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VOLUME II
SPECIFICATIONS PACKAGE
FOR
OLD DIXIE HIGHWAY SIDEWALK
IMPROVEMENTS FROM 38th LANE TO 65th STREET
BID NO . 2011045
PROJECT NO . 0845
FM NO . 423186 = 1 -58 -01
IN
00001 - Project Title Page - Volume II . doc
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March 16 , 2011
PREPARED BY : Glenn Reyes, Ben Burton
CSR
" SPECIFICATIONS PACKAGE
FOR
FINANCIAL PROJECT ID ( S ) . 4231864 - 58 - 01
FEDERAL FUNDS
DISTRICT FOUR
INDIAN RIVER COUNTY
In the 2010 Edition of the Florida Department of Transportation Standard Specifications , the
General Requirements & Covenants division (Division 1) is replaced , and the Construction
Details and Materials divisions (Divisions II & III ) are revised as follows :
I hereby certify that this specifications package has been properly prepared by me, or under my
responsible charge, in accordance with procedures adopted bvL%*%PW! ,,epartrnent of
Transportation. �� r1N E• REy,4t�
�' • •�- SSE • �:
a ANN
0 56021
Signature and Seal : = NOW
NOW
OWN
INN
NON
Name : Glenn E . Reyes, P . E NO _ i ATE OF : 4V
Page( s) : 1 - 25 $ 17 'i •• FLORINP. ••• `�
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SPECIALPROVISIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
SECTION 1 — DEFINITIONS AND TERMS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
SECTION 4 — SCOPE OF THE WORK . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . 0000 . . . . . . . . . . . . . . . . . . . . . . . . . 7
SECTION 5 — CONTROL OF THE WORK . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
SECTION 6 — CONTROL OF MATERIALS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
SECTION 7 — LEGAL REQUIREMENTS AND RESPONSIBILITIES TO THE
PUBLIC . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . 10
SECTION 9 — MEASUREMENT AND PAYMENT12
MAINTENANCE OF TRAFFIC , 1 . . . . 0 * * * " , 1 a , lopmooft * 61 be I . . . . . . . . . . a a 0 0 0
4 6 0 a 14
EXCAVATION AND EMBANKMENT — ACCEPTANCE PROGRAM , a 0 0 0 0 1 1 1 1 1 4 0 0 a a 6 0 0 0 0 0 a 0 * a a 14
LA EXCAVATION FOR STRUCTURES AND PIPE — ACCEPTANCE
PROGRAM , a a 0 0 0 0 0 1 1 0 1 1 1 a 9 0 a * 0 1 1 1 1 1 1 1 1 1 6 0 0 0 0 1 1 1 1 P 1 0 a 0 0 0 0 0 0
a 1 6 1 1 1 1 1 1 0 1 1 a v 0 a a 1 0 1 a 1 0 1 0 a a 9 0 0 0 1 0 1 1 1 4 1 1 4 0 a a woo * apowevo . . . . matt 15
STABILIZING — ACCEPTANCE PROGRAM . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
ROCK BASE — ACCEPTANCE PROGRAM . 11 0 1 9 914 0 a 9 0 1 1 , 6 . . . . 9 0 , a a 0 0 0 0 0 a 0 a 0 a 0 q 0 9 0 0
a a a 0 0 a . . . . . 16
PORTLAND CEMENT CONCRETE — ACCEPTANCE SAMPLING
FREQUENCY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
17
STRUCTURES FOUNDATIONS — PILING . a 1 0 1 0 4 0 6 1 1 1 1 1 1 1 1 0 1 0 9 a 0 a 0 2 a 0 18
CRASH CUSHIONS , . . . . . . . . 20
SUPPLEMENTAL SPECIFICATIONS21
102 MAINTENANCE OF TRAFFIC . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22
104 PREVENTION, CONTROL, AND ABATEMENT OF EROSION AND
WATERPOLLUTION , a 0 4 0 1 1 1 w I I I I a I I I I I I 1 0 4 & I a a I I I I 1 0 1 0 a 0 0 0 9 0 1 0 0 1 1 1
0 1 1 1 0 1 1 0 1 1 a 0 6 0 0 0 a I 1 9 1 1 a 0 0 a I 1 0 1 0 1 1 1 1 1 1 0 0 0 0 1 1 1 a Wa 38
105 CONTRACTOR QUALITY CONTROL GENERAL REQUIREMENTS . 43
107 LITTER REMOVAL AND MOWING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49
110 CLEARING AND GRUBBING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 51
120 EXCAVATION AND EMBANKMENT , a 9 9 a 0 0 0 0 1 a I w I I 1 0 1 1 1 1 1 0 0 0 0 & 6 6 a smewoomoot . . . 51
LIN
121 FLOWABLE FILL . . . . . . 55
125 EXCAVATION FOR STRUCTURES AND PIPE — ACCEPTANCE
PROGRAM , q 1 9 0 0 a I I 1 0 1 1 0 1 1 9 1 4 0 0 0 0 * 6 0 a a . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 57
160 STABILIZING . 58
234 SUPERPAVE ASPHALT BASE , 59
300 PRIME AND TACK COATS FOR BASE COURSES — RATE OF
4,1
APPLICATION . . . . . . . . 44 * , * . . . 61
320 HOT BITUMINOUS MIXTURES — PLANT , METHODS , AND
EQUIPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
61
327 MILLING OF EXISTING ASPHALT PAVEMENT CONSTRUCTION . 9 0 0 , 6 a v 0 . . . . 64
330 HOT BITUMINOUS MIXTURES — GENERAL CONSTRUCTION
REQUIREMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 66
334 SUPERPAVE ASPHALT CONCRETE , I I I I I a a We 0 a I I I . . . . . 81
336 ASPHALT RUBBER BINDER. . . . . . . aoov # 4 . . . . . . . 98
337 ASPHALT CONCRETE FRICTION COURSES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . 101
338 VALUE ADDED ASPHALT PAVEMENT , 110
341 ASPHALT RUBBER MEMBRANE INTERLAYER . 116
346 PORTLAND CEMENT CONCRETE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 117
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350 CEMENT CONCRETE PAVEMENT , 127
355 VALUE ADDED PORTLAND CEMENT CONCRETE PAVEMENT . . 129
370 BRIDGE APPROACH EXPANSION JOINTS . 133
400 CONCRETE STRUCTURES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 133
410 PRECAST CONCRETE BOX CULVERT . 139
415 REINFORCING STEEL—BAR SUPPORTS , 140
443 FRENCH DRAINS . 142
446 EDGEDRAIN (DRAINCRETE) — CONTROL OF QUALITY . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. 143
450 PRECAST PRESTRESSED CONCRETE CONSTRUCTION . 143
455 STRUCTURES FOUNDATIONS . 145
460 STRUCTURAL STEEL AND MISCELLANEOUS METALS . . . . . . . . . . . . . . . . . . . . . 0 . . . . . . . .
146
502 SHEAR CONNECTORS , 0 , * , w . . . . . . . 147
523 PATTERNED/TEXTURED PAVEMENT . pp low , 0 * mmIOlOwlw * l " Blowlas ONO No 000 0 mogoffisoo Bottom e6 * 060 , 147
524 CONCRETE DITCH AND SLOPE PAVEMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . 148
527 DETECTABLE WARNINGS ON WALKING SURFACES . 149
534 SOUND BARRIERS , 151
536 GUARDRAIL . 154
544 CRASH CUSHIONS , . . . . . . . . 155
546 RUMBLE STRIPS ' 156
548 RETAINING WALL SYSTEMS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 156
550 FENCING . . . . . . . . . . . . . . . teem . . - . . - . - - - - tome - - . . . - . - - . - 00 . 90009004
- 91, 00000 . . . 4400 - 0 - 04 - 00900 . 0606 . 6 . . 1, . . . . . . . . . . . . . - - - - 041 160
560 COATING STRUCTURAL STEEL . v I & 6 1 1, o a & 6 6 b 6 p 6 6 b 0 & 0 1, 0 * 6 * & 4. 1 w m * m 0 1 6 a
6 0 6 m I, I I I I 1, 9 1 w I 1 4 p - . . . . . . . . . . . . 160
563 ANTI— GRAFFITI COATING SYSTEM — DESCRIPTION . 166
570 PERFORMANCE TURF - . , . . . . - tome - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1999 . 9 . 60 166
603 GENERAL REQUIREMENTS FOR THE INSTALLATION AND
EVALUATION OF TRAFFIC CONTROL SIGNALS AND DEVICES . . . . . . . . . . . . . . . . 171
608 GUARANTIES FOR TRAFFIC CONTROL SIGNALS AND DEVICES , 174
611 ACCEPTANCE PROCEDURES FOR TRAFFIC CONTROL SIGNALS
AND DEVICES , 600 946 * 6 # 0 0 * 0 & 60 06 * 00 * * eve * be WO * 09 0 memo Bowee too Be owe me 64 0 0 I
' m . . . . . . 175
635 PULL AND JUNCTION BOXES . 179
650 VEHICULAR SIGNAL ASSEMBLIES — INSTALLATION , 179
690 REMOVAL OF EXISTING TRAFFIC CONTROL SIGNALS AND
DEVICES - - - - - - - - me , - - - - - - - - - - - - - - - - - - - - - memo - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - Bottom - - - - - - - - - - - - - - - - - - - - - - - - owe Veto VISION . . . . . . 180
If 700 HIGHWAY SIGNING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 183
701 AUDIBLE AND VIBRATORY PAVEMENT MARKINGS , 190
705 OBJECT MARKERS AND DELINEATORS , . . . . . . . . . . . . . qW11 * 111101 194
709 TRAFFIC STRIPES AND MARKINGS — TWO REACTIVE
COMPONENTS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 194
710 PAINTED PAVEMENT MARKINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 197
711 THERMOPLASTIC TRAFFIC STRIPES AND MARKINGS . . 0 0 0 4 . . . . . . . . . . . . . . . . . . . . . . .
. . 198
713 PERMANENT TAPE STRIPES AND MARKINGS , . . . . . . . . . . . . . 6 , 200
715 HIGHWAY LIGHTING SYSTEM . 201
901 COARSE AGGREGATE . w I I I I, I W b 6 1 1 0 1 0 1 6 w 0 6 1 6 & I I & * 0 1, m * I m 4 6 0 * 0 4 6 *
0 1 1 6 & . - 1 - - - - 011111111111111 - 61 . . 202
916 BITUMINOUS MATERIALS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 205
919 GROUND TIRE RUBBER FOR USE IN ASPHALT RUBBER BINDER , . . . . . . . . . . . 209
923 WATER FOR CONCRETE . 210
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926 EPDXY COMPOUNDS . 211
931 METAL ACCESSORY MATERIALS FOR CONCRETE PAVEMENT
AND CONCRETE STRUCTURES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 212
932 NONMETALLIC ACCESSORY MATERIALS FOR CONCRETE
PAVEMENT AND CONCRETE STRUCTURES , . . . . . . . . 213
948 MISCELLANEOUS TYPES OF PIPE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 218
962 STRUCTURAL STEEL AND MISCELLANEOUS METAL ITEMS
(OTHER THAN ALUMINUM) . 222
971 TRAFFIC MARKING MATERIALS , . . . . . . 223
972 RECYCLED PLASTIC PRODUCTS , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 235
973 STRUCTURAL PLASTICS , 236
975 STRUCTURAL COATING SYSTEMS , 241
981 TURF MATERIALS . . . . . 246
987 PREPARED SOIL LAYER MATERIALS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . 247
990 TEMPORARY TRAFFIC CONTROL DEVICES AND MATERIALS . . . . . . . . . . . . . . . . . 247
993 OBJECT MARKERS AND DELINEATORS , . . . . . . . . 1111111 . 111 254
994 RETROREFLECTIVE AND NONREFLECTIVE SHEETING FOR
TRAFFIC CONTROL DEVICES . 0111190wooll " , , 4 . 6 . . . . . . . . 255
THIS COMPLETES THIS SPECIFICATIONS PACKAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 258
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SECTION 1 — DEFINITIONS AND TERMS
Contractor ' s Engineer of Record .
A Professional Engineer registered in the State of Florida, other than the Engineer of
Record or his subcontracted consultant, who undertakes the design and drawing of components
of the permanent structure as part of a redesign or Cost Savings Initiative Proposal , or for repair
designs and details of the permanent work . The Contractor ' s Engineer of Record may also serve
as the Specialty Engineer ,
The Contractor ' s Engineer of Record must be an employee of a pre -qualified firm . The
firm shall be pre- qualified in accordance with the Rules of the Department of Transportation ,
Chapter 14 - 75 . Any Corporation or Partnership offering engineering services must hold a
Certificate of Authorization from the Florida Department of Business and Professional
Regulation .
As an alternate to being an employee of a pre- qualified firm, the Contractor ' s Engineer of
Record may be a pre -qualified Specialty Engineer. For items of the permanent work declared by
the State Construction Office to be "major" or " structural" , the work performed by a pre -
qualified Specialty Engineer must be checked by another pre - qualified Specialty Engineer . An
individual Engineer may become pre- qualified in the work groups listed in the Rules of the
Department of Transportation , Chapter 14 - 75 , if the requirements for the Professional Engineer
are met for the individual work groups . Pre -qualified Specialty Engineers are listed on the State
Construction Website . Pre - qualified Specialty Engineers will not be authorized to perform
redesigns or Cost Savings Initiative Proposal designs of items fully detailed in the plans .
Department :
Indian River County, Public Works Department
Engineer .
Indian River County ' s Public Works Director, acting directly or through duly authorized
representatives ; such representatives acting within the scope of the duties and authority assigned
to them .
Note : In order to avoid cumbersome and confusing repetition of expressions in these
Specifications , it is provided that whenever anything is , or is to be done , if, as , or, when , or
where "acceptable , accepted, approval , approved, authorized, condemned, considered necessary,
contemplated, deemed necessary, designated, determined, directed, disapproved, established,
given, indicated, insufficient, ordered, permitted, rejected, required, reserved, satisfactory,
specified, sufficient, suitable , suspended, unacceptable , or unsatisfactory, " it shall be understood
as if the expression were followed by the words "by the Engineer, " "to the Engineer, " or "of the
Engineer. "
Lot
The definition varies throughout the specifications . The Engineer reserves the right to
define the testing limits .
Qualified Products List ( QPL )
The FDOT ' s Qualified Products List
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FPID (S ) : 423186 - 1 - 58 - 01
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Specialty Engineer.
A Professional Engineer registered in the State of Florida, other than the Engineer of
Record or his subcontracted consultant, who undertakes the design and drawing preparation of r
components , systems , or installation methods and equipment for specific temporary portions of
the project work or for special items of the permanent works not fully detailed in the plans and 14
4
required to be furnished by the Contractor such as but not limited to pot bearing designs , non -
standard expansion joints , MSE wall designs and other specialty items . The Specialty Engineer
may also provide designs and details for items of the permanent work declared by the State t
Construction Office to be "minor" or "non- structural" . The Specialty Engineer may be an
employee or officer of the Contractor or a fabricator, an employee or officer of an entity
providing components to a fabricator, or an independent consultant .
For items of work not specifically covered by the Rules of the Department of
Transportation, a Specialty Engineer is qualified if he has the following qualifications :
( 1 ) Registration as a Professional Engineer in the State of Florida .
(2 ) The education and experience necessary to perform the submitted design as
required by the Florida Department of Business and Professional Regulation ,
SECTION 4 — SCOPE OF THE WORK t _ '
4-3 Alteration of Plans or of Character of Work.
When the Department requires work that is not covered by a price in the Contract and
such work does not constitute a " Significant Change " as defined in 4 - 3 . 1 , and the Department
finds that such work is essential to the satisfactory completion of the Contract within its intended
scope , the Department will make an adjustment to the Contract. The Engineer will determine the
basis of payment for such an adjustment in a fair and equitable amount .
The term " significant change " applies only when the Engineer determines that the
character of the work, as altered, differs materially in kind or nature from that involved or
included in the original proposed construction . The allowance due to the Contractor will be
determined by the Department .
In the instance of an alleged " significant change" , the determination by the Engineer shall
be conclusive and shall not be subject to challenge by the Contractor in any forum , except upon
the Contractor establishing by clear and convincing proof that the determination by the Engineer
was without any reasonable and good- faith basis .
SECTION 5 — CONTROL OF THE WORK
541 Final Acceptance.
When , upon completion of the final construction inspection of the entire project, the
Engineer detennines that the Contractor has satisfactorily completed the work, the Engineer will
give the Contractor written notice of final acceptance .
SECTION 6 — CONTROL OF MATERIALS
64 Acceptance Criteria .
6 - 1 . 1 General : Acceptance of materials is based on the following criteria . All
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requirements may not apply to all materials . Use only materials in the work that meet the
requirements of these Specifications . The Engineer may inspect and test any material , at points
of production , distribution and use .
6 - 1 . 2 Sampling and Testing : Use the Department ' s current sample identification and
tracking system to provide related information and attach the information to each sample .
Restore immediately any site from which material has been removed for sampling purposes to
the pre- sampled condition with materials and construction methods used in the initial
construction, at no additional cost to the Department .
Ensure when a material is delivered to the location as described in the Contract
Documents , there is enough material delivered to take samples , at no expense to the Department .
64 . 2 . 1 Pretest by Manufacturers : Submit certified manufacturer ' s test results to
the Engineer for qualification and use on Department projects . Testing will be as specified in the
Contract Documents . The Department may require that manufacturers submit samples of
materials for independent verification purposes .
6 - 1 . 2 . 2 Point of Production Test : Test the material during production as specified
in the Contract Documents ,
6- 1 . 2 . 3 Point of Distribution Test : Test the material at Distribution facilities as
specified in the Contract Documents ,
6 - 1 . 2 . 4 Point of Use Test : Test the material immediately following placement as
specified in the Specifications . After delivery to the project, the Department may require the
retesting of materials that have been tested and accepted at the source of supply, or may require
the testing of materials that are to be accepted by Producer Certification . The Department may
reject all materials that, when retested, do not meet the requirements of these Specifications .
6 - 1 . 3 Certification :
64 . 3 . 1 Producer Certification : Provide complete certifications for materials as
required . Furnish to the Engineer for approval , Producer Certifications for all products listed on
the Qualified Products List and when required by the applicable material Specification( s) . Do not
incorporate any manufactured products or materials into the project without approval from the
Engineer. Materials will not be considered for payment when not accompanied by Producer
Certification . Producers may obtain sample certification forms through the Department ' s
website . Ensure that the certification is provided on the producer ' s letterhead and is signed by a
legally responsible person from the producer and notarized .
6 - 1 . 3 . 1 . 1 Qualified Products List : The Product Evaluation Section in the
State Specifications and Estimates Office publishes and maintains a Qualified Products List. This
list provides assurance to Contractors , consultants , designers , and Department personnel that
specific products and materials are approved for use on Department facilities . The Department
will limit the Contractor ' s use of products and materials that require pre - approval to items listed
on the Qualified Products List effective at the time of placement .
Manufacturers seeking evaluation in accordance with
Departmental procedures of an item must submit a Product Evaluation Application , available on
the Department ' s website
www2 . dot . state . fl . us/specificationsestimates/productevaluation/gpl/submittalprocess . aspx with
supporting documentation as defined and detailed by the applicable Specifications and
Standards . This may include certified test reports from an independent test laboratory,
certification that the material meets all applicable specifications , signed and sealed drawings and
calculations , quality control plans , samples , infrared scans , or other technical data .
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Manufacturers successfully completing the Department ' s
evaluation are eligible for inclusion on the Qualified Products List . The Department will consider
any marked variations from original test values for a material or any evidence of inadequate field
performance of a material as sufficient evidence that the properties of the material have changed,
and the Department will remove the material from the Qualified Products List ,
6 - 1 . 3 . 1 . 2 Approved Products List : The State Traffic Operations Office
maintains the Approved Products List of Traffic Control Signal Devices . Traffic Monitoring Site
Equipment and Materials are also included on the Approved Products List . This list provides
assurance to Maintaining Agencies , Contractors , consultants , designers , and Department
personnel that the specific items listed are approved for use on Department facilities . The
Department will limit the Contractor ' s procurement and use of Traffic Control Signal Devices ,
and Traffic Monitoring Site equipment and materials to only those items listed on the Approved
Products List that is effective at the time of procurement, except as provided in Section 603 .
The approval process is described in detail on the State Traffic
Operation website , www . dot . state . fl . us/trafficoperations/terl/apl2 . htm . Manufacturers seeking
evaluation of a specific device must submit an application which can be obtained from the State
Traffic Operations Office .
6 - 1 . 3 . 2 Contractor Installation Certification : Provide installation certifications as
required by the Contract Documents .
6-2 Applicable Documented Authorities other than Specifications .
6 -2 . 1 General : Details on individual materials are identified in various material specific
Sections of the Specifications that may refer to other documented authorities for requirements . '
When specified, meet the requirements as defined in such references .
6 - 22 Test Methods : Methods of sampling and testing materials are in accordance with
the Florida Methods (FM) . If a Florida Method does not exist for a particular test, perforin the
testing in accordance with the method specified in the Specification . When test methods or other
standards are referenced in the Specifications without identification of the specific time of
issuance , use the most current issuance , including interims or addendums thereto , at the time of
bid opening .
6 -2 . 3 Construction Aggregates : Aggregates used on Department projects must be in
accordance with Rule 14 - 103 , FAC ,
6-3 Storage of Materials and Samples .
6 - 3 . 1 Method of Storage : Store materials in such a manner as to preserve their quality and
fitness for the work, to facilitate prompt inspection, and to minimize noise impacts on sensitive
receivers . More detailed specifications concerning the storage of specific materials are prescribed
under the applicable Specifications . The Department may reject improperly stored materials .
6 - 3 . 2 Use of Right- of--Way for Storage : If the Engineer allows , the Contractor may use a
portion of the right- of-way for storage purposes and for placing the Contractor ' s plant and
equipment . Use only the portion of the right- of-way that is outside the clear zone , which is the
portion not required for public vehicular or pedestrian travel . When used , restore the right-of-
way to pre - construction condition at no additional cost to the Department or as specified in the
Contract Documents . Provide any additional space required at no expense to the Department .
6 - 3 . 3 Responsibility for Stored Materials : Accept responsibility for the protection of
stored materials . The Department is not liable for any loss of materials , by theft or otherwise , or
for any damage to the stored materials .
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6 - 3 . 4 Storage Facilities For Samples : Provide facilities for storage of samples as
described in the Contract Documents and warranted by the test methods and Specifications .
6-4 Defective Materials .
Materials not meeting the requirements of these Specifications will be considered
defective . The Engineer will reject all such materials , whether in place or not . Remove all
rejected material immediately from the site of the work and from storage areas , at no expense to
the Department .
Do not use material that has been rejected and the defects corrected, until the Engineer
has approved the material ' s use . Upon failure to comply promptly with any order of the Engineer
made under the provisions of this Article, the Engineer has the authority to have the defective
material removed and replaced by other forces and deduct the cost of removal and replacement
from any moneys due or to become due the Contractor .
As an exception to the above , within 30 calendar days of the termination of the LOT or
rejection of the material , the Contractor may submit a proposed scope of work to the Engineer
for an engineering or independent laboratory (as approved by the Engineer) analysis to
determine the disposition of the material . A Specialty Engineer, who is an independent
consultant, or the Contractor ' s Engineer of Record as stated within each individual Section shall
perform any such analysis . Upon the Engineer ' s approval of the scope of work submitted by the
Contractor, the engineering analysis must be completed and the report must be submitted to the
Engineer within 45 calendar days , or other time frame as approved by the Engineer. The report
must be signed and sealed by the Specialty Engineer. The Engineer will determine the final
disposition of the material after review of the information submi
mtted by the Contractor. No
additional monetary compensation or time extension will be granted for the impact of any such
analysis or review .
6-5 Products and Source of Supply.
6- 5 . 3 Contaminated, Hazardous , and Dangerous Materials : Do not use any material that,
after approval and/or placement, has in any way become unfit for use . Do not use materials
containing any substance that has been determined to be hazardous by the State of Florida
Department of Environmental Protection or the U . S . Department of Environmental Protection .
Provide workplaces free from serious recognized hazards and to comply with occupational safety
and health standards , as determined by the U . S . Department of Labor Occupational Safety and
Heath Administration ,
SECTION 7 — LEGAL REQUIREMENTS AND RESPONSIBILITIES TO THE PUBLIC
a
7 - 1 . 3 Introduction or Release of Prohibited Aquatic Plants , Plant Pests , or Noxious
Weeds : Do not introduce or release prohibited aquatic plants , plant pests , or noxious weeds into
the project limits as a result of clearing and grubbing, earthwork, grassing and mulching,
sodding, landscaping , or other such activities . Immediately notify the Engineer upon discovery
of all prohibited aquatic plants , plant pests , or noxious weeds within the project limits . Do not
move prohibited aquatic plants , plant pests , or noxious weeds within the project limits or to
locations outside of the project limits without the Engineer ' s permission . Maintain all borrow
material brought onto the project site free of prohibited aquatic plants , plant pests , noxious
weeds , and their reproductive parts . Refer to Rule 16C - 52 and Rule 513 - 57 , of the Florida
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Administrative Code for the definition of prohibited aquatic plants , plant pests , and noxious
weeds .
Furnish the Engineer, prior to incorporation into the project, with a certification
from the Florida Department of Agriculture and Consumer Services , Division of Plant Industry ,
stating that the sod, hay, straw, and mulch materials are free of noxious weeds , including
Tropical Soda Apple .
7 - 1 . 7 Insecticides and Herbicides . Use products found on the following website ,
www . flpesticide . us/ , approved by the Florida Department of Agriculture for the State of Florida .
The use of restricted products is prohibited . Do not use any products in the sulfonylurea family
of chemicals . Herbicide application by broadcast spraying is not allowed .
Procure any necessary licenses , pay all charges and fees , and give all notices
necessary for lawful performance of the work .
Ensure that all employees applying insecticides and herbicides possess a current
Florida Department of Agriculture Commercial Applicator license with the categories of
licensure in Right- of-Way Pest Control and Aquatic Pest Control . Provide a copy of current
certificates upon request, to the Engineer .
Ensure that employees who work with herbicides comply with all applicable
Federal , State , and local regulations .
Comply with all regulations and permits issued by any regulatory agency within
whose jurisdiction work is being performed . Post all pen-nit placards in a protected, conspicuous
location at the work site.
Acquire any permits required for work performed on the rights -of-way within the
jurisdiction of National Forests in Florida . Contact the Local National Forest Ranger District, or
the United States Department of Agriculture (USDA) office for the proper pen-nits and
subsequent approval .
Acquire all permits required for aquatic plant control as outlined in Chapter
62C -20 , Florida Administrative Code , Rules of the Florida Department of Environmental
Protection . Contact the Regional Field Office of Bureau of Invasive Plant Management of the
Florida Department of Environmental Protection for proper permits and subsequent approval . If
application of synthetic organo- auxin herbicides is necessary, meet the requirements of
Chapter 5E- 2 , Florida Administrative Code ,
7 - 7 . 2 Overloaded Equipment . Do not operate on any road or street any hauling unit or
equipment loaded in excess of ( 1 ) the maximum weights specified in the Florida Uniform Traffic
Control Law, or (2 ) lower weights legally established for any section of road or bridge by the
Department or local authorities . The governmental unit having jurisdiction over a particular road
or bridge may provide exceptions by special permit under the provisions of 7 . 0 . This restriction
applies to all roads and bridges inside and outside the Contract limits as long as these roads and
bridges are open for public use . The Contractor may overload roads and bridges which are to be
demolished after they are permanently closed to the public . The Contractor is responsible for all
loss or damages resulting from equipment operated on a structure permanently closed to the
public .
7 - 7 . 5 Contractor ' s Equipment on Bridge Structures . The Specialty Engineer shall analyze
the effect of imposed loads on bridge structures , within the limits of a construction contract,
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resulting from the following operations :
( 1 ) Overloaded Equipment as defined 6 . 0 :
(a) Operating on or crossing over completed bridge structures .
(b) Operating on or crossing over partially completed bridge structures .
(2 ) Equipment within legal load limits :
(a) Operating on or crossing over partially completed bridge structures .
(3 ) Construction cranes :
(a) Operating on completed bridge structures .
(b) Operating on partially completed bridge structures .
Any pipe culvert( s) or box culvert( s) qualifying as a bridge under 1 - 3 is excluded
from the requirements above .
A completed bridge structure is a bridge structure in which all elemental
components comprising the load carrying assembly have been completed , assembled , and
connected in their final position . The components to be considered shall also include any related
members transferring load to any bridge structure .
The Specialty Engineer shall determine the effect that equipment loads have on
the bridge structure and develop the procedures for using the loaded equipment without
exceeding the structure ' s design load capacity .
Submit to the Department for approval eight copies of design calculations , layout
drawings , and erection drawings showing how the equipment is to be used so that the bridge
structure will not be overstressed . The Specialty Engineer shall sign and seal one set of the eight
copies of the drawings and the cover sheet of one of the eight copies of the calculations for the
Department ' s Record Set .
SECTION 9 — MEASUREMENT AND PAYMENT
9 - 1 . 3 Determination of Pay Areas :
94 . 3 . 1 Final Calculation : When measuring items paid for on the basis of area of
finished work, where the pay quantity is designated to be determined by calculation, the
Engineer will use lengths and widths in the calculations based on the station to station
dimensions shown on the plans ; the station to station dimensions actually constructed within the
limits designated by the Engineer; or the final dimensions measured along the surface of the
completed work within the neat lines shown on the plans or designated by the Engineer . The
Engineer will use the method or combination of methods of measurement that reflect, with
reasonable accuracy, the actual surface area of the finished work as the Engineer determines .
9 - 1 . 3 . 2 Plan Quantity : When measuring items paid for on the basis of area of
finished work, where the pay quantity is designated to be the plan quantity, the Engineer will
determine the final pay quantity based on the plan quantity subject to the provisions of 9 - 3 . 2 .
Generally, the Engineer will calculate the plan quantity using lengths based on station to station
dimensions and widths based on neat lines shown in the plans .
9-3 Compensation for Altered Quantities .
9 - 3 . 1 General : When alteration in plans or quantities of work not requiring a
supplemental agreement as hereinbefore provided for are offered and performed , the Contractor
shall accept payment in full at Contract unit bid prices for the actual quantities of work done , and
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no allowance will be made for increased expense , loss of expected reimbursement, or loss of i
anticipated profits suffered or claimed by the Contractor, resulting either directly from such
alterations , or indirectly from unbalanced allocation among the Contract items of overhead
expense on the part of the bidder and subsequent loss of expected reimbursement therefore , or
from any other cause .
Compensation for alterations in plans or quantities of work requiring
supplemental agreements shall be stipulated in such agreement, except when the Contractor
proceeds with the work without change of price being agreed upon , the Contractor shall be paid
for such increased or decreased quantities at the Contract unit prices bid in the Proposal for the
items of work . If no Contract unit price is provided in the Contract , and the parties cannot agree
as to a price for the work, the Contractor agrees to do the work in accordance with 4 - 3 . 2 .
9 - 3 . 2 Payment Based on Plan Quantity :
9 - 3 . 2 . 1 Error in Plan Quantity : As used in this Article , the term " substantial error"
is defined as the smaller of (a) or (b) below :
(a) a difference between the original plan quantity and final quantity of
more than 5 % ,
(b) a change in quantity which causes a change in the amount payable of
more than $ 5 , 000 .
On multiple job Contracts , changes made to an individual pay item due to
substantial errors will be based on the entire Contract quantity for that pay item .
Where the pay quantity for any item is designated to be the original plan
quantity, the Department will revise such quantity only in the event that the Department
determines it is in substantial error. In general , the Department will determine such revisions by
final measurement, plan calculations , or both , as additions to or deductions from plan quantities .
In the event that either the Department or the Contractor contends that the
plan quantity for any item is in error and additional or less compensation is thereby due , the
claimant shall submit , at their own expense , evidence of such in the form of acceptable and
verifiable measurements or calculations . The Department will not revise the plan quantity solely
on the basis of a particular method of construction that the Contractor selects . For earthwork
items , the claimant must note any differences in the original ground surfaces from that shown in
the original plan cross - sections that would result in a substantial error to the plan quantity, and
must be properly documented by appropriate verifiable level notes , acceptable to both the
Contractor and the Department, prior to disturbance of the original ground surface by
construction operations . The claimant shall support any claim based upon a substantial error for
differences in the original ground surface by documentation as provided above .
9 - 3 . 2 . 2 Authorized Changes in Limits of Work : Where the Department designates
the pay quantity for any item to be the original plan quantity and authorizes a plan change which
results in an increase or decrease in the quantity of that item, the Department will revise the plan
quantity accordingly. In general , the Department will determine such revisions by final
measurement, plan calculations or both .
9 - 3 . 2 . 3 Specified Adjustments to Pay Quantities : Do not apply the limitations
specified in 9 - 3 . 2 . 1 and 9 - 3 . 2 . 2 to the following :
( 1 ) Where these Specifications or Special Provisions provide that the
Department determines the pay quantity for an item on the basis of area of finished work
adjusted in accordance with the ratio of measured thickness to nominal thickness .
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(2 ) Where these Specifications provide for a deduction due to test results
falling outside of the allowable specified tolerances .
(3 ) To payment for extra length fence posts , as specified in 550 - 6 . 3 .
9 - 3 . 3 Lump Sum Quantities :
9 -3 . 3 . 1 Error in Lump Sum Quantity : Where the Department designates the pay
quantity for an item to be a lump sum and the plans show an estimated quantity, the Department
will adjust the lump sum compensation only in the event that either the Contractor submits
satisfactory evidence or the Department determines and furnishes satisfactory evidence that the
lump sum quantity shown is in substantial error as defined in 9 -3 . 2 . 1 .
MAINTENANCE OF TRAFFIC .
(REV 10440) ( 141 )
SUBARTICLE 102 - 13 . 12 . 1 ( of the Supplemental Specifications) is deleted and the
following substituted :
10243 . 12 . 1 Redirective : Price and payment will be full compensation for
furnishing , installing, maintaining and subsequently removing such crash cushions . Payment for
restoring damaged crash cushions 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 crash cushion will be paid for under the
appropriate MOT pay item .
EXCAVATION AND EMBANKMENT — ACCEPTANCE PROGRAM.
(REV 946-09) (FA 11 -9-09) (740 )
SUBRTICLE 120 - 10 . 3 . 1 (of the Supplemental Specifications ) is deleted and the
following substituted :
12040 .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 .
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Verification of
Shoulder Only Areas ,
Test Name Quality Control Verification Bike/ Shared Use Paths ,
and Sidewalks
Standard Proctor One per soil type One per soil type One per soil type
Maximum Density
One per eight LOTs an
Density One per LOT for wet conditions , the One per two LOTS
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
EXCAVATION FOR STRUCTURES AND PIPE — ACCEPTANCE PROGRAM.
(REV 946-09) (FA 11 -9 - 09) (740)
SUBARTICLE 125 - 9 . 3 . 1 (Page 188 ) is deleted and the following substituted :
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
Standard Proctor One per soil type One per soil type
Maximum Density
One per eight LOTs and for wet
Density One per LOT conditions , the first lift not
affected by water
Soil Classification One per Standard Proctor One per Standard Proctor
Maximum density Maximum density
STABILIZING — ACCEPTANCE PROGRAM .
(REV 946-09) (FA 11 -9-09) (740)
SUBARTICLE 1604 . 2 . 4 (Page 199 ) is deleted and the following substituted :
160-4 . 2 . 4 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 .
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Verification for
Shoulder Only,
Test Name Quality Control Verification Bike/ Shared Use Path
and Sidewalk
Construction
Modified Proctor One per two One per sixteen
Maximum Density consecutive LOTS consecutive LOTS One per four LOTS
Density One per LOT One per eight LOTS One per two LOTS
Stabilizing Mixing Three per 500 feet
Depth Witness one per LOT Witness one per LOT
LBR One per two One per sixteen
consecutive LOTS consecutive LOTS One per four LOTS
Gradation , LL/PI &
Soil Classification Not Re uired One per sixteen
q consecutive LOTS
One per four LOTS
(Local materials)
ROCK BASE — ACCEPTANCE PROGRAM .
