only) EA 5 . 105 660-2-106 Loo Assembly F&I (Type F 6'X30' AS 2 2,052.00 $ 4,104.00 106 670-5-410 Traffic Controller Assembly (Modify) AS 1 2,160.00 $ 2,160.00 107 690-20 Signal Pedestrian Assembly, Remove EA 4 4 216.00 00 432 $ 864.00 728.00 $ 1 108 690-70 Detector Pedestrian Assembly, Remove EA 1 . , $ 4,320.00 109 700-20-11 Sin le Post Sign F&I Less Than 12 SF AS 6 270.00 loa . oo $ 43z 00 110 700-20-40 Sin le Post Sin Relocate AS 4 . COURT STREET IMPROVEMENTS (08-0035-EN) FDOT CODE BID ITEMS UNIT QTY UNIT PRICE AMOUNT 111 700-20-60 Single Post Sin Remove AS 25 21.60 $ 540.00 112 700-48-18 Sign Panel F&I 15 or Less EA 2 108.00 $ 216.00 113 700-48-60 Sign Panel Remove EA 1 21.55 $ 21.55 114 706-3 Marker Pavement Retro-Reflective EA 121 4.32 $ 522.72 115 710-17 Painted Pavement Markings, Remove SF 122 21.60 $2,635.20 116 711-11-121 Thermoplastic (White) Solid 6" LF 1826 1.08 $1,972.08 117 711-11-122 Thermoplastic (White) Solid 8" LF 83 1.62 $134.46 118 711-11-123 Thermoplastic (White) Solid 12" LF 2262 3.25 $ 7,351.50 119 711-11-124 Thermoplastic its Solid 18" LF 59 4.32 $ 254.88 120 711-11-125 Thermoplastic (White) Solid 24" LF 136 5.40 $734.40 121 711-11-141 Thermoplastic (White) Ski 6" 10'-30' LF 100 1.09 $109.00 122 711-11-151 Thermoplastic (White) Guideline 6' LF 20 1.27 $ 25.40 123 711-11-170 Thermoplastic Directional Arrow (White) EA 17 118.80 $2,019.60 124 711-11-221 Thermo lastic Yellow Solid 6" LF 935 1.08 $1,009.80 125 711-11-222 Thermoplastic Yellow Solid 8" LF 168 1.62 $ 272.16 126 711-11-224 Thermoplastic Yellow Solid 18" LF 150 4.32 $ 648.00 127 711-11-251 Thermoplastic Yellow Guideline 2-4 Ski 6" LF 56 1.09 $ 61.04 128 715-1-12 Conductor F&I No.6 3-Wire LF 2190 1.62 $3,547.80 129 715-2-11 Conduit F&I (Underground) 1 1/2" LF 730 6.14 $4,482.20 Subtotal ITEMS 1-57 $ 518,459.35 10% Contin enc 1 LS $ 51, 845.94 TOTAL BID ITEMS 1-57 $ 570, 305.29 Subtotal ITEMS 1-57 + 100 -129 $ 569, 325.24 10% Contingency 1 LS $ 56, 932.52 TOTAL BID ITEMS 1-57+ 100 -129 $ 626, 257.76 CONTRACTOR: Semper Fi Services, LLC BIDDER'S TOTALS IN NUMBERS 626, 257.76 BIDDER'S TOTAL IN WORDS six hundred twenty six thousand two hundred fifty seven dollars and seventy six cents THE BIDDER'S TOTAL ABOVE IS HIS TOTAL BID BASED ON HIS UNIT PRICES AND LUMP SUM PRICES AND THE ESTIMATED QUANTITIES REQUIRED. THIS FIGURE IS FOR INFORMATION ONLY AT THE TIME OF OPENING BIDS. THE CITY WILL MAKE THE TABULATION FROM THE UNIT PRICES AND LUMP SUM PRICE BID. IF THERE IS AN ERROR IN THE TOTAL BY THE BIDDER, IT SHALL BE CHANGED AS ONLY THE UNIT PRICES AND LUMP SUM PRICE SHALL GOVERN. SECTION VI FDOT PERMITS Notice No work may begin W ithin the State Right of Way until the Memorandum of Agreement has been signed and approved for these modifications. RECEIVED1 F MAR 2 6 2008 PINELLAS MAINTENANCE; STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION DRIVEWAY CONNECTION PERMIT FOR ALL CATEGORIES 850-040-18 SYSTEMS PLANNING - 06106 Page 1 of 3 I PART 1: PERMIT INFORMATION I APPLICATION NUMBER: ,eU0 -/4 ;k P' - '`r Permit Category: Urban other Principal Arterial Access Classification: Project: City of Clearwater, Court Street Safety Improvements Permittee: C; t?4 of Clearwater Section/Mile Post: 15-045-000/ 0. 8 3 6 Section/Mile Post: 15-045-000/ 1.132 State Road: 60 State Road: 60 I PART 2: PERMITTEE INFORMATION ( I Permittee Name: City of Clearwater Permittee Mailing Address: 100 S. Myrtle Avenue City, State, Zip: Clearwater, FL 33758-4748 Telephone: 727-562-479 Engineer/Consultant/orProject Manager: Mr. Paul Bertels, PR Engineer responsible for construction inspection: John Novak, PE 2 6 8 5 3 NAME P.E. # Mailing Address: 1511 N. West Shore Blvd. , Suite 1115 City, State, Zip: _Tampa, FL 3 3 6 0 7 Telephone: 813-387-0084 FAX, Mobile Phone, etc. fax 813-387-0085 I PART 3: PERMIT APPROVAL I The above application has been reviewed and is hereby approved subject to all Provisions as attached. Permit Number: 'e2e,A -,4 - -i; .