(REV 946-09) (FA 11 -9- 09) (740)
SUBARTICLE 200 - 7 . 2 . 2 (Pages 208 and 209) is deleted and the following substituted :
200- 7. 2 . 2 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 .
Mainline Pavement Lanes , Turn Lanes , Ramps , Parking Lots , Concrete Box Culverts and
Retaining Wall Systems
Test Name Quality Control Verification
Modified Proctor One per eight consecutive
Maximum Density LOTS One per 16 consecutive LOTS
Density One per LOT One per eight LOTS
Roadway Surface Ten per LOT Witness
Roadway Thickness Three per LOT Witness
Shoulder- Only, Bike/ Shared Use Path and Sidewalk Construction
Test Name Quality Control Verification
Modified Proctor
Maximum Density One per two LOTS One per four LOTS
Density One per LOT One per two LOTS
Surface Five per 500 feet Witness
Thickness Three per 1000 consecutive feet Witness
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PORTLAND CEMENT CONCRETE — ACCEPTANCE SAMPLING FREQUENCY .
(REV 6-2540) (FA 7-540) (141 )
SUBARTICLE 346 - 9 . 2 ( of the Supplemental Specifications) is deleted and the following
substituted :
346-9 . 2 Sampling Frequency for Quality Control Tests :
As a minimum , sample and test concrete of each design mix for water to
cermentitious materials ratio , air content, temperature , slump and compressive strength once per
LOT as defined by Table 8 . When more than one concrete production facility is used for the
same mix design , describe the method of sampling , testing and LOT numbering in the QC Plan .
The Engineer will randomly verify one of every eight 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 8
Class Concrete Maximum LOT Size
I one day ' s production
250 lane ft, or one day ' s production , whichever is
I (Pavement) less
II, II (Bridge Deck) , III, IV, V (Special) , 50 yd3 , or one day ' s production , whichever is less
V , VI
IV (Drilled Shaft) 50 yd3 , or two hours between placements , whichever
I
s less
III ( Seal) Each Seal placement
346-9 . 2 . 1 Reduced Frequency for Acceptance Tests : When ten consecutive
strength test results from the same mix design for 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 yd 3 . When five
consecutive strength test results from the same mix design for a Class III or lower class 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 yd 3 .
The average of the consecutive compressive strength test results , based on
the class of concrete , can be established using historical data from a previous Department
project . The data must also represent the same prune/ subcontractor . The tests from the previous
Department project 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 Section 105 .
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 ,
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from the same mix design and the same production facility is less than the specified minimum
plus two standard deviations , the maximum production quantity represented by the LOT will
return to 50 yd3 . In order to reinitiate reduced frequency, a new set of strength test results will be
required .
STRUCTURES FOUNDATIONS - PILING.
(REV 11 -2240) ( 141 )
SUBARTICLE 455 - 5 . 12 . 1 (Pages 537 - 538 ) is deleted and the following substituted :
455-5 . 12 . 1 Description . Furnish test piles with Embedded Data Collectors
(EDCs) installed in accordance with Design Standards , Index No . 20602 . Ensure the EDCs are
I
nstalled by the manufacturer ' s approved personnel .
Notify the Engineer at least one day prior to driving the test piles . Do not
drive test piles without the presence of the Engineer . Data from the EDCs will be collected by
the Department in addition to the information collected in accordance with 455 - 5 . 13 .
Drive piles of the same cross - section and type as the permanent piles
shown in the plans , in order to determine any or all of the following :
(a) the installation criteria for the piles .
(b) the nature of the soil .
(c) the lengths of permanent piles required for the work .
(d) the driving resistance characteristics of the various soil strata .
(e) the amount of work necessary to obtain minimum required pile
penetration .
(f) the ability of the driving system to do the work .
(g) the need for point protection .
Because test piles are exploratory in nature , drive thein harder (within the
limits of practical refusal) , deeper, and to a greater bearing resistance than required for the
permanent piling . Except for test piles which are to be statically (or Statnamically) load tested,
drive test piles their full length or to practical refusal . Build up test piles which have been driven
their full length and have developed only minimal required bearing, and proceed with further
driving .
As a minimum , unless otherwise directed by the Engineer, do not cease
driving of test piles until obtaining the required bearing capacity continuously, where the blow
count is increasing, for 10 feet unless reaching practical refusal first . For test piles which are to
be statically (or Statnamically) load tested, ignore this minimum and drive these piles as
anticipated for the production piles .
When test piles attain practical refusal prior to attaining minimum
penetration , perform all work necessary to attain minimum penetration and the required bearing .
Where practical , use water jets to break the pile loose for further driving . Where jetting is
impractical , extract the pile and install a Preformed Pile Hole through which driving will
continue . The Department will consider the work of extracting the pile to be Unforeseeable
Work .
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When driving test piles other than low displacement steel test piles , have
preforming equipment available at the site and water jets as specified in 455 - 5 . 7 when jetting is
allowed, ready for use , before the test pile driving begins .
The Engineer may elect to interrupt pile driving up to four times on each
test pile , two twines for up to two hours and two additional times during the next working day of
initial driving to determine time effects during the driving of test piles at no additional cost to the
Department .
If additional set-checks are determined necessary by the Engineer within
two working days following the end of initial driving , each set- check will be paid as an
additional set- check . If set- checks are determined necessary by the Engineer after two working
days from the end of initial driving, each set- check will be paid for as Pile Redrive .
Install instruments on test piles when dynamic load tests are included in
the plans or when directed by the Engineer.
SUBARTICLE 455 - 11 (Pages 549 - 553 ) is expanded by the following :
455- 11 . 15 Embedded Data Collectors : The quantity to be paid for will be the number of
EDCs as shown in the plans or authorized by the Engineer, actually installed in piles , completed
and accepted in accordance with the Contract Documents . The price of the EDC will include all
costs related to the work as described herein .
SUBARTICLE 455 - 12 . 15 (Pages 555 - 556) is deleted and the following substituted :
45542 . 15 Embedded Data Collectors : Price and payment will be full compensation for
all labor, equipment and materials for furnishing and installing EDCs .
45542 . 16 Payment Items : Payment will be made under :
Item No . 455 - 2 - Treated Timber Piling - per foot .
Item No . 455 - 14 - Concrete Sheet Piling - per foot .
Item No . 455 - 18 - Protection of Existing Structures - lump sum .
Item No . 455 - 34- Prestressed Concrete Piling - per foot .
Item No . 455 - 35 - Steel Piling - per foot.
Item No . 455 - 36 - Concrete Cylinder Piling — per foot.
Item No . 455 - 37 - Fiberglass Structurally Reinforced Composite Piles — per
foot .
Item No . 455 - 119 - Test Loads - each .
Item No . 455 - 120 - Point Protection - each .
Item No . 455 - 133 - Steel Sheet Piling - per square foot .
Item No . 455443 - Test Piles (Prestressed Concrete) - per foot .
Item No . 455 - 144 - Test Piles ( Steel ) - per foot .
Item No . 455 - 145 - Test Piles (Concrete Cylinder) - per foot .
Item No . 455 - 146 Embedded Data Collector (EDC) — each .
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CRASH CUSHIONS .
(REV 10 -740) ( 141)
ARTICLE 544 -4 (of the Supplemental Specifications) is deleted and the following
substituted :
5444 Compensation .
Price and payment will be full compensation for the complete system or module in place
and accepted , including object marker or sheeting . Payment for restoring damaged crash
cushions 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.
Relocation of an existing crash cushion to a permanent location called for in the plans
shall be paid for at the Contract unit price for relocating existing systems . Price and payment will
be full compensation for relocating and reinstalling the system in accordance with the
manufacturer ' s instructions and the Design Standards .
Payment will be made under :
Item No . 544 - 74 - Relocate Crash Cushion - each .
Item No . 544 - 75 - Crash Cushion - each .
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AAd-
SUPPLEMENTAL
SPECIFICATIONS
J
102 MAINTENANCE OF TRAFFIC .
(REV 84040) (FA 84640) (141 )
SECTION 102 (Pages 109- 126) is deleted and the following substituted :
SECTION 102
MAINTENANCE OF TRAFFIC
1024 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
Temporary Retroreflective Pavement Markers . . ' Section 990
Paint . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . Section 971
Removable Tape . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . Section 990
Glass Spheres . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . Section 971
Temporary Traffic Control Device Materials . . . . . Section 990
Retroreflective and Nonreflective Sheeting
for Temporary Traffic Control Devices . . . . . . . . . . . . . . Section 994
102-2 . 1 Temporary Traffic Control Devices : Use only the materials meeting the
requirements of Section 990 , Section 994 , 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 .
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 .
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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 .
1024 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 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
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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 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 .
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s�
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
or pedestrian paths are altered during construction, remove all pavement markings (paint, tape ,
thermoplastic , raised pavement markers , etc . ) that will conflict with the adjusted vehicle or
pedestrian 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 pedestrian paths as described above , before opening to vehicle traffic or use
by pedestrians .
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 J595 , dated November 1 , 2008 , or
SAE J845 , dated December 1 , 2007 , and incorporated herein by reference . Existing lights that
meet SAE J845 , dated March, 1992 , or SAE J1318 , dated April , 1986 , may be used to its end of
service life . Lights should be 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 square feet of
retroreflective 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 .
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 naive , 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
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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 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 .
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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 .
1024 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 called for
in the plans .
3 . When Standard Index No . 655 Traffic Pacing for overhead work is called for in
the plans or approved by the Engineer.
4 . When pulling conductor/cable above an open traffic lane on limited access
facilities , when called for in the plans or approved by the Engineer.
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 .
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 temporary traffic control
devices 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 Qualified Products List
(QPL) or the Approved Products List (APL) . Erect the required temporary traffic control devices
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
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are on the QPL or the APL . Immediately remove or cover any devices that do not apply to
existing conditions .
All temporary traffic control devices must meet the requirements of National
Cooperative Highway Research Program Report 350 (NCHRP 350) or the Manual for Assessing
Safety Hardware 2009 (MASH) 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 or the MASH . 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 Category 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 or APL 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 .
Ensure that the QPL or APL number is permanently marked on the device at a
readily visible location . Sheeting used on devices is exempt from this marking requirement.
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 temporary traffic control devices .
Ensure an employee is assigned the responsibility of maintaining the position and
condition of all temporary traffic control devices 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 temporary traffic control devices in the correct position, properly directed,
clearly visible and clean, at all times . Ensure that all traffic control devices meet acceptable
standards as outlined in American Traffic Safety Services Association (ATSSA ' s) "Quality
Guidelines for Temporary Traffic Control Devices and Features " . Immediately repair, replace or
clean damaged, defaced or dirty devices .
102 -9 .2 Work Zone Signs : Provide signs in accordance with the plans and Design
Standards . Meet the requirements of 700 -2 . 5 and 990- 8 . . Use only approved systems , which
I
ncludes sign support posts or stands and attachment hardware (nuts , bolts , clamps , brackets ,
braces , etc . ) , meeting the vendor requirements specified on the QPL Drawings .
Attach the sign to the sign support using hardware meeting the manufacturer ' s
recommendations and as specified in the Design Standards .
Provide Federal Highway Administration ' s (FHWA) accepted sign substrate for use with
accepted sign stands on the National Highway System (NHS) under the provisions of the
National Cooperative Highway Research Program (NCHRP) Report 350 "Recommended
Procedures for the Safety Performance Evaluation of Highway Features . "
102-9 .3 Business Signs : Provide and place signs in accordance with the plans and Design
Standards . Furnish signs having retroreflective sheeting meeting the requirements of
Section 990 .
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b
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 Retroreflective Collars for Traffic Cones : Use collars for traffic
cones listed on the QPL that meet the requirements of Section 990 . 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 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 . Ensure that temporary concrete
barrier wall for use on roadway sections , complies with Index No . 412 , 415 or 414 as specified in
the plans . Ensure that temporary concrete barrier wall for use on bridge and wall sections ,
complies with Index No . 414 as specified in the plans . Ensure that temporary water filled barrier
wall used on roadway sections meets the NCHRP Report 350 criteria or the MASH and is listed
on the Qualified Products List (QPL) . Barriers meeting the requirements of Index No . 41 2 , 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) : Use temporary glare screens listed on the
QPL that meet the requirements of Section 990 . 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 600 lb/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 Crash Cushion (Redirect/Inertia) : Furnish , install , maintain and
subsequently remove temporary crash cushions in accordance with the details and notes shown
in the plans , the Design Standards , and requirements of the pre - approved alternatives listed on
the QPL. Maintain the crash cushions until their authorized removal . Repair all attachment scars
to permanent structures and pavements after crash cushion removal . Make necessary repairs due
to defective material , work, or Contractor operations at no cost to the Department . Restore crash
cushions 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 .
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102-9. 8 Advance Warning Arrow Panel : Furnish advance warning arrow panels that
meet the requirements of Section 990 as required by the plans and Design Standards to advise
approaching traffic of lane closures or shoulder work.
102-9 . 9 Portable Changeable Message Sign (PCMS) : Furnish portable changeable
message signs that meet the requirements of Section 990 as required by the plans and Design
Standards to supplement other temporary traffic control devices used in work zones .
A truck mounted 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
and is listed on the APL .
102 -9. 10 Portable Regulatory Signs (PRS) : Furnish portable regulatory signs that meet
the requirements of 990 as required by the plans and Design Standards .
Activate portable regulatory signs only during active work activities and
deactivate when no work is being performed .
102 -9 . 11 Radar Speed Display Unit (RSDU) : Furnish radar speed display units that
meet the requirements of Section 990 as required by the plans and Design Standards to inform
motorists of the posted speed and their actual speed .
Activate the radar speed display unit only during active work activities and
deactivate when no work is being performed .
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 .
Provide portable traffic signals that meet the requirements of the Design
Standards , 603 -2 and are listed on the APL. 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 Truck Mounted Attenuators and Trailer Mounted Attenuators : Furnish,
install and maintain only those attenuators that meet the requirements of NCHRP 350 or the
MASH.
Use Truck Mounted Attenuators or Trailer Mounted Attenuators , when called for
in the Design Standards . Use attenuators listed on the QPL.
When attenuators are called for, use either a truck mounted attenuator or a trailer
mounted attenuator system designed and installed in accordance with the manufacturers
recommendations .
Equip the attenuator 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. In
the raised position, place at least the same square footage of striping on the bottom of the
cartridge as placed on the rear facing cartridge in the open position . Use Type III
retroreflectorized sheeting for striping .
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Attenuators will not be paid for separately. Include the cost of the truck with
either a truck mounted attenuator or a trailer mounted attenuator in Maintenance of Traffic Lump
Sum . 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 .
102-9 . 15 Temporary Raised Rumble Strip Sets : When called for in the plans , furnish ,
install, maintain, remove , and reinstall temporary raised rumble strip sets .
Install the temporary raised rumble strip sets per the manufacturer ' s
recommendations and in accordance with Index 600 .
The temporary raised rumble strip may be either a removable polymer striping
tape or a molded engineered polymer material
102 -9 . 16 Automated Flagger Assistance Devices (AFAD) : Furnish, install , maintain ,
remove and relocate AFADs in accordance with the plans and Design Standards . Position
AFADs where they are clearly visible to oncoming traffic and out of the lane of traffic . The
devices may be operated either by a single flagger at one end of the traffic control zone , from a
central location, or by a separate flagger near each device ' s location .
AFADs may be either a remotely controlled Stop/Slow AFAD mounted on either
a trailer or a movable cart system, or a remotely controlled Red/Yellow Lens AFAD .
AFADs will not be paid for separately. AFADs may be used as a supplement or
an alternate to flaggers in accordance with Index 603 . Include the cost for AFADs in
Maintenance of Traffic Lump Sum .
10240 Work Zone Pavement Marking.
10240 . 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 in the plans and Design Standards .
Centerlines , lane lines , edge lines , stop bars and turn arrows will be required in
work zones prior to opening the road to traffic .
The most common types of Work Zone Pavement Markings are painted pavement
markings and removable tape . Other types of Work Zone Pavement Markings may be identified
in the plans .
102 . 10 .2 Painted Pavement Markings :
10240 .2 . 1 General : Use painted pavement markings meeting the requirements of
Section 710 . Use standard waterborne paint unless otherwise identified in the plans or approved
by the Engineer.
10240 .3 Removable Tape :
10240 .3 . 1 General : Use removable tape listed on the QPL and meeting the
requirements of 990 -4 .
10240 .3 .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 ±2 % . 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.
10240 .3 .3 Retroreflectivity : Apply white and yellow traffic stripes and
markings that will attain an initial retroreflectivity of not less than 300 mcd/ 1=2 for white and
contrast markings and not less than 250 mcd/lx • m2 for yellow markings . Black portions of
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contrast tapes and black masking tapes must be non-reflective and have a reflectance of less than
5 mcd/lx m2 . At the end of the six month service life, the retroreflectance of white and yellow
removable tape shall not be less than 150 mcd/lx9m2 .
10240 .3 .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 .
10240 .4 Temporary Retroreflective Pavement Markers (RPM ' s) : Use markers listed
on the QPL and meeting the requirements of 990 - 5 . Apply all markers in accordance with the
Design Standards , Index No . 600 , prior to opening the road to traffic . Replace markers any time
after installation when more than three consecutive markers fail or are missing, at no expense to
the Department, in a timely manner, as directed by the Engineer.
10241 Method of Measurement.
10241 . 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 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 .
10241 . 5 Work Zone Signs : The number of temporary post-mounted 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 ft2 and detailed in the
plans will be paid for under Lump Sum MOT .
Temporary portable signs (excluding Mesh signs) and Vehicular Mounted Signs
will be included for payment under work zone signs , only if used in accordance with the Design
Standards .
10241 . 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 .
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, Y
10241 . 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) .
10241 . 8 Channelizing Devices : The number of Type I , Type II, Direction Indicator
Barricade , Type III, Vertical Panel and Drum Channelizing 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) . Payment will
be made for each channelizing device that is used to delineate trailer mounted devices . Payment
will be made for channelizing devices delineating portable changeable message signs during the
period beginning fourteen working days before Contract Time begins as authorized by the
Engineer.
10241 .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 .
10241 . 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 Crash Cushions .
102- 11 . 12 . 1 Redirective : The quantity to be paid for will be the number of
Temporary Crash Cushions (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
Crash Cushions (Inertia) complete arrays certified as installed/used and maintained in
accordance with the plans and Design Standards , Index No . 417 .
10241 . 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 .
10241 . 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 Portable Changeable Message Sign : The quantity to be paid at the contract
unit price will be for the number of portable changeable 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 portable changeable 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 signs 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
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thereof within the contract time , will be paid for the contract unit price for radar speed display
unit.
10241 . 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 .
10241 . 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.
10241 .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 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 Temporary RPM ' S authorized and acceptably applied .
10241 .21 Temporary Raised Rumble Strips . The quantity of temporary raised rumble
strip sets to be paid for will be the number of temporary raised rumble strip sets installed and
accepted .
102- 12 Submittals .
10242 . 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 .
10242 . 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
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4
t
change will be documented on the day of occurrence . Some items may necessitate a daily
I
nterval 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 .
10243 . 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 .
10243 . 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) .
10243 . 8 Channelizing Devices : Prices and payment will be full compensation for
furnishing, installing, relocating, maintaining and removing the channelizing 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.
10243 . 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 Crash Cushion :
10243 . 12 . 1 Redirective : Price and payment will be full compensation for
furnishing, installing, maintaining (including restoring or replacing damaged) and subsequently
removing such crash cushions .
10243 . 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 .
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10243 . 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 .
10243 . 14 Advance Warning Arrow Panel : Price and payment will be full
compensation for furnishing, installing, operating, relocating, maintaining and removing advance
warning arrow panels .
10243 . 15 Portable Changeable Message Sign : Price and payment will be full
compensation for furnishing, installing, operating, relocating, maintaining and removing portable
changeable message signs .
10243 . 16 Portable Regulatory Signs : Price and payment will be full compensation for
furnishing, installing, relocating, maintaining and removing a 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 portable
regulatory 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 .
10243 . 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.
10243 . 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 .
10243 . 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 .
10243 .20 Temporary Raised Rumble Strips . Price and payment will be full
compensation for all work and materials described in this Section, including all cleaning and
preparing of surfaces , disposal of all debris , furnishing of all materials , application, curing,
removal , reinstalling and protection of all items , protection of traffic, furnishing of all tools ,
machines and equipment, and all incidentals necessary to complete the work.
10243 . 21 Work Zone Pavement Markings : Price and payment will be full
compensation for all work specified including, all cleaning and preparing of surfaces , furnishing
of all materials , application, curing and protection of all items , protection of traffic , furnishing of
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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 Temporary Retroreflective Pavement Markers used to supplement
line markings will be paid for under Temporary Retroreflective Pavement Markers . Install these
markers as detailed in the Design Standards .
10243 . 22 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 Material for Driveway Maintenance - per
cubic yard .
Item No . 102- 14 - Traffic Control Officer - per hour.
Item No . 102 - 60 - Work Zone Sign - per each per day .
Item No . 102 - 61 - Business Sign - each .
Item No . 102 - 71 - Barrier Wall - per foot .
Item No . 102 - 94- Glare Screen - per foot.
Item No . 102 - 73 - Guardrail (Temporary) - per foot.
Item No . 102 - 74 . Barricade (Temporary) - per each per day.
Item No . 102 - 76 - Advanced Warning Arrow Panel - per each per day.
Item No . 102- 77 - High Intensity Flashing Lights (Temporary - Type B ) - per
each per day .
Item No . 102- 78 - Temporary Retroreflective Pavement Markers - each.
Item No . 102 - 79 - Lights , Temporary, Barrier Wall Mount - per each per day.
Item No . 102 - 81 - Crash Cushion (Gating) (Temporary) —per location .
Item No . 102 - 89 - Crash Cushion (Temporary) - per location .
Item No . 102 - 99- Portable Changeable Message Sign (Temporary) - per each
per day.
Item No . 102 - 104 - Temporary Traffic Control Signals (Portable) - per each per
day.
Item No . 102 - 104- Temporary Traffic Control Signals (Fixed) - per each per
day.
Item No . 102 - 107 - Temporary Traffic Detection - per day.
Item No . 102- 150 - Portable Regulatory Sign - per each per day.
Item No . 102 - 150- Radar Speed Display Unit - per each per day .
Item No . 102- 910- Temporary Raised Rumble Strip Set — per set
Item No . 102 -911 - Removable Tape (White/Black) - per foot.
Item No . 102 - 912 - Removable Tape (Yellow) - per foot.
Item No . 710 - Painted Pavement Markings .
Item No . 711 - Thermoplastic Traffic Stripes and Markings .
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104 PREVENTION, CONTROL , AND ABATEMENT OF EROSION AND WATER
POLLUTION.
(REV 6-2240) (FA 7-2940) ( 1 - 11 )
ARTICLES 104- 6 through 104- 10 (Pages 130 - 135 ) are 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
I
ver, 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 .
Do not allow the surface area of erodible earth that clearing and grubbing
operations or excavation and filling operations expose to exceed 750 , 000 square feet 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 and Sediment Control Features : Incorporate
permanent erosion control features into the project at the earliest practical time. Use temporary
erosion and sediment control features found in the State of Florida Erosion and Sediment Control
Designer and Reviewer Manual (E& SC Manual) to correct conditions that develop during
construction which were not foreseen at the time of design, to control erosion and sediment prior
to the time it is practical to construct permanent control features , or to provide immediate
temporary control of erosion and sediment that develops during normal construction operations ,
which are not associated with permanent erosion control features on the project . An electronic
version of the E & SC Manual can be found at the following URL :
www. dot. state . flus/specificationsoffice/hnplemented/URLinSpecs/Files/FLErosionSedi
mentManual . pdf
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. The Engineer may authorize temporary erosion and
sediment 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 .
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4�
L
R ,
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 and Sediment Control Features :
104-6.4 . 1 General : Use temporary erosion, sediment and water pollution control
features found in the E& SC Manual . These features consist of, but are not limited to , temporary
turf, rolled erosion control products , sediment containment systems , runoff control structures ,
sediment barriers , inlet protection systems , silt fences , turbidity barriers , and chemical treatment .
For design details for some of these items, refer to the Design Standards and E&SC Manual .
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 Runoff Control Structures : Construct runoff control
structures in accordance with the details shown in the plans , the E& SC Manual , or as may be
approved as suitable to adequately perform the intended function .
104-6 .4 .4 Sediment Containment Systems : Construct sediment containment
systems in accordance with the details shown in the plans , the E & SC Manual , or as may be
approved as suitable to adequately perform the intended function . Clean out sediment
containment systems as necessary in accordance with the plans or as directed .
104-6 .4 . 5 Sediment Barriers : Provide and install sediment
barriers according to details shown in the plans , as directed by the Engineer, or as shown in the
E& SC Manual to protect against downstream accumulation of sediment. Sediment Barriers
include , but are not limited to synthetic bales , silt fence , fiber logs and geosynthetic barriers .
Reusable barriers that have had sediment deposits removed may be reinstalled on the project as
approved by the Engineer.
104-6 .4 . 6 Silt Fence :
104-6 .4 . 6. 1 General : Furnish, install , maintain, and remove silt fences , in
accordance with the manufacturer ' s directions , these Specifications , the details as shown on the
plans, the Design Standards , and the E&SC Manual .
104-6 .4. 6. 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 silt fence that controls sediment comparable to
the Design Standards and the E& SC Manual .
Erect 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 silt fence to
existing trees unless approved by the Engineer .
104-6 .4 . 6.3 Inspection and Maintenance : Inspect all 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
rr
construction activities have changed the natural contour and drainage runoff to ensure that the
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FPID (S ) : 423186 - 1 - 58 -01
silt fences are properly located for effectiveness . Where deficiencies exist, install additional silt
fences as directed by the Engineer.
Remove sediment deposits when the deposit reaches
approximately 1 /2 of the volume capacity of the silt fence or as directed by the Engineer. Dress
any sediment deposits remaining in place after the 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 . 7 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 . 8 Inlet Protection System : Furnish and install inlet protection systems as
shown in the plans , Design Standards and the E & SC Manual .
104-6.4 .9 Rolled Erosion Control Products (RECPs) .
104-6.4 .9. 1 General : Install RECPs 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 RECPs 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 RECPs 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 . The manufacturers test records shall be made available to the Department upon
request. Leave the material in place , as installed, to biodegrade .
104-6 .4 . 10 Chemical Treatment : Provide chemical treatment in accordance with the
E& SC Manual . Chemical treatment may be used to clarify turbid or sediment laden water that
does not yet meet state water quality standards or as an amendment to other erosion prevention
and sediment control products to aid in their performance . The contractor must provide all of the
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FPID (S ) : 423186 - 1 - 58 -01
required toxicity testing information in accordance with the E& SC Manual to the Engineer for
review and acceptance prior to using any chemical treatment on the project site .
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 .
104-6 . 6 Signed and Sealed As-Built Drawings : Prior to final acceptance of the project,
submit to the Engineer three copies of as-built drawings and a certified survey verifying the as .
built conditions for all installed and constructed surface water management systems . The as -built
drawings and certified survey must satisfy all the requirements and special conditions listed in
the Water Management District ' s Environmental Resource Permit (ERP ) and any applicable
local permit . The as -built drawings and certified survey must be signed and sealed by an
appropriately licensed professional registered in the State of Florida.
If the ERP does not contain specific requirements , provide as -built drawings with
the following information as a minimum .
1 . Discharge structures : structure identification number, type , locations (latitude
and longitude) , dimensions and elevations of all , including weirs , bleeders , orifices , gates ,
pumps , pipes , and oil and grease skimmers .
2 . Side bank and underdrain filters , or exfiltration trenches : locations , dimensions
and elevations of all, including clean-outs , pipes, connections to control structures and points of
discharge to receiving waters .
3 . Storage areas for treatment and attenuation : storage area identification number,
dimensions , elevations , contours or cross- sections of all , sufficient to determine stage - storage
relationships of the storage area and the permanent pool depth and volume below the control
elevation for normally wet systems .
4 . System grading : dimensions , elevations , contours , final grades or cross - sections
to determine contributing drainage areas , flow directions and conveyance of runoff to the system
discharge points .
5 . Conveyance : dimensions , elevations , contours , final grades or cross - sections of
systems utilized to divert off- site runoff around or through the new system .
6 . Water levels : existing water elevations and the date determined .
7 . Benchmarks : location and description (minimum of one per major water
control structure) .
1044 Maintenance of Erosion and Sediment Control Features .
104-7 . 1 General : Provide routine maintenance of permanent and temporary erosion and
sediment control features , at no expense to the Department, until the project is complete and
accepted. If reconstruction of such erosion and sediment control features is necessary due to the
Contractor ' s negligence or carelessness or, in the case of temporary erosion and sediment 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 and sediment 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 and sediment 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
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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 .
104.8 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 and sediment control work deemed
necessary.
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 area, in square yards , of Rolled Erosion Control
Products ; (2) the length, in feet, of Runoff Control Structures, measured along the surface of the
work constructed ; (3 ) the number of Sediment Containment Systems constructed and accepted;
(4) the number of Sediment Containment System Cleanouts accomplished and accepted ; (5 ) the
length, in feet, of Sediment Barriers ; (6) the length, in feet, of Floating Turbidity Barrier; (7) the
length, in feet, of Staked Turbidity Barrier; (8 ) the number of inlet protection systems ; (9) the
area, in square yards , of chemical treatment. ( 10) the number of floc logs or drums of product for
chemical treatment .
Upon acceptance by the Engineer, the quantity of floating turbidity barriers , sediment
barriers, staked turbidity barriers , and inlet protection devices will be paid for regardless of
whether materials are new, used, or relocated from a previous installation on the project .
10440 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 .
Any additional costs resulting from compliance with the requirements of this Section,
other than construction, routine maintenance, and removal of temporary erosion control features ,
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
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. , IF 4,
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/ Rolled Erosion Control Products - per
square yard.
Item No . 104 - 6- Slope Drains (Temporary)/ Runoff Control Structures an per
foot.
Item No . 104- 7 - Sediment Basins/ Containment Systems - each .
Item No . 104 - 9- Sediment Basin/ Containment system Cleanouts - each .
Item No . 104- l0 - Sediment Barriers — per foot
Item No . 104- 11 - Floating Turbidity Barrier - per foot .
Item No . 104- l2 - Staked Turbidity Barrier - per foot.
Item No . 104- 18 Inlet Protection System each .
Item No . 104- 19 Chemical Treatment — per square yard .
Item No . 104 — 20 Chemical Treatment (floc logs , drums of product) - each .
105 CONTRACTOR QUALITY CONTROL GENERAL REQUIREMENTS .
(REV 5-2440) (FA 84640) (141 )
SUBARTICLE 105 -3 . 1 (Pages 137 — 138 ) is deleted and the following substituted :
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 .
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 .
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
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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 .
SUBARTICLE 105 -3 . 2 (Pages 138 and 139) is deleted and the following substituted :
105-3 .2 Compliance with the Materials Manual.
Producers of Flexible Pipe shall meet the requirements of Section 6 . 1 , Volume II „
of the Department ' s Materials Manual, which may be viewed at the following URL : £'
www . ot. state . fl . us/specificationsoffice/Implemented/URLinSpecs/Files/section6l pdf .
4
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 : i
www . dot . state . fl . us/specificationsoffice/Implemented/ JRLinSpecs/Files/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 :
www . dot . state . fl . us/specificationsoffice/Implemented/URLinSpecs/Files/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 :
www. dot. state . fl . us/specificationsoffice/Implemented/URLinSpecs/Files/section8l pdf .
http : //www . dot. state . fl . us/specificationsoffice/Implemented/URLinSpecs/Files/sectigE83 pdf.
Producers of Precast Prestressed Concrete Products using Self Consolidating
Concrete shall meet the requirements of Section 8 . 4 , Volume II of the Department ' s Materials '
Manual , which may be viewed at the following URL :
www. dot. state . fl . us/specificationsoffice/Impiemented/URLinSpecs/Files/section84 pdf
Producers of Incidental Precast/Prestressed Concrete Products shall meet the
requirements of Section 8 . 2 , Volume II of the Department ' s Materials Manual , which may be
viewed at the following URL:
www . dot . state . fl . us/specificationsoffi ce/Implemented/URLinSpecs/Files/section82 pdf .
Producers of Portland Cement Concrete shall meet the requirements of Section
9 . 2 , Volume II of the Department ' s Materials Manual , which may be viewed at the following
URL :
www . dot . state . fl . us/specificationsoffice/Implemented/URLinSpecs/Files/section92 pdf .
Producers of Structural Steel and Miscellaneous Metal Components shall meet the
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requirements of Sections 11 . 1 and 11 . 2 of the Department ' s Materials Manual , which may be
viewed at the following URLs :
www dot state . fl . us/specificationsoffice/Implemented/URLinSpecs/Files/sectionl I l . pdf .
www dot state fl us/specificationsoffice/hnplementediURLinSpecs/Files/sectionl 12 . pdf .
SUBARTICLE 105 - 5 . 2 . 1 (Page 140) is deleted and the following substituted :
105-5 .2 . 1 Qualifications : Submit the Training Identification Numbers (TINS) or
any other information which will be traceable to the certification agency ' s training location and
dates for all technicians performing sampling, testing and inspection for both field and laboratory
tests . Provide the names of the CTQP certifications and other pertinent certifications held and the
expiration dates for each certification for each technician . Include employed and subcontracted
technicians .
ARTICLE 105 - 6 (Page 142) is deleted and the following substituted :
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 without notification to the
accrediting agency and the Engineer.
f. Delays in reporting the test data in the Department ' s database .
g . Incomplete or inaccurate reporting .
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h . Using unqualified technicians performing testing .
Should any qualified laboratory falsify records, the laboratory qualification will be
subject to revocation by the Engineer. Falsification of project-related documentation will be
subject to further investigation and penalty under state and federal laws .
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 .
SUBARTICLE 1054 . 6 . 1 (Page 144) is deleted and the following substituted :
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 .
SUBARTICLE 105 - 8 . 6 . 2 (Page 144) is deleted and the following substituted :
105-8 . 6.2 Paving Technicians : For paving operations, keep a qualified CTQP
Asphalt Paving Level II 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) , as well as the
inspection of the placement of miscellaneous asphalt, can be performed by someone under the
supervision of a CTQP Paving Level II technician .
Subarticle 1054 . 7 (Pages 144- 145 ) is deleted and the following substituted :
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 .
105-8 . 7. 2 Concrete Field Inspector - Level II : Ensure field inspectors
responsible for the quality of concrete being placed on major bridge projects are qualified CTQP
Concrete Field Inspectors Levet II. A Level II Inspector must be present on the jobsite during all
concrete placements . Prior to the placement of concrete , the inspector will inspect the element to
be cast to ensure compliance with Contract Documents . A Level II Inspector's duties may
include ensuring that concrete testing, inspection , and curing in the field are performed in
accordance with the Contract Documents . The QC Inspector will inform the Verification
Inspector of anticipated concrete placements and LOT sizes .
105-8 . 7 .3 Concrete Laboratory Technician .
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105-8 . 7 .3 . 1 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 .
1054 . 7 .3 . 2 Concrete Laboratory Technician — Level II : Ensure that
laboratories providing hardened property test results to the Department are under the supervision
of a CTQP Concrete Laboratory Technician - Level II . This person is responsible to ensure that
the tests are performed in accordance with Standard Test Methods , project specifications and
other contract documents .
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, CTQP Concrete Field
Technician-Level I , and CTQP Batch Plant Operator. As alternatives to these qualifications , the
Department will accept the following qualifications :
a . Prestressed Concrete Institute (PCI) Level III certification,
b . National Ready Mixed Concrete Association (NRMCA)
Concrete Technologist Level II, or
c . Precast Concrete Pipe , Box Culverts , Drainage Structures or
Incidental Precast Concrete Plants Level II Quality Control Inspector Certifications meeting the
requirements of 105 - 8 . 11 .
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 .7 . 5 Concrete Mix Designer : Ensure all mix designs are developed by
individuals who are qualified under one of the following :
1 . CTQP Concrete Lab Technician Level II;
2 . National Ready Mix Concrete Association Level 2 Production Control
Technician Certification ;
3 . Precast Concrete Pipe , Box Culverts , Drainage Structures , and
Incidental Precast Concrete Level II Quality Control Inspector meeting the requirements of
105 - 8 . 11 ; or
4 . PCI Quality Control Level III certification .
SUBARTICLE 105 - 8 . 8 (Page 145 ) . The heading is deleted and the following substituted :
105-8 . 8 Supervisory Personnel — Post-Tensioned and Movable Bridge Structures :
SUBARTICLE 105 - 8 . 8 . 1 (Page 145 ) is deleted and the following substituted :
105-8 . 8 . 1 General : Provide supervisory personnel meeting the qualification
requirements only for the post-tensioned and movable bridge types detailed in this Article .
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105-8 . 11 . 2 Precast Concrete Drainage Structures , Precast Concrete Box
Culvert, Precast Concrete Pipe, Incidental Precast Concrete, and Flexible Pipe
Manufacturing Facilities Quality Control Personnel :
1054 . 11 .2 . 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 . For Incidental Precast Concrete, as an alternative to the
completion of the 12-hour training course , the Department will accept QC personnel meeting the
requirements of 105 - 8 . 11 . 2 . 4 . 1 and CTQP Concrete Field Technician level I certification or
Precast/Prestressed Concrete Institute (PCI) Quality Control Technician/Inspector Level II
certification .
1054 . 11 . 2 . 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 . For Incidental Precast Concrete , as an alternative to the completion of the 5 -hour training
course , the Department will accept CTQP Concrete Field Technician Level II or PCI Quality
Control Level III certifications .
1054 . 11 . 2 .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 .
1054 . 11 .2 .4 Additional Requirements for Quality Control Personnel
of Precast Concrete Drainage, Precast Concrete Box Culvert, and Incidental Precast
Concrete Manufacturing Facilities :
1054 . 11 . 2 .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 . 2 .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 .
107 LITTER REMOVAL AND MOWING
(REV 1247-09) (FA 1 -2740) (740)
PAGE 151 . The following new section is added after Section 105 .
SECTION 107
LITTER REMOVAL AND MOWING
1074 Description .
Provide pickup , removal and disposal of litter within the project limits , excluding any
areas identified in the plans as landscaping in accordance with Section 580 . Mow turf or
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vegetation within the project limits , excluding any areas identified in the plans as landscaping
areas in accordance with Section 580 .
Litter, includes but is not limited to , bottles , cans , paper, tires , tire pieces , lumber, vehicle
parts , metal junk, and brush debris . Turf consists of planted grasses in accordance with Section
570 . Vegetation consists of planted and natural grasses , weeds , and other natural vegetation
within the area to be mowed .
107-2 Operation .
107-2 . 1 Frequency : Begin litter removal and mowing when directed by the Engineer.
Continue per the mowing frequency stated in the plans unless directed otherwise by the Engineer
until final acceptance in accordance with 5 - 11 . Mow all areas to obtain a uniform height of
6 inches .
After final acceptance , perform litter removal and mowing until new turf is
established in accordance with 5704 at no cost to the Department . Maintain turf and vegetation
height between 6 and 12 inches . Do not include seed stalk or wildflowers when measuring
height.
Perform litter removal prior to and in conjunction with mowing; however, the
Engineer may direct litter pickups in addition to those performed in conjunction with mowing .
Do not mow new turf until a healthy root system is established . In designated
wildflower areas , avoid cutting wildflowers when in bloom and when re- seeding.
107-2 . 2 General : Mow shoulders and medians concurrently so that not more than one
mile will be left partially mowed at the conclusion of the working day. Mow turf and vegetation
on slopes or around appurtenances concurrent with the mowing operation .
In areas saturated with standing water, mow or cut to the surface of the water
using hand labor or other specialized equipment when standard equipment will cause damage .
Do not remove turf or other vegetation cuttings from the right-of-way, or rake or
pick up the cuttings unless the cuttings are in the traveled ways , bike lanes , or sidewalk; are
obstructing drainage structures ; or are the result of cleaning the equipment.
107-2 .3 Limitations : Maintain traffic in accordance with Section 102 . When mowing
within four feet of a travel lane, operate the equipment in the same direction of traffic , unless the
adjacent lane is closed to traffic due to construction operations .
Perform all work during daylight hours .
107-2 .4 Disposal of Litter and Debris : During each litter removal cycle , bag and
remove all litter or piles at the end of each working day. Dispose of litter in accordance with
applicable local and state laws . Do not store or stockpile litter within the project limits .
107-3 Method of Measurement.
For each Litter Removal cycle , the quantity to be paid will be the area, in acres , from
which litter has been picked up , removed, and disposed, completed and accepted . The quantity
will be determined by calculation using the lengths and widths based on the station to station
dimensions shown in the plans .
For each Mowing cycle, the quantity to be paid will be the area, in acres, of mowing,
completed and accepted . The quantity will be determined by calculation using the lengths and
widths based on the station to station dimensions shown in the plans .
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107-4 Basis of Payment.
For Litter Removal , price and payment will be full compensation for all work specified in
this section .
For Mowing, price and payment will be full compensation for all work specified in this
section .
No separate payment will be made for litter removal and mowing after final acceptance .
Payment will be made under:
Item No . 107 - 1 - Litter Removal— per acre .
Item No . 107 - 2 - Mowing — per acre
110 CLEARING AND GRUBBING.
(REV 5-29-09) (FA 745-09) (140)
SUBARTICLE 110 - 6 . 2 . 1 (Page 154) is deleted and the following substituted :
110-6 .2 . 1 General : Remove the structures in such a way so as to leave no
obstructions to any proposed new structures or to any waterways . Pull , cut off, or break off
pilings to the requirements of the permit or other Contract Documents , or if not specified, not
less than 2 feet below the finish ground line . In the event that the plans indicate channel
excavation to be done by others , consider the finish ground line as the limits of such excavation .
For materials which are to remain the property of the Department or are to be salvaged for use in
temporary structures , avoid damage to such materials , and entirely remove all bolts , nails , etc .
from timbers to be so salvaged. Mark structural steel members for identification as directed.
120 EXCAVATION AND EMBANKMENT.
(REV 74240) (FA 84640) ( 141 )
SUBARTICLE 120 - 1 . 2 (Pages 161 — 162) is deleted and the following substituted :
1204 .2 Unidentified Areas of Contamination : When encountering or exposing any
abnormal condition indicating the presence of contaminated materials , cease operations
immediately in the vicinity and notify the Engineer. The presence of tanks or barrels ; discolored
earth, metal , wood, ground water, etc . ; visible fumes ; abnormal odors ; excessively hot earth ;
smoke ; or other conditions that appear abnormal may indicate the presence of contaminated
materials and must be treated with extreme caution.
Make every effort to minimize the spread of contamination into uncontaminated
areas . Immediately provide for the health and safety of all workers at the job site and make
provisions necessary for the health and safety of the public that may be exposed to any
potentially hazardous conditions . Ensure provisions adhere to all applicable laws , rules or
regulations covering potentially hazardous conditions and will be in a manner commensurate
with the gravity of the conditions .
The Engineer will notify the District Contamination Impact Coordinator (DCIC)
who will coordinate selecting and tasking the Department ' s Contamination
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Assessment/Remediation Contractor (CAR) . Provide access to the potentially contaminated 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 & 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 requiring the handling of
contaminated soil , surfacewater or groundwater 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.
SUBARTICLE 120 -2 . 2 . 2 (Page 162 ) is deleted and the following substituted :
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 Cost Savings Initiative Proposal submittal based on using borrow
material from within the project limits will not be considered .
SUBARTICLE 120 - 6 . 2 (Pages 164 - 165 ) is deleted and the following substituted :
120-6.2 Furnishing of Borrow Areas :
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 review for -
cultural resources involvement . Send the request to the Division of Historical Resources (DHR) ,
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
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not start any work at the off- site construction activity area prior to receiving clearance from the
DHR that no additional research is warranted.
For certain locations , the DHR will require a Cultural Resources Assessment
Survey before approval can be granted. When this is required, secure professional archaeological
services to complete an historical and archaeological survey report. Submit the report to the
DHR with a copy to the Department. The Engineer will determine final approval or rejection of
off- site construction activity areas based on input from the DHR.
Before receiving approval or before use of borrow areas , obtain written clearance
from the engineer concerning compliance with the Federal Endangered Species Act and other
Wildlife Regulations 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 .
Stake the corners of the proposed borrow area and provide the necessary equipment along with
an operator in order for the Engineer to investigate the borrow area. The Engineer will determine
test locations , collect samples , and perform tests to investigate the proposed borrow area based
on soil strata and required soil properties . The Engineer will approve use of materials from the
proposed area based on test results and project requirements . Final acceptance of materials will
be based on Point of Use Test as described in 6- 1 . 2 . 4 .
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 .
Meet the requirements of Section 104 when furnishing borrow areas , regardless of
location .
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SUBARTICLE 120- 8 . 1 (Page 167) is deleted and the following substituted :
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 105 -3 .
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 .
SUBARTICLE 120 - 8 . 4 (Pages 169 — 170) is deleted and the following substituted :
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 ; 2) MSE Wall
backfill ; 3 ) underneath MSE Walls or 4) The top 6 inches of embankment .
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 1204 . 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 : Construct soil in 6 to
12 inch compacted lifts and RAP in alternate layers with 6 inch maximum compacted lifts . Use
soil with a minimum LBR value of 40 to prevent failure during compaction of the overlying RAP
layer. Demonstrate the feasibility of 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 .
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SUBARTICLE 120 - 10 . 1 (Pages 171 - 173 ) is expanded by the following new Subarticle :
120- 10 . 1 .7 Payment for Resolution Tests : If the Resolution laboratory results
compare favorably with the Quality Control results , the. Department will pay for 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 with the
Quality Control results , 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 .
SUBRTICLE 120 - 10 . 3 . 1 (Page 173 ) is deleted and the following substituted :
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 One per soil type
Maximum Density
One per four LOTS and
Density One per LOT for wet conditions , the One per two LOTs
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
121 FLOWABLE FILL .
(REV 34240) (FA 5-2440) ( 141 )
SECTION 121 (Pages 179 — 18 1 ) is deleted and the following substituted :
1214 Description.
Furnish and place flowable fill as an alternative to compacted soil as approved by the
Engineer. Applications for conventional flowable fill include beddings ; encasements ; closures
for tanks and pipes ; and general backfill for trenches , embankments and walls . Applications for
cellular concrete flowable fill include beddings ; encasements ; closures for tanks and pipes ; and
general backfill for embankments and walls .
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121 -2 Materials .
Meet the following requirements . In
Fine Aggregate * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . Section 902
Portland Cement (Types I, II, or III) . . . . . . . . . . . . . . . . . . . Section 921
' Water . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . Section 923
>
Admixtures * * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . Section 924
Fly Ash, Slag and other Pozzolanic Materials . . . . Section 929
Preformed Foam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM
C 869
*Any clean fine aggregate with 100% passing a 3 / 8 inch mesh sieve and not more
than 15 % passing a No . 200 sieve may be used.
* * High air generators or foaming agents may be used in lieu of conventional air
in entraining admixtures and shall be added at jobsite and mixed in accordance with the
manufacturer ' s recommendation . 'I Ile
121 -3 Mix Design.
In
Conventional flowable fill is a mixture of portland cement, fly ash, fine aggregate,
admixture and water. Flowable fill contains a low cementitious content for reduced strength
development . Cellular concrete flowable fill is a low density concrete made with cement, water
and preformed foam to form a hardened closed cell foam material . Cellular concrete flowable fill
may also contain fine aggregate , fly ash, slag and admixtures .
Submit mix designs to the Engineer for approval . The following are suggested mix guides
In -
for excavatable, non- excavatable and cellular concrete flowable fill :
Excavatable Non-Excavatable Cellular ConcreteI Alllee
91 L
Cement 75400 lb/yd3 75450 lb/yd3 Min 150 lb/yd
Pozzolans or Slag None 150- 600 lb/yd Optional In
Water
Air* * 5 -35 % 545 % * * * *
, 28 Day Compressive Strength * * Maximum 100 psi Minimum 125 psi Minimum 80 psi � '
Unit Weight * * 90- 110 lb/ft3 100425 lb/ft20401b/ft
Ile
Fine Aggregate * * * * * * Optional
In
In *Mix designs shall produce a consistency that will result in a flowable self-leveling product at time of placement.
* *The requirements for percent air, compressive strength and unit weight are for laboratory designs only and are not intended for
jobsite acceptance requirements .
* * *Fine Aggregate shall be proportioned to yield 1 yd3.
* * * *In cellular concrete, preformed foam shall be proportioned at the job site to yield 1 yd3 in accordance with the design
e uirements.
In In I
1214 Production and Placing.
Use flowable fill manufactured at a production facility that meets the requirements of
347-3 . Deliver flowable fill using concrete construction equipment. Revolution counter are
11 waived . Place flowable fill by chute, pumping or other methods approved by the Engineer.
10 In
Tremie flowable fill through water. Cellular concrete flowable fill may not be placed withinIn
three feet of the bottom elevation for roadway base courses . In
121 -5 Construction Requirements .
Use straps , soil anchors or other approved means of restraint to ensure correct alignment
when flowable fill is used as backfill for pipe or where flotation or misalignment may occur.
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Protect flowable fill from freezing for a period of 36 hours after placement.
Place flowable fill to the designated fill line without vibration or other means of
compaction . Do not place flowable fill during inclement weather, e . g . rain or ambient
temperatures below 40°F . Take all necessary precautions to prevent any damages caused by the
hydraulic pressure of the fill during placement prior to hardening. Provide the means to confine
the material within the designated space .
121 -6 Acceptance.
Acceptance of flowable fill will be based on the following documentation and a
minimum temperature of flowable fill at the point of delivery of 50°F .
Furnish a delivery ticket to the Engineer for each load of flowable fill delivered to the
worksite . Ensure that each ticket contains the following information :
( 1 ) Project designation,
(2) Date ,
(3 ) Time ,
(4) Class and quantity of flowable fill ,
(5 ) Actual batch proportions ,
(6) Free moisture content of aggregates ,
(7 ) Quantity of water withheld .
1 11 Leave the fill undisturbed until the material obtains sufficient strength . Sufficient
strength is 35 psi penetration resistance as in using a hand held penetrometer in
accordance with ASTM C-403 . Provide a hand held penetrometer to measure the penetration
resistance of the hardened flowable fill .
1214 Basis of Payment.
When the item of flowable fill is included in the Contract, payment will be made at the
Contract unit price per cubic yard. Such price and payment will include all cost of the mixture , in
place and accepted, determined as specified above . No measurement and payment will be made
for material placed outside the neat line limits or outside the adjusted limits , or for unused or
wasted material .
Payment will be made under:
Item No . 121 - 70- Flowable Fill - per cubic yard.
125 EXCAVATION FOR STRUCTURES AND PIPE — ACCEPTANCE PROGRAM.
(REV 6-349) (FA 843 -09) (1 - 10)
SUBARTICLE 125 -9 . 1 (Page 187 ) is deleted and the following substituted :
125-9 . 1 General Requirements : Meet the requirements of 120 - 10 , except replace the
requirements of 120- 10 . 1 . 6 with 125 - 9 . 1 . 1 , 120- 10 . 2 with 125 - 9 . 2 , 120 - 10 . 3 with 125 - 9 . 3 ,
and
120 - 10 . 4 with 12540 .
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
I
n the Density Log Book and notifying the Engineer in writing prior to starting reduced
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frequency of testing. Generate random numbers based on the two LOTS under consideration . IN
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
IN
by Resolution testing the Quality Control testing will revert to the original frequency.
160 STABILIZING.
IN
(REV 5-2040) (FA 74240) (141 )
SUBARTICLE 160- 3 . 2 (Pages 196 — 197 ) is deleted and the following substituted :
160-3 . 2 Application of Stabilizing Material : After substantially completing the roadbedIN I
NI
grading operations, determine the type and quantity (if any) of stabilizing material necessary forIII
compliance with the bearing value requirements . Ensure the maximum final quantity of ReclaimedIN
Asphalt Pavement (RAP) in the subgrade area is no more than 25 % by volume of the stabilized area .
Notify the Engineer of the approximate quantity to be added before spreading . When additive
stabilizing materials are required, spread the material uniformly over the area to be stabilized.
160-3 . 2 . 1 Sampling and Testing of Local Material : Randomly select locations
for sampling using a random number generator approved by the Engineer and test at the
IN
minimum frequency listed in the table below before mixing. The Engineer will reject the
material for failing QC test results . The Engineer will sample for Verification and Resolution
testing at the minimum frequency listed in the table below . The Engineer will perform
Verification tests at the minimum frequency listed in the table below .
IN
Test Name Quality Control Verification Resolution
Liquid Limit (LL) , Plastic One per two LOTs
IndexP and Organic One per eight
(PI) ,
I) ' g LOTS One per eight LOTs
Content
IN
160-3 .2 . 1 . 1 Verification Comparison Criteria and Resolution
Procedures : If the QC and the Department ' s Verification tests meet the requirements of
Section 914 then the Engineer will accept the corresponding LOTS . Otherwise, the Engineer will
submit the Resolution sample to the State Materials Office or an AASHTO accredited laboratory
designated by the State Materials Office to perform Resolution testing .
If the Resolution Test results meet the requirements of Section 914 then the
Engineer will accept the LOTS in question . Otherwise remove the material and apply new
material meeting the requirements of Section 914 and retest in accordance with 160 - 3 . 2 .
SUBARTICLE 1604 . 3 . 2 (Page 200) is deleted and the following substituted :
1604 .3 . 2 Department Verification Tests :
1604 .3 . 2 . 1 Bearing Value & Soil Classification : The Engineer will
collect a sample at a location other than the location where the sample was collected in 160 -
- 58 -
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4 . 3 . 1 . 3 , and test the Stabilized Subgrade for determination of the LBR in accordance with
FM 5 - 515 . The Engineer will select test locations , including Stations and Offsets , using a
Random Number generator, based on the LOTS under consideration .
If Local Material is used for stabilizing, the Engineer will
determine compliance with embankment utilization requirements and 160 - 3 . 4 by testing and
classifying the Stabilized. Subgrade in accordance with AASHTO T88 and AASHTO M 145 at
the frequency shown in 1604 . 2 . 4 .
1604 .3 .2 . 1 . 1 Unsoaked LBR : The Engineer will sample
and test the initial LOT for one soaked and one unsoaked LBR if consideration of the Unsoaked
LBR has been approved .
1604 .3 .2 .2 Mixing Depth : The Engineer will witness the Contractor ' s
mixing depth checks to ensure compliance with 160 -4 . 2 . 2 . The Engineer will select test
locations , including Stations and Offsets , using a Random Number generator.
1604 .3 .2 .3 Modified Proctor Maximum Density : The Engineer will Wl
randomly select one of the retained split samples and test in accordance with FM 1 -T 180 ,
Method D .
234 SUPERPAVE ASPHALT BASE .
(REV 64140) (FA 84640) (141 )
ARTICLE 234- 1 (Page 218) is deleted and the following substituted :
2344 Description .
Construct a Superpave Asphalt Concrete base course as defined in these Specifications .
Base course mixes are designated as B - 12 . 5 . The Contractor may use a Type SP - 12 . 5 mixture ,
(Traffic Level B or C) in lieu of a Type B- 12 . 5 .
ARTICLE 234- 5 (Page 219) is deleted and the following substituted :
234-5 Acceptance of the Mixture.
The mixture will be accepted in accordance with the requirements of 334- 5 , except
density testing for acceptance will not be performed in areas as defined in 334 - 5 . 1 . 2 . In these
situations compact the base in accordance with the rolling procedure (equipment and pattern)
submitted as part of the Quality Control (QC) Plan and as approved by the Engineer. Use the
permissible variations from longitudinal and transverse grades as specified in 200 - 7 . The pay
factor for LOTS where there are areas not requiring density testing will be prorated based on a
pay factor of 1 . 00 for the tonnage of material in areas not requiring density testing and the actual
pay factor for the tonnage of material in areas requiring density.
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ARTICLE 234 - 8 (Pages 220 - 221 ) is deleted and the following substituted :
234-8 Thickness Requirements .
234-8 . 1 General : The total thickness of the Type B asphalt layers 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 . per square yard) = It x Gmm x 43 . 3
Where : It = Thickness (in . ) (Plan thickness or individual layer thickness)
Gmm = 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.
234-8 .2 Spread Rate Tolerance : Control the average spread rate on a daily basis to
within plus or minus 5 % of the target spread rate for the individual layer(s) established by the
Engineer. When the average daily spread rate is outside this tolerance from the target, adjust the
spread rate to the required value established by the Engineer. The Engineer will periodically
verify the spread rate at the job site during the paving operation . I: lee
234-8 .3 Allowable Deficiencies : The Engineer will allow a maximum deficiency from
the specified spread rate for the total thickness as follows :
1 . For pavement of a specified thickness of 2 - 1 /2 inches or more : 50 lbs . per
square yard.
2 . For pavement of a specified thickness of less than 2 - 1 /2 inches : 25 lbs . per
square yard .
234- 8.4 Pavement Exceeding Allowable Deficiency in Spread Rate : Where theININ
deficiency in spread rate for the total thickness is : ( 1 ) in excess of 50 lbs . per square yard for
pavements with a specified thickness of 24 /2 inches or more , or (2) in excess of 25 lbs . per
square yard for pavements with a specified thickness of less than 24 /2 inches , the Engineer may
require removal and replacement at no cost or may require a correction as specified in 234 - 8 . 5 .
The Engineer may require the Contractor to core the pavement for thickness in order to
determine the area of pavement with deficient thickness .
As an exception to the above , the Contractor may leave pavement outside the
Ile
main roadway in place without compensation when the Engineer allows , even though the
IN deficiency exceeds the tolerance as specified above .
The Department will not compensate the Contractor for any pavement removed or
IN
NI for the work of removing such pavement.
234-8 .5 Correcting Deficiency by Adding New Surface Material : In the event the total
thickness as determined by the spread rate is excessively deficient as defined above and if
approved by the Engineer for each particular location, correct the deficient thickness by adding
new surface material and compacting it using a rolling pattern as approved by the Engineer. The
Engineer will determine the area to be corrected and the thickness of new material added .
Perform all overlaying and compacting at no expense to the Department .
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300 PRIME AND TACK COATS FOR BASE COURSES — RATE OF APPLICATION.
(REV 64040) (FA 84640) (141 )
SUBARTICLE 300 - 8 . 4 (Page 240) is deleted and the following substituted :
300-8 .4 Rate of Application : Use a rate of application as defined in Table 300- 1 . Control
the rate of application to be within plus or minus 0 . 01 gal . per square yard of the target
application rate . The target application rate may be adjusted by the Engineer to meet specific
field conditions . Determine and record the rate of application a minimum of twice per day, once
at the beginning of each day ' s production and again as needed to control the operation . When
using RA- 550 , multiply the target rate of application by 0 . 6 .
Table 300- 1
Tack Coat Application Rates
Target .Tack Rate
Asphalt Mixture Type Underlying Pavement Surface (gal/yd2)
Newly Constructed Asphalt Layers 0 . 02 minimum
Base Course , Structural Course , Milled Surface or Oxidized and 0 . 06
Dense Graded Friction Course Cracked Pavement
Concrete Pavement 0 . 08
Open Graded Friction Course Newly Constructed Asphalt Layers 0 . 05
Milled Surface 0 . 07
320 HOT BITUMINOUS MIXTURES — PLANT, METHODS , AND EQUIPMENT.
(REV 1 -840) (FA 2-240) (740)
SUBARTICLE 320 -2 . 2 (Pages 241 — 244) is deleted and the following substituted :
320-2 . 2 Electronic Weigh Systems : Equip the asphalt plant with an electronic weigh
system that : has an automatic printout, is certified every six months by an approved certified
scale technician, and meets weekly comparison checks with certified truck scales as specified in
320-2 . 2 . 4 . Weigh all plant produced hot mix asphalt on the electronic weigh system , regardless
of the method of measurement for payment .
Include , as a minimum, the following information on the printed delivery ticket :
(a) Sequential load number.
(b) Project number.
(c) Date .
(d) Name and location of plant.
(e) Mix design number.
(f) Place for hand-recording mix temperature .
(g) Truck number .
(h) Gross , tare , and net tonnage per truck ( as applicable) .
(i) Daily total tonnage of mix for the mix design .
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Print the delivery ticket with an original and at least one copy. Furnish the
original to the Engineer at the plant and one copy to the Engineer at the paving site .
Utilize any one of the following three electronic weigh systems :
320-2 .2 . 1 Electronic Weigh System on the Truck Scales : Provide an electronic
weigh system on all truck scales , which is equipped with an automatic recordation system that is
Iv approved by the Engineer. Use scales of the type that directly indicate the total weight of theIle r :
loaded truck . Use scales meeting the requirements for accuracy, condition, etc . , of the Bureau of
Weights and Measures of the Florida Department of Agriculture , and re-certify such fact every
six months , either by the Bureau of Weights and Measures or by a registered scale technician .
320-2 .2 . 2 Electronic Weigh System on Hopper Beneath a Surge or Storage
Bin : Provide an electronic weigh system on the hopper (hopper scales or load cells) beneath the
surge or storage bin , which is equipped with an automatic recordation system approved by the
Engineer.
320-2 .2 .3 Automatic Batch Plant with Printout : For batch plants , provide an
approved automatic printer system which will print the individual or cumulative weights of
aggregate and liquid asphalt delivered to the pugmill and the total net weight of the asphalt mix
measured by hopper scales or load cell type scales . Use the automatic printer system only in
conjunction with automatic batching and mixing control systems that have been approved by the
Engineer.
320-2 .2 .4 Weekly Electronic Weigh System Comparison Checks : Check the
accuracy of the electronic weighing system at the commencement of production and thereafter at
ell least once a week during production by one of the following two methods :
320-2 .2 .4 . 1 . Electronic Weigh Systems on Truck Scales : Ll
(a) The Engineer will randomly select a loaded truck of asphalt
mix and record the truck number and gross weight from the Contractor ' s delivery ticket.
(b) Weigh the selected truck on a certified truck scale , which is not
owned by the Contractor and record the gross weight for the comparison check. If another
certified truck scale is not available , the Engineer may permit another set of certified truck scales
ke
owned by the Contractor to be used . The Engineer may elect to witness the scale check.
(c) The gross weight of the loaded truck as shown on the
Contractor ' s delivery ticket will be compared to the gross weight of the loaded truck from the
other certified truck scale . The maximum permissible deviation is 8 pounds per ton of gross
weight of the loaded truck, based on the certified truck scale weight.
(d) If the distance from the asphalt plant to the nearest certified 11 Fee
truck scale is enough for fuel consumption to affect the accuracy of the comparison checks , a
ere
fuel adjustment may be calculated by using the truck odometer readings for the distance
measurement, and 6 . 1 miles per gallon for the fuel consumption rate , and 115 ounces per gallon
for fuel weight.
(e) During production, when an additional certified truck scale is
not available for comparison checks , the Engineer may permit the Contractor to weigh the truck
on his certified scales used during production and then weigh it on another certified truck scale,
as soon the other scale is available for the comparison checks .
In addition to the periodic checks as specified above , check the
scales at any time the accuracy of the scales becomes questionable . When such inaccuracy does
not appear to be sufficient to seriously affect the weighing operations , the Engineer will allow a
period of two calendar days for the Contractor to effect the required scales check . However, in
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the event the indicated inaccuracy is sufficient to seriously affect the mixture , the Engineer may
require immediate shut-down until the accuracy of the scales has been checked and necessary
corrections have been made . Include the cost of all scale checks in the bid price for asphalt
concrete , at no additional cost to the Department.
320- 2 .2 .4 .2 . For Electronic Weigh Systems on Hoppers Beneath a
Surge or Storage Bins and Automatic Batch Plants with Printout : 1
(a) The Engineer will randomly select a loaded truck of asphalt
mix and record the truck number, and the net weight of the asphalt mix from the Contractor ' s
delivery ticket .
(b) Weigh the selected truck on a certified truck scale , which is not
owned by the Contractor and record the gross weight for the comparison check. If another
certified truck scale is not available, the Engineer may permit another set of certified truck scales
owned by the Contractor to be used. The Engineer may elect to witness the scale check.
(c) Deliver the asphalt mix to the project, then weigh the selected
empty truck on the same certified truck scales . Record the tare weight of the truck.
(d) Compare the net weight of the asphalt mix from the delivery
ticket to the calculated net weight of the asphalt mix as determined by the certified truck scale
weights . The maximum permissible deviation is 8 pounds per ton of load, based on the certified
truck scale weight.
(e) Use the fuel adjustment as specified in 320 -2 . 2 . 4 . 1 (d) , when the
distance from the asphalt plant to the nearest certified truck scale is enough for fuel consumption
to affect the accuracy of the comparison checks .
(f) During production, when an additional certified truck scale is
not available for comparison checks , the Engineer may permit the Contractor to load a truck with
aggregate from the pugmill, surge or storage bin, and follow the above procedures to conduct the
comparison checks as soon as certified truck scale is available .
If the check shows a greater difference than the tolerance specified
above , then recheck on a second set of certified scales . If the check and recheck indicate that the
printed weight is out of tolerance , have a certified scale technician check the electronic weigh
system and certify the accuracy of the printer . While the system is out of tolerance and before its
adjustment, the Engineer may allow the Contractor to continue production only if provisions are
made to use a set of certified truck scales to determine the truck weights .
SUBARTICLE 320- 5 . 1 . 2 (Page 246) is deleted and the following substituted :
320-5 . 1 .2 Automatic Screed Control . For all asphalt courses , placed with
mechanical spreading and finishing equipment, equip the paving machine with automatic
longitudinal screed controls of either the skid type , traveling stringline type , or non-contact
averaging ski type . Ensure that the length of the skid, traveling stringline , or non-contact
averaging ski is at least 25 feet. On the final layer of base , overbuild, and structural courses , and
for friction courses , use the joint matcher in lieu of the skid, traveling stringline , or non -contact
averaging ski on all passes after the initial pass . Furnish a paving machine equipped with
electronic cross slope controls .
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SUBARTICLE 320- 5 . 3 . 1 (Page 246) is deleted and the following substituted :
320-5 .3 . 1 Steel-Wheeled Rollers : Provide compaction equipment capable of
meeting the density requirements described in these Specifications . In the event that density
testing is not required, provide a tandem steel-wheeled roller weighing 5 to 15 tons for seal
rolling, and for the final rolling, use a separate roller with a weight of 5 to 15 tons . Variations
from these requirements shall be approved by the Engineer.
327 MILLING OF EXISTING ASPHALT PAVEMENT — CONSTRUCTION.
(REV 1 -2640) (FA 2-240) (740)
ARTICLE 327 -3 (Paged 248-249) is deleted and the following substituted :
327-3 Construction .
327-3 . 1 General : Remove the existing raised reflective pavement markers prior to
milling. Include the cost of removing existing pavement markers in the price for milling.
When milling to improve rideability or cross slope , remove the existing pavement
to the average depth specified in the plans , in a manner that will restore the pavement surface to All
a uniform cross- section and longitudinal profile . The Engineer may require the use of a stringline
to ensure maintaining the proper alignment.
Establish the longitudinal profile of the milled surface in accordance with the
milling plans . Ensure that the final cross slope of the milled surface parallels the surface cross
slope shown on the plans or as directed by the Engineer. Establish the cross slope of the milled
surface by a second sensing device near the outside edge of the cut or by an automatic cross
slope control mechanism . The plans may waive the requirement of automatic grade or cross
slope controls where the situation warrants such action .
Operate the milling machine to minimize the amount of dust being emitted. The
Engineer may require prewetting of the pavement.
Provide positive drainage of the milled surface and the adjacent pavement .
Perform this operation on the same day as milling . Repave all milled surfaces no later than the
day after the surface was milled unless otherwise stated in the plans .
If traffic is to be maintained on the milled surface prior to the placement of the
new asphalt concrete, provide suitable transitions between areas of varying thickness to create a
smooth longitudinal riding surface . Produce a pattern of striations that will provide an acceptable
riding surface . The Engineer will control the traveling speed of the milling machine to produce a
texture that will provide an acceptable riding surface .
Prior to opening an area which has been milled to traffic , sweep the pavement
with a power broom or other approved equipment to remove, to the greatest extent practicable ,
fine material which will create dust under traffic . Sweep in a manner that will minimize the
potential for creation of a traffic hazard and to minimize air pollution .
Sweep the milled surface with a power broom prior to placing asphalt concrete .
In urban and other sensitive areas , use a street sweeper or other equipment
capable of removing excess milled materials and controlling dust. Obtain the Engineer ' s
approval of such equipment, contingent upon its demonstrated ability to do the work.
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Perform the p g p Y
directed by the Engineer.
327-3 .2 Quality Control Requirements : Furnish an electronic level with a length of 4
feet and an accuracy of plus or minus 0 . 1 degree approved by the Engineer for the control of
cross slope . Make this electronic level available at the jobsite at all times during milling
operations . Calibrate and compare electronic levels in accordance with 330 - 12 . 3 . 1 at a minimum
frequency of once per day before any milling operation.
Multiple cuts may be made to achieve the required pavement configuration or
depth of cut. Measure the cross slope of the milled surface by placing the level at the center
location of a lane and perpendicular to the roadway centerline . Record all the measurements to
the nearest 0 . 1 % on an approved form and submit to the Engineer for documentation .
1 . Tangent Sections : Measure the cross slope per lane at a minimum
frequency of one measurement every 100 feet. Calculate the absolute deviation of cross slope at
each measurement and then average the absolute deviation of ten consecutive cross slope
measurements . The absolute deviation is the positive value of a deviation . When the average
absolute deviation cross slope is consistently within the acceptance tolerance as shown in Table
327 - 1 and upon approval by the Engineer, the frequency of the cross slope measurements can be
reduced to one measurement every 200 feet during milling operations . .
2 . Superelevated Sections : Measure the cross slope every 100 feet per lane
within the length of full superelevation . Calculate the absolute deviation of each measurement
and then average the absolute deviation of ten consecutive cross slope measurements . For every
transition section, measure the cross slope at control points identified in the plans or, if not
shown in the plans , at a control point at a location of 0 . 0 % cross slope . For curves where the
length of the fully superelevated section is less than 250 feet, measure the cross slope at the
beginning point, midpoint and ending point of the fully superelevated section, calculate the
absolute deviation and average . When the number of measurements is less than ten and the
ell length of full superelevation is greater than 250 feet, average the absolute deviation of all
measurements .
If the average absolute deviation of the cross slope measurements falls outside the
acceptance tolerance shown in Table 327 - 1 , stop the milling operations and make adjustments
until the problem is resolved to the satisfaction of the Engineer . If an individual cross slope
deviation falls outside the acceptance tolerance as shown in Table 3274 , make corrections only
in the deficient area to the satisfaction of the Engineer at no cost to the Department. For
pavement with multiple cuts , the deficient areas not caused by the final cut may be left in place
upon approval of the Engineer. All milling corrections shall be completed before placement of
the asphalt course unless stated otherwise in the plans or as determined by the Engineer.
The limits of deficient areas requiring correction may be verified and adjusted
with more accurate measurement methods , including survey instruments , upon approval by the
Engineer at no cost to the Department . Should the Contractor wish to have any corrections
waived, submit a request to the Engineer for approval . The Engineer may waive the corrections
at no reduction in payment if an engineering determination indicates that the deficiencies are
sufficiently separated so as not to significantly affect the final cross slope or project grade .