-,Z/' Department of Transportation Signature: CR . ITitle: ?FO THtr P1N_llAS MAIN?i`NANCE t=N(i1NleRP ASSISTANT PINELLAS MAINTENANCE ENGINEER Department Representative's Printed Name AQV M . NA Lm V RRP_ rLR t P, e ' Temporary Permit Q YES * NO (If temporary, this permit is only valid for 6 months) Special provisions attached `YES Q NO Date of Issuance: 3u? 2? 200$ If this is a normal (non-temporary) permit it authorizes construction for one year from the date of issuance. This can only be extended by the Department as specified in 14-96.007(6). See following pages for General and Special Provisions 850-040-18 SYSTEMS PLANNING - 06/06 Page 2 of 3 I PART 4: GENERAL PROVISIONS I 1. Notify the Department of Transportation Maintenance Office at least 48 hours in advance of starting proposed work. Phone: C7772,;-7e-S?V , Attention: Pi-gc /6-1- for-r-M('6- 2. A copy of the approved permit must be displayed in a prominent location in the immediate vicinity of the connection construction. 3. Comply with Rule 14-96.008(1), F.A.C., Disruption of Traffic. 4. Comply with Rule 14-96.008(7), F.A.C., on Utility Notification Requirements. All work performed in the Department's right of way shall be done in accordance with the most current Department standards, specifications and the permit provisions. 6. The permittee shall not commence use of the connection prior to a final inspection and acceptance by the Department. 7. Comply with Rule 14-96.003(3)(a), F.A.C., Cost of Construction. 8. If a Significant Change of the permittee's land use, as defined in Section 335.182, Florida Statutes, occurs, the Permittee must contact the Department. 9. Medians may be added and median openings may be changed by the Department as part of a Construction Project or Safety Project. The provision for a median might change the operation of the connection to be for right turns only. 10. All conditions in NOTICE OF INTENT WILL APPLY unless specifically changed by the Department. 11. All approved connection(s) and turning movements are subject to the Department's continuing authority to modify such connection(s) or turning movements in order to protect safety and traffic operations on the state highway or State Highway System. 12. Transportation Control Features and Devices in the State Right of Way.. Transportation control features and devices in the Department's right of way, including, but not limited to, traffic signals, medians, median openings, or any other transportation control features or devices in the state right of way, are operational and safety characteristics of the State Highway and are not means of access. The Department may install, remove or modify any present or future transportation control feature or device in the state right of way to make changes to promote safety in the right of way or efficient traffic operations on the highway. 13. The Permittee for him/herself, his/her heirs, his/her assigns and successors in interest, binds and is bound and obligated to save and hold the State of Florida, and the Department, its agents and employees harmless from any and all damages, claims, expense, or injuries arising out of any act, neglect, or omission by the applicant, his/her heirs, assigns and successors in interest that may occur by reason of this facility design, construction, maintenance, or continuing existence of the connection facility,except that the applicant shall not be liable under this provision for damages arising from the sole negligence of the Department. 14. The Permittee shall be responsible for determining and notify all other users of the right of way. 15. Starting work on the State Right of Way means that I am accepting all conditions on the Permit. 850-040.18 r SYSTEMS PLANNING-06/06 Page 3 of 3 PART 5: SPECIAL PROVISIONS NON-CONFORMING CONNECTIONS: O YES ® NO If this is a non-conforming connection permit, as defined in Rule Chapters 14-96 and 14-97, then the following shall be a part of this permit. 1. The non-conforming connection(s) described in this permit is (are) not permitted for traffic volumes exceeding the Permit Category on page 1 of this permit, or as specified in "Other Special Provisions" below. 2. All non-conforming connections will be subject to closure or relocation when reasonable access becomes available in the future. OTHER SPECIAL PROVISIONS: SEE ATTACHED PART 6: APPEAL PROCEDURES I You may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statutes. If you dispute the facts stated in the foregoing Notice of Intended Department Action (hereinafter Notice), you may petition for a formal administrative hearing pursuant to section 120.57(1), Florida Statutes. If you agree with the facts stated in the Notice, you may petition for an informal administrative hearing pursuant to section 120.57(2), Florida Statutes. You must file the petition with: Clerk of Agency Proceedings Department of Transportation Haydon Burns Building 605 Suwannee Street, M.S. 58 Tallahassee, Florida 32399-0458 The petition for an administrative hearing must conform to the requirements of Rule 28-106.201(2) or Rule 28-106.301(2), Florida Administrative Code, and be filed with the Clerk of Agency Proceedings by 5:00 p.m. no later than 21 days after you received the Notice. The petition must include a copy of the Notice, be legible, on 8 1/2 by 11 inch white paper, and contain: 1. Your name, address, telephone number, any Department of Transportation identifying number on the Notice, if known, the name and identification number of each agency affected, if known, and the name, address, and telephone number of your representative, if any, which shall be the address for service purposes during the course of the proceeding. 2. An explanation of how your substantial interests will be affected by the action described in the Notice; 3. A statement of when and how you received the Notice; 4. A statement of all disputed issues of material fact. If there are none, you must so indicate; 5. A concise statement of the ultimate facts alleged, including the specific facts you contend warrant reversal or modification of the agency's proposed action, as well as an explanation of how the alleged facts relate to the specific rules and statutes you contend require reversal or modification of the agency's proposed action; 6. A statement of the relief sought, stating precisely the desired action you wish the agency to take in respect to the agency's proposed action. If there are disputed issues of material fact a formal hearing will be held, where you may present evidence and argument on all issues involved and conduct cross-examination. If there are no disputed issues of material fact an informal hearing will be held, where you may present evidence or a written statement for consideration by the Department. Mediation, pursuant to section 120.573, Florida Statutes, may be available if agreed to by all parties, and on such terms as may be agreed upon by all parties. The right to an adminstrative hearing is not affected when mediation does not result in a settlement. Your petition for an administrative hearing shall be dismissed if it is not in substantial compliance with the above requirements of Rule 28-106.201(2) or Rule 28-106.301(2), Florida Administrative Code. If you fail to timely file your petition in accordance with the above requirements, you will have waived your right to have the intended action reviewed pursuant to chapter 120, Florida Statutes, and the action set forth in the Notice shall be conclusive and final. F.D.O.T. REQUIREMENTS PERMITTEE MUST COMPLY WITH THE FOLLOWING The Pinellas Maintenance Office must be notified 48 hours in advance of starting work in the F.D.O.T. right-of=way. Ph. (727) 570-5101. NOTE- !'then onstaihiw multiple conduit litres of which a poriion a intended to be leased or sold m another Wility roinpane, she new lesseelowner rntis.t obtaAn a,m tpj)rt)ved pertnrl 1'rom the llepartm. ent prior to occupancy. Refer to 2004 1_ Akl. Digging without knowing where it's safe to dig can cause tremendous damage, affecting your electric, telephone, cable television, water, sewer and gas service outages or even loss of life! If you're doing any digging within the state of Florida, state