For intersections , tapers , crossovers , transitions at the beginning and end of the
project, bridge approaches and similar areas , adjust the cross slope to match the actual site
conditions , or as directed by the Engineer .
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TABLE 327 - 1
Cross Slope Milling Acceptance Tolerance
Individual
Roadway Feature Absolute Average Absolute Deviation
Deviation
Tangent section 0 . 4% 0 . 2 %
(including turn lanes)
Superelevated curve 0 . 4% 0 . 2 %
Shoulder 0 . 5 % 0 . 5 %
In the event that the distance between tow edges of deficient areas is less than 100
feet, the correction work shall include the area between the deficient sections .
327-3 .3 Verification : The Engineer will verify the Contractor ' s cross slope
measurements by randomly taking a minimum of ten cross slope measurements per lane per mile
in tangent sections , control points in transition sections , and a minimum of three cross slope
measurements on fully superelevated sections . The Engineer will measure the cross slope of the
milled surface by placing the level at the center location of a lane and perpendicular to the
roadway centerline . If the average absolute deviation or an individual cross slope deviation falls
outside the acceptance tolerance as shown in Table 327 - 1 , immediately make a comparison
check at the QC test locations to verify the QC measurements in the questionable section . If the
comparisons are beyond the acceptable comparison tolerance in accordance with 327 -3 . 2 , stop
the milling operation until the problem is resolved to the satisfaction of the Engineer. Correct any
cross slope not meeting the individual deviation acceptance tolerance at no cost to the
Department . The Engineer reserves the right to check the cross slope of the milled surface at any
time by taking cross slope measurements at any location .
330 HOT BITUMINOUS MIXTURES — GENERAL CONSTRUCTION
REQUIREMENTS .
(REV 5-2440) (FA 84640) ( 141 ) 7 . 11
SECTION 330 (Pages 250-265 ) is deleted and the following substituted :
SECTION 330
HOT BITUMINOUS MIXTURES -
GENERAL CONSTRUCTION REQUIREMENTS
3304 Description .
Construct plant-mixed hot bituminous pavements and bases . Establish and maintain a
quality control system that provides assurance that all materials , products and completed
construction submitted for acceptance meet Contract requirements .
330-2 Quality Control Requirements .
330-2 . 1 Minimum Quality Control Plan Requirements : In addition to the
requirements set forth in Section 105 , perform as a minimum the following activities necessary
to maintain process control and meet specification requirements :
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Stockpiles : Assure materials are placed in the correct stockpile ; assure good
stockpiling techniques ; inspect stockpiles for separation, contamination, segregation , etc . ;
properly identify and label each stockpile .
Incoming Aggregate : Obtain gradations and bulk specific gravity (GO values
from aggregate supplier for reference ; determine the gradation of all component materials ;
routinely compare gradations and Gsb values to mix design .
Cold Bins : Calibrate the cold gate/feeder belt for each material ; determine cold
gate/feeder belt settings ; observe operation of cold feeder for uniformity.
Dryer: Observe pyrometer for aggregate temperature control ; observe efficiency
of the burner.
For Batch Plants , determine percent used and weight to be pulled from each bin to
assure compliance with Mix Design, check mixing time , and check operations of weigh bucket
and scales .
For Drum Mixer Plants , determine aggregate moisture content, and calibrate the
weigh bridge on the charging conveyor.
Control Charts : Plot and keep charts updated daily for all Quality Control
Sampling and Testing and post in the asphalt lab where they can be seen . Provide the following
charts :
1 . All components used to determine the composite pay factor (No . 8
sieve , No . 200 sieve , asphalt binder content, air voids , and density) by lot.
2 . Gradation of incoming aggregate .
3 . Gradation, asphalt binder content, and maximum specific gravity (Gm, ,)
of RAP .
4 . Any other test result or material characteristic (as determined by the
Contractor) necessary for process control .
The above listed minimum activities are to be considered normal activities
necessary to control the production of hot mix asphalt at an acceptable quality level . It is
recognized, however, that depending on the type of process or materials , some of the activities
listed may not be necessary and in other cases , additional activities may be required . The
frequency of these activities will also vary with the process and the materials . When the process
varies from the defined process average and variability targets , the frequency of these activities
will be increased until the proper conditions have been restored .
330-2 .2 Minimum Process Control Testing Requirements : Perform, as a minimum,
the following activities at the testing frequencies provided below :
Asphalt Plant
1 . Asphalt Mix : Determine the asphalt binder content ; mix gradation and
volumetric properties at a minimum frequency of one per day. In the event that the daily
production exceeds 1 , 000 tons , perform these tests a minimum of two times per day. Quality
Control tests used in the acceptance decision may be used to fulfill this requirement . Verify
modifier addition .
2 . Aggregate : Test one sample for gradation per 1 , 000 tons of incoming
aggregate , as it is stockpiled.
3 . Aggregate moisture content from stockpiles or combined cold feed
aggregate - one per day.
4 . RAP : Test one sample per 1000 tons of incoming material (prior to
incorporation into the mix) for gradation and asphalt binder content . Test one sample per 5 , 000
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tons of incoming material (prior to incorporation into the mix) for maximum specific gravity
(Gmm) and recovered viscosity.
5 . Mix temperature at the plant for the first five loads and one out of every
five loads thereafter.
6 . Other tests (as determined necessary by the Contractor) for process
control .
Roadway
1 . Monitor the pavement temperature with an infrared temperature device .
Monitor the roadway density with either 6 inches diameter roadway cores , a nuclear density
TO gauge, or other density measuring device , at a minimum frequency of once per 1 , 500 feet of
pavement. When the layer thickness is greater than or equal to 1 inch (or the spread rate is
greater than or equal to 105 lb per ydZ) and an approved rolling pattern is used in lieu of density
testing, identify in the QC Plan how the pavement density will be monitored.
2 . Mix temperature at the roadway for the first five loads and one out of
every five loads thereafter.
3 . Monitor the pavement smoothness with a 150TT- foot rolling straightedge ,
as required by these specifications .
TO 4 . Monitor the pavement cross slope at a frequency necessary to fulfill the
requirements of these specifications , and identify a system to control the cross slope of each
pavement layer during construction .
5 . Monitor the mix spread rate at the beginning of each day ' s production,
and as needed to control the operations , at a minimum of once per 200 tons placed to ensure that
the spread rate is within 5 % of the target spread rate . When determining the spread rate , use , at a
minimum , an average of five truckloads of mix . When the average spread rate is beyond plus or
minus 5 % of the target spread rate, monitor the thickness of the pavement layer closely and
adjust the construction operations .
If the Contractor fails to maintain an average spread rate within plus or
minus 5 % of the target spread rate for two consecutive days , the Engineer may elect to stop the
construction operation at any time until the problem is resolved.
330-2 .3 Minimum Quality Control System Requirements .
330-2 .3 . 1 Personnel Qualifications : Provide Quality Control Technicians in
accordance with Section 105 .
330-2 .3 .2 Hot Mix Asphalt Testing Laboratory Requirements : Furnish or have
furnished a fully equipped asphalt laboratory (permanent or portable) at the production site . The
Laboratory must be qualified under the Department ' s Laboratory Qualification Program, as
described in Section 105 -6 . In addition , the laboratory shall meet the following requirements .
1 . Area - The effective working area of the laboratory shall be a minimum
of 180 ft' , with a layout of which will facilitate multiple tests being run simultaneously by two
technicians . This area does not include the space for desks , chairs and file cabinets . Any
variations shall be approved by the Engineer.
2 . Lighting - The lighting in the lab must be adequate to illuminate all
areas of the work.
3 . Temperature Control - Equip the lab with heating and air conditioning
units that provide a satisfactory working environment .
4 . Ventilation - Equip the lab with fume hoods and exhaust fans that will
remove all hazardous fumes from within the laboratory in accordance with OSHA requirements .
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5 . Equipment and Supplies - Furnish the lab with the necessary sampling
and testing equipment and supplies for performing contractor Quality Control and Department
Verification Sampling and Testing. A detailed list of equipment and supplies required for each
test is included in the appropriate FDOT, AASHTO , or ASTM Test Method.
6 . Calibration of the Superpave Gyratory Compactor: Calibrate the
Superpave Gyratory Compactor in accordance with the manufacturer ' s recommendations .
Identify in the Quality Control Plan the established frequencies and document all calibrations .
7 . Personal Computer - Provide a personal computer capable of running a
Microsoft Exceff spreadsheet program, along with a printer.
8 . Communication - Provide a telephone and fax machine (with a private
line) for the use of the testing facility ' s quality control personnel . In addition, provide an Internet
connection capable of uploading data to the Department ' s database and for e -mail
communications .
330-3 Limitations of Operations .
330-3 . 1 Weather Limitations : Do not transport asphalt mix from the plant to the
roadway unless all weather conditions are suitable for the laying operations .
330-3 .2 Limitations of Laying Operations :
330-3 .2 . 1 General : Spread the mixture only when the surface upon which it is to
be laid has been previously prepared, is intact, firm, dry, clean , and the tack or prime coat, with
acceptable spread rate , is properly broken or cured. Do not place friction course until the
adjacent shoulder area has been dressed and grassed .
330-3 .2 . 2 Temperature : Spread the mixture only when the air temperature in the
shade and away from artificial heat is at least 40°F for layers greater than 1 inch ( 100 lb/yd') in
thickness and at least 45°F for layers 1 inch ( 100 lb/yd ) or less in thickness (this includes
leveling courses) . The minimum temperature requirement for leveling courses with a spread rate
of 50 lb/yd2 or less is 50°F . The minimum ambient temperature requirement may be reduced by 5 °F
when using warm mix technology, if mutually agreed to by both the Engineer and the Contractor.
330-3 .2 .3 Wind : Do not spread the mixture when the wind is blowing to such an
extent that proper and adequate compaction cannot be maintained or when sand, dust, etc . , are
being deposited on the surface being paved to the extent that the bond between layers will be
diminished.
330-3 . 2 .4 Night Paving : Meet the requirements of 8 -4 . 1 .
3304 Preparation of Asphalt Binder.
Deliver the asphalt binder to the asphalt plant at a temperature not to exceed 370°F , and
equip the transport tanks with sampling and temperature sensing devices meeting the
requirements of 300 -3 . 2 . Maintain the asphalt binder in storage within a range of 230 to 370°F in
advance of mixing operations . Maintain constant heating within these limits, and do not allow
wide fluctuations of temperature during a day ' s production .
330-5 Preparation of Aggregates .
330-5 . 1 Stockpiles : Place each aggregate component in an individual stockpile , and
separate each from the adjacent stockpiles , either by space or by a system of bulkheads . Prevent
the intermingling of different materials in stockpiles at all times . Identify each stockpile ,
including RAP , as shown on the mix design .
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330-5 .2 Prevention of Segregation : Form and maintain stockpiles in a manner that will
prevent segregation . If a stockpile is determined to have excessive segregation, the Engineer will
disapprove the material for use on the project until the appropriate actions have been taken to
correct the problem .
Fee 330-5 .3 Blending of Aggregates : Stockpile all aggregates prior to blending or placing in
the cold hoppers . Place all aggregates to be blended or proportioned in separate bins at the cold
hopper. Proportion by means of securely positioned calibrated gates or other approved devices .
330-5.4 Cold Bins :
330-5.4. 1 Adequacy of Bins : Use separate bin compartments in the cold
aggregate feeder that are constructed to prevent any spilling or leakage of aggregate from one bin
to another. Ensure that each bin compartment has the capacity and design to permit a uniform
flow of aggregates . Mount all of the bin compartments over a feeder of uniform speed, which
will deliver the specified proportions of the separate aggregates to the drier at all times . If
necessary, equip the bins with vibrators to ensure a uniform flow of the aggregates at all times .
330-5 .4 .2 Gates : Provide each bin compartment with a gate which is adjustable in
a vertical direction . Provide gates that can be held securely at any specified vertical opening .
Equip the gates with a measuring device for measuring the vertical opening of the gates from a
horizontal plane level with the bottom of the feeder.
330-5.5 Mineral Filler : If mineral filler is required in the mix, feed or weigh it in
separately from the other aggregates .
in 330-5 . 6 Heating and Drying : Heat and dry the aggregates before screening . Control the
temperature of the aggregates so that the temperature of the completed mixture at the plant falls
within the permissible range allowed by this Section .
330-5 . 7 Screening Unit :
330-5 . 7. 1 Oversize Aggregate : Remove any oversized pieces of aggregate by the
use of a scalping screen . Do not return this oversized material to the stockpile for reuse unless it
has been crushed and reprocessed into sizes that will pass the scalping screen .
330-5 . 7.2 Screening : Ensure that the quantity of aggregates being discharged
onto the screens does not exceed the capacity of the screens to actually separate the aggregates
into the required sizes . Allow up to a maximum of 10 % plus .... 10 material in the minus - 10 bin .
The Engineer will determine the maximum amount of minus - 10 material allowed in the IF
plus40 bins , in accordance with its effect on the uniformity of the mix .
330-6 Preparation of the Mixture.
330-6. 1 Batch Mixing :
330-6. 1 . 1 Aggregates : Once the dried aggregates and mineral filler (if required)
are prepared in the manner previously described and combined in batches to meet the verified
mix design by weighing each separate bin size, convey them to the empty mixer.
330-6. 1 .2 Asphalt Binder : Introduce the accurately measured hot asphalt binder
into the mixer simultaneously with, or after, the hot aggregates . Continue mixing until the
mixture is thoroughly uniform with all particles fully coated .
330-6 . 1 .3 Mixing Time : The mixing time begins when the measuring devices for
both the asphalt and the aggregates indicate that all the material is in the mixer, and continues
until the material begins to leave the mixing unit. Since the mixing time varies in relation to the
nature of the aggregates and the capacity of the mixer, mix sufficiently to produce a thoroughly
and uniformly coated mixture .
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330-6.2 Continuous Mixing : Introduce the dried aggregates and mineral filler (if
required) , prepared as specified and proportioned to meet the verified mix design, into the mixer
in synchronization with the accurate feeding of the hot asphalt binder. Mix sufficiently to
produce a thoroughly and uniformly coated mixture .
330-6.3 Mix Temperature : Heat and combine the ingredients of the mix in such a
manner as to produce a mixture with a temperature , when discharged from the pugmill or surge
bin, which is within the master range as defined below .
Determine the temperature of the completed mixture using a quick-reading
thermometer through a hole in the side of the loaded truck immediately after loading . Locate
1 /4 inch hole on both sides of the truck body within the middle third of the length of the body,
and at a distance from 6 to 10 inches above the surface supporting the mixture . If a truck body
already has a hole located in the general vicinity of the specified location, use this hole . At the
Engineer ' s discretion, the Contractor may take the temperature of the load over the top of the
truck in lieu of using the hole in the side of the truck.
The normal frequency for taking asphalt mix temperatures will be for each day,
for each design mix on the first five loads and one out of every five loads thereafter. Take the
temperature of the asphalt mix at the plant and at the roadway before the mix is placed at the
normal frequency . Record the temperature on the front of the respective delivery ticket. The
Engineer shall review the plant and roadway temperature readings and may take additional
temperature measurements at any time .
The master range for all mix designs will be the target mix temperature from the
mix design ±30°F . There are two master ranges ; one at the asphalt plant (mixing temperature
from the mix design ±30°F) and one at the roadway ( compaction temperature from the mix
design ±30°F) . Reject any load or portion of a load of asphalt mix at the plant with a temperature
outside of this master range . Reject any load or portion of a load of asphalt mix at the roadway
with a temperature outside of this master range . The Engineer will be immediately notified of the
rejection.
If any single load at the plant or at the roadway is within the master range but
differs from the target mix temperature by more than ±25 °F or if the average difference of the
temperature measurements from the target mix temperature for five loads exceeds ± 15°F, the
temperature of every load will be monitored until the temperature falls within the specified
tolerance range in Table 3304 ; at this time the normal frequency may be resumed.
Table 3304
Temperature Tolerance From Verified Mix Design
Any Single Measurement ±25 °F
Average of Any Five Consecutive ± 15 °F
Measurements
330-6 .4 Maximum Period of Storage : Allow the maximum time that any mix maybe
kept in a hot storage or surge bin to be 72 hours .
330-6 . 5 Contractor ' s Responsibility for Mixture Requirements : Produce a
homogeneous mixture , free from moisture and with no segregated materials , that meets all
specification requirements . Also apply these requirements to all mixes produced by the drum
mixer process and all mixes processed through a hot storage or surge bin , both before and after
storage .
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3304 Transportation of the Mixture.
Transport the mixture in tight vehicles previously cleaned of all foreign material . After
cleaning, thinly coat the inside surface of the truck bodies with soapy water or an asphalt release
agent as needed to prevent the mixture from adhering to the beds . Do not allow excess liquid to
pond in the truck body. Do not use diesel fuel or any other hazardous or environmentally
detrimental material as a coating for the inside surface of the truck body. Cover each load during
IN cool and cloudy weather and at any time it appears rain is likely during transit with a tarpaulin or
waterproof cover meeting requirements of 320 - 5 . 4 .
3304 Preparation of Application Surfaces .
330-8 . 1 Cleaning : Prior to the laying of the mixture, clean the surface of the base or
pavement to be covered of all loose and deleterious material by the use of power brooms or
blowers , supplemented by hand brooming where necessary.
3304 . 2 Patching, Leveling, and Overbuild Courses : Where an asphalt mix is to be
placed on an existing pavement or old base which is irregular, and wherever the plans indicate ,
bring the existing surface to proper grade and cross -section by the application of patching,
leveling, or overbuild courses .
330-8.3 Application Over Surface Treatment : Where an asphalt mix is to be placed
FF
over a newly constructed surface treatment, sweep and dispose of all loose material from the
paving area.
3304 .4 Coating Surfaces of Contacting Structures : Paint all structures which will be
in actual contact with the asphalt mixture, with the exception of the vertical faces of existing
pavement, curbs and gutter, with a uniform coating of asphalt binder to provide a closely bonded,
watertight joint .
3304 . 5 Tack Coat :
3304 .5 . 1 Tack Coat Required : Apply a tack coat, as specified in Section 300 ,
on existing pavement structures that are to be overlaid with an asphalt mix and between
successive layers of all asphalt mixes .
330-8 . 5 .2 Tack Coat at Engineer' s Option : Apply a tack coat on the following
surfaces only when so directed by the Engineer :
1 . Freshly primed bases .
2 . Surface treatment.
330-9 Placing Mixture.
330-9 . 1 Requirements Applicable to All Types :
330-9. 1 . 1 Alignment of Edges . Lay all asphalt concrete mixtures , including
leveling courses , other than the pavement edge just adjacent to curb and gutter or other true
edges , by the stringline method to obtain an accurate , uniform alignment of the pavement edge .
Control the unsupported pavement edge to ensure that it will not deviate more than ± 1 . 5 inches
from the stringline .
330-9 . 1 .2 Temperature of Spreading : Maintain the temperature of the mix at the
time of spreading within the master range as defined in 330 - 6 . 3 . The minimum frequency for
taking mix temperatures on the roadway will be as indicated in 330 -6 . 3 . Any load or portion of a
load of asphalt mix on the roadway with a temperature outside of the master range shall be
rejected for use on the project. The Engineer will be immediately notified of the rejection .
330-9 . 1 .3 Rain and Surface Conditions : Immediately cease transportation of
asphalt mixtures from the plant when rain begins at the roadway. Do not place asphalt mixtures
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while rain is falling, or when there is water on the surface to be covered . Once the rain has
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stopped and water has been removed from the tacked surface to the satisfaction of the Engineer
and the temperature of the mixture caught in transit still meets the requirements as specified in
330-9 . 1 . 2 , the Contractor may then place the mixture caught in transit.
330-9 . 1 .4 Speed of Paver : Establish the forward speed of the asphalt paver based
on the rate of delivery of the mix to the roadway but not faster than the optimum speed needed to
adequately compact the pavement .
330-9 . 1 . 5 Number of Crews Required : For each paving machine operated, use a
separate crew, each crew operating as a full unit . The Contractor ' s CTQP Paving Level H
technician in charge of the paving operations may be responsible for more than one crew but
must be physically accessible to the Engineer at all times when placing mix .
330-9 . 1 . 6 Checking Depth of Layer : Check the depth of each layer at frequent
intervals , and make adjustments when the thickness exceeds the allowable tolerance . When
making an adjustment, allow the paving machine to travel a minimum distance of 32 feet to
stabilize before the second check is made to determine the effects of the adjustment.
330-9 . 1 .7 Hand Spreading : In limited areas where the use of the spreader is
impossible or impracticable , the Contractor may spread and finish the mixture by hand.
330-9 . 1 . 8 Straightedging and Back-patching : Straightedge and back-patch after
obtaining initial compaction and while the material is still hot.
330-9 . 2 Requirements Applicable to Courses Other Than Leveling .
330-9 .2 . 1 Spreading and Finishing : Upon arrival , dump the mixture in the
approved mechanical spreader, and immediately spread and strike -off the mixture to the full
width required, and to such loose depth for each course that, when the work is completed, the
required weight of mixture per square yard, or the specified thickness , is secured. Carry a
uniform amount of mixture ahead of the screed at all times .
330-9.2 .2 Thickness and Spread Rate of Layers : Construct each course of Type SP
mixtures in layers of the thickness shown in Section 334 .
When the deficiency of the average spread rate for the total course
pavement thickness measured in accordance with 330-2 . 2 exceeds the following maximum
spread rate tolerance, address the deficient area in accordance with 330 - 12 . 5 .
1 . Structural Course (non- friction)
a. For pavement of a design thickness of 2 - 1 /2 inches or
more : plus or minus 50 lbs per sy.
b . For pavement of a design thickness of less than 2 -
1 /2 inches : plus or minus 25 lbs per sy.
2 . Friction course
a. For open grade friction course : plus or minus 15 lbs per
sy.
b . For dense grade friction course : plus or minus 25 lbs per
Sys
As an exception, the Engineer may allow the Contractor to leave
areas in place if it is determined by the Engineer that the deficiency is not a significant detriment
to the pavement quality . A reduction to the pay item quantity will be made in accordance with
330 - 12 . 5 . 2 .
330-9 .2 .3 Laying Width : If necessary due to the traffic requirements , lay the
mixture in strips in such a manner as to provide for the passage of traffic . As an option, where
the road is closed to traffic , lay the mixture to the full width with machines traveling in echelon .
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330-9 . 2 .4 Correcting Defects : Before starting any rolling, check the surface ,
correct any irregularities ; remove all drippings , fat sandy accumulations from the screed, and fat
spots from any source ; and replace them with satisfactory material . Do not skin patch . When
correcting a depression while the mixture is hot, scarify the surface and add fresh mixture .
330-9.3 Requirements Applicable Only to Leveling Courses :
330-9.3 . 1 Patching Depressions : Before spreading any leveling course, fill all
depressions in the existing surface more than 1 inch deep by spot patching with leveling course
mixture, and then compact them thoroughly.
330-9.3 .2 Spreading Leveling Courses : Place all courses of leveling by the use
of two motor graders , equip one with a spreader box . Use other types of leveling devices after
they have been approved by the Engineer.
330-9 .3 .3 Rate of Application : When using Type SM . 5 (fine graded) for
leveling, do not allow the average spread of a layer to be less than 50 lb/yd2 or more than
75 lb/yd 2 . The quantity of mix for leveling shown in the plans represents the average for the
entire project; however, the Contractor may vary the rate of application throughout the project as
directed by the Engineer. When leveling in connection with base widening, the Engineer may
require placing all the leveling mix prior to the widening operation .
330-9 .3 .4 Placing Leveling Course Over Existing Pavement : When the
Contract Documents specify a leveling course to be placed over cracked concrete pavement,
I
ncluding existing concrete pavement covered with an asphalt surface , place the first layer of
leveling course as soon as possible but no later than 48 hours after cracking the concrete.
330-9 .3 .5 Removal of Excess Joint Material : Where placing a leveling course
over existing concrete pavement or bridge decks , trim the excess joint filler in the cracks and
joints flush with the surface prior to placing the first layer of the leveling course .
33040 Compacting Mixture.
33040. 1 Provisions Applicable to All Types :
33040 . 1 . 1 Equipment and Sequence : For each paving operation, furnish a
separate set of rollers , with their operators .
When density testing for acceptance is required, select equipment,
sequence, and coverage of rolling to meet the specified density requirement. The coverage is the
number of times the roller passes over a given area of pavement. Regardless of the rolling
procedure used, complete the final rolling before the surface temperature of the pavement drops
to the extent that effective compaction may not be achieved or the rollers begin to damage the
pavement.
When density testing for acceptance is not required, propose an alternative
rolling pattern to be approved b the Engineer or use the
following
standard rollingprocedure :
1 . Seal (breakdown) Rolling : Provide two static coverages with a
tandem steel-wheeled roller, weighing 5 to 15 tons, following as close behind the paver as
possible without pick-up , undue displacement, or blistering of the material .
2 . Intermediate rolling : Provide five static coverages with a
pneumatic-tired roller, following as close behind the seal (breakdown) rolling operation as the
ix
mwill permit .
3 . Final rolling : Provide one static coverage with a tandem steel -
wheeled roller, weighing 5 to 15 tons , after completing the seal (breakdown) rolling and
intermediate rolling, but before the surface pavement temperature drops to the extent that
effective compaction may not be achieved or the rollers begin to damage the pavement.
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330- 10 . 1 . 2 Rolling Procedures : Utilize procedures that will uniformly compact
the pavement layer to the desired density level .
Roll across the mat, overlapping the adjacent pass by at least 6 inches .
Roll slowly enough to avoid displacement of the mixture , and correct any displacement at once
by the use of rakes and the addition of fresh mixture if required . Continue final rolling to
eliminate all roller marks .
330- 10 . 1 .3 Compaction of Areas Inaccessible to Rollers : Use hand tamps or
other satisfactory means to compact areas which are inaccessible to a roller, such as areas
adjacent to curbs , gutters , bridges , manholes , etc .
33040 . 1 .4 Rolling Patching and Leveling Courses : Use pneumatic-tired rollers
to roll all patching and leveling courses . When placing the initial leveling course over broken
concrete pavement, use a pneumatic-tired roller that weighs at least 15 tons .
33040 . 1 . 5 Correcting Defects : Do not allow the rollers to deposit gasoline , oil ,
or grease onto the pavement. Remove and replace any areas damaged by such deposits as
directed by the Engineer. While rolling is in progress , test the surface continuously, and correct
all discrepancies to comply with the surface requirements . Remove and replace all drippings , fat
or lean areas , and defective construction of any description . Remedy depressions that develop
before completing the rolling by loosening the mixture and adding new mixture to bring the
depressions to a true surface . Should any depression remain after obtaining the final compaction,
remove the full depth of the mixture , and replace it with sufficient new mixture to form a true
and even surface . Correct all high spots , high joints , and honeycombing as directed by the
Engineer. Remove and replace any mixture remaining unbonded after rolling . Correct all defects
prior to laying the subsequent course .
330- 10 . 1 .6 Use of Traffic Roller on First Overbuild Course : Use a pneumatic-
tired roller on the first overbuild course . Compact the pavement with a minimum of five
coverages .
330-10 . 1 .7 Use of Traffic Roller or Vibratory Roller on First Structural
Layer Placed on an Asphalt Rubber Membrane Interlayer (ARMI) : Use a pneumatic -tired
roller or a vibratory roller on the first structural layer placed on an ARMI .
33040 . 1 . 8 Compaction at Bridge Structures : Compact asphalt mixtures placed
over bridge decks and approach slabs using static compaction only. Utilize the standard rolling
procedure described in 330- 10 . 1 . 1 or an alternative procedure approved by the Engineer.
33041 Joints .
33041 . 1 Transverse Joints : Place the mixture as continuously as possible . Do not pass t
the roller over the unprotected end of the freshly laid mixture except when discontinuing the
laying operation long enough to permit the mixture to become chilled. When thus interrupting
the laying operation, construct a transverse joint by cutting back on the previous run to expose
the full depth of the mat.
33041 . 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 longitudinal joints for friction course layers should be
within 6 inches of the lane edge or at the center of the lane . The Engineer may waive this
requirement where offsetting is not feasible due to the sequence of construction .
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330- 11 .3 General : When laying fresh mixture against the exposed edges of joints
(trimmed or formed as provided above) , place it in close contact with the exposed edge to
produce an even, well-compacted joint after rolling.
33041 .4 Placing Asphalt Next to Concrete Pavement : When placing asphalt next to
concrete pavement, construct the joint in accordance with Section 350 .
330- 12 Surface Requirements .
33042 . 1 General : Construct a smooth pavement with good surface texture and the
proper cross- slope .
33042 . 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 . Address any
pavement not meeting the requirements of this specification in accordance with 330 - 12 . 5 .
17 Do not use asphalt concrete mixtures containing aggregates that cause a different
color appearance in the final wearing surface unless the section is greater than or equal to one
mile in length and across the full width of the pavement, including shoulders and turn lanes .
Exceptions to these requirements will be permitted if approved by the Engineer.
33042 .3 Cross Slope : Construct a pavement surface with cross slopes in compliance
with the requirements of the Contract Documents . Furnish an electronic level with a length of
4 feet and an accuracy of 0 . 1 degree, approved by the Engineer for the control of cross slope .
Make this electronic level available at the jobsite at all times during paving operations .
330- 12 .3 . 1 Quality Control Requirements : Calibrate the electronic levels a
minimum of once per day before any paving operation, in accordance with manufacturer ' s
instructions .
Compare the Quality Control level with the Verification level before any
paving operation, and at any time directed by the Engineer.
Measure the cross slope of the compacted pavement surface by placing the
level at the center location of a lane and perpendicular to the roadway centerline . Record all the
measurements to the nearest 0 . 1 % on an approved form and submit to the Engineer for
documentation .
1 . Tangent Sections : Measure the cross slope per lane at a
minimum frequency of one measurement every 100 feet . Calculate the absolute deviation of
cross slope at each measurement and then average the absolute deviation of ten consecutive cross
slope measurements . The absolute deviation is the positive value of a deviation . When the
average absolute deviation cross slope is consistently within the acceptance tolerance as shown
in Table 330-2 and upon the approval of the Engineer, the frequency of the cross slope
measurements can be reduced to one measurement every 200 feet during paving operations .
2 . Superelevated Sections : Measure the cross slope every 100 feet
per lane within the length of full superelevation. Calculate the absolute deviation of each
measurement and then average the absolute deviation of ten consecutive cross slope
measurements . For every transition section, measure the cross slope at control points identified
in the plans , or if not shown in the plans , at a control point at the location of 0 . 0% cross slope
and calculate the absolute deviation . For curves where the length of full superelevation is less
than 250 feet, measure the cross slope at the beginning point, midpoint and ending point of the
fully superelevated sections , calculate the absolute deviation, and average . When the number of
measurements is less than ten and the length of full superelevation is greater than 250 feet,
average the absolute deviation of all measurements .
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If the average absolute deviation of the cross slope measurements falls
outside the acceptance tolerance, as shown in Table 330 - 2 , stop the paving operations and make
adjustments until the problems resolved to the satisfaction of the Engineer. If an individual
eptance tolerance as shown in Table 330 -2 , make
cross slope deviation falls outside the acc
corrections in accordance with 330 - 12 . 5 only to cover the deficient area for the structural course
at no cost to the Department. For pavement with multiple layers , the deficient areas for the
structural course may be left in place, upon the approval of the Engineer . Complete corrections
before placement of the final design surface layer (Type SP layer or friction course layer) , unless
stated otherwise in the plans , or as determined by the Engineer. For friction course layers , make c
corrections in accordance with 330 - 12 . 5 .
The limits of deficient areas requiring correction may be verified and adjusted
with more accurate measurement methods, including survey instruments , upon approval by the
Engineer at no cost to the Department.
Should the Contractor wish to have any corrections waived, submit a request
to the Engineer for approval . The Engineer may waive the corrections at no reduction in payment if
the deficiencies are sufficiently separated so as not to affect the overall traffic safety, surface
drainage and ride quality characteristics of the pavement and the corrective action would
unnecessarily mar the appearance of the finished pavement.
For intersections, tapers , crossovers , transitions at the beginning and end of
the project, bridge approaches and similar areas , adjust the cross slope to match the actual site
conditions , or as directed by the Engineer.
Table 330-2
Cross Slope Acceptance Tolerance
Individual Average Absolute Deviation
Roadway Feature Absolute Deviation g
Tangent section 0 4% 0 . 2 %
(including turn lanes)
Su erelevated curve 0 . 4% 0 . 2%
Shoulder 0 . 5 % 0 . 5 %
In the event that the distance between two edges of deficient areas is less
than 100 feet, the correction work shall include the area between the deficient sections .
330- 12 .3 .2 Verification : The Engineer will verify the Contractor ' s cross slope
measurements by randomly taking a minimum of ten cross slope measurements per lane per mile
in tangent sections , control points in transition sections , and a minimum of three cross slope
measurements on fully superelevated sections over a day ' s production . The Engineer will
measure the cross slope of the compacted pavement surface by placing the level at the center
location of a lane and perpendicular to the roadway centerline . If the average absolute deviation
or an individual cross slope deviation falls outside of the acceptance tolerance as shown in Table
330-2 , immediately make a comparison check at the QC test locations to verify the QC
measurements in the questionable section . If the comparisons are beyond the acceptable
comparison tolerance in accordance with 330 - 12 . 3 . 1 , stop the paving operations until the
problem is resolved to the satisfaction of the Engineer. Correct any cross slope not meeting the
individual deviation acceptance tolerance in accordance with 330 - 12 . 5 at no cost to the
Department. The Engineer reserves the right to check the pavement cross slope at any time by
taking cross slope measurements at any location .
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33042 .4 Pavement Smoothness : Construct a smooth pavement meeting the
requirements of this Specification .
33042 .4 . 1 General : Furnish a 15 foot manual and a 15 foot rolling straightedge
meeting the requirements of FM 5 - 509 . Obtain a smooth surface on all pavement courses placed,
and then straightedge all layers as required by this specification .
33042 .4 .2 Test Method : Perform all straightedge testing in accordance with
FM 5 - 509 in the outside wheel path of each lane . The Engineer, or these specifications , may
require additional testing at other locations within the lane .
33042 .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 1024 . Include the cost of this traffic control in the Contract
bid prices for the asphalt items .
33042 .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 .
33042 .4 .5 Quality Control Testing :
33042 .4 .5. 1 General : Straightedge the final Type SP structural layer and
friction course layer in accordance with 33042 . 4 . 2 , regardless of whether the method of
acceptance is by straightedge or laser profiler. Test all pavement lanes and ramps where the
width is constant and document all deficiencies in excess of 3 / 16 inch on a form approved by the
Engineer.
33042 .4 . 5.2 Straightedge Exceptions : Straightedge testing will not be
required in the following areas : shoulders , intersections , tapers , crossovers , parking lots and
similar areas , or in the following areas when they are less than 250 feet in length : turn lanes ,
acceleration/deceleration lanes and side streets .
As an exception, in the event the Engineer identifies a surface
irregularity in the above areas that is determined to be objectionable, straightedge and address all
deficiencies in excess of 3 /8 inch in accordance with 33042 . 5 .
The Engineer may waive straightedge requirements for transverse
joints at the beginning and end of the project, at the beginning and end of bridge structures, at
manholes , and at utility structures if the deficiencies are caused by factors beyond the control of
the Contractor, as determined by the Engineer. 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 .
33042 .4 . 5 .3 Intermediate Layers and Temporary Pavement : When the
design speed is 55 mph or greater and the intermediate Type SP layer or temporary pavement is
to be opened to traffic , if the Engineer identifies a surface irregularity that is determined to be
objectionable, straightedge and address all deficiencies in excess of 3 /8 inch within 72 hours of
placement in accordance with 330- 12 . 5 .