law requires you to notify Sunshine State One Call of Florida (SSOCOF) two business days before you dig. 1-800-432-4770 This is a free service to help keep Florida safe! hQ://calisunshine.com/corp/index.htmi It is the responsibility of the permittee to determine and comply with all county and municipal ordinances that relate to the construction or other activity as described on this permit. Some ordinances are more stringent than the Department of Transportation requirements. All construction and/or maintenance of utility equipment located in the F.D.O.T. Right-of-Wav must conform to the Federal Manual on Uniform Traffic Control Devices (MUTCD), the F.D.O.T. roadway and traffic design standards and the standard specifications for road and bridge construction. Certified density reports are required on all backfill work within shoulder points of roadway and must be submitted to the F.D.O.T., Pinellas Maintenance Office. A copy of this approved permit, including all plans, must be maintained on the job site before work commences in the F.D.O.T. right-of-way and must be made available during construction/maintenance. NOTE: Any sidewalk disturbed will be replaced by section within 72 hour, to F.D.O.T. specifications. If construction, reconstruction, repair, or maintenance activity necessitates the closing of one or more travel lanes of any road on the state primary, county road, or city street system, for a period of time exceeding two hours, the party performing such work will be responsible to give notice to the appropriate local law enforcement agency which has jurisdiction, where such road is located, prior to commencing work on this project. 335.15 F.S. 7/86; 336.07 F.S. 7186. OTHER SPECIAL PROVISIONS PERMIT NO. 2007-A-799-21 1. All construction is to be done in accordance with the most current FDOT Standard Specifications and Roadway and Traffic Design Standards. 2. It shall be the responsibility of the permittee to retain the services of an engineering survey firm or competent contractor personnel for the purpose of performing the necessary field layout work required to properly construct this project. This work shall be coordinated with the FDOT Maintenance Office and all alignment and grades reviewed by the FDOT Inspector before starting work. 3. It shall be the responsibility of the permittee to retain the services of an Engineering Laboratory for the purpose of certifying that the project is constructed is accordance with FDOT specifications. Copies of these certifications shall be furnished to the FDOT before final acceptance of this project. 4. Surface, Base and Sub grade Requirements for Rural Construction: (Unless Otherwise Stated in Plans) Surface: Superpave 9.5 (fine) 4" compacted thickness Base: Superpave 12.5 (Minimum marshal stability 1000) 3" compacted thickness Sub grade: Superpave 12.5 (Minimum marshal stability 1000) 3" compacted thickness 5. Pipe culverts shown on the permit must meet FDOT Specifications, type, size, and length as described on the permit Each joint or length of pipe shall have FDOT Stamps affixed verifying this approval. All concrete pipe joints other than 1" ring joints must be diapered. All culverts to be inspected by the FDOT prior to placement of fill. 6. FDOT inspection of all phases of work covered under this permit will be at the discretion of the local Maintenance Engineer. Once construction has commenced, it will be require that the project progress as rapidly as possible. 7. The FDOT retains the right to make alterations to the permit, attached sketch or character of work as may be considered necessary or desirable during the progress of the work for satisfactory completion of the proposed construction. 8. The FDOT retains the right to require removal of any part of construction not in compliance with these requirements, or the permit This shall be at the penmittee's expense. 9. It is recommended that the permittee notify the FDOT of date of completion and request final inspection and a Notice of Acceptance. It is also suggested that any contractor performing work on the permit not to be fully reimbursed until acceptance by the FDOT. 10. The permittee is responsible for preparation and submission of all applicable federal, state, and local permits. Furthermore, the permittee is responsible for submitting the Storm Water Pollution Prevention Plan (SWPP) and Notice of Intent (NOI) to the FDOT district permitting office or applicable FDOT local maintenance office within 48 hours prior to the start of constriction in accordance with the Code of Federal Register (40 CFR 122.26) and United States Environniental Protection Agency (USEPA) implementation procedure by incorporating the National Pollution Discharge Elimination System (NPDES) as documented in the September 25, 1992 issue of the Federal Register, Part 3, Volume 57, Number 187. 11. All existing driveway / roadway connections not actively utilized as part of the newly constructed site development shall be closed and right of way restored to appropriate condition. Lane Closures 8:00 PM to 5:30 AM Sundays through Thursdays FDOT NOTES AND COMMENTS TO BE PLACED ON ALL PLANS FOR PERNUT APPROVAL 1. In accordance with Florida Statute 335.18, permittee shall be required to bear costs of future access modifications, traffic control devices, or other improvements when determined by the FDOT to be needed in conjunction with accepted engineering practices. 2. All construction and/or maintenance on the FDOT right of way shall conform to the Federal Manual on Uniform Traffic Devices (MUTCD) the FDOT Roadway and Traffic Design Standards and the Standard Specifications for Road and Bridge Construction. 3. It is the responsibility of the permittee to determine and comply with all County and Municipal ordinances that are relative to the construction or other activity described on this permit and are more stringent that FDOT requirements. 4. This permit does not approve utilities, new sidewalk construction, or drainage connection on FDOT right of way. 5. All portions of right of way disturbed must be sodded where a good stand of grass existed including erosion prone areas. 6. Customer parking or signs on state road right of way are prohibited. 7. Any sidewalk disturbed will be replaced by section to FDOT specs. 8. The permittee is cautioned that utilities may be located within the construction area. The permittee is responsible for contacting SUNSHINE. 9. The Pinellas Maintenance Office shall be notified 48 hors in advance of starting work in the R/W. Telephone 570-5101 and specify it is a 48 hour notice. 10. Certified density reports are required on all backfill within shoulder points of roadway. Submit to Pinellas Maintenance F.D.O.T. office at 5211 Ulmerton rd.., Clearwater, FL 34620. 11. Any project requiring widening must be overlaid full width and length of roadway where proposed striping will be in conflict with existing striping. Review proposed overlay with F.D.O.T. (1" overlay with type S-1). 12. Upgrade concrete apron thickness of Mitered End Section to 5.5 inches. 13. All lane closures must be approved by the Pinellas Maintenance Office. 14. The Pinellas Maintenance Office shall be notified for final inspection. 15. Prior to construction of roadway widening, paved shoulder must be saw cut and removed & reconstructed on outside of new widening. 16. The permittee is responsible for preparation and submission of all applicable federal, state, and local permits. Furthermore, the permittee is responsible for submitting the Storm Water Pollution Prevention Plan (SWPPP) and Notice of Intent (NOI) to the F.D.O.T. District Permitting Office or applicable F.D.O.T. local maintenance office within some 48 hrs. prior to the start of construction in accordance with the Code of Federal Register (40 CFR 122.26) and United States Environmental Protection Agency (USEPA) implementation procedure by incorporating the National Pollution Discharge Elimination System (NPDES) as documented in the September 25, 1992 issue of the Federal Register, Part 3, Volume 57, Number 187. Florida Department of