33042 .4 . 5 .4 Final Type SP Structural Layer : Straightedge the final
Type SP structural layer in accordance with 330 - 12 . 4 . 2 , 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 straight edging operations . Address all
deficiencies in excess of 3 / 16 inch in accordance with 330 - 12 . 5 .
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When the final structural course is to be opened to traffic and the
design speed is 55 mph or greater, if any defect is 3 /8 inch or greater, the Engineer may require
deficiencies to be corrected within 72 hours after opening to traffic .
For bicycle paths , 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 . Address all deficiencies in excess of 5/ 16 inch in accordance with 33042 . 5 . 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 .
33042 .4 . 5 .5 Friction Course Layer : Straightedge the friction course
layer in accordance with 330- 12 . 4 . 2 , 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 .
Address all deficiencies in excess of 3 / 16 inch in accordance with 330 - 12 . 5 . For laser
acceptance , corrections may be made either before or after laser acceptance testing .
330- 12 .4 . 6 Acceptance :
33042 .4. 6. 1 Straightedge Acceptance : For areas of roadways where the
design speed is less than 55 miles per hour, acceptance for pavement smoothness of the friction
course will be based on verified Quality Control measurements using the straightedge as required
by 330- 12 . 4 . 5 . The Engineer will verify the straightedge testing by observing the Quality Control
straightedging operations .
33042 .4 .6 .2 Laser Acceptance . For areas of high speed roadways where
the design speed is equal to or greater than 55 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 straightedge in accordance with 330 -
12 . 4 . 5 . 5 and 330- 12 . 4 . 6 . 1 .
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 and a
report issued with the Ride Number (RN) reported to one decimal place . If corrections are made ,
as required following Laser Acceptance , the pavement will not be retested for smoothness using
the Laser Profiler.
For this testing, the pavement will be divided into 0 . 1 mile
segments . Partial segments equal to or greater than 0 . 01 mile will be considered as a 0 . 1 mile
segment. The pavement will be accepted as follows :
1 ) For segments with a RN greater than or equal to 4 . 0 , the
pavement will be accepted at full pay.
2) For segments with a RN less than 4 . 0 , the Engineer will
further evaluate the data in 0 . 01 mile intervals for both wheel paths .
If the RN is 3 . 5 or above for all 0 . 01 mile intervals
in both wheel paths , the segment will be accepted at full payment .
If the RN is less than 3 . 5 for one or more 0 . 01 mile
intervals , the segment will be tested with the rolling straightedge in both wheel paths in
accordance with FM 5 - 509 . If approved by the Engineer, this straightedging may be completed
(in both wheel paths) as part of the Quality Control straightedging operations described in 330 .
12 . 4 . 5 . 5 , prior to testing with the laser profiler. Notify the Engineer of the location and time of
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straightedge testing a minimum of 48 hours before beginning testing . The Engineer will verify
the straightedge testing by observing the Quality Control straightedging operations . Address all
deficiencies in excess of 3 / 16 inch in accordance with 330 - 12 . 5 .
Test and accept areas at the beginning and ending of the project,
bridge approaches and departures , and areas where the segment is less than 0 . 01 mile, with the
straightedge in accordance with 330- 12 . 4 . 5 . 5 and 330- 12 . 4 . 6 . 1 .
33042 .5 Unacceptable Pavement :
33042 .5 . 1 Corrections : Address all areas of unacceptable pavement at no cost to
the Department . Retest all corrected areas and assure the requirements of these specifications are
met.
33042 . 5. 1 . 1 Structural Layers : Correct all deficiencies , as defined in
these Specifications , in the Type SP structural layers by one of the methods described below :
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. )
33042 .5 . 1 .2 Friction Course : Correct deficiencies in the friction course
or final surface 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 . As an exception, the Engineer may allow the contractor to leave these areas in place at if it
is determined by the Engineer that the deficiency is not a significant detriment to the pavement
quality. A reduction to the pay item quantity will be made in accordance with 330A2 . 5 . 2 .
33042 . 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 Gmm x 0 . 0024
Where : L = Lane length (ft . )
W = Lane width (ft. )
It = Layer thickness (in . )
Grnm = 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 length (ft. )
W = Lane width (ft . )
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330- 13 Protection of Finished Surface.
Keep sections of newly compacted asphalt concrete , which are to be covered by
additional courses , clean until the successive course is laid .
Do not dump embankment or base material directly on the pavement. Dress shoulders
before placing the friction course on adjacent pavement.
Equip blade graders operating adjacent to the pavement during shoulder construction
with a 2 inch by 8 inch or larger board, or other attachment providing essentially the same
results , attached to their blades in such manner that it extends below the blade edge in order to
protect the pavement surface from damage by the grader blade .
To prevent rutting or other distortion, protect sections of newly finished dense - graded
friction course and the last structural layer prior to the friction course from traffic until the
surface temperature has cooled below 160°F .
The Contractor may use artificial methods to cool the pavement to expedite paving
operations . The Department may direct the Contractor to use artificial cooling methods when
maintenance of traffic requires opening the pavement to traffic at the earliest possible time .
334 SUPERPAVE ASPHALT CONCRETE .
(REV 14041 ) (FA 1 -2741 ) (741 )
SECTION 334 (Pages 265 -291 ) is deleted and the following substituted :
SECTION 334
SUPERPAVE ASPHALT CONCRETE
3344 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 Section 105 .
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
Su erpave 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
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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 . ) .
IN 3344 .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 :
TypeSP-9 . 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . 9 . 5 mm
IN
Type SP - 12 . 5 . . . . . . . . . . . 12 . 5 mm
TypeSP- 19 . 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . 19 . 0 mm
3344 .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
I
ndividual 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) = It x Gmm x 43 . 3
Where : It = Thickness (in . ) (Plan thickness or individual layer thickness)
Gmm = Maximum specific gravity from the verified mix design
66 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.
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 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1 - 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 SP45 — 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.
3344 .4 .2 Layer Thicknesses - Coarse Mixes : The allowable layer thicknesses
for coarse Type SP Asphalt Concrete mixtures are as follows :
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I INx"
TypeSP -9 . 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1 1 /2 - 2 inches
TypeSP - 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.
3344 .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
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 . When using a PG 76 -22 Asphalt Binder, limit the amount of RAP
material used in the mix to a maximum of 20 percent by weight of total aggregate . As an
exception, amounts greater than 20 percent RAP by weight of total aggregate can be used if no
more than 20 percent by weight of the total asphalt binder comes from the RAP material .
2 . Assume full responsibility for the design, production and construction
of asphalt mixes which incorporate RAP as a component material .
3 . Use RAP from an FDOT approved stockpile or RAP that has an FDOT
furnished Pavement Composition Data Sheet.
4 . Provide stockpiled RAP material that is reasonably consistent in
characteristics and contains no aggregate particles which are soft or conglomerates of fines .
5 . Provide RAP material having a minimum average asphalt binder
content of 4 . 0 percent by weight of RAP . As an exception, when using fractionated RAP , the
minimum average asphalt binder content for the coarse portion of the RAP shall be 2 . 5 percent
by weight of the coarse portion of the RAP . The coarse portion of the RAP shall be the portion of
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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 for Mix Design : Assume responsibility for
establishing the asphalt binder content, gradation, viscosity and bulk specific gravity (Gsb) of the
RAP material based on a representative sampling of the material by roadway cores or stockpile
samples . For roadway core samples , assume responsibility for the degradation that will occur
during the milling operation .
334-2 .3 .3 RAP Stockpile Approval : Prior to the incorporation of RAP into the
asphalt mixture, stockpile the RAP material and obtain approval for the stockpile by one of the
following methods :
1 . Continuous stockpile : When RAP is obtained from one or multiple
sources and is either processed, blended, or fractionated, and stockpiled in a continuous manner,
assure an adequate number of test results are obtained for stockpile approval . Test the RAP
material for gradation and asphalt content at a minimum frequency of 1 sample per 1000 tons
with a minimum of six test results , Test the RAP material for Gmm (for Gsb determination) and
for recovered viscosity at a minimum frequency of 1 sample per 5000 tons with a minimum of
two test results . Based on visual inspection and a review of the test data, the Engineer will
determine the suitability of the stockpiled material . In addition , address in the QC Plan the
details and specifics of the processing, sampling, testing and actions to be taken .
2 . Non-continuous single stockpile : When an individual stockpile is being
constructed, obtain representative samples at random locations and test the RAP material for
gradation and asphalt content at a minimum frequency of 1 sample per 1000 tons with a
minimum of six test results . Test the RAP material for Gmm (for Gsb determination) and for
recovered viscosity at a minimum frequency of 1 sample per 5000 tons with a minimum of two
test results . Based on visual inspection and a review of the test data, the Engineer will determine
the suitability of the stockpiled material . Once the RAP stockpile has been approved, do not add
additional material without prior approval of the Engineer.
Determine the asphalt 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 -1) 5404 , respectively. Determine the
viscosity of the recovered asphalt binder in accordance with ASTM D 2171 . Establish the Gsb of
the RAP material by using one of the following methods :
a. Calculate the Gsb value based upon the effective specific gravity
(GS,) of the RAP material , determined on the basis of the asphalt binder content and maximum
specific gravity (Gmm) of the RAP material . The Engineer will approve the estimated asphalt
binder absorption value used in the calculation .
b . Measure the Gsb of the RAP aggregate , in accordance with
FM 1 -T 084 and FM 1 -T 085 . Obtain the aggregate by using a solvent extraction method.
334-2 .3 .4 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/statematen* alsoffice/laboratory/asphalt/centrallaboratory/compositions/index .
shtm .
334-2 .3 . 5 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
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right to make changes during production . Maintain the viscosity of the recycled mixture within
the range of 5 , 000 to 15 , 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 .
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 .
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.
Warm mix technologies (additives , foaming techniques , etc . ) listed on the
Department ' s website may be used in the production of the mix . The URL for obtaining this
I
nformation , if available , is :
http : //www . dot . state . fl .us/Specificationsoffice/implemented/URLinSpecs /files/WanuMixAsphalt
pdf .
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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 - 07, 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 - 07 , Tab1e-3 , as well as the Primary Control Sieve (PCS ) Control Point from
AASHTO M323 - 07 , 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 M 323 -07 , Table 5 .
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 M 323 -07 , 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
Ri
on the No . 4 sieve shall be included), meet the requirements specified in AASHTO M 323 -07 ,
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 M 323 -07 ,
Table 5 ,
334-3 .2 .4 Gyratory Compaction : Compact the design mixture in accordance
with AASHTO T 312 -08 , with the following exception : use the number of gyrations at Naesign as
defined in Table 334- 3 . Measure the inside diameter of gyratory molds in accordance with FM 5 -
585 .
Table 334- 3
Gyratory Compaction Requirements
Traffic Level Ndesi Number of Gyrations
A 50
B 65
C 75
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Table 334- 3
Gyratory Compaction Requirements
Traffic Level Nae,; Number of Gyrations LL
D 100
E 100
334-3 .2 .5 Design Criteria : Meet the requirements for nominal maximum
aggregate size as defined in AASHTO M323 -07 , as well as for relative density, VMA, VFA, and
dust-to-binder ratio as specified in AASHTO M323 -07 , 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. Other rates of anti- strip additive may be used upon approval of the Engineer.
2 . For Traffic Level C through E mixtures, test 4 inch specimens in
accordance with FM I -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 and/or hydrated lime
(meeting the requirements of Section 337) 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 :
1 . The design traffic level and the design number of gyrations (Nde,ip) .
2 . The source and description of the materials to be used.
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
x 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 for the mixture at the plant (mixing temperature)
and a target temperature for the mixture at the roadway (compaction temperature) in accordance
with 330- 6 . 3 . Do not exceed a target temperature of 330 °F for PG 76 -22 asphalt binders , 320 ° F
for ARB . 12 asphalt binders , and 315 ° F for ARB- 5 and unmodified asphalt binders .
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 .
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12 . The warm mix technology, if used .
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 Original Mix Desi
gn
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 ± 0 . 3 percent
Each Component of Aggregate Blend ± 5 . 0 percent
Reductions to the asphalt binder content will not be permitted if the VMA during production is lower than 1 . 0 percent below
he design criteria.
Z) Revisions to FG5 mixtures to be determined by the Engineer,
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 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.
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 . Enter all Process Control test data into the
Department ' s Laboratory Information Management System (LIMS) database . 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.
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334-5 Acceptance of the Mixture.
334-5 . 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 Nae,;,,)
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 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 inches x 8 inches x 4 inches . Provide, label and safely store sample boxes
in a manner agreed upon by the Engineer for future testing . r
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 T 312 - 08
and FM 1 -T 209 . Measure the inside diameter of gyratory molds in accordance with FM 5 - 585 .
Prior to testing volumetric samples , condition the test- sized sample for one hour plus or minus
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 plus or
minus 20°F of the roadway compaction temperature . Test for roadway density in accordance
with FM 1 -T 166 .
334-5 . 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 , any asphalt layer placed on subgrade (regardless of type) ,
miscellaneous asphalt pavement, bike/shared use paths , crossovers , 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 . Density testing for acceptance will not be performed on asphalt courses
placed on bridge decks or approach slabs ; compact these courses in static mode only per the
density testing for acceptance will not be performed on
requirements of 330 - 10 . 1 . 8 . In addition,
the following areas when they are less than 1 , 000 feet (continuous) in length : turning lanes ,
acceleration lanes , deceleration lanes , shoulders , parallel parking lanes or ramps .
Density testing for acceptance will not be performed in intersections . The
limits of the intersection will be from stop bar to stop bar for both the mainline and side streets .
A random core location that occurs within the intersection shall be moved forward or backward
from the intersection at the direction of the Engineer.
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x
Where density testing for acceptance is not required, 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 or with Standard Rolling
Procedure as specified in 330- 10 . 1 . 2 . In the event that the rolling procedure deviates from the
procedure approved by the Engineer, or the Standard Rolling Procedure, placement of the mix
shall be stopped .
01 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 payfactor for
the tonnagee of material in areas s re u
irin density .
334-5 .2 Full LOTs : Each 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 , with each LOT subdivided into four equal sublots of 1 , 000 tons
each . As an exception to this , the initial LOT of all new mix designs shall be defined as
2 , 000 tons, subdivided into four equal sublots of 500 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 .
334-5.3 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 project.
2 . Closure of the LOT due to time . LOTS will be closed 30 calendar days after the
start of the LOT . Time periods other than 30 calendar days may be used if agreed t
o b both the
Y Y
ln' Y
Engineer and the Contractor.
3 . A LOT is terminated per 334 - 5 . 4 . 4 .
All partial LOTs will be evaluated based on the number of tests available, and
will not be redefined.
334-5.4 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.
334-5.4. 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 . 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 .4 .2 Plant Sampling and Testing Requirements : Obtain one random
sample of mix per sublot in accordance with 334 - 5 . 1 . 1 as directed by the Engineer . Test the
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Quality Control split sample for gradation, asphalt binder content and volumetrics in accordance
with 334- 5 . 1 . 1 . Complete all Quality Control testing within one working day from the time the
samples were obtained .
334-5 .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 samples for density (Gmb) in accordance
with 334- 5 . 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 .4.4 Individual Test Tolerances for Quality Control Testing : Terminate
the LOT if any of the following Quality Control failures occur :
1 ) An individual test result of a sublot for air voids does not meet the
requirements of Table 334 - 5 ,
2) The average sublot density for coarse mixes does not meet the
requirements of Table 334- 5 ,
3 ) Two consecutive test results for gradation (P .200) do not meet the
requirements of Table 334 - 5 ,
4) Two consecutive test results for asphalt binder content do not meet the
requirements of Table 334 - 5 ,
5 ) The average sublot density for two consecutive sublots for fine mixes
does not meet the requirements of Table 334- 5 ,
6) Two core densities for coarse mixes within a sublot are less than
91 . 00% of Gmm .
When a LOT is terminated due to a QC failure , stop production of the
mixture until the problem is resolved to the satisfaction of the Quality Control Manager(s) and/or
Asphalt Plant Level II technician(s) responsible for the decision to resume production after a
quality control failure, as identified in 105 - 8 . 6 . 4 . In the event that it can be demonstrated that the
problem can immediately be or already has been resolved, it will not be necessary to stop
production . When a LOT is terminated, make all necessary changes to correct the problem. 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 corrected the problem. Summarize this
information and provide it to the Engineer prior to the end of the work shift when production
resumes .
In the event that a Quality Control failure is not addressed as defined
above, the Engineer ' s approval will be required prior to resuming production after any future
Quality Control failures .
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r.,
Address any material represented by a failing test result in accordance
with 334 - 5 . 9 . 5 . 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 .
In the event that a Ginn, test result differs by more than 0 . 040 from the mix
design Gmm, investigate the cause (s) of the discrepancy and report the findings and proposed
actions to the Engineer.
tF
Table 334- 5
Master Production Range
Characteristic Tolerance
Asphalt Binder Content (percent)
Target X0 . 55
Passing No . 200 Sieve (percent) Target ± 1 . 50
Air Voids (percent) Coarse Graded 2000 - 6 . 00
Air Voids (percent) Fine Graded 2 . 30 — 6 . 00
Density (percent Gmm)
Coarse Graded (minimum) 93 . 00
Fine Graded (minimum) 90 . 00
l Tolerances for sample size of n = I from the verified mix design
z> Based on an average of 5 randomly located cores
334-5 .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 . 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 plus or minus 5 minutes , reduced to the appropriate
testing size , and conditioned and tested as described in 334 - 5 . 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 (gyratory compacted samples) 0 . 022
Gmb (roadway cores - fine graded mixture) 0 . 015
Gmb (roadway cores — coarse graded mixture) 0 . 018
Pb 0 . 44 percent
P-zoo 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 .
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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 . 6 .
334-5.5 .2 Roadway Testing : At the completion of each LOT, the Engineer will
determine the density (G, ,b) of each core (previously tested by Quality Control) as described in
334- 5 . 1 . 1 from the same sublot as the Plant samples . For situations where roadway density is not
required for the random sublot chosen, then another sublot shall be randomly chosen for roadway
density cores only. 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 .
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 . 6 .
334-5 . 6 Resolution System :
334-5 . 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 plus or minus 5 minutes ,
reduced to the appropriate testing size , and conditioned and tested as described in 334 - 5 . 1 . 1 .
334-5 . 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 . 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 . 6.3 Resolution Determination : The Resolution test results (for the
property or properties in question) will be compared with the Quality Control test results based
on the between- laboratory precision values shown in Table 334 - 6 .
If the Resolution laboratory results compare favorably 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 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
addition, in the event that the application of the Resolution test data results in a failure to meet
the requirements of Table 334- 5 , address any material represented by the failing test result in
accordance with 334- 5 . 9 . 5 .
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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 . 7 Independent Verification Testing :
334-5 . 7 . 1 Plant : The Contractor shall provide sample boxes and 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 temperature
for 1 - 1 /2 hours plus or minus 5 minutes, reduced to the appropriate testing size, and conditioned
and tested as described in 334- 5 . 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 . 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 plus
or minus 5 minutes , reduced to the appropriate testing size , and conditioned and tested as
described in 334- 5 . 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 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 . 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 . 9 . 5 .
The Engineer has the option to use the Independent Verification sample
for comparison testing as specified in 334 - 6 .
334-5 . 7. 2 Roadway : Obtain five 6 inch diameter roadway cores within 24 hours
of placement, as directed by the Engineer, for Independent Verification testing . In situations
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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. 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 . 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) resolved. Address any material represented by the
failing test results in accordance with 334- 5 . 9 . 5 .
334-5 .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 . 9 Minimum Acceptable Quality Levels :
334-5. 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 .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 .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 . 9 . 5 .
334-5 .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 .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
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monitored and verified by the Engineer. The minimum limit of removal of defective material is
fifty- feet either side of the failed sample . For materials that are defective due to air voids , an
engineering analysis is required.
When evaluating defective material by engineering analysis or
delineation testing, at a minimum, evaluate all material located between passing Quality Control ,
Process Control or Independent Verification test results . Exceptions to this requirement shall be
approved by the Engineer.
334-6 Comparison Testing.
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 . 7 .
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
pay quantity will be based on the project average spread rate, excluding overbuild, limited to a
maximum of 105 % of the spread rate determined in accordance with 334 - 1 . 4 or as set by the
Engineer. The project average spread rate is calculated by totaling the arithmetic mean of the
average daily spread rate values for each layer.
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 roadway per 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) .
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For materials accepted in accordance with 334 - 5 , 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 .
334-8 .2 Pay Factors :
334-8 .2 . 1 Partial LOTS : For Partial LOTs where no random sample is obtained
due to insufficient tonnage , a Composite Pay Factor of 1 . 00 shall be applied .
334-8 .2 .2 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 the Small Quantity
Pay Table . The Small Quantity Pay Table and Pay Factor calculations are determined in
accordance with the instructions contained within the Department ' s Asphalt Plant — Pay Factor
Worksheets .
334-8 .2 .3 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 the specification limits shown in
(Table 334- 7 ) . The Percent Within Limits (PWL) is determined in accordance with the
instructions contained within the Department ' s Asphalt Plant — Pay Factor Worksheets .
Table 334- 7
Specification Limits
Quality Characteristic Specification Limits
Passing No . 8 sieve ( percent) Target ± 3 . 1
Passing No . 200 sieve ( percent Target ± 1 . 0
Asphalt Content ( percent) Target ± 0 . 40
Air Voids - Coarse Mixes ( percent) 4 . 00 t 1 . 40
Air Voids - Fine Mixes ( percent) 4 . 00 ± 1 . 20
Density - Coarse Mixes ( percent of G„,n,) : 94 . 50 ± 1 . 30
Density - Fine Mixes ( percent of Gnm) : 93 . 00 + 2000 , - 1 . 20
Note ( 1 ) : If the Engineer (or Contract Documents) limits compaction to the static mode only, or for all one -inch thick lifts,
compaction shall be in the static mode. No vibratory mode in the vertical direction will be allowed. Other vibratory modes will
be
]lowed, if approved by the Engineer. In either case, the specification limits will be as follows : 92 . 00 + 3 .007 - 1 .20
percent of
mm. No additional compensation, cost or time, shall be made .
3344 .2 .3 . 1 Pay Factors (PF) : Pay Factors will be calculated by using the
following equation :
Pay Factor = ( 55 + 0 . 5 x PWL) / 100
The PWL is determined in accordance with the instructions
contained within the Department ' s Asphalt Plant — Pay Factor Worksheets .
334-8 . 3 Composite Pay Factor (CPF) : A Composite Pay Factor for the LOT will be
calculated based on the individual Pay Factors (PF) with the following weighting applied : 35 %
Density (D) , 25 % Air Voids (Va) , 25 % asphalt binder content (Pb) , 10 % Passing No . 200 (P .200)
and 5 % Passing No . 8 (P_8 ) . Calculate the CPF by using the following formula :
CPF = [ (0 . 350 x PF D ) + (0 . 250 x PF Va) + (0 . 250 x PF Pb) + (0 . 100 x PF P _200)
+
(0 . 050 x PF P _$)]
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Where the Pay Factor (PF) for each quality characteristic is determined in either
334- 8 . 2 . 2 or 334- 8 . 2 . 3 , depending on the number of sublot tests . Note that the number after each
multiplication will be rounded to the nearest 0 . 01 .
The pay adjustment shall be computed by multiplying the Composite Pay Factor
for the LOT by the bid price per ton .
334-8 .4 Payment : Payment will be made under :
Item No . 334- 1 - Superpave Asphaltic Concrete - per ton .
336 ASPHALT RUBBER BINDER.
(REV 5-2440) (FA 84640) (141 )
SECTION 336 (Pages 291 -294) is deleted and the following substituted :
SECTION 336
ASPHALT RUBBER BINDER
3364 Description .
Produce asphalt rubber binder for use in Asphalt Concrete Friction Courses and Asphalt
Rubber Membrane Interlayers .
336-2 Materials .
336-2 . 1 Superpave PG Asphalt Binder : For the particular grade of asphalt as specified
in Table 336- 1 , meet the requirements of Section 916 .
336-2 . 2 Ground Tire Rubber : For the type of ground tire rubber, meet the requirements
of Section 919 ,
336-3 Asphalt Rubber Binder.
Thoroughly mix and react the asphalt binder and ground tire rubber in accordance with
the requirements of Table 336 - 1 . Accomplish blending of the asphalt binder and ground tire
rubber at the project site or asphalt plant, or at the supplier ' s terminal .
Table 3364
Asphalt Rubber Binder
Binder Type ARB 5 ARB 12 ARB 20
Rubber Type TYPE A (or B ) ( ' ) TYPE B TYPE C
(or A)(') (or B or A)(2)
Minimum Ground Tire Rubber 5 % 12 % 20%
(by weight of asphalt binder)
Binder Grade PG 67 -22 PG 67-22 PG 64 -22
Temperature Range 300 - 335 °F 300 - 350 °F 335 - 3750F
Minimum Reaction Time 10 minutes 15 minutes 30 minutes
(Type B ) (Type C)
Unit Weight @ 60°F 8 . 61bs/ al . 8 . 7 lbs/gal . 8 . 8 lbs/gal .
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Table 336A
Asphalt Rubber Binder
Binder Type ARB 5 ARB 12 ARB 20
Rubber Type TYPE A (or B)( ' ) TYPE(or
TYPE C (z)
(or A) (or B or A)
Viscosity Range(4) 4 . 0 - 6 . 0 Poises 10 . 0 - 15 . 0 Poises 15 . 0 - 20 . 0 Poises
@ 300OF @ 300OF @ 350OF
1 ) Use of Type B rubber may require an increase in the mix temperature in order to offset higher viscosity values .
2) Use of finer rubber could result in the reduction of the minimum reaction time.
3 ) Conversions to standard 60°F are as specified in 300-9 .3 .
4) FM 5 -548 , Viscosity of Asphalt Rubber by Rotational (Dip-N-Read) Viscometer or AASHTO T 316, Viscosity
Determination of Asphalt Binder Using Rotational Viscometer,
OTE : The Contractor may adjust the minimum reaction time if approved by the Engineer depending upon the temperature, size
f the ground tire rubber and viscosity measurement determined from the asphalt rubber binder material prior to or during
production. Apply the asphalt rubber binder for use in membrane interlayers within a period of six hours, unless some form of
orrective action such as cooling and reheating is approved by the Engineer,
3364 Equipment.
Use blending equipment that is designed for asphalt rubber binder and capable of
producing a homogeneous mixture of ground tire rubber and asphalt binder meeting the
requirements of Table 336- 1 . Use a batch type or continuous type blending unit that provides for
sampling of the blended and reacted asphalt rubber binder material during normal production and
provides for accurate proportioning of the asphalt binder and ground tire rubber either by weight
or volume .
In order to meet specification requirements , keep the asphalt rubber uniformly blended
while in storage . Equip storage tanks with a sampling device .
336-5 Testing of Asphalt Rubber Binder :
336-5 . 1 Quality Control Requirements : Test the asphalt rubber binder for the viscosity
,y
requirement of Table 336- 1 at the following frequencies and situations :
1 . One per batch (for batch blending) or two per day (for continuous blending)
during blending at the project site or asphalt plant, or the supplier' s terminal .
2 . Each load delivered to the project site/asphalt plant when blended at the
supplier ' s terminal .
3 . Beginning of each day from the storage tank when storing the asphalt rubber
binder at the project site or asphalt plant, or the supplier ' s terminal , obtain the sample for testing
from the discharge piping exiting the storage tank.
Obtain the viscosity testing equipment specified in FM 5 - 548 and make it
available to the Engineer for verification purposes at the project site/asphalt plant and supplier ' s
terminal .
336-5 . 1 . 1 Action at Project Site or Asphalt Plant : If the asphalt rubber binder
does not meet the minimum viscosity requirement at the project site or asphalt plant, stop use of
the asphalt rubber binder in the Asphalt Concrete Friction Course and Asphalt Rubber
Membrane Interlayer, notify the Engineer, and make the appropriate adjustments as necessary to
meet the requirements of Table 336- 1 in order to : ( 1 ) correct the viscosity of the blended material
and (2) correct the blending operation . In the event that the corrective actions taken fail to correct
the problem, or the material consistently fails to meet the minimum viscosity requirement, do not
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use the asphalt rubber binder in storage , and where applicable , stop all asphalt rubber blending
operations at the project site or asphalt plant and solve the problem .
Do not use asphalt rubber binder with low viscosity in mix and interlayer
construction, or resume blending operations at the project site or asphalt plant until the Engineer
grants approval . The Engineer may require that any mix and interlayer placed with low viscosity
asphalt rubber binder be evaluated in accordance with 334 - 5 . 9 . 5 . In the event that the viscosity of
the asphalt rubber binder increases to the extent that plant production or paving operations of the
mix are adversely affected (i . e . density or texture problems occur) , stop plant operations and
resolve the problem to the Engineer ' s satisfaction .
336-5 . 1 .2 Action at Supplier ' s Terminal : If the asphalt rubber binder does not
meet the minimum viscosity requirement at the supplier ' s terminal, stop shipment and blending
of asphalt rubber binder, and make the appropriate adjustments as necessary to meet the
requirements of Table 3361 in order to ( 1 ) correct the viscosity of the blended material in the
tank, and (2 ) correct the blending operation . Resume shipment and blending of asphalt rubber
binder when a retest indicates the viscosity meets Specifications . Document actions taken in the
Quality Control records .
336-5.2 Verification Requirements : The Engineer will test the asphalt rubber in
accordance with FM 5 - 548 or AASHTO T 316 randomly on an as needed basis at the project site
or asphalt plant, or the supplier ' s terminal to ensure conformance with the minimum viscosity
requirement as specified in Table 3364 .
336-5 .2 . 1 Action at Project Site or Asphalt Plant : If the asphalt rubber binder
does not meet the viscosity requirements at the project site or asphalt plant, stop use of asphalt
rubber binder. Do not use asphalt rubber binder with a viscosity outside of the specified range in
mix and interlayer construction until corrective actions , as necessary to meet the requirements of
Table 3364 , have been made, verified by passing test results, and the Engineer grants approval .
The Engineer may require that any mix and interlayer placed with an asphalt rubber binder with
a viscosity outside of the specified range be evaluated in accordance with 334 - 5 . 9 . 5 . In the event
that the viscosity of the asphalt rubber binder adversely affects plant production or paving
operations , stop plant and paving operations and resolve the problem to the Engineer ' s
satisfaction .
336-5 .2 . 2 Action at Supplier ' s Terminal : If the asphalt rubber binder does not
meet the viscosity requirements at the supplier ' s terminal, stop shipment and blending of asphalt
rubber binder until corrective actions are made to meet the requirements of Table 336 . 1 .
336-5 .3 Asphalt Rubber Binder Blending Quality Control Records : Maintain
adequate Quality Control records for the Engineer ' s review of all blending activities . The Quality
Control records shall include at a minimum the following information (for each batch of asphalt
rubber binder produced) : asphalt rubber binder type, asphalt rubber binder batch quantity, asphalt
binder supplier (including QPL number and LOT) , asphalt binder quantity in gallons , ground tire
rubber supplier (including QPL number and LOT), ground tire rubber quantity in pounds ,
individual quantities of asphalt rubber binder shipped, financial project number, shipping date,
customer name , delivery location, and viscosity test results .
336-5 .3 . 1 Additional Records for Blending at Project Site or Asphalt Plant :
Monitor the ground tire rubber content in the asphalt rubber binder on a daily basis based on one
of the following methods :
1 . Record the weight of the ground tire rubber used and the number of
gallons of asphalt rubber binder produced. Calculate the percentage of rubber used and confirm
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that the minimum rubber requirements are met. Use the unit weight per gallon for the various
types of asphalt rubber binder shown in Table 336 - 1 for the calculations .
2 . Record the weight of the ground tire rubber used and the number of
gallons of asphalt binder used. Calculate the percentage of rubber used and confirm that the
minimum rubber requirements are met .
3364 Use of Excess Asphalt Rubber.
The Contractor may use excess asphalt rubber in other asphalt concrete mixes requiring
the use of a PG 67 -22 binder by blending with straight PG 67 -22 binder so that the total amount
of ground tire rubber in the binder is less than 2 . 0% . The Contractor may use excess asphalt
rubber in asphalt concrete mixtures requiring the use of a recycling agent in a recycled mixture
by blending with a recycling agent in such proportions that the total amount of ground tire rubber
in the recycling agent is less than 1 . 0% .
336-7 Certification Requirements for Blending at Suppliers Terminal :
Where blending the asphalt rubber binder at the supplier ' s terminal , the supplier shall
furnish certification on the bill of lading for each load delivered to the project site or asphalt
plant that includes : the quantity of asphalt rubber binder, the asphalt rubber binder type , the
customer name, the delivery location, and a statement that the asphalt rubber binder has been
produced in accordance with and meets the requirements of Section 336 . In addition, include,
with the certification, copies of the certifications for the asphalt binder and ground tire rubber, as
specified in 9164 . 3 . 6 and 919- 6 , respectively.
336-8 Basis of Payment.
Payment for Asphalt Rubber Binder will be included in Sections 337 and 341 , as
appropriate .
337 ASPHALT CONCRETE FRICTION COURSES .
(REV 7-2940) (FA 84640) (141 )
SECTION 337 (Pages 294 - 304) 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 .
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
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In In I
performance . Warm mix technologies (additives , foaming techniques , etc . ) listed on the
Department ' s website may be used in the production of the mix . The URL for obtaining this
information, if available , is :
www. dot. state . fl . us/Specificationsoffice/implemented/URLinSpecs/files/WarmMixAsphalt . pdf .
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 FC42 . 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 9164 .
337-2 .3 Coarse Aggregate : Meet the requirements of Section 901 , and any additional
requirements or modifications specified herein for the various mixtures .
3371m2 .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 M 303 , Type 1 .
Provide certified test results for each shipment of hydrated lime indicating
compliance with the specifications .
337-2 . 6 Liquid Anti-strip Additive : Meet the requirements of 916 - 5 and be listed on the
Department ' s Qualified Products List (QPL) .
337-2 . 7 Fiber Stabilizing Additive (Required for FC-5 only) : Use either a mineral or
cellulose fiber stabilizing additive . Meet the following requirements .
337-2 . 7. 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 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 . 7.2 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 : 4545
Percent passing No . 100 sieve : 5 -40
3 . Ash Content : 18 % non-volatiles (plus or minus±5 %)
4 . pH : 7 . 5 (plus or minus± 1 . 0)
5 . Oil Absorption : 5 . 0 % (plus or minus± l . 0) (times fiber weight)
6 . Moisture Content : 5 . 0 % by weight (maximum)
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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 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 .
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 , 100 % crushed Oolitic limestone or 100 % other crushed materials (as
approved by the Engineer for friction courses per Rule 14 - 103 . 005 , Florida Administrative
Code) .
Crushed limestone from the Oolitic formation may be used if it
contains a minimum of 12% silica material as determined by FM 5 - 510 and the Engineer grants
approval of the source prior to its use .
A list of aggregates approved for use in friction course may be
available on the Department ' s website . The URL for obtaining this information, if available, is :
www. dot .state . fl .us/statematerialsoffice/quality/programs/qualitycontrol/maten* alslistings/sources
/frictioncourse . pdf .
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 1 . 0% by
weight of the total dry aggregate to mixes containing granite .
337-3 .2 . 1 .4 Liquid Anti-strip Additive : Use a liquid anti- strip additive at
a rate of 0 . 5 % by weight of the asphalt binder for mixtures containing limestone aggregate . Other
rates of anti- strip additive may be used upon approval of the Engineer.
337-3 .2 . 1 .5 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 FC42 .5 :
337-3 .2 .2 . 1 : Aggregates : Use an aggregate blend that consists of crushed
granite , crushed Oolitic limestone , other crushed materials (as approved by the Engineer for
friction courses per Rule 14- 103 . 005 , Florida Administrative Code) , or a combination of the
above . Crushed limestone from the Oolitic formation may be used if it contains a minimum of
12% silica material as determined by 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
either contain : 1 ) up to 40 % fine aggregate from other sources or 2 ) a combination of up to 20 %
RAP and the remaining fine aggregate from other sources .
A list of aggregates approved for use in friction course may be
available on the Department ' s website . The URL for obtaining this information, if available , is :
www dot. state . fl us/statematerialsoffice/quality/programs/qualitycontrol/materialslistings/sources
/frictioncourse .pdf .
337-3 .2 .2 .2 : Asphalt Binder : Use an ARB - 5 asphalt rubber binder . If
called for in the Contract Documents , use a PG 76 -22 asphalt binder.
337-3 .3 Grading Requirements .
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337-3 .3 . 1 FC-5 : Use a mixture having a gradation at design within the ranges
shown in Table 337 - 1 .
Table 3374
FC - 5 Gradation Design Range
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 FC42 . 5 : Meet the design gradation requirements for a SP - 12 . 5
Superpave fine mix as defined in 334 -3 . 2 . 2 .
3374 Mix Design .
3374 . 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 Type Binder Content
Crushed Granite 5 . 5 - 7 . 0
Crushed Limestone (Oolitic) 6 . 5 - 8 . 0
3374 .2 FC-9 . 5 and FC42 .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 .
3374 .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.
Provide the necessary process control of the friction course mix and construction in
accordance with the applicable provisions of 330-2 and 3344 .
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 snake 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 FC42 .5 : Meet the requirements of 334 - 5 .
337-6 .2 FC-5 : Meet the requirements of 334- 5 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 T 312 - 08 and FM 1 -T 209 (and
conditioning prior to testing) will not be required as part of 334 - 5 . 1 . 1 .
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FPID ( S ) : 423186 - 1 - 58 - 01
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 . 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) .
5 . Table 334 - 5 (Master Production Range) is replaced by Table 337 -2 .
6 . The mixture will be accepted on the roadway with respect to surface tolerance
in accordance with 334 - 5 . 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 ± 0 . 60
Passing 3 /8 inch Sieve (%) Target ± 7 . 50
Passing No . 4 Sieve (%) Target ± 6 . 00
Passing No . 8 Sieve (%) Target t 3 . 50
1 ) Tolerances for sample size of n = 1 from the verified mix design
337-6.2 . 1 Individual Test Tolerances for FC -5 Production : Terminate the LOT
if any of the following Quality Control failures occur :
1 ) An individual test result of a sublot for asphalt binder content does not
meet the requirements of Table 337 -2 ,
2) Two consecutive test results for gradation on any of the following sieve
sizes (P_3i8 , P4, and P_g) do not meet the requirements of Table 337 -2 ,
When a LOT is terminated due to a QC failure , stop production of the
mixture until the problem is resolved to the satisfaction of the Quality Control Manager(s) and/or
Asphalt Plant Level II technician(s) responsible for the decision to resume production after a
quality control failure, as identified in 105 - 8 . 6 . 4 . In the event that it can be demonstrated that the
problem can immediately be or already has been resolved, it will not be necessary to stop
production . When a LOT is terminated, make all necessary changes to correct the problem . 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 corrected the problem . Summarize this
information and provide it to the Engineer prior to the end of the work shift when production
resumes .
In the event that a Quality Control failure is not addressed as defined
above, the Engineer ' s approval will be required prior to resuming production after any future
Quality Control failures .
Address any material represented by a failing test result in accordance
with 334- 5 . 9 . 5 . Any LOT terminated under this Subarticle will be limited to a maximum Pay
Factor of 1 . 00 (as defined in 337 - 12 . 3 ) for each quality characteristic .
3374 Special Construction Requirements .
3374 . 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 .
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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 65 °F . As an
exception, place the mixture at temperatures no lower than 60°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 . The minimum ambient temperature may be further reduced
to 55 °F when using warm mix technology, if agreed to by both the Engineer and the Contractor.
3374.3 .2 Temperature of the Mix : Heat and combine the asphalt 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 for mixtures utilizing ARB - 12 asphalt
binder. For mixtures utilizing PG 76-22 asphalt binder, the target mixing temperature shall be
established by the Contractor. The target mixing temperature may be reduced when using warm mix
technology.
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 — TotalWeightof Roller (pounds)
TotalWidthof 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 . per linear inch (PLI) of drum width .
337-7.5 Temperature Requirements for FC-9 .5 and FC42 . 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 . The
minimum ambient temperature may be reduced by 5 °F when using warm mix technology, if agreed
to by both the Engineer and the Contractor.
337-7 . 5 . 2 Temperature of the Mix : Heat and combine the asphalt 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, or waterproof cover, meeting requirements of 320 -
5 . 4 .
337- 7. 8 Asphalt Rubber Binder Requirements : Meet the requirements of Section 336
Asphalt Rubber Binder, particularly noting testing and action requirements to be met at the
project site .
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- �_
337.8 Thickness of Friction Courses .
337-8 . 1 FC42 .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 3344 . 4 .
Q Plan quantities are based on a Gm,,, of 2 . 540 , corresponding to a spread rate of 110
lbs . per square yard per inch . Pay quantities will be based on the actual maximum specific
gravity of the mix being used.
337-8 .2 FG5 : 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 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 . per square yard) = 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 . per square yards . 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
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i"
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 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 plus or minus 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
pretreatment 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
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4�i
pretreated in conformance with these specifications . Include also the date the material was
pretreated.
33740 Failing Material.
Meet the requirements of 334 - 5 . 9 . For FC - 5 , use the Master Production Range defined in
Table 337 -2 in lieu of Table 334 - 5 .
33741 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 project average spread rate , limited to a maximum of 105 % of
the spread rate determined in accordance with 337 - 8 or as set by the Engineer. The project
average spread rate is calculated by totaling the arithmetic mean of the average daily spread rate
values for each layer.
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 roadway per 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 .
33742 Basis of Payment.
33742 . 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) .
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 .
337- 12 . 2 FC-9 .5 and FC42 . 5 : Meet the requirements of 334 - 8 .
33742 .3 FC-5 : 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 . The Small Quantity Pay Table for FC - 5 Mixtures replaces the Small Quantity
Pay Table for Dense Graded Mixtures in the Department ' s Asphalt Plant - Pay Factor
Worksheets .
3 . Table 337 -3 replaces Table 334 - 7 .
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 ) +
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kI
Ilk
Ilk ld : Ilk
11 1
(0 . 40 x PF AC)]
Table 337 - 3
Specification Limits for FC - 5
Quality Characteristic Specification Limits
Asphalt Binder Content (%) Target ± 0 . 45
Passing 3 /8 inch sieve (%) Target ± 6 . 00
Passing No . 4 sieve (%) Target ± 4 . 50
Passing No . 8 sieve (%) Target ± 2050
33742 .4 Payment : Payment will be made under:
Item No . 337 - 7- Asphaltic Concrete Friction Course - per ton .
338 VALUE ADDED ASPHALT PAVEMENT.
REV (24240) (FA 24740) (740)
ARTICLE 3384 (Pages 304 and 305 ) is deleted and the following substituted :
3384 Description ,
Construct Value Added Asphalt Pavement consisting of Asphalt Concrete Structural
Course and Asphalt Concrete Friction Course , subject to a three year warranty period after final
acceptance of the Contract in accordance with 5 - 1I .
For purposes of this Specification, the Responsible Party, as designated herein , is
responsible for performance of the Value Added Asphalt Pavement including continued
responsibility for performing all remedial work associated with pavement distresses exceeding
threshold values determined in accordance with this Section, and as to which notice was
provided to the Responsible Party.
The work specified in this Section will not be paid for directly, but will be considered as
incidental to other Contract items .
ARTICLE 338 - 5 (Pages 306 and 312) is deleted and the following substituted :
338-5 Pavement Evaluation and Remedial Work.
338-5 . 1 General : The Department ' s 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 . In the event the level of distress
exceeds any of the threshold values defined below, remedial work as described in 338 - 5 . 5 by the
Responsible Party will be required .
The Department will monitor the pavement for distresses 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 . For purposes of threshold values and remedial work, partial lots and lots will be treated as
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Y
lots . 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 with findings provided when considered by the Department to be the obligation of the
Responsible Party.
The final survey, if determined by the Engineer to be necessary, will be conducted
before the end of the warranty period with results provided to the Responsible Party for those
conditions exceeding contract threshold values requiring remedial action that the Department
believes to be an obligation of the Responsible Party. The Department will be responsible for all
costs associated with the surveys .
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 information from the Department.
5 During the warranty period, the Responsible Party may monitor the project using
nondestructive methods and may participate with the Department in the Pavement Condition
Surveys upon request . The Responsible Party shall not conduct any coring, milling or other
destructive methods 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
of 55 mph and greater.
Threshold values and associated remedial work for Category 1 Value Added
Asphalt Pavement are specified in Table 338 - 1 .
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z
IL
NNN
TABLE 338A
Category 1 Pavements
Type of Distress Threshold Values Remedial Work
Remove and replace the distressed LOT(s) to
Rutting Depth > 0 . 25 inch the full depth of all layers and to the full lane
Width (2)
Remove and replace the friction course layer
Ride (3 ) RN < 3 . 5 for the full length and the full lane width of
the distressed LOT(s) (4)
Propose the method of correction to the
Settlement/Depression�5� Depth > 1 /2 inch Engineer for approval prior to beginning
remedial work
Cumulative length Remove and replace the distressed LOT(s) to
Cracking (6) of cracking > 30 feet the full depth of all layers , and to the full lane
for Cracks >
width (7)
1 /8 inch
Raveling and/or Remove and replace the distressed area(s) to
Delamination affecting the Any length the full distressed depth and the full lane
Friction Course (8) width for the full distressed length plus 50 ' on
each end
Remove and replace the distressed area(s) to
Pot holes and Slippage Observation by the full distressed depth and the full lane
Area(s) (g) Engineer width for the full distressed length plus 50 ' on
each end
Loss of surface Remove and replace the distressed area(s) to
texture due to excess
Bleeding (9) asphalt, individual the full distressed depth and the full lane
length > 10 feet and Width for the full distressed length plus 50 ' on
> I foot . in width . each end
t
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=z
TABLE 338 - 1
Category 1 Pavements
1 ) 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, the rut depth will 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 20
feet. For a partial LOT, a minimum of three measurements not exceeding 20 feet apart will be made. When the average of the
measurements obtained manually exceeds 0. 30 inch or if any individual measurement exceeds 0 . 6 inch, remedial work will be
equired.
2) Remedial Work for Rutting: The Contractor may propose removal and replacement of less than the full depth of all layers by
reparation 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 3384 unless approved otherwise by the Engineer.
3 ) Ride : Ride Number (RN) to be established by Laser Profiler in accordance with FM 5 -549 .
(4)If the deficient ride is due to underlying asphalt layers ; base, subgrade, or embankment which were constructed by the
Responsible Party, propose the method of correction to the Engineer for approval prior to beginning the remedial work.
(5 ) Settlement/Depression : Depth of the settlement/depression to be determined by a 6 foot manual straightedge.
6) 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.
7) Remedial Work for Cracking: The Contractor may propose removal and replacement of less than the full depth of all layers
y 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 approved otherwise by the Engineer.
8) Raveling, Delamination, Pot holes, Slippage : As defined and determined by the Engineer in accordance with the examples
displayed at the following URL: www2 .dot. state. fl.us/specificationsestimates/pavement. aspx
9) Bleeding: Bleeding to be defined and determined by the Engineer in accordance with the examples displayed at the following
www2 . dot. state. fl .us/specificationsestimates/pavement. aspx
33 &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 55 mph ; approach transition and merge areas at toll booths ; ramps ; acceleration and
deceleration lanes (including tapers) ; 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
Category 2 Pavements
Type of Distress Threshold Values Remedial Work
Measured by Laser Profiler : See Table 338 - 1
See Table 338 - 1
Rutting� � �
Manual Measurement: Avg. Remove and replace 1 . 5 inch a the
Depth > 0 . 4 inch full lane width for the area plus 50 feet
Cumulative length of cracking
Cracking > 300 feet for Cracks > 1 / 8 See Table 338 - 1
inch
Surface Deterioration (Z) See Table 3384 See Table 338 - 1
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TABLE 338 -2eff
Category 2 Pavements
If
Type of Distress Threshold Values Remedial Work
if 11
If
Settlement/Depression(3 ) Depth > 1 /2 inch See Table 338 - 1
1 ) 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 the Laser Profiler, the rut depth will 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 20If
174 feet. For partial LOT, minimum of three measurements not exceeding 20 feet apart will be checked. When the average of the
measurements obtained manually exceeds 0.40 inch, or if any individual measurement exceeds 0 . 6 inch , remedial work will be
equired. .
Ia) If pavement has an open graded friction courseIf
, remove and replace 2 . 0 inches .
eo2) Surface Deterioration : As used in Table 33 &2 , Surface Deterioration includes Raveling and/or Delamination affecting the
Friction Course; Pot holes; Slippage Area(s) ; and Bleeding; all as defined and footnoted in Table 338. 1 .
; (3 )Settlement/Depression: De th of the settlement/depression to be detennined by a 6 foot manual straightedge
338-5 .4 Category 3 Pavement : For purposes of this Specification, "Category 3
Pavement" is defined as bicycle paths, walking paths , median crossovers , shoulders and other
areas as determined by the Engineer.
Threshold values and associated remedial work for Category 3 Value Added
Asphalt Pavement are specified in Table 338 -3 .
fee 11
TABLE 338 - 3Ile
Category 3 Pavements
Type of Distress Threshold Remedial Work
Values
Rutting N/A N/A
Cumulative
length of
IL
Cracking cracking > 500 See Table 3384
feet for Cracks
> 1 /8 inch
Surface Deterioration � 1 ) See Table 338 - See Table 3384
Settlement/Depression(2) Depth > 1 /2 See Table 3384
inch
1 ) Surface Deterioration : As used in Table 338 .3 , Surface Deterioration includes Raveling and/or
elamination affecting the Friction Course; Pot holes; Slippage Area(s) ; and Bleeding; all as defined and
footnoted in Table 33 & 1 .
2) Settlement/Depression : Depth of the settlement/depression to be determined by a 6 foot manual
straightedgefie
IL
338-5 .5 Remedial Work : The Responsible Party will perform all necessary remedial
work described within this Section at no cost to the Department. If the pavement distresses
Ile
exceed threshold values and it is determined that the cause of the distress is due to the
embankment, subgrade , base or other activities performed by the Contractor, the ResponsibleIf
Party will be responsible for performing all remedial work associated with the pavement distress . If
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 .
11 L Il
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Remedial work will not be required if any one of the following conditions is
found to apply :
a. Determination that the pavement thickness design as provided by the
Department is deficient. The Department will make available a copy of the original pavement
thickness design p g package and design traffic report to the Responsible Party upon request . The
Responsible Party is responsible for performing all remedial work associated with the pavement
distress if the pavement design is provided by the Contractor .
b . Determination that the Accumulated ESALs (Number of 18 Kip
Equivalent Single Axle Loads in the design lane) has increased by 25 % or more than the
Accumulated ESALs used by the Department for design purposes for the warranty period for the
pavement design life . 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 Parry 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 not requiring remedial action, the remedial work shall be required for the total length
of all such contiguous LOTs , including the intermediate LOTs not requiring remedial action .
Additionally, for Category 1 and Category 2 pavements , where such areas of
remedial action are required due to raveling, slippage or bleeding are separated by less than
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
provide temporary mitigation for the defect within 4 hours of written notification and restore the
pavement to its original design condition within 72 hours of written notification, the Engineer
has the authority to have the remedial work performed by other forces . Temporary mitigation
includes the use of traffic control systems such as barricades, drums, or other approved devices
to secure the area including lane closures if necessary, and constructing temporary repairs
making it safe for the roadway user until the defect can be restored to its original design
condition . 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
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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 x
work, perform these corrective actions using similar products at no additional cost to the
Department.
341 ASPHALT RUBBER MEMBRANE INTERLAYER.
(REV 7-29-09) (FA 841 -09) (140)
ARTICLE 341 .4 (Pages 314 and 315 ) is deleted and the following substituted :
3414 Contractor ' s Quality Control.
Provide the necessary quality control of the asphalt rubber binder, and interlayer
construction in accordance with the Contract requirements . Provide in the Quality Control Plan
procedures for monitoring and controlling of rate of application . If the rate of application varies
by more than 5 % from the rate set by the Engineer in accordance with 341 - 6 , immediately make
all corrections necessary to bring the spread rate into the acceptable range . The Engineer may
take additional measurements at any time . The Engineer will randomly check the Contractor ' s
measurement to verify the spread rate .
ARTICLE 34 1 - 5 (Page 315 ) is deleted and the following substituted :
341 -5 Preparation of Asphalt Rubber Binder.
Meet the requirements of Section 336 Asphalt Rubber Binder, particularly noting testing
and action requirements to be met at the project site/asphalt plant . Combine the materials as
rapidly as possible for such a time and at such a temperature that the consistency of the binder
approaches that of a semi -fluid material . The Engineer will be the sole judge of when the
material has reached application consistency and will determine if an extender oil or diluent is
needed for that purpose . After reaching the proper consistency, proceed with application
immediately . Never hold the mixture at temperatures over 350°F for more than six hours after
reaching that temperature .
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346 PORTLAND CEMENT CONCRETE .
(REV 6-940) (FA 64840) (141 )
SUBARTICLE 346 -3 . 1 (Pages 320 — 321 ) is deleted and the following substituted : ov
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 .
Substitution of a higher class concrete in lieu of a lower class concrete may be
allowed, if approved by the Engineer. When the compressive strength acceptance data is less
than the minimum compressive strength of the higher design mix, notify the Engineer.
Acceptance is based on the requirements in Table 2 for the lower class concrete .
TABLE 2
Class of Specified Minimum Strength Target Slump Value Air Content
Concrete (28 -day) (psi) (inches) (c) Range (%)
STRUCTURAL CONCRETE
I (a) 35000 3 (b) 1 . 0 to 6 . 0
I (Pavement) 300 2 1 . 0 to 6 . 0
II (a) 3 ,400 3 (b) 1 . 0 to 6 . 0
II (Bridge 4 ) 500 3 (b) 1 . 0 to 6 . 0
Deck)
III ( e) 5 , 000 3 (b) 1 . 0 to 6 . 0
III (Seal) 3 , 000 8 1 . 0 to 6 . 0
IV 5 , 500 3 (b) (d) 1 . 0 to 6 . 0
IV (Drilled 4 , 000 8 . 5 0 . 0 to 6 . 0
Shaft)
V ( Special) 6 , 000 3 (b) (d) 1 . 0 to 5 . 0
V 6 , 500 3 (b) (d) 1 . 0 to 5 . 0
VI 8 , 500 3 (b) (d) 1 . 0 to 5 . 0
(a) For precast three sided culverts , box culverts , endwalls , inlets ,
manholes and junction boxes , the target slump value and air content will not apply. The
maximum allowable slump is6 inches , except as noted in (b) . 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 for precast endwalls , inlets , manholes and junction boxes .
(b) The Engineer may allow a higher target slump when a Type F , G, I or
II admixture is used, except when flowing concrete is used . The maximum target slump shall be
7 inches .
(c) For a reduction in the target slump for slip -form operations , submit a
revision to the mix design to the Engineer.
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(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 yd 3 . 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) When precast three - sided culverts , box culverts , endwalls , inlets ,
manholes or junction boxes require a Class III concrete, the minimum cementitious materials is
470 lb/yd3 . Do not apply the air content range and the maximum target slump shall be 6 inches ,
except as allowed in (b) .
SUBARTICLE 346 -3 .2 (Page 322 ) the second paragraph is deleted and the following
substituted :
Test each load of concrete for slump to ensure the concrete is within the limits of
346- 6 . 4 . 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 , 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 and bolt/embedment installation .
SUBARTICLE 346-3 . 2 . 1 (Page 322) is deleted and the following substituted :
' 346-3 . 2 . 1 Slump Loss Test Requirements : Provide slump loss tests before
drilled shaft concrete operations begin, demonstrating that the drilled shaft concrete maintains a
slump of at least 5 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
Le personnel meeting the requirements of Section 105 . The Engineer may require a new slump loss
test in the event that the temperature changes more than plus or minus 15 °F , the environmental
conditions change or the volume increases .
Perform the following procedures for slump loss tests :
( 1 ) Begin all elapsed times when water is initially introduced into
the mixer .
(2) The slump loss test is performed at a temperature consistent
with the highest ambient and concrete temperatures expected during actual concrete placement .
This test may be used for lower temperature placements without any admixture adjustments .
(3 ) Ensure that the mix is at least 3 cubic yards and is mixed in a
truck mixer.
(4) After initial mixing, determine the slump , ambient and concrete
temperatures and air content. Ensure that the concrete properties are within the required limits as
specified in 346- 3 . 1 , Table 2 .
,
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( 5 ) Verify the water to cementitious materials ratio and other
delivery ticket data meet design mix requirements .
(6) Mix the concrete intermittently for 30 seconds every 5 minutes ,
at a speed greater than or equal to the midrange of the manufacturer' s recommended mixing
speed. When concrete is not being mixed, agitate the mixer at the midrange of the manufacturer' s
recommended agitating speed.
( 7) Determine slump, ambient and concrete temperatures at 30
minute intervals until the slump is 5 inches or less . Remix the mix for one minute at the mixing
speed of the mixer before these tests are run .
( 8 ) Ensure that the concrete maintains a slump of at least 5 inches
for the anticipated elapsed time .
(9) Cast cylinders to determine when 500 psi compressive strength
is obtained for the purpose of transporting field samples to the laboratory .
( 10) Obtain the Engineer ' s approval of slump loss test results in
terms of elapsed time before concrete placements .
SUBARTICLE 3464 . 2 . 2 (Page 326) is deleted and the following substituted :
346-4 .2 . 2 Certification : If any chloride test data exceeds the limits in Table 4 ,
identify the exception on the Construction Compliance with Specifications and Plans form .
SUBARTICLE 346- 6 . 1 (Page 328 ) is deleted and the following substituted :
346-6 . 1 General : Develop a Quality Control Plan (QCP) as specified in Section 105 .
Meet the requirements of the approved QCP and Contract Documents . Ensure the QCP includes
the necessary requirements to control the quality of the concrete .
Perform QC activities 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 ,
include provisions in the QCP to sample the plastic concrete for all testing at the point of final
placement.
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 tolerance 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 to 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.
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Failure to meet the requirements of this Specification or the QCP will
automatically void the concrete 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 re-approval is given by the Engineer.
I IV
SUBARTICLE 346- 6 . 3 (Page 329 ) is deleted and the following substituted :
3464 .3 Delivery Certification : Ensure that an electronic delivery ticket is furnished
Ir
IV
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 are printed 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 placed,
(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 .
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 .
Verify that the chloride test results on the delivery ticket meet the requirements of
Table 4 .
Sign the delivery ticket certifying that the design mix maximum specified water to
cementitious materials ratio was not exceeded due to anyjobsite adjustments to the batch of
concrete, and that the batch of concrete was delivered and placed in accordance with the Contract
_ Documents .
SUBARTICLE 346- 6 . 4 (Pages 329 — 330 ) is deleted and the following substituted :
3464.4 Plastic Property Tolerances : Do not place concrete with a slump more than
It plus or minus 1 . 5 inches from the target slump value specified in Table 2 .
Reject concrete with slump or air content that does not fall within the specified
tolerances and immediately notify the concrete production facility that an adjustment of the
concrete mixture is required so that it will fall within specified tolerances . If a load does not fall
within the tolerances , test each subsequent load and the first adjusted load. If failing concrete is
not rejected or adjustments are not implemented, the Engineer may reject the concrete and
terminate further production until the corrections are implemented.
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 .
ZI
- 120 -
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SUBARTICLE 346 - 7 . 4 (Page 330) is deleted and the following substituted :
346-7. 4 Concreting in Cold Weather : Do not mix concrete when the air temperature is
below 45 °F and falling. Mix and place concrete when the air temperature in the shade , and away
from artificial heat, is 40°F and rising. Protect 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. The
requirements of concreting in cold weather are not applicable to precast concrete placement
operations occurring in a temperature controlled environment .
SUBARTICLE 346-7 . 6 (Page 33 1 ) is deleted and the following substituted:
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 6
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.
SUBARTICLE 346-7 . 7 (Page 331 ) is deleted and the following substituted :
346-7. 7 Adding Water to Concrete at the Placement Site : Perform an initial slump test
before the addition of water at the jobsite . If the slump , as delivered, is outside the tolerance
range , reject the load. If the slump is within the tolerance range, that load may be adjusted by
adding water provided the addition of water does not exceed the water to cementitious materials
ratio as defined by the mix design . After adjusting the slump, perform a slump test to confirm the
concrete is within the slump tolerance range . Perform a slump test on the next load to ensure the
concrete is within the slump tolerance range . Do not place concrete represented by slump test
results outside of the tolerance range .
ARTICLE 346 - 8 (Page 331 ) is deleted and the following substituted :
346-8 Plastic Concrete Sampling and Testing.
QC tests include air content, temperature , slump , and preparing compressive strength
cylinders for testing at later dates . In addition , calculate the water to cementitious materials ratio
in accordance with FM 5 - 501 for compliance to the approved mix design .
Ensure that each truck has a valid mixer identification 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 . Reject any concrete batches that are delivered in trucks that do not have mixer
identification cards . The Contractor may remove the mixer identification cards when a truck
mixer is discovered to be in noncompliance . When the mixer identification card is removed for
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noncompliance, forward the card to the District Materials Engineer in the District where the
plant is located.
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
11
site has multiple trucks placing concrete , then have at least two technicians present at that site .
Ensure that the equipment used for delivery, placement and finishing meets the requirements of
this Specification . Do not proceed with the placement operation until QC tests confine that the
delivered concrete complies with the plastic properties specified . When a truck designated for
QC testing arrives at the site of discharge , subsequent trucks may not discharge until QC testing
results are known . Reject non-complying loads at the jobsite . Ensure that corrections are made
on subsequent loadsAA .
Al 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, located in Materials Manual Chapter 5 , disposition of the concrete
will be at the option of the ContractorA. .
On concrete placements consisting of only one load of concrete , perform initial sampling
and testing in accordance with this Section . The acceptance sample and plastic properties tests
may be taken from the initial portion of the load. If any of the QC plastic properties tests fail,
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, obtain samples from a new load, and perform 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 .
Suspend production when three LOTS , or when any five LOTs in two days of production
of the same design mix are outside the specified tolerances . Make the necessary revisions to
concrete operations and increase the frequency of QC testing in the QCP to bring the concrete
AAA
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.
When the Department performs Independent Verification, the Contractor may perform
ILA
the same tests on the concrete at the same time . The Department will compare results based on
the Independent Assurance Checklist tolerances .
When the Department's Independent Verification test results do not meet the
I Ale,
requirements of this Section, the Engineer may require the Contractor to revise the QCP .
- 122 -
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SUBARTICLE 346- 9 . 1 (Pages 333 — 334 ) is deleted and the following substituted :
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 verification 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 .
The Department may perform inspections in lieu of plastic properties tests of the
precast plants producing Class I and II concrete .
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 store all QC , Verification, "hold" and Independent Verification
cylinders simultaneously for the initial curing . All cylinders will be clearly identified as outlined
in the Sample/Lot Numbering System instructions located on the State Materials Office website .
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 Section 105 .
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
gth test results into the Department ' s sample tracking database within
input the compressive stren
24 hours , the QC testing laboratory will notify the Verification testing laboratory within 24 hours
of testing 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, average the
Verification compressive strength test data, and compare the averages . 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
the Department will determine if the Comparison Criteria as
criteria. Based on this comparison,
shown in Table 7 has been met . 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 .
Table 7
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
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6 , 501 — 8 , 500 psi 1 , 275 psi
Greater than 8 , 500 psi 1 , 360 psi
SUBARTICLE 346 - 9 . 2 (Pages 334 — 335 ) is deleted and the following substituted :
,` r 346-9 .2 Sampling Frequency :
As a minimum, sample and test concrete of each design mix for water to
cementitious materials ratio, air content, temperature, slump and compressive strength once per
LOT as defined by Table 8 . When more than one concrete production facility is used for the
same mix design, describe the method of sampling, testing and LOT numbering in the QC Plan .
The Engineer will randomly verify one of every four consecutive LOTs of each design mix
based on a random number generator. The Department may perform Independent Verification
testing to verify compliance with specification requirements . All QC activities , calculations , and
inspections will be randomly confirmed by the Department.
TABLE 8IV
Class Concrete Maximum LOT Size
I one day ' s production �`
I (Pavement) 250 lane ft, or one day ' s production, whichever is
less
II, lI (Bridge Deck) , III, IV, V ( Special) , 3
V, VI 50 yd , or one days production , whichever is less
N (Drilled Shaft) 50 yd3 , or two hours between placements , whichever
is less
III ( Seal) Each Seal placement
346-9.2 . 1 Reduced Frequency for Acceptance Tests : When ten consecutive I VI
strength test results from the same mix design for a Class N 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 . When five
consecutive strength test results from the same mix design for a Class III or lower class 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 a previous Department
project. The data must also represent the same prime/subcontractor. The tests from the previous
Department project 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 Section 105 .
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,
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from the same mix design and the same production facility is less than the specified minimum R`
plus two standard deviations , the maximum production quantity represented by the LOT will
return to 50 yd3 . In order to reinitiate reduced frequency, a new set of strength test results will be
required.
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SUBARTICLE 346 - 9 . 4 (Pages 335 — 336) is deleted and the following substituted :
346-9 .4 Acceptance of Concrete :
Accept or reject concrete on the basis of plastic property results in accordance
with 346 - 6 .4 .
Ensure that the hardened concrete strength test results are obtained in accordance
with 346 -9 . 3 . Do not discard a cylinder strength test result based on low strength (strength below
the specified minimum strength as h the provisions of this Section) .
per
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 coring.
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 .
When QC 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
plastic property results which meet the requirements of the approved mix design and strength test
results which equal or exceed the respective specified minimum strength .
SUBARTICLE 346 - 9 . 6 (Page 337 ) is deleted and the following substituted :
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 .
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SUBARTICLE 346- 10 . 1 (Page 337) is deleted and the following substituted :
34640 . 1 General : When a concrete acceptance strength test result falls more than 500
psi below 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 34640 . 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 .
SUBARTICLE 34640 . 2 (Pages 337 — 338) is deleted and the following substituted.
34640 .2 Determination of Structural Adequacy : If core strength test results are less
than 500 psi below the specified minimum strength, consider the concrete represented by the
cores structurally adequate . If the core strength test results are more than 500 psi 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 indicate 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.
SUBARTICLE 346- 11 . 2 (Page 338) is deleted and the following substituted.
34641 .2 Basis for Pay Adjustments : When an acceptance strength test result falls more
than 500 psi 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 .
SECTION 346 (Pages 317 — 340) is expanded by the following new Article :
34642 Pay Reduction for Plastic Properties
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If concrete is placed even when the result of plastic properties testing requires its
rejection , the payment for concrete represented by the plastic property tests will be reduced by
twice the invoice price per cubic yard for all concrete in the load that is placed. If the Engineer ;
authorizes placement of the concrete , there will be no pay reduction .
350 CEMENT CONCRETE PAVEMENT.
(REV 6-840) (FA 74240) (141 )
F
ARTICLE 350 . 1 (Pages 343 — 344) is deleted and the following substituted :
5
3504 Description .
Construct Portland cement concrete pavement in one course , on a prepared subgrade . Use
either the fixed- form or the slip-form method of construction . When reinforced cement concrete
pavement is specified or required, use concrete reinforced with steel bars or steel fabric , in
accordance with details shown in the plans . The Engineer may require a demonstration of
equipment and paving operations .
If any uncontrolled cracks appear during the life of the Contract, remove and replace the
cracked concrete at no expense to the Department. Investigate and implement immediate
effective solutions to eliminate further cracks , in consultation with, and subject to the approval of
the Engineer.
Furnish the following information in the Quality Control Plan (QCP) as required in
Section 105 :
1 . A detailed sequence and schedule of concrete placement operations including,
but not limited to , width of pavement to be placed, proposed equipment, production rates ,
working hours concrete hauling, and placement, curing , sawing, and sealing methods . Identify
backup equipment and the procedures that will be followed in the case of a breakdown of
equipment. IV
2 . A method to ensure the proper placement of reinforcing steel, tie bars and
dowel bars .
3 . A traffic control plan that includes provisions for the placement and
maintenance of barriers required to protect the pavement from traffic , for a minimum of 14 days
after concrete placement .
4 . Defined provisions for adequate lighting for all work done at night, including
finishing, curing, and sawing joints .
5 . A method for ensuring pavement thickness is met and a consolidation
procedure is identified.
6 . If forms are to be utilized define the material , dimensions , type , connections ,
and staking of the forms .
7 . Define the procedure for the protection of the fresh concrete pavement from
inclement weather.
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SUBARTICLE 350-3 . 3 (Page 345 ) is deleted and the following substituted :
350-3 .3 Vibratory Units : Consolidate the concrete for the full width of the strip being
placed with either surface pan type or internal type vibrators . Use a vibration method with
sufficient intensity and duration to ensure complete consolidation of the concrete without causing
segregation of the materials.
For the surface vibrators , use a frequency of not less than 3 , 500 impulses per
minute . For internal type vibrators, use a frequency of not less than 5 , 000 impulses per minute
for tube vibrators and not less than 7 , 000 impulses per minute for spud vibrators . When using
spud-type internal vibrators adjacent to forms , either hand-operated or attached to spreaders or
finishing machines , use a frequency of not less than 3 , 500 impulses per minute . Measure and
record the frequency of internal vibrators in plastic concrete and submit data to the Engineer.
Mount spud vibrators such that the free tip trails , and space spud vibrators at a maximum interval
of 30 inches .
Provide an amplitude of vibration with spud vibrators that is sufficient for the
vibration to be perceptible on the surface of the concrete along the entire width of the strip being
placed. Measure and record the actual frequency of vibrations and submit data to the Engineer.
Control all vibration by the forward movement of the spreader or finishing machine so that
vibration automatically ceases when stopping the forward movement of the spreader.
SUBARTICLE 350-5 . 4 (Page 347) is deleted and the following substituted :
350-5.4 Cleaning Forms : Thoroughly clean the forms after each use and before placing
concrete against thein . Apply a release agent in accordance with the manufacturer ' s
recommendations .
ARTICLE 350- 6 (Page 347) is deleted and the following substituted :
350-6 Protection from Weather.
Meet the requirements of 400- 7 . 1 when placing concrete . When rain appears imminent,
stop all paving operations , and cover the surface of the unhardened concrete with the protective
covering .
SUBARTICLE 350- 7 . 2 (Page 347) is deleted and the following substituted :
350-7. 2 Fabric : Place welded wire reinforcement at right angles to the centerline of the
pavement and accurately to the position and location shown in the plans . Lap adjacent sheets of
welded wire reinforcement not less than 6 inches . Make the laps only in the longitudinal
members .
IL
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SUBARTICLE 350 - 9 . 1 (Pages 348 and 349) is deleted and the following substituted :
350-9 . 1 General Requirements : Immediately after placing the concrete , strike -off,
consolidate , and finish it to produce a finished pavement in accordance with the cross - section,
width, and surface finish required by the Contract Documents . Perform the sequence of
operations as follows : strike-off; vibratory consolidation ; screeding; floating ; removal of
laitance ; straightedging ; and final surface finish . Except as specified, perform strike-off,
consolidation, screeding, and floating by the machine method .
Use equipment that is fully and accurately adjustable to produce a pavement
meeting project requirements . Use equipment that is capable of operating in a consistent and
smooth manner under all conditions of use .
As soon asP ossible after screeding while the concrete is plastic, correct all flaws
such as cavities , blemishes , marks , or scratches that will not be removed by planing . .
Provide a concrete surface true to grade , cross slope and superelevation, and free
dding water to assist the finishing operations , apply
of irregularities . If the Engineer permits a
water as a fog spray by means of approved spray equipment.