Transportation CHARLIE CRIST 11201 N. McKinley Drive • Tampa, FL 33612-6456 GOVERNOR Phone (813) 975-6000 • 800-226-7220 July 2, 2008 District Design MS 7-800 John Novak, P.E. Grimail Crawford, Inc. 1511 N. Westshore Blvd., Suite 1115 Tampa, FL 33607 Subject: Project Name: Section Number: County: Date Received: Court Street Improvements 15045 S.R.:60 Pinellas STEPHANIE C. KOPELOUSOS SECRETARY Permit #: 08-D-799-0013 Mile Post: 0.836 - 1.132 4/1/2008 Date Resubmitted: 6/11/2008 Easement Relocation Requested: No Site plan requires construction of a turn lane within FDOT right-of-way: No Chapter 14-86, Florida Administrative Code Dear Mr. Novak: We have received your submittal for a Drainage Connection Permit (DCP). The current status of your drainage permit request is: ® DCP is in compliance with 14-86.003(3) and is recommended for approval ? DCP is recommended for approval with stipulations (see attached) ? Additional information is required for DCP approval (see attached) FDOT will not accept partial submittals; all submittals must be complete and signed and sealed. Please respond to the attached comments or stipulations in writing to the maintenance office specified below. ? Access Management Attn: Bob Valdez 11201 14. McKinley Drive, MS 7-1200 Tampa, FL 33612-6456 ? Brooksville Maintenance Attn: Randell Prescott, P.E. 16411 Springhill Drive, MS 7-1260 Brooksville, FL 34604 ® Pinellas Maintenance Attn: Brian Bennett, P.E. 5211 Ulmerton Road, MS 7-1210 Clearwater, FL 33760 ? Tampa Maintenance Attn: Shirleen Boone 2820 Leslie Road, MS 7-1250 Tampa, Florida 33619 If you have any questions please contact Antonius Lebrun at (813) 975-6599. Sincerely, RECEIVED tonius Lebrun, E.I. JUL 0 3 2008 Drainage Connection Permit Administrator LlAS ?Nrt?NANCE cc: Megan Arasteh, P.E., District Drainage Engineer PfNE HADRAINAGE\e\Drainage Connection Permit\Drainage Connection Permits - 2008\08-D-799-0013 Court Street Improvements\Permit Letter 77ARA- www.dot. state. f .us ® RECYCLED PAPER RECEIVED STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION (? FORM 592-13 DRAINAGE CONNECTION PERMIT MAR 2 6 2008 ROADWAY DESIGN 10/86 To be completed by DOT PINELLAS MAINTENANCE Page 1 of 3 Drainage Connection Permit Application No. ZC'1'F 'P - 7? i - 35 State Road No. (- Construction Project No. Section No. Station to Milepost FROM TO To be completed by Applicant 1, John Novak, PE 813-387-0084 (NAME OF APPLICANT) (TELEPHONE NO.) 1511 N. West Shore Blvd., #1115 Tampa FL 33607 (MAILING ADDRESS) (CITY) (STATE) (ZIP) having read the terms and conditions which follow, request permission to construct and operate a drainage connection between (DESCRIBE YOUR FACILITY) Existing parking area to be replaced with sidewalk/curb and gutter to increase vehicle and pedestrian movements. and the facilities of the Department of Transportation by construction of a (DESCRIBE PROPOSED CONNECTION) * New drainage structure and pipe to drain water cut off from extended sidewalk. on the Department's right of way at the following location: SR 60 (Court Street) between Oak Avenue and Ft. Harrison Avenue. on State Road No. 60 U.S. Highway No. NA County Pinellas FORM 592-13 ROADWAY DESIGN 10/66 Page 2 of 3 To be completed by DOT 1. This permit is a license for permissive use only and does not convey any property rights either in real estate or material, or any exclusive privilege, and it does not authorize any injury to private property or invasion of private rights, or any infringement of Federal, State or local laws or regulations; nor does it obviate the necessity of obtaining any required state or local approvals. 2. The drainage connection as authorized herein shall be constructed and thereafter maintained in accordance with the documents attached hereto and incorporated by reference herein. All construction on the Department's right of way shall conform to Department specifications and the Department's manual on Traffic Controls and Safe Practices for Street and Highway Construction, Maintenance and Utility Operation. Such construction shall be subject to the supervision and approval of the Department, and the Department may at any time make such inspections as it deems necessary to assure that the drainage connection is in compliance with this permit. 3. The entire expense of construction within the Department right of way, including replacement of existing pavement or other existing features, shall be borne by the permittee. 4. The permittee shall maintain that portion of the drainage connection authorized herein located on his property in good condition. The Department shall maintain that portion of the drainage connection authorized herein located within its right of way. 5. If the drainage connection is not constructed, operated or maintained in accordance with this permit, the permit may be suspended or revoked. In this event modification or removal of any portion of the drainage connection from the Department's right of way shall be at the permittee's expense. 6. The Department reserves the right to modify or remove the drainage connection to prevent damage or in conjunction with road improvements. 7. The permittee shall make no attempt to forbid the full and free use by the public of all navigable waters at or adjacent to the drainage connection. 8. It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the Department's right, title, and interest in the land to be entered upon and used by the permittee, and the permittee will, at all times, assume all risk and indemnify, defend and save harmless the Department from and against all loss, damage, cost or expense arising in any manner on account of the exercise or attempted exercises by said permittee of these rights and privileges, regardless of the respective degrees of fault of the parties. 9. The permittee shall notifv the Department of Transportation Maintenance Office located at .eZ// Gll~r yk<_. ?oaot: e?leo•-wa A,,y FG 33 Z6C Telephone 67,77),f-7C 24 hours in advance of starting any work on the drainage connection authorized by this permit and also 24 hours prior to any work within the right of way. Construction of any work on the right of way shall be completed within / Z L7 days after such notification. If such work is not completed within /20- days after such notification, the permittee shall notify the Department of the anticipated completion date. 10. Utilities, including gas lines, may be located within the right of way. Prior to beginning work the permittee shall contact the Clerk of Circuit Court for the name, address and telephone number of any gas line owner who will provide information upon request on possible conflicts between the gas line and the permittee's drainage connection. The permittee shall also locate all utilities and obtain information from the utility owners as to possible conflicts between utilities and the drainage connection. The permittee shall be solely responsible for any damage to or conflicts with gas lines, utilities and/or third persons. 11. The permit shall expire if construction on the drainage connection is not begun within one year of the date of approval and if construction on the drainage connection is not completed by (Date) C2 4L--, /-Z00;7 12. All the provisions of this permit shall be binding on any signee or successor in interest of the permittee. f'rrcE1VEQJ STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION JUN 10 2008 FORM 592-12 DRAINAGE CONNECTION PERMIT APPLIC%IQN ROADWAY DESIGN EL $ MAINTEwcv 10/66 To be completed by DOT Drainage Connection Permit Application No Received By L70 State Road No. L/- O Z6,0,41-p- ?' Iy- 1,3 Date Maintenance Unit Construction Project No. Section No. e.? ?? Station to Milepost 6.;,36 - /• IYZ To be completed by Applicant Applicant's Name: John Novak, PE Address: 1511 N. West Shore Blvd., Suite 1115 FROM 813-387-0084 TO STREET TELEPHONE NO. Tampa Hillsborough FL 33607 CITY COUNTY STATE ZIP Project Name: Court Street Improvements Location: Court/Chestnut 60 Clearwater STREET SR. NO. US HWY NO. CITY Pinellas 16 29 S 15 E COUNTY SECTION(S) TOWNSHIP(S) RANGE(S) Brief Description of