SUBARTICLE 350- 18 (Pages 357 - 358) is deleted and the following substituted:
35048 Basis of Payment.
Prices and payments will be full compensation for all work specified in this Section,
including any preparation of the subgrade not included in the work to be paid for under another
Contract item; all transverse and longitudinal joint construction, including tie -bars and dowel
bars ; the furnishing of test specimens ; repair of core holes ; and all incidentals necessary to
complete the work.
Payment will be made under:
Item No . 350- 1 - Plain Cement Concrete Pavement - per square yard.
Item No . 350- 2 - Reinforced Cement Concrete Pavement - per square yard .
Item No . 350- 72 - Cleaning and Resealing Joints - per foot.
Item No . 350- 78 - Cleaning and Sealing Random Cracks - per foot.
355 VALUE ADDED PORTLAND CEMENT CONCRETE PAVEMENT .
REV (24240) (FA 24740) (740 )
SECTION 355 - 1 (Page 368) is deleted and the following substituted :
3554 Description .
Construct Value Added Portland Cement Concrete Pavement (Concrete Pavement) ,
subject to a five year warranty period after final acceptance of the Contract in accordance with 5 -
11 . This Section applies only to new pavements , including added lanes .
Furnish a copy of each mix design to the Engineer at least 14 days prior to any paving
work.
Perform all the associated work specified in this Section including continued
responsibility for performing all remedial work associated with pavement distresses exceeding
- 129 -
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threshold values determined in accordance with this Section and as to which notice was provided
to the Contractor.
The work specified in this Section will not be paid for directly, but will be considered as
incidental to other Contract items .
SECTION 3554 (Pages 368 - 370) is deleted and the following substituted :
3554 Pavement Evaluation and Remedial Work.
3554 . 1 General : The Department ' s Pavement Condition Survey Program along with
ell e
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. In the event the level of distress
exceeds any of the threshold values defined below, remedial work as described in 355 - 5 by the
Contractor will be required.
The Department will monitor the pavement for distresses and may require
remedial action at any time . 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 with findings provided when considered by the Department to be
the obligation of the Contractor.
The final survey, if determined by the Engineer to be necessary, will be conducted
before the end of the warranty period with results provided to the Contractor for those conditions
exceeding contract threshold values requiring remedial action that the Department believes to be
an obligation of the Contractor. The Department will be responsible for all costs associated with
the surveys .
If the survey findings , intermediate or final, are to be disputed by the Contractor,
written Of must be provided to the Engineer within 30 calendar days of the date of
receipt of the information from the Department.
During the warranty period, the Contractor may monitor the pavement using
nondestructive methods and may participate with the Department in the Pavement Condition
Surveys upon request. Do not conduct any coring, milling or other destructive methods without
prior approval by the Engineer.
3554 .2 Distress Indicators : The Department will use Ride , Spalling and Cracking, as
distress indicators in accordance with the Rigid Pavement Condition Survey Handbook to
evaluate the Concrete Pavement. Ride Number (RN) will be established by Laser Profiler in
accordance with FM 5 - 549 . For ride evaluation purposes , the project will be subdivided into lots
of 0 . 1 mile per lane and partial lots which are segments that are less than 0 . 1 mile . For the
purposes of threshold values and remedial work, partial lots and lots will be treated as lots .
3554 .3 Threshold Values and Remedial Work : Threshold values and associated
remedial work for the Concrete Pavement are specified in Table 355 - 1ell.
TABLE 3554
Concrete Pavement Threshold Values and Remedial Work
Type of Distress Threshold Values Remedial Work
Grind all deficient lots and
Ride Ride Number < 3 . 50 partial lots in accordance with
Section 352 ,
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TABLE 355 - 1
Concrete Pavement Threshold Values and Remedial Work
Type of Distress Threshold Values Remedial Work 4
Four areas in any Lane Mile Full depth slab replacement
exceeding 1 inch in width and for a minimum of 6 feet in
Spalling in the wheel path exceeding 6 inches in length OR length and the full width of
any single area exceeding 3 inches the slab in accordance with
in width . Section 353 .
Four areas in any Lane Mile Full depth slab replacement
exceeding 1 1 /2 inches in width for a minimum of 6 feet in
Spalling outside the wheel path and 12 inches in length OR any length and the full width of
single area exceeding 3 inches in the slab in accordance with
width and 12 inches in len h . Section 353 .
Full depth slab replacement
Four Cracks in any Lane Mile for a minimum of 6 feet in
1 /8 inch OR
Cracking with width exceeding length and the full width of
any Crack exceeding 3 / 16 inch . the slab in accordance with
Section 353 .
Crackingpatterns that divide the Full slab replacement in
Shattered Slab
slab into three or more segments accordance with Section 353 .
SECTION 355 -5 (Pages 370 and 371 ) is deleted and the following substituted :
355-5 Remedial Work..
Perform all necessary remedial work described in 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 be required if any one of the following conditions is found to
apply :
a. Determination that the pavement thickness design as provided by the
Department is deficient. The Department will make available a copy of the original pavement
thickness design package and design traffic report to the Contractor upon request . The
Contractor will be responsible for performing all remedial work associated with the pavement
distress if the pavement design is provided by the Contractor.
b . Determination that the Accumulated ESALs (Number of 18 Kip Equivalent
Single Axle Loads in the design lane) have increased by 25 % or more than the Accumulated
ESALs used by the Department for design purposes for the warranty period for the pavement
design life . 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.
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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 355A , begin
remedial work within 45 calendar days of notification by the Department or a ruling of the
Statewide Disputes Review Board. The Statewide Disputes Review Board will determine the
allowable duration for the completion of the remedial work, but not to exceed 6 months .
If remedial action is necessary and forensic information is required, it is the responsibility
of the Contractor to determine the source of the distress . The Contractor will not be responsible
for damages to the pavement as a result of any forensic activities conducted at the discretion of
the Engineer.
As applicable to distress criteria for ride, when two lots requiring remedial action or a
partial lot and a lot are not separated by three or more lots not requiring remedial action, the
remedial work shall be required for the total length of all such contiguous lots and partial lots ,
including the intermediate lots not requiring remedial action .
The Contractor has the first option to perform all remedial work, as determined by the
Department. If, in the opinion of the Engineer, the problem poses an immediate danger to the
traveling public and the Contractor cannot provide temporary mitigation for the defect within
4 hours of written notification and restore the pavement to its original design condition within
72 hours of written notification, the Engineer has the authority to have the remedial work
performed by other forces . Temporary mitigation includes the use of traffic control systems such
as barricades , drums , or other approved devices to secure the area including lane closures if
F Iv necessary, and constructing temporary repairs making it safe for the roadway user until the
defect can be restored to its original design condition . The Contractor 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 Contractor. Remedial work performed by other forces
does not alter any of the requirements , responsibilities or obligations of the Contractor.
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 Contractor 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 hereto when performing any remedial work . Perform all signing and
traffic control in accordance with 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 the pavement markings , adjacent
lane(s) , or roadway shoulders, perform these corrective actions using similar products at no cost
to the Department .
- 132 -
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370 BRIDGE APPROACH EXPANSION JOINTS .
K
(REV 6-2140) (FA 7-2940) (1 - 11 )
ARTICLE 370 -2 (Page 371 — 372) is deleted and the following substituted :
370-2 Materials .
Bar Reinforcement : Use bar reinforcing steel meeting the requirements of 931 - 1 . 1 .
Concrete : For the expansion joint subslab, use concrete meeting the requirements of
Section 347 .
Galvanized Sheet Metal : Use galvanized sheet metal meeting the requirements shown in
the plans .
Seal : Use compression seals in accordance with Section 932 and Design Standards
Index No . 306 .
400 CONCRETE STRUCTURES
(REV 64440) (FA 7-2940) (1 - 11 )
ARTICLE 4004 (Page 373 ) is deleted and the following substituted :
4004 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 inserts and
lifting devices , handling, 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- 5 . 7 . 1 (Pages 376 - 379) is deleted and the following substituted :
Ail
400-5 . 7 . 1 General : Utilization of stay- in-place metal forms is permitted in lieu of
removable forms to form concrete bridge decks between beams and between the webs of
individual box girders when designated in the plans . Stay- in-place metal forms may be of the
cellular, non- cellular or non- cellular with top cover sheet type . The flutes of non-cellular stay-in-
place metal forms may be filled with polystyrene foam or concrete . When polystyrene foam is
used to fill the forms , fill form flutes completely; do not allow any portion of the polystyrene
foam to extend beyond the limits of the flutes . Ensure that the polystyrene foam remains in its
required position within flutes during-the entire concrete placement process . Do not use
reinforcing steel supports or other accessories in such a manner as to cause damage to the
amaged polystyrene foam to the satisfaction of the Eng
polystyrene foam . Replace all dineer.
Apply polymer sheeting to stay- in-place metal forms in accordance with
the requirements in the following table . Apply polymer sheeting to all faces and edges (including
- 133 -
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Superstructure Environmental Classifications (as shown in the Plans) . No polymer sheeting is
Ile IN
required for beam attachment straps or clips partially embedded in concrete, and for support
angles used on bridges with a Slightly Aggressive Superstructure Environmental Classification .
IN NNeI Use polymer sheeting materials and application methods as described herein .
Polymer Sheeting Usage Requirements
Form Type Superstructure Environmental Classification (as shown in Plans)
Slightly Aggressive Moderately Aggressive Extremely Aggressive
Non- cellular form IT
Noof er sheeting Polymer
with concrete p g ymer sheeting Polymer sheeting
filled flutes required required on bottom side required on bottom side
Non- cellular form Polymer sheetin Pol
with polystyrene g ymer sheeting Polymer sheeting
me
foam filled flutes required on inside required on both sides * required on both sides *
Non- Top pol er sheetingPolymer cellular Cover sheeting Polymer sheeting
form Sheet required on bottom side required on bottom side required on bottom side
with Top Non-
Cover cellular Polymer sheeting Polymer sheeting Polymer sheeting IN
Sheet form required on top side required on both sides * required on both sides *
Cellular form No polymer sheeting
allowed or required Not permitted Not permitted
*
Polyiner sheeting not required on bottom side of form located within box girders and U-beams.
11
Prior to using stay- in-place metal forms, submit detailed plans for
approval of the forming system, including method of support and attachment and method of
protecting the supporting structural steel components from welding effects . Submit design
calculations for the forming system, which have been signed and sealed by the Specialty
Engineer. Detail stay- in-place metal forms such that they in no way infringe upon the concrete
outline of the slab shown on the plans . Use stay- in-place metal forms that provide and maintainIT -
the dimensions and configuration of the original slab in regards to thickness and slope ,
Do not weld stay-in-place metal form supports and connections to the
structural steel components . Do not connect polymer coated angles or other hardware that
support polymer coated metal forms to the beam attachment straps or clips by welding. Electrical
grounding to reinforcing steel is prohibited .
Protect structural steel components from damage by using a shield to
guard against weld splatter, weld overrun, arc strikes , or other damaging effects of the welding
process . Upon completion of welding, rest the metal form support flush on the supporting steel
component . Should any weld spatter, weld overrun, arc strike , or other effects of the welding
process be evident or occur to the structural steel component, immediately stop in -place welding
of the metal form supports for the remainder of the work . In this event, weld all metal form
supports off of the structure and erect the forms after prefabrication, or use an alternate approved
method of attaching the form supports . Remove Improper weldment, repair the supporting steel IN
- 134 -
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component for any improper welding . Perform all required verification and testing at no expense
to the Department and to the satisfaction of the Engineer .
Do not use stay- in-place metal forms until the forming system has been
approved by the Engineer. The Contractor is responsible for the performance of the stay- in-place
forms .
Structures designed, detailed, and dimensioned for the use of removable
forms : Where stay- in-place metal forms are permitted, the Contractor is responsible and shall
obtain the approval of the Engineer for any changes in design, etc . to accommodate the use of
stay- in-place forms . The Engineer will compute pay quantities of the various components of the
structure which are paid on a cubic yard basis from the design dimensions shown on the plans 1
with no allowance for changes in deflection or dimensions necessary to accommodate the stay-
in-place forms or concrete to fill the form flutes . The Engineer will limit pay quantities of other
Contract items that the Contractor increases to accommodate the use of stay-in-place forms to the
quantityrequired for the original plan design .
Submit all changes in design details of bridge structural members that
support stay-in-place forms , showing all revisions necessary to enable the supporting
components to withstand any additional weight of the forms and the weight of any extra concrete
that may be required to fill the forms . Include with the design calculations a comparative analysis
of the stresses in the supporting components as detailed on the Contract plans and as modified to
support the forms . Use the identical method of analysis in each case , and do not allow the
stresses in the modified components to exceed those of the component as detailed in the Contract
plans . Include with the design the adjusted cambers for any changes in deflection over those
shown on the original plans . Modify the beams to provide additional strength to compensate for
the added dead loads imposed by the use of stay-in-place forms . Obtain the additional strength
by adding strands to the pre- stressed beams or by adding steel material to increase the section
modulus of steel girders . Substantiate the added strength by the comparative calculations . Do not
use stay-in-place forms until the forming system and all necessary design revisions of supporting
members have been approved by the Engineer .
Structures designed, detailed, and dimensioned for the use of stay-in-place
metal forms :
Prior to using stay-in-place metal forms , submit detailed plans for
approval of the forming system (including method of support and attachment) together with
design calculations . Include an analysis of the actual unit weight of the proposed forming system
over the projected plan area of the metal forms . If the weight thus calculated exceeds the weight
allowance for stay-in-place metal forms and concrete required to fill the forms shown on the
plans , then modify the supporting components to support the excess weight as specified by the
Contractor ' s Specialty Engineer.
For all structures utilizing structural steel supporting components , paint
the vertical sides of the top flange prior to installation of the stay-in-place metal forms in
accordance with Section 560 .
For non-polymer sheeting form surfaces , use zinc paint coating in
accordance with Section 562 to all accessories cut from galvanized sheets , which are not
embedded in concrete .
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SUBARTICLE 400 - 7 . 13 . 2 (page 389) is deleted and the following substituted :
4004. 13 . 2 Screed Demonstration : Subsequent to the placement of all
reinforcing steel and prior to placing any slab or deck concrete , demonstrate that the proposed
equipment and methods can finish the concrete to the specified grades while maintaining the
specified cover over the reinforcement. Provide the demonstration over the entire length and
width of the spans to be placed.
SUBSECTION 400- 11 . 3 (Page 394) is deleted.
SUBSECTION 400- 11 . 4 (Page 394) is the deleted and the following substituted :
40041 .3 Bearing Pads : Use bearing pads for seating bridge shoes , ends of beams, and
slabs of the types specified or required in the plans .
Fumish and install Composite Neoprene Pads as detailed in the plans . Place
neoprene pads , where specified or required, directly on masonry surfaces finished in accordance
with the requirements of this Article . Ensure that pads , bearing areas of bridge seats , and metal
bearing plates are thoroughly cleaned and free from oil, grease, and other foreign materials .
Exercise care in fabrication of related metal parts to avoid producing conditions
detrimental to the performance of the pads , such as uneven bearing, excessive bulging, etc .
ARTICLE 400 - 14 (Page 394 - 395 ) is deleted and the following substituted :
400- 14 Removal of Forms .
Use the table below as the criterion for minimum time or compressive strength required
before removal of forms or supports .
When using the time period criterion , include in the time period all days except days in
which the temperature falls below 40°F .
Use the specified 28 -day minimum compressive strength value as stated in 346 - 3 . 1 for
each Class of Concrete utilized.
Minimum Time for Form Minimum (%) of 28 -day
Location of Concrete Placement Removal for any Strength Compressive Strength for
Concrete * Form Removal
1 ) Deck slabs , top slabs of culverts and bottom of caps , forms under sidewalks , and safety curb
overhangs extending more than 2 feet
(a) Class II (Bridge Deck) 7 days * * 75 * *
(b) Class II (Other than Bridge Deck) 7 days 75
(c) Class III 7 days 70
(d) Class IV 7 days 60
(e) Class V 7 days 50
- 136 -
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Minimum Time for Form Minimum (%) of 28 -day
Location of Concrete Placement Removal for any Strength Compressive Strength for
Concrete * Form Removal
2) Walls , piers , columns , sides of beams
24 hours * * * * * *
50
and other vertical surfaces
3 ) Front face form of curbs 6 hours 70
* For mass concrete, remove forms in accordance with 346-3 . 3
* * Reference 400- 16.4
* * * e section until 70% of the specified 28 -day concrete strength is attained. Also , refer to
Do not pace additional load on th
00-7 .4 .
When using the percent of required strength, cast test cylinders for each mix for
compressive strength determination or develop a curing concrete strength versus time curve (S/T
Curve) which can be used in lieu of multiple test cylinders to determine when percent of required
strength has been met .
Prior to curve use ; obtain the Engineer ' s approval of the S/T Curve and its supporting
data . An approved testing laboratory may be used to provide this information with approval of
the Engineer. Plot S/T Curves using at least three different elapsed times that begin once test
cylinders are cast; however, one of the elapsed times must be prior to the Contractor ' s intended
form removal . Each elapsed time plotted must have a corresponding compressive strength
computed by averaging the compressive strength of two test cylinders .
Cure such test cylinders as nearly as practical in the same manner as the concrete in the
corresponding structural component, and test them in accordance with ASTM C 39 and
ASTM C 31 . Perform cylinder casting, curing, and testing at no expense to the Department and
under the observation of the Engineer. When the S/T Curve indicates a compressive strength
equal to or greater than the percentage of specified strength shown in the table above for form
removal , the Contractor may remove the forms . When the ambient air temperature falls 15 °F or
more below the ambient air temperature that existed during development of a S/T Curve, use a
S/T Curve that corresponds to the lower temperature and that is developed in accordance with
this section .
Do not remove forms at any time without the consent of the Engineer. Even when the
Engineer provides consent to remove the forms , the Contractor is responsible for the work.
SUBARTICLE 400- 15 . 2 . 5 . 1 (page 397) is deleted and the following substituted :
40045 . 2 . 5 . 1 General : Apply a Class 4 finish on bridge decks and
concrete approach slabs . On Short Bridges (bridges having a length less than or equal to 100 ft) ,
and on Miscellaneous Bridges (Pedestrian, Trail and Movable Spans) regardless of length, meet
the finish and smoothness requirements of 400 - 15 . 2 . 5 . 2 and 400 - 15 . 2 . 5 . 4 . On Long Bridges
(bridges having a length greater than 100 ft) meet the finish and smoothness requirements of
400 - 15 . 2 . 5 . 3 and 400- 15 . 2 . 5 . 5 . When an existing bridge deck is widened, see the plans for the
finish and smoothness requirements of the existing bridge deck and its new widened section .
After meeting the screeding requirements of 400 - 7 . 13 and curing requirements of 400 - 16 and the
smoothness requirements , herein, groove the bridge deck and approach slabs .
Regardless of bridge length, finish decks with less than
2 1 /2 inches of top cover in accordance with the requirements for Short Bridges .
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SUBARTICLE 400452 . 5 . 5 (pages 398 — 399) is deleted and the following substituted :
40045 .2 . 5 .5 Smoothness Evaluation and Concrete Surface Planing,
Long Bridges (including approach slabs) : Prior to planing, provide a smoothness evaluation of
the completed bridge deck and exposed concrete surfaces of approach slabs by a computerized
Cox California-type profilograph in accordance with the criteria herein and FM 5 - 558E . Furnish
this evaluation through an independent provider approved by the Engineer, using equipment
calibrated by the Engineer. All bridge deck and concrete approach slab surfaces to within 2 feet
of gutter lines are subject to this smoothness evaluation .
Prior to initial profilograph testing, complete work on the bridge
deck and approach slabs . Thoroughly clean and clear the bridge deck and approach slab areas to
be evaluated for smoothness of all obstructions and provide the smoothness evaluation . Ensure
that no radio transmissions or other activities that might disrupt the automated profilograph
equipment are allowed during the evaluation .
Average the Profile Index Value for the bridge deck, including the
exposed concrete surfaces of the approach slabs , for the left and right wheel path of each lane .
The maximum allowable Profile Index Value for acceptable smoothness is 10 inches per mile
utilizing the 0 . 2 inch blanking band . Apply these criteria to a minimum of 100 feet of each lane .
Additionally, correct individual bumps or depressions exceeding a cutoff height of 0 . 3 inch from
a chord of 25 feet (see ASTM E- 1274) on the profilograph trace . Ensure that the surface meets a
1 /4 inch in 10 feet straightedge check made transversely across the deck and approach slabs if
determined necessary by the Engineer. Provide additional profilograph testing as necessary on
In following longitudinal planing and any other actions taken to improve smoothness , until a profile
meeting the acceptance criteria is obtained.
Regardless of whether expansion joints are installed before or after
deck planing is complete, plane off the concrete deck surface to a minimum depth of 1 /4 inch
and also meet or exceed the profilograph smoothness criteria. Longitudinally plane the entire
bridge deck and exposed concrete surfaces of the approach slabs using a self-propelled planing
machine with gang mounted diamond saw cutting blades specifically designed for such work .
Use the profilograph generated smoothness data, to establish the optimum planing machine
settings . Plane the deck surface to within 2 feet of the gutter line so that there is a smooth
transition, without vertical faces or sudden surface discontinuities , from the fully planed surface
to the unplaned surface . Use a machine with a minimum wheel base length of 15 feet,
constructed and operated in such manner that it does not cause strain or damage to deck or
approach slab surfaces , excessive ravels , aggregate fractures or spalling. The equipment shall be
approved by the Engineer. Perform longitudinal planing parallel to the roadway centerline, and
provide a consistent, textured surface . Clean the surface of all slurry/debris generated during this
work concurrently with operation of the machine .
After the deck has been planed the minimum 1 /4 inch , reevaluate
the surface smoothness using the profilograph testing described above . Perform cycles of planing
and profilograph retesting as necessary until the deck and exposed concrete surfaces of approach
slabs are in compliance with the smoothness criteria but do not exceed the maximum concrete
removal depth of 1 /2 inch .
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SUBARTICLE 400 -21 . 2 (page 407 ) is deleted and the following substituted :
400-21 .2 Investigation, Documentation and Monitoring : The Engineer will inspect _
concrete surfaces as soon as surfaces are fully visible after casting , with the exception of surfaces
of precast concrete products produced in offsite plants , 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 and depth of
each crack and establish the precise location of the crack termination points relative to permanent
reference points on the member. The Engineer will determine if coring of the concrete is
necessary when an accurate measurement of crack depth cannot be determined by use of a
mechanical probe . The Engineer will monitor and document the growth of individual cracks at
an inspection interval determined by the Engineer to determine if cracks are active or dormant
k
after initial inspection. The Engineer will perform all final bridge deck crack measurements once
the deck is free of all debris and before transverse grooves are cut and after planing is complete
for decks that require planing.
Provide the access , equipment and personnel needed for the Engineer to safely
perform this work at no expense to the Department . Core cracks for use by the Engineer
in
locations and to depths specified by the Engineer at no expense to the Department.
t
SUBARTICLE 400-21 . 3 (page 407) is deleted and the following substituted:
400-21 .3 Classification of Cracks : The Engineer will classify cracks as either
nonstructural or structural and determine the cause . In general, nonstructural cracks are cracks
1 /2 inch or less deep from the surface of the concrete ; however, the Engineer may determine that
a crack greater than 1 /2 inch deep is nonstructural . In general, structural cracks are cracks that
extend deeper than 1 /2 inch . A crack that is fully or partially underwater at any time during its
service life will be classified as a structural crack unless the Environment note on the General
Notes sheet in the plans categorizes the substructure as slightly aggressive , in which case, the
nonstructural crack criteria may apply as determined by the Engineer.
Review and comment on the Engineer ' s crack classification; however, the
Engineer will make the final determination .
410 PRECAST CONCRETE BOX CULVERT .
(REV 6-840) (FA 71w2940) (141 )
SUBARTICLE 410 -3 . 1 (Page 416) is deleted and the following substituted :
410-3 . 1 General : Meet the requirements of Section 346 , except as modified herein :
Prepare , cure , and test the test cylinders in accordance with ASTM C -31 and
ASTM C -39 test methods . Follow the alternative method of compaction, in accordance with
ASTM C497 , if the consistency of concrete is too stiff for compaction by rodding or internal
vibrations . Expose shipping strength test cylinders to the same curing conditions as the precast
concrete box sections . Cure the 28 -day strength test cylinders in accordance with Section 346 .
Ile - 139 -
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Perform all concrete quality control testing and inspections in accordance with
346 - 9 . 2 .
For training and other qualifications meet the requirements of Section 105 . Test
all QC samples for compressive strength in a laboratory meeting the requirements of
Section 105 .
SUBARTICLE 410 -6 . 1 (Page 419) is deleted and the following substituted :
410-6. 1 Casting : Cast precast elements in unyielding beds and forms . Ensure bearing
surfaces in casting forms are level and straight, and vertical surfaces are plumb prior to casting,
Ensure surfaces within the forms against which concrete will be cast, are clean and free from rust
and hardened residual concrete . Provide full concrete cover clearance to all form wires and other
miscellaneous pieces of metal, except as permitted by Section 415 . Bend all tie wires away from
the form surface to provide maximum concrete cover. Provide inserts and lifting devices in
accordance with 450- 9 . 2 . 1 .
415 REINFORCING STEELrBAR SUPPORTS .
(14540) (FA 1 -2140) (740)
SUBARTICLE 415 - 5 . 13 (Pages 438 -439) is deleted and the following substituted
415-5 . 13 Bar Supports :
415-5 . 13 . 1 General: Provide reinforcing steel bar supports manufactured in
accordance with all requirements of the CRSI Manual of Standard Practice . Use bar supports of
IV
adequate strength to withstand a 300 pound concentrated load applied as directed by the State
Materials Office without permanent deformation or breakage, with the deformation under a
300 pound load being less than 5 % of the support height.
Ensure that no more than 5 % of the reinforcing steel bar supports exhibit
unsatisfactory performance, breakage, or permanent deformation during rebar tying and/or
concrete placement operations . If a bar support does not achieve this level of performance,
reduce the average spacing between bar supports by 15 % , or remove that product from use on
the job .
Ensure that bar supports do not move during concrete placing operations .
To prevent movement, tie supports to the reinforcing steel ,
Ilk When using bar supports on corrugated Imetal stay- in-place forms, use
supports specifically designed for the form being used.
For structural elements located in extremely aggressive environments , do
not use metal bar supports in contact with forms or floor surfaces to support reinforcing steel ,
415-5 . 13 . 2 Metal Bar Supports : For metal bar supports in contact with steel
IV I stay- in-place forms and metal bar supports in contact with boundary surfaces of concrete to be
cast, provide supports constructed with molded plastic legs or plastic protected steel legs . Do not
allow any portion of the bar support other than the molded plastic leg or plastic protected portion
of the steel leg to be closer than 1 /2 inch from the boundary surface of concrete to be cast.
Certify that all Imetal bar supports meet the following requirements :
440 -
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( 1 ) That they are manufactured from cold drawn steel wire in
accordance with the wire sizes and geometrical dimensions shown in the CRSI Manual of it
Standard Practice , Chapter 3 , Table Il.
(2) That the plastic used for protection of the steel legs has a
thickness of 3 /32 inch or greater at points of contact with the form work.
Provide plastic protection by a dipping operation, by adding premolded
support or by molding plastic to the top wire of the support . Ensure
plastic tips to the legs of the
that the plastic material used for protection of steel legs does not chip, crack, deform, or peel
under ordinary job conditions . Provide molded plastic legs that have sufficient strength to carry
the weight of the supported reinforcing steel in its required position without deformation and
relaxation under job conditions .
415-5 . 13 .3 Plastic Bar Supports and Spacers : Use non- stackable bar supports
and spacers comprised of either reinforced or non-reinforced virgin or recycled plastic . Bar
supports shall be able to meet the concentrated load requirements of 415 - 5 . 13 . 1 within a working
temperature range of 20 to 150 °F . Spacers shall be able to withstand a 50 pound concentrated
load applied as directed by the State Materials Office without bar slippage , permanent
deformation or breakage within a working temperature range of 20 to 150 ° F with the
deformation under a 50 pound load being less than 5 % of the support height .
Alllastic rebar supports shall have a maximum water absorption of 0 . 5 %
P
at 14 days , as per ASTM D 570 .
Protect plastic rebar supports from exposure to sunlight until placed in the
form . Mold plastic rebar supports in a configuration which does not restrict concrete flow and
consolidation around and under the rebar support. Do not use continuous legs or rails on concrete
surfaces .
Due to the wide range of applications and heights , ensure that the
manufacturer additionally certifies all plastic bar supports for 2 inch, 3 inch, 4 inch and 4 1 /2
tit
inch heights .
Provide each individual bar support with an identification number unique
to the particular model permanently marked on the surface as included in the Qualified Products
List.
415-5 . 13 .4 Plastic Bar Supports and Wheel Spacers for Drilled Shafts : Wheel
spacers shall be able to withstand a 500 pound concentrated load applied as directed by the State
Materials Office without bar slippage, permanent deformation or breakage at room temperature
with the deformation under a 500 pound load being less than 5 % of the support height. The
perimeter surface of the wheel spacer shall be smooth.
Bottom bolsters shall be able to withstand a 1000 pound concentrated load
without permanent deformation or breakage at room temperature with the deformation under a
1000 pound load being less than 5 % of the support height.
All plastic rebar supports shall have a maximum water absorption of 0 . 5 %
at 14 days , as per ASTM D 570 .
415-5 . 13 .5 Qualified Products List : Use plastic bar supports and spacers listed
on the Department ' s Qualified Products List. Manufacturers seeking evaluation of products for
inclusion on the Qualified Products List must submit an application in accordance with 6 - 1 and
include certified test reports from an independent laboratory showing that the plastic bar supports
and spacers meet all the requirements specified herein . Plastic bar supports and spacers made of
recycled plastic products must meet the additional requirements of Section 972 .
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443 FRENCH DRAINS .
(REV 6440) (FA 84740) (141 )
11
SUBARTICLE 443 -2 . 3 (Page 464) is deleted and the following substituted :
443 -2 .3 Select Fill : Use select fill meeting the requirements of either Section 911 , 913 ,
913A or 915 .
IN ARTICLE 443 - 5 (Page 464) is deleted and the following substituted :
443-5 Placing Coarse Aggregate and Backfilling.
After placing the pipe and without disturbing the pipe, carefully place the coarse
aggregate around the pipe to a depth shown in the plans . Fold the filter fabric over the coarse
aggregate . Backfill and compact as described below .
443 -5 . 1 French Drains Under Pavement : Fill the area above the coarse aggregate with
select fill material meeting the requirements of this Section . Place and compact the select fill
according to the requirements for pipe as specified in Section 125 . The Department will allow
use of additional coarse aggregate over the top of the pipe instead of select fill material . In this
case , the filter fabric shall be extended to wrap the additional course aggregate . The top of the me
coarse aggregate shall not be higher than the bottom of the base, unless shown in the plans . The
Department will not pay additional costs associated with substituting coarse aggregate for select
fill
443 -5 . 2 French Drains not Under Pavement : Fill and compact the area above the
coarse aggregate according to the requirements for pipe in Section 125 , unless specific
procedures are described in the plans as specified in Section 125 ,
ARTICLE 443 -6 (Page 464) is deleted and the following substituted :
443-6 Method of Measurement.
The quantity of French Drains to be paid for under this Section will be the length in feet,
measured in place, completed and accepted as specified on Design Standards , Index No . 285 for
French Drains .
ARTICLE 443 - 7 (Pages 464 — 465 ) is deleted and the following substituted :
443-7 Basis of Payment.
The quantities determined as provided above will be paid for at the Contract unit price
per foot for French Drains . Such prices and payments will be full compensation for all the work
specified in this Section and will include all materials and all excavation , and will also include
sheeting or shoring, if required, the disposal of surplus material, pavement restoration,
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backfilling and tamping, but will not include payment for items paid for elsewhere in the
a
specifications .
Payment shall be made under: `
Item No . 443 - 70 - French Drains - per foot.
i
446 EDGEDRAIN (DRAINCRETE) — CONTROL OF QUALITY.
c
(REV 14540) (24940) (740)
ARTICLE 446 -3 (Pages 438 — 439) is deleted and the following substituted :
446-3 Control of Quality.
446-3 . 1 Concrete Design Mix : Submit the proposed design mix prior to production, on
the "Concrete Mix Design" form, for the Engineer' s approval . Use only draincrete design mixes
having prior approval of the Engineer. Do not change the design mix component materials
except as per 446 - 3 . 2 .
The Department will verify the proposed mix design and may witness the trial
batching. Meet the unit weight requirements as determined in accordance with FM 5 - 530 , and
the drain rate in accordance with FM 5 - 570 . Also , provide one of the following with the design
mix submittal :
( 1 ) Evidence from three sets of production data, either from Department
acceptance tests or independently verifiable commercial mixes , that draincrete produced in
accordance with the proposed design mix meets the requirements of this Section .
(2) Test data from a single trial batch of 0 . 10 yd3 minimum is required,
which demonstrates that the draincrete produced using the proposed mix , designated ingredients ,
and designated water-cement ratio meets the requirements of this Section .
446-3 . 2 Batch Adjustment - Materials : Meet the theoretical yield requirements of the
approved mix design . Inform the Engineer of any adjustments to the approved mix design. Note
any batch adjustments and record the actual quantities incorporated into the mix, on the concrete
"Delivery Ticket/Certification" form .
446-3 .3 Delivery Certification : Furnish to the Engineer a complete "Delivery
Ticket/Certification" form with each batch of draincrete prior to unloading at the site .
450 PRECAST PRESTRESSED CONCRETE CONSTRUCTION .
(REV 7-2640) (FA 7-2940) (1 - 11 )
SUBARTICLE 450 - 9 . 2 (Page 482 — 483 ) is deleted and the following substituted :
450-9 . 2 Other Embedded Materials :
450-9 . 2 . 1 Inserts and Lifting Devices .
450-9 .2 . 1 . 1 Placement : Locate inserts and lifting devices in accordance
with the tolerances listed in 450 -2 . 1 .
450-9 .2 . 1 . 2 Corrosion Protection : Provide corrosion protection for
embedded metal lifting devices that would remain exposed after construction .
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After lifting operations using recessed metal lifting devices are
complete , backfill block-outs with a Type F epoxy compound meeting the requirements of
Section 926 for a minimum distance of 2 inches beyond the perimeter of the metal device as
measured parallel to the exposed concrete surface . If the block-out extends less than 2 inches
beyond the perimeter of the metal device, extend the epoxy compound beyond the block- out
along the concrete surface . If Type 304 or 316 stainless steel lifting devices are used, non-shrink
grout meeting the requirements of Section 934 may be used to backfill the block- out within its
limits .
After lifting operations using flush or protruding metal lifting
devices are complete, cut the lifting devices back to a minimum depth of 1 inch below the
concrete surface and patch with a Type F epoxy compound meeting the requirements of NI
Section 926 . For all square prestressed piling, concrete sheet piling and concrete poles , cut and
patch lifting devices before transporting from the casting yard .
450-9.2 .2 Placement of 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 .
SUBARTICLE 45040 . 3 . 2 . 3 (Page 484) is deleted and the following substituted :
45040 .3 .2 .3 All Beams 63 Inches or Deeper : 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.
SUBARTICLE 45042 . 4 (Page 492) is deleted and the following substituted :
45042 .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.
Do not allow the bearing plate or bearing area plane of precast prestressed
concrete beam and slab units to deviate from a true plane by more than 1 /8 inch when tested in
all directions with a steel straightedge . In the event that a 100 % true plane is not achieved, the
Engineer will accept a surface having not less than 80 % of its area in a true plane provided the
deviations are evenly distributed. Remove minor convex projections by grinding with an
abrasive stone . The Engineer will accept minor depressions , provided that they amount to not
more than 20 % of the bearing area, are evenly distributed over the entire bearing area, and are
not deeper than 1 /8 inch .
x
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455 STRUCTURES FOUNDATIONS . "
(REV 64440) (FA 7-2940) ( 141 )
SUBARTICLE 45511117 . 5 (Page 544) is deleted and the following substituted :
455-7 . 5 Preparation for Transportation : Cut any strands protruding beyond the ends of
the pile flush with the surface of the concrete using an abrasive cutting blade before transporting
the piles from the casting yard.
Cut and patch the metal lifting devices in accordance with 450-9 . 2 . 1 . f
SUBARTICLE 455 - 16 . 4 (Pages 570 and 571 ) is deleted and the following substituted :
455- 16 .4 Cross-Hole Sonic Logging (CSL) Tubes : Install CSL access tubes full length
in all drilled shafts from the tip of shaft to a point high enough above top of shaft to allow cross -
hole- sonic-logging testing, but not less than 30 inches above the top of the drilled shaft, ground
surface or water surface , whichever is higher. Equally space tubes around circumference of
drilled shaft . Securely tie access tubes to the inside of the reinforcing cage and align tubes to be p
parallel to the vertical axis of the center of the cage . Access tubes must be NPS 1 1 /2
Schedule 40 black iron or steel (not galvanized) pipe . Ensure that the CSL access tubes are free
from loose rust, scale , dirt, paint, oil and other foreign material . Couple tubes as required with
threaded couplers , such that inside of tube remains flush . Seal the bottom and top of the tubes
with threaded caps . The tubes , joints and bottom caps shall be watertight . Seal the top of the
tubes with lubricated, threaded caps sufficient to prevent the intrusion of foreign materials .
Stiffen the cage sufficiently to prevent damage or misalignment of access tubes during the lifting
and installation of the cage . Repair or replace any unserviceable tube prior to concreting .
Exercise care in removing the caps from the top of the tubes after installation so as not to apply
excess torque , hammering or other stress which could break the bond between the tubes and the
concrete .
Provide the following number (rounded up to the next whole number of tubes)
and configuration of cross-hole sonic logging access tubes in each drilled shaft based on the
diameter of the shaft .
Shaft Diameter Number of Tubes Required Configuration around the inside
of Circular Reinforcing Cage
36 to 48 inches 4 90 degrees apart
Greater than 48 inches 1 tube per foot 360 degrees divided by the
of Shaft Diameter Number of Tubes
Insert simulated or mock probes in each cross -hole - sonic access tube prior to
concreting to ensure the serviceability of the tube . Fill access tubes with clean potable water and
recap prior to concreting . Repair or replace any leaking, misaligned or damaged tubes as in a
manner acceptable to the Engineer prior to concreting .
For drilled shaft foundations requiring anchor bolts, verify CSL access tubes will
not interfere with anchor bolt installation before excavating the shaft . When CSL access tube
locations conflict with anchor bolt locations , move the CSL access tube location +/- two inches
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along the inner circumference of the reinforcing cage . Notify the Engineer before excavating the
shaft if the CSL access tube locations cannot be moved out of conflict with anchor bolt locations .
SUBARTICLE 45547 . 6 . 1 . 1 (Page 573 ) is deleted and the following substituted :
45547. 6. 1 . 1 Equipment : Furnish Cross-Hole- Sonic logging test
equipment as follows :
1 . Include ultrasonic transmitter and receiver probes for 1 . 5 inch
I . D . pipe which produce measurements with consistent signal strength and arrival time in
'" uniform, good quality concrete with all tube spacings on the project.
2 . Include a microprocessor based data acquisition system for
display, storage , and transfer of data. Graphically display first pulse Arrival Time (FAT) during
data acquisition .
3 . Electronically measure and record the relative position (depth)
of the probes in the tubes with each CSL signal .
4 . Print the CSL logs for report presentation .
5 . Provide report quality plots of CSL measurements that identify
each individual test .
6 . Electronically store each CSL log in digital format, with shaft
identification, date , time and test details , including the transmitter and receiver gain .
460 STRUCTURAL STEEL AND MISCELLANEOUS METALS
(REV 54840) (FA 6- 1 - 10) ( 1 - 11 )
LLL
SUBARTICLE 460- 7 . 6 (Page 624) is deleted and the following substituted :
460-7 . 6 Tightening of Anchor Bolt/Rod Nuts :
460-7 . 6. 1 Fixed and Expansion Pot Bearing : Tighten anchor bolts or rod nuts to
a snug tight ' condition such that the different mating surfaces (such as the top of concrete ,
neoprene and steel) are in firm contact . The nut or bolt is to be tight enough to develop friction
1.
between surfaces to prevent sliding, but not over-tightened that bulging or damage occurs in any
of the mating materials .
460-7. 6 . 2 Fixed and Expansion Bearings with Elastomeric Bearing Pads .
Draw down the lower nut such that a total gap of 1 /2 inch exists between the nut and bearing
plate . Tighten a second nut of the same specification to a snug tight condition against the lower
nut maintaining the required gap .
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4 .
502 SHEAR CONNECTORS .
(REV 2-2240) (FA 4- 15- 10) ( 141 )
ARTICLE 502 - 1 (Page 635 ) is deleted and the following substituted :
5024 Description.
Furnish and install welded shear connectors on steel beams and girders at locations
shown in the Contract Documents . Field weld shear connectors located on the top flange only
after the deck forms are in place . Installation of shear connectors in the fabrication plant is not
permitted .
r
523 PATTERNED/TEXTURED PAVEMENT . `
(REV 6440) (FA 7-2940) (1 - 11 )
ARTICLE 523 -2 (Pages 655 — 656) is deleted and the following substituted :
523 -2 Materials . "
523-2 . 1 Qualified Products List (QPL) : Use only patterned/textured pavement products
listed on the QPL. Meet manufacturer ' s specifications for all pattern/texture templates , coating
and coloring materials . Use only material that is delivered to the job site in sealed containers
bearing the manufacturer ' s original labels .
Material coatings used to achieve the pattern/texture and/or color shall produce an i
adherent, weather resistant, skid resistant surface capable of resisting deformation to traffic .
Surface marking materials must meet the requirements of this Specification and Section 971 with
cp
the following exceptions :
1 . Color and reflectivity requirements do not apply . Surfaces shall not be
made retroreflective . '
2 . Requirements for minimum set to bear traffic time , do not apply. Do not
open to traffic until the coating material has sufficiently dried or cured and is ready to withstand
traffic .
3 . For thermoplastic materials , the requirements for alkyd based materials
only in 971 - 5 . 1 and minimum binder content of 971 - 5 . 2 , do not apply.
4 . For thermoplastic materials , the indentation resistance requirements and
minimum flashpoint requirements of 971 - 5 . 5 , do not apply.
Manufacturers seeking approval of their product for inclusion on the QPL must
submit an application in accordance with Section 6 along with the following documentation :
1 . Manufacturer ' s specifications and procedures for materials and
installation . '
2 . Manufacturer ' s Laboratory test data from an independent laboratory
verifying the material meets the requirements of this Section .
3 . Test data from an independent source verifying that the
patterned/textured pavement installed in accordance with the manufacturer ' s specifications and
p
procedures has been tested in accordance with either the ASTM E-274 , Skid Resistance of Paved
Surfaces using a standard ribbed full Scale Tire at a speed of 40 mph (FN40R) , and has a
minimum FN40R value of 35 , or ASTM E- 1911 , Measuring Paved Surface Frictional Properties
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Using the Dynamic Friction Tester, at a speed of 40 mph (DFT40) , and has a minimum DFT40
value of 40 .
523 -2 .2 Performance Requirements : QPL approval will be contingent on a field service
test demonstrating that the imprinted texture and coating materials meet the following
performance measures at the end of three years from opening to traffic :
1 . The imprint must maintain a depth of 50 % of the original installed depth and
width .
2 . Wearing of the material coating shall not expose more than 15 % of the
underlying surface area.
3 . Friction performance of patterned/textured pavement materials must meet or
exceed one of the following test method values :
(a) FN40R value of 35 in accordance with ASTM E-274 ; or,
(b) DFT40 value of 40 in accordance with ASTM E- 1911
The field service test installation shall be within a marked crosswalk on a
roadway with an ADT of 8 , 000 to 12 , 000 vehicles per day per lane, approved by the Department.
The test installation shall be a minimum six feet wide and extend from pavement edge to
pavement edge across all traffic lanes and shoulder pavement at the crosswalk location . The test
installation will be tested in accordance with FM 5 - 592 .
An
524 CONCRETE DITCH AND SLOPE PAVEMENT .
(REV 813 -09) ( 104-09) (740)
ARTICLE 524 -2 (PAGE 657) is deleted and the following substituted :
524-2 Materials.
Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . Section 347
Preformed Expansion Joint Material and Hot Poured Sealer
Section 932
FilterFabric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . Section 985
Reinforcing Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . Section 415
ARTICLE 524 - 9 (PAGE S 658 — 659) is deleted and the following substituted :
524-9 Method of Measurement.
5241m9 . 1 Concrete Ditch and Slope Pavement : The quantities to be paid for Concrete
Ditch Pavement and Concrete Slope Pavement will be the plan quantity, in square yards ,
completed and accepted. Where the plans show headers or cut- off walls at the end or edge of the
pavement, the volume of the additional thickness of pavement that constitutes the headers ,
calculated in accordance with plan dimensions, will be converted into equivalent square yards of
standard thickness pavement and included in the quantity to be paid for.
No deduction will be made for any areas occupied by manholes , inlets , or other drainage
structures or by public utility appurtenances within the pavement area. The square yard quantity
includes any ditch blocks with ditch or slope pavement on top . When steel reinforcement is
called for in the plans , payment will be included in the square yard item .
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524-9 .2 Concrete Core Ditch Blocks : The quantity to be paid for Concrete Core Ditch
Blocks will be the plan quantity of concrete , in cubic yards , completed and accepted. When steel
reinforcement is called for in the plans , payment will be included in the cubic yard pay item. The
cubic yard pay item includes any ditch block within a grass or earth ditch, without other
pavement on top .
ARTICLE 524 - 10 (PAGE 659) is deleted and the following substituted :
524- 10 Basis of Payment.
Prices and payments will be full compensation for all work specified in this Section,
including all earthwork, skimmers , and incidental materials necessary to complete the work.
Payment will be made under :
Item No . 524 - 1 - Concrete Ditch Pavement - per square yard.
Item No . 524- 2- Concrete Slope Pavement - per square yard.
Item No . 524 - 3 - Concrete Core Ditch Block- per cubic yard.
527 DETECTABLE WARNINGS ON WALKING SURFACES .
(REV 7-6-09) (FA 74049) ( 140)
SECTION 527 (Pages 662 -664) is deleted and the following substituted :
SECTION 527
DETECTABLE WARNINGS ON WALKING SURFACES
5274 Description .
Furnish and install Detectable Warning devices on newly constructed and/or existing
concrete or asphalt walking surfaces (curb ramps , sidewalks , shared-use paths , etc . ) constructed
in accordance with the Design Standards Index No . 304 .
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
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 or asphalt substrates and have
mechanical bond or fasteners , or torch- applied preformed thennoplastic . 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 the substrate . Products applied as a secondary application may be used
only if listed on the Qualified Products List in accordance with 527 -2 . 4 .
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527-2 . 2 Material Properties : Provide Detectable Warnings that meet the following
minimum material property requirements when tested in accordance with the indicated Standard
appropriate to the material .
PROPERTY STANDARD MINIMUM THRESHOLD
ASTM C1028 , 17609 , Dry Coefficient of Friction — 0 . 8 min . and
Slip Resistance 171677 , 171678 , 171679 ; Wet Coefficient of Friction — 0 . 65 min . ;
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
F�Applies only to pavers and tiles consisting of plastic materials.
527-2 .3 Color/Contrast : Use safety yellow, brick red or black colored Detectable
Warnings on concrete walking surfaces . Use safety yellow colored Detectable Warnings on
asphalt walking surfaces . 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 *
Safety Yellow 25 - 45
Brick Red 5 - 15
lack 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 compliance with the
acceptance criteria provided in Index No . 304 of the Design Standards .
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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 . Ensure that all installations are made in '
accordance with the manufacturer ' s installation drawings referenced by the QPL.
a
527.4 Method of Measurement.
Detectable Warnings applied to newly constructed walking surfaces will be included in
the cost of the walking surface . Detectable Warnings applied to existing walking surfaces will be
paid per each location where Detectable Warnings are 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 existing walking surfaces .
Payment will be made under :
Item No . 527 - l - Detectable Warnings on Existing Walking Surfaces - each .
534 SOUND BARRIERS .
(REV 74940) (FA 7-2940) (141 )
vL
Section 534 (Pages 669 — 672) is deleted and the following substituted :
SECTION 534
SOUND BARRIERS
534. 1 Description .
Furnish and install sound barriers with pile , posts and panels constructed in accordance
with Design Standards Index Nos . 5200 thru 5207 or with pre-approved alternatives listed on the
Department ' s Qualified Products List (QPL) , unless the Plans otherwise indicate limitations
based on specific design or aesthetic criteria unique to the project.
Obtain Precast Concrete Sound Barrier components from a manufacturing 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 .
534.2 Materials .
Meet the following requirements :
Portland Cement Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 346
Reinforcing Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . Section 415
534.3 Component Construction.
Construct concrete components in accordance with Section 400 . Precast wall components
are produced using certification acceptance ; therefore , assume responsibility for performance of
all quality control testing and inspections required by Sections 346 and 400 for the precast
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component construction . Perform all Quality Control Testing using Construction Training and
Qualification Program (CTQP) qualified testing personnel . Perform compressive strength testing
in a laboratory inspected by the Cement and Concrete Reference Laboratory (CCRL) or
Construction Materials Engineering Council (CMEC) , with all deficiencies corrected .
Ensure that each panel and post is permanently and clearly marked by ink stamping the
tongue and groove portion of the panel and post . Mark the panel with the panel type, date cast,
project number, manufacturer ' s name or symbol and the post with the date cast, project number
and manufacturer ' s name or symbol .
5344 Approved Proprietary Sound Barrier Panels and Systems .
Proprietary panels or systems listed on the QPL that have been pre -determined by the
Engineer to be in compliance with the project design and aesthetic criteria shown in the Plans
may be used.
Manufacturers seeking evaluation of products for inclusion on the QPL must submit an
application in accordance with Section 6 , independently certified test reports , and written
certification that the product meets the requirements of this Section, Design Standards Index
Nos . 5200 thru 5207 , and the Sound Barrier Evaluation Criteria contained in the State Structures
Design Office ' s Structures Manual .
Provide written certification from the manufacturer of the panels that the product meets
the requirements of this Section and is the same product listed on the QPL.
534-5 Shop Drawing Submittal.
Do not include shop drawings of the basic panel details , submit only the information
requested. Submit shop drawings in accordance with Section 5 , showing a plan and elevation of
the sound walls with the following project specific information provided :
1 . Begin and end wall stations with offsets
2 . Horizontal and vertical alignments of the wall
3 . Fire hose access hole locations
4 . Drainage panel locations and type
5 . Graphic details and graphic panel location
6 . Panel locations
7 . Post locations
8 . Elevations of top of panel , bottom of panel, and panel joints
9 . Existing and proposed ground elevations
10 . Utility locations
11 . Special post and panel details
12 . Post and pile connection details
13 . Post Cap Details
14 . Lifting devices
5341mmmm6 Construction Methods .
A. Prior to beginning earthwork on the project, stake the wall location in the field, and
establish the final ground line elevations at the base of the walls . Use these elevations to develop
the shop drawings , including a complete elevation view of each wall indicating top and bottom
elevations as well as the roadway grade . Protect the final ground elevations established in the
field for the duration of the project, and do not adjust without prior approval of the Engineer .
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Keep to a minimum the clearing and grubbing, and trimming of trees as necessary to construct
the walls .
B . Do not mix wall types or colors at any one site . Install the walls in accordance with the
Plans , and in accordance with shop drawings submitted to and approved by the Engineer. Secure
joints and connections in such a manner as to be structurally sound and without visible openings
in the system allowing sound transmission . Ensure metal walls do not produce a secondary 1
source of noise transmission due to vibration .
C . Repair marred, chipped, scratched, or spalled areas of walls at no expense to the
Department in accordance with the manufacturer ' s recommendations or at the Engineer ' s
direction .
D . The Contractor may substitute welded for fixed bolt connections or vice versa on °
metal walls , where applicable, provided load calculations are submitted for the specific modified
connection and uses a minimum safety factor of 3 . 0 .
E . Place trench backfill for wall construction in accordance with 125 - 8 . Use select
materials for the trench backfill .
If, in the opinion of the Engineer, the trench is too narrow to compact, backfill the
trench excavation with flowable fill meeting the requirements of Section 121 or concrete meeting
the requirements of Section 346 or 347 to the satisfaction of the Engineer at no expense to the Li
Department .
F . Dispose of all excess excavation in a manner satisfactory to the Engineer.
G . Keep right-of-way fence that is scheduled to be salvaged in place until completing the
p.
wall or, in the opinion of the Engineer, as long as possible . .
H . After erecting the wall, leave the disturbed area in a finished condition at the direction k
of the Engineer, and grass or sod the area as indicated in the Plans .
I . Erection Tolerances :
1 . Variation from plumb : plus or minus 1 /4 inch/ post height
2 . Panel alignment : plus or minus 1 /4 inch
3 . Top of panel elevation : plus or minus3 /4 inch
4 . Elevation difference of adjacent panels : plus or minus 1 /2 inch
5 . Joint taper over panel length : plus or minus 1 /2 inch
6 . Top of collar elevation : plus or minus3 /4 inch
7 . Post placement :
a. Variation from specified location plus or minus 1 /2 inch "
b . variation from specified elevation plus or minus 1 /4 inch
8 . Continuity of graphics , fracture fins , etc across joints : 1 /4 inch
J . When building sound barriers on top of earth berms , construct the berms of fill material
compacted to 95 % of the maximum density as determined by AASHTO T 99 . re
K. Provide the concrete wall (Precast or Cast-in- Place) with a uniform color, pattern , and
texture .
534-7 Test Wall. 1
Erect a test wall section not less than 50 feet in length before starting general wall
construction at the project site . The Engineer will use the erection of the test wall to determine if
the Contractor ' s methods and equipment are sufficient to produce a sound barrier that meets the
requirements of the Contract Documents . The Contractor may revise his methods and equipment
as necessary , at any time during the positioning of the test wall, in order to satisfactorily meet all E
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Contract requirements . Build the test wall at a permanent wall location, as directed by the
Engineer. If the test wall does not meet the construction tolerances , remove and dispose of it at
no expense to the Department . Include the cost of the test wall in the cost of the sound barrier.
534-8 Repairs or Rejection.
For precast concrete sound barrier components that have not been installed, evaluate
cracks , spalls and other deficiencies in accordance with 450 - 12 . Repair deficiencies in
accordance with 450- 13 or the plant ' s approved repair methods that are included as part of the
QCP . Ensure that the original performance and durability of repaired sound barrier components
are maintained. Use materials for concrete repair that will meet or exceed the strength
requirement for the class of concrete used . Materials meeting the requirements of Section 930
may be substituted for non- shrink grout when required by 450 - 13 . Precast concrete sound barrier
components are subject to rejection if they fail to conform to any of the requirements after repair .
For precast concrete sound barrier components that have been installed, the disposition of
concrete cracks shall be in accordance with 400 -21 .
534-9 Method of Measurement.
The quantity to be paid for will be the plan quantity, in square feet, measured in place ,
IV
completed and accepted, of the area bounded by the top of the top panel and the bottom of the
bottom panel without deductions for openings in the panels , and the beginning to end limits
shown in the control drawings .
53440 Basis of Payment.
Price and payment will be full compensation for all work specified in this Section,
including but not limited to : furnishing all materials , labor, panels , special panels , posts , post
IV
caps , collars , . reinforcing steel, foundations, drain holes , fire hose access holes , grating, neoprene
pads , equipment, alignment pins , etc . necessary to construct the sound barriers . Include in this
price , the cost of any charges for power stoppages , sound barrier wall realignments , special
erection methods , etc . required to construct the wall .
Payment will be made under :
Item No . 534 - 72 - Sound Barrier - per square foot.
536 GUARDRAIL .
(REV 6-940) (FA 74640) (141 )
SUBARTICLE 536-2 . 4 (Page 674 ) is deleted and the following substituted :
536-2 . 4 Offset Blocks : Use guardrail offset blocks of either timber, steel , recycled
plastic , or rubber, and of the sizes specified in the Design Standards .
Treat timber blocks in accordance with the requirements for posts in 955 - 5 . 3 .
Ensure that penetration of preservative is in accordance with requirements for round piles and
fence posts in 955 -6 . 2 . For timber offset blocks , meet the requirements of the latest edition of the
Southern Pine Inspection Bureau ' s Standard Grading Rules for Southern Pine Lumber, for No . l
grade timber. Dress all timber offset blocks on all four sides ( S4S ) . Ensure that timber offset
blocks do not vary more than 0 . 25 inch from the specified length .
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Use rubber or recycled plastic blocks that have a minimum Durometer hardness
of 50 (ASTM D 2240) , show no cracking at the end of an ozone exposure of 100 plus or minus
10 pphm for 15 hours at 100°F (ASTM D 1149 mounting type A) , do not exceed 15 points
change in Durometer hardness in oven ageing for 70 hours at 158°F (ASTM D 573 ) , and show
no cutting or tearing under a 6 , 500 lb load applied through a guardrail section . Ensure that the M
blocks present a neat appearance and have plane surfaces . Provide rubber or recycled plastic
blocks that are 6 inches wide , 8 inches deep and 14 inches high . Allow dimensional tolerances of
plus or minus 5 /8 inch in height, plus or minus 3 /8 inch in width, and plus or minus 3 / 8 inch in
depth .
Use recycled plastic offset blocks that meet the requirements of Section 972 and
are listed on the Qualified Products List (QPL) . Manufacturers seeking evaluation of their
product shall submit an application in accordance with Section 6 and include certified test reports
from an approved independent test laboratory that shows the material meets all the requirements
of this Section and Section 972 .
544 CRASH CUSHIONS .
(REV 64740) (84240) (141 )
SECTION 544 (Pages 678 — 679) is deleted and the following substituted :
SECTION 544
CRASH CUSHIONS
544. 1 Description .
Install redirective and non-redirective crash cushions (of the sizes and types designated in
Le the plans . Redirective crash cushions are safety devices with capabilities to redirect the
impacting vehicle over the full length of the device . Non-redirective crash cushions allow
controlled penetration of the impacting vehicle over the full length of the device .
544-2 Qualified Products List (QPL) .
Use crash cushions listed on the QPL. Manufacturers seeking evaluation of their crash
cushions shall furnish certified test reports showing that their products meet all test requirements
of NCHRP 350 or the Manual for Assessing Safety Hardware 2009 (MASH) .
544-3 Construction.
Handle and install manufactured materials or articles in accordance with the
manufacturer ' s instructions and the Design Standards .
Use attenuators delineated with a Type I Object Marker specified in Section 705 or
sheeting in accordance with 990 -2 .
Perform repairs necessary due to defective material, work, or operations without
additional cost to the Department.
Restore the attenuator damaged by the traveling public after the installation is completed,
accepted and serving its intended purpose on an open section of bridge or roadway within
24 hours .
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5444 Compensation.
Price and payment will be full compensation for the complete system or module in place
and accepted, including object marker or sheeting, and restoration of damaged attenuators .
Relocation of an existing attenuator system to a permanent location called for in the plans
shall be paid for at the Contract unit price for relocating existing systems . Price and payment will
be full compensation for relocating and reinstalling the system in accordance with the
manufacturer ' s instructions and the Design Standards .
Ve Payment will be made under :
Item No . 544- 74- Relocate Crash Cushion, - each .
Item No . 544- 75 - Crash Cushion - each .
546 RUMBLE STRIPS .
(REV 7-6-09) (FA 8-31 -09) (140)
ARTICLE 546 -2 (Page 679) is deleted and the following substituted :
546-2 Materials for Raised Rumble Strips .
Construct Raised Rumble Strips using one of the following :
(a) Thermoplastic materials listed on the Qualified Products List (QPL) , meeting
the requirements of 971 - 1 and 971 -6 . Ensure that the material used can be restored to its original
dimensions by using a self bonding overlay meeting these requirements . Submit a certified test
report to the Engineer indicating that the materials meet all requirements specified.
Before applying thermoplastic materials on portland cement concrete
surfaces , apply a primer sealer recommended by the manufacturer.
(b) Any plant-mixed hot bituminous mixture meeting the requirements of a job .
mixformula issued by the Department, except open-graded friction course .
Prior to the application of any plant-mixed hot bituminous material , apply
a tack coat meeting the requirements of 300-2 . 3 .
The mixture will be accepted on the basis of visual inspection by the
Engineer with no further testing required.
548 RETAINING WALL SYSTEMS
(REV 54740) (FA 6440) (141 )
ARTICLE 548 -2 (Pages 681 — 683 ) is deleted and the following substituted :
548-2 Materials .
Purchase the precast components , soil reinforcement, attachment devices , joint filler,
filter fabric , and all necessary incidentals from the wall supplier chosen .
548-2 . 1 Concrete : Ensure that concrete utilized for wall components is as specified in
the Contract Documents and is consistent with the concrete class , environmental classification
and admixture requirements for durability as stated in the Contract Documents . Produce and
supply concrete for all wall components meeting the requirements of Section 346 .
A 56 -
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Produce and supply concrete for the leveling pad meeting the requirements of
Section 347 . Assume responsibility for performance of all testing required by Section 346 . Use
Department approved mix designs .
548-2 .2 Reinforcing Steel : Meet the requirements of Section 931 utilizing Grade 60
(Black) steel .
548-2 .3 Backfill Reinforcement : For walls utilizing backfill reinforcement, use
reinforcement consisting of steel wire mesh, metal strips or structural geosynthetics as required
for the wall system chosen .
Use steel wire mesh and embedded loops shop fabricated from cold drawn steel
wire meeting the minimum requirements of ASTM A 82 , and weld into the finished mesh fabric
in accordance with ASTM A 185 . Use steel strips hot rolled from bars to the required shape and
dimensions with physical and mechanical properties meeting ASTM A 572 Grade 65 or as
shown in the Contract Documents . Use shop-fabricated hot rolled steel tie straps meeting the
minimum requirements of ASTM A 1011 /A 1011 M , Grade 50 , or as shown in the Contract
Documents .
Ensure that steel reinforcing strips , tie strips , reinforcing mesh and connectors
used in permanent walls are galvanized in accordance with ASTM A 123 or ASTM A 153 , as
applicable .
AC Use structural geosynthetics made of polypropylene , select high density
polyethylene or high-tenacity polyester fibers having cross -sections sufficient to permit
significant mechanical interlock with the backfill . Use geosynthetics having a high tensile
modulus in relation to the backfill . Use geosynthetics having high resistance to deformation
under sustained long term design load while in service and resistant to ultraviolet degradation, to
damage under normal construction practices and to all forms of biological or chemical
degradation nonnally encountered in the material being reinforced. Do not use uncoated
polyester (PET) reinforcements or reinforcements weakened or damaged by high pH
environments within the flowable fill .
Store the geosynthetics in conditions above 20°F and not greater than 140°F .
Prevent mud, wet cement, epoxy, and like materials from coming into contact with and affixing
to the geosynthetic material . Rolled geosynthetic may be laid flat or stood on end for storage .
Cover the geosynthetic and protect from sunlight prior to placement in the wall system .
Carefully inspect all reinforcement, steel and geosynthetics to ensure they are the
proper size and free from defects that may impair their strength and durability.
548-2 .4 Attachment Devices : Use backfill reinforcement attachment devices as required
by the wall system chosen .
548-2 .5 Joint Materials and Filter Fabrics .
548-2 . 5 . 1 Horizontal Joint Filler : Use elastomeric or polymeric pads/fillers in
all horizontal joints between precast components as recommended by the wall manufacturer.
Ensure that the pads are of sufficient size and hardness to limit vertical stresses on the pad and
concrete surface and to prevent concrete to concrete contact at the joints .
548-2 . 5 . 2 Joint Covers : Cover joints and other wall openings with geotextile
fabric meeting the requirements of Section 985 and Type D - 5 of the Design Standards , Index
No . 199 . Apply an adhesive approved by the Engineer to the back of the precast component for
attachment of the fabric material .
548-2 . 5 .3 Alignment Pins : Ensure that pins used to align the precast components
during construction are of the size , shape and material required for the wall system chosen .
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5444 Compensation.
Price and payment will be full compensation for the complete system or module in place
and accepted, including object marker or sheeting, and restoration of damaged attenuators .
Relocation of an existing attenuator system to a permanent location called for in the plans
shall be paid for at the Contract unit price for relocating existing systems . Price and payment will
be full compensation for relocating and reinstalling the system in accordance with the
manufacturer ' s instructions and the Design Standards .
Payment will be made under:
Item No . 544- 74- Relocate Crash Cushion, - each .
Item No . 544- 75 - Crash Cushion - each .
546 RUMBLE STRIPS .
(REV 7-6-09) (FA 8-3149) (140)
ARTICLE 546 -2 (Page 679) is deleted and the following substituted :
546-2 Materials for Raised Rumble Strips.
Construct Raised Rumble Strips using one of the following :
(a) Thermoplastic materials listed on the Qualified Products List (QPL) , meeting
the requirements of 971 - 1 and 971 -6 . Ensure that the material used can be restored to its original
dimensions by using a self bonding overlay meeting these requirements . Submit a certified test
r` report to the Engineer indicating that the materials meet all requirements specified.
Before applying thermoplastic materials on portland cement concrete
surfaces , apply a primer sealer recommended by the manufacturer.
(b) Any plant-mixed hot bituminous mixture meeting the requirements of a job -
mix formula issued by the Department, except open-graded friction course .
Prior to the application of any plant-mixed hot bituminous material, apply
a tack coat meeting the requirements of 300-2 . 3 .
The mixture will be accepted on the basis of visual inspection by the
Engineer with no further testing required .
548 RETAINING WALL SYSTEMS
(REV 54740) (FA 6440) (1 - 11 )
ARTICLE 548 -2 (Pages 681 — 683 ) is deleted and the following substituted :
548-2 Materials .
Purchase the precast components , soil reinforcement, attachment devices , joint filler,
filter fabric , and all necessary incidentals from the wall supplier chosen .
548-2 . 1 Concrete : Ensure that concrete utilized for wall components is as specified in
the Contract Documents and is consistent with the concrete class , environmental classification
and admixture requirements for durability as stated in the Contract Documents . Produce and
supply concrete for all wall components meeting the requirements of Section 346 .
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Produce and supply concrete for the leveling pad meeting the requirements of
Section 347 . Assume responsibility for performance of all testing required by Section 346 . Use
let
Department approved mix designs .
548-2 .2 Reinforcing Steel : Meet the requirements of Section 931 utilizing Grade 60
(Black) steel .
548-2 .3 Backfill Reinforcement : For walls utilizing backfill reinforcement, use
reinforcement consisting of steel wire mesh, metal strips or structural geosynthetics as required
for the wall system chosen .
Use steel wire mesh and embedded loops shop fabricated from cold drawn steel
wire meeting the minimum requirements of ASTM A 82 , and weld into the finished mesh fabric
in accordance with ASTM A 185 . Use steel strips hot rolled from bars to the required shape and
dimensions with physical and mechanical properties meeting ASTM A 572 Grade 65 or as
shown in the Contract Documents . Use shop- fabricated hot rolled steel tie straps meeting the
minimum requirements of ASTM A 1011 /A 1011 M , Grade 50 , or as shown in the Contract
Documents .
Ensure that steel reinforcing strips , tie strips , reinforcing mesh and connectors
used in permanent walls are galvanized in accordance with ASTM A 123 or ASTM A 153 , as
applicable .
Use structural geosynthetics made of polypropylene , select high density
polyethylene or high-tenacity polyester fibers having cross - sections sufficient to permit
significant mechanical interlock with the backfill . Use geosynthetics having a high tensile
modulus in relation to the backfill . Use geosynthetics having high resistance to deformation
under sustained long term design load while in service and resistant to ultraviolet degradation , to
damage under normal construction practices and to all forms of biological or chemical
degradation normally encountered in the material being reinforced . Do not use uncoated
polyester (PET) reinforcements or reinforcements weakened or damaged by high pH
environments within the flowable fill .
Store the geosynthetics in conditions above 20°F and not greater than 140°F .
Prevent mud, wet cement, epoxy, and like materials from coming into contact with and affixing
to the geosynthetic material . Rolled geosynthetic may be laid flat or stood on end for storage .
Cover the geosynthetic and protect from sunlight prior to placement in the wall system .
Carefully inspect all reinforcement, steel and geosynthetics to ensure they are the
proper size and free from defects that may impair their strength and durability.
548-2A Attachment Devices : Use backfill reinforcement attachment devices as required
by the wall system chosen .
548-2 .5 Joint Materials and Filter Fabrics :
548-2 . 5 . 1 Horizontal Joint Filler : Use elastomeric or polymeric pads/fillers in
all horizontal joints between precast components as recommended by the wall manufacturer.
Ensure that the pads are of sufficient size and hardness to limit vertical stresses on the pad and
concrete surface and to prevent concrete to concrete contact at the joints .
548-2 . 5 .2 Joint Covers : Cover joints and other wall openings with geotextile
fabric meeting the requirements of Section 985 and Type D- 5 of the Design Standards , Index
No . 199 . Apply an adhesive approved by the Engineer to the back of the precast component for
attachment of the fabric material .
548-2 . 5 .3 Alignment Pins : Ensure that pins used to align the precast components
during construction are of the size , shape and material required for the wall system chosen .
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548-2 . 6 Backfill Material :
548-2 . 6. 1 General : Provide compacted select backfill or flowable fill within the
retaining wall volume when the option for flowable fill is shown in the plans . The retaining wall
volume is defined to extend from the top of the leveling pad or footing, or bottom of walls which
do not have footing or leveling pads , to the finish grade line and from the face of the wall to a
vertical plane passing through the end of the extreme wall component (straps , counterforts , etc . )
plus 1 foot.
548-2 . 6. 2 Compacted Select Backfill : Meet the requirements of Sections 105
and 120 except as noted within this Section . Have the backfill material tested for every soil type
for pH, resistivity, sulfate and chloride content by a Department approved independent testing
laboratory prior to placement. Provide certification to the Engineer, that the results have met the
requirements of this Section and are signed and sealed by a Professional Engineer, registered in
the State of Florida.
For constructing the retaining wall volume , do not use backfill material
containing more than 2 . 0 % by weight of organic material, as determined by FM 1 -T 267 and by
averaging the test results for three randomly selected samples from each stratum or stockpile of a
particular material . If an individual test value of the three samples exceeds 3 % , the stratum or
stockpile will not be suitable for constructing the retaining wall volume .
Ensure that the material is non-plastic as determined by AASHTO T 90
and the liquid limit as determined by AASHTO T 89 is less than 15 . The pH, as determined by
FM 5 - 550 , shall not be lower than five and not higher than nine .
Use backfill for walls using soil reinforcements that meets the following
gradation limits determined in accordance with AASHTO T 27 and FM 1 -T 011 :
Sieve Size Percent Passing
3 1 /2 inches 100
3 /4 inch 70 - 100
No . 4 30- 100
No . 40 15400
No . 100 0- 65
No . 200 0 - 12
In addition, for permanent walls utilizing metallic soil reinforcement, use
backfill that meets the following electro- chemical test criteria for determining corrosiveness :
Criteria Test Method
Resistivity: > 3000 ohm - • cm FM 5 - 551
Soluble sulfate content : < 200 PPM FM 5 - 553
Soluble chloride content < 100 PPM FM 5 - 552
For walls not using soil reinforcement, use backfill that meets the
following gradation limits determined in accordance with AASHTO T 27 and FM 1 -T 011 :
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Sieve Size Percent Passing
3 1 /2 inches 100
No . 200 042
548-2 . 6.3 Flowable Fill : Meet the requirements of Section 121 except as noted
within this Section and the plans .
SUBARTICLE 548 