Activity Proposed: - Replace--existing parking with sidewalks to improve pedestrian and vehi r-1 P mobility, No impervious changes. Briefly Describe Why This Activity Requires a Drainage Connection Permit: (Include Where the Stormwater Will Discharge) The addition of sidewalk/channelization will require a new structure to be connected with piping to an existing structure. NOTE: Rule Chapter 14-86.004 specifies the exact data requirements which constitute a complete application. This form must be submitted with all the required items in quadruplicate. These include: ? Affidavit of ownership or Control ® Location Map (on key sheet) ? Legal Description ? Grading Plan ? Statement of Contiguous Interest ? Soil Borings ? Computations ? Water TablelPercolation ? Certification ® Permit Form 592-13 ? Photographs of Existing Conditions Please mark items which have been submitted. I HEREBY CERTIFY THAT THE INFORMATION SUBMITTED IN THIS APPLICATION IS COMPLETE, ACCURATE, AND INDICATIVE OF THE ACTIVITY AND OF THE EXISTING AND PROPOSED AINAGE/ ORMWATER MANAGEMENT FEATURES AND PATTERNS. (SIGN) APPLICANT John Novak, PE John Novak, PE 1511 N. Vest Shore Blvd. Suite 1115 NAME (MAILING ADDRESS) STREET Tampa FL 33607 CITY STATE ZIP 0v 813-387-0084 DATE TELEPHONE If this application is signed by a representative of the applicant, a letter of authorization from the permittee must be attached FORM 592-13 ROADWAY DESIGN 10186 Pape 3 of 3 To be completed by the Applicant The above conditions are hereby accepted and agreed to this day of (If this application is signed by a representative of the permittee, then a letter of authorization must be attached.) Witnessed By: 1511 N. West Shore Blvd., #1115, Tampa, FL 33607 (MAILING ADDRESS)(CITY)(STATE)(ZIP) Witnessed By: 1511 N. West Shore Blvd., #1115, Tampa, FL 33607 (MAILING ADDRESS)(CITY)(STATE)(ZIP) To be completed by DOT The above request has been reviewed and has been found to meet the regulations as prescribed, and is hereby approved, subject to the following special conditions: SEE ATTACHED Department of Transportation: (SIGNATURE) 'FOR TIAV- 91Nr-LLAg tAA,1NTE-NANCE Ct4GMle><R To be completed by the Applicant (TITLE) wu 22.1 E009' (DATE OF APPROVAL) The above special conditions are hereby accepted and agreed to this day of Witnessed By: Applicant: 1511 N. West Shore Blvd., #1115 (MAILING ADDRESS) Tampa, FL 33607 (CITY)(STATE)(ZIP) ASSISTANT PINELLAS MAINTENANCE ENGINEER Applicant: 1511 N. West Shore Blvd., #1115, Tampa, FL 33607 (MAILING ADDRESS)(CITY)(STATE)(ZIP) Witnessed By: 1511 N. West Shore Blvd., #1115, Tampa, FL 33607 (MAILING ADDRESS)(CITY)(STATE)(ZIP) RECEIVE JUN 10 2008 ENGINEER'S CERTIFICATION ?,;_;..ASMAINTEN09 for DRAINAGE CONNECTION PERMITS Project Name Court Street Improvements Project Location SR 60 (Court St.) Downtown Clearwater Q Courthouse Complex County Pinellas State Road Number 60 Applicaffs; Name John Novak, PE In accordance with Florida Administrative Code (F.A.C.) Rule 14-86, Drainage Connections, I hereby certify that the following requirements have been or will be met. 14-86.003(3)(a)3: The quality of water conveyed by the connection meets all applicable water quality standards or minimum design and performance standards. 14-86.004(4)(g): The complete set of plans and computations comply with x 14-86.003(3)(a), or ,14-86.003(3)(b). (check one) I further certify that a National Pollutant Discharge Elimination System (NPDES) permit for stormwater discharges associated with industrial activity from construction sites ... _ is required, x is not required. * (check one) I am aware that there are significant penalties for submitting false information, including the possibility of fines and imprisonment. This certification shall remain valid for any subsequent revision or submittal of plans, computations or other project documents. Signature Name (ty)ed) John Novak, PE y AFZo SEAL- Date 0 © District staff to forward a completed copy to the District NPDES Coordinator * For questions on NPDES requirements, contact Susan Moore @ (813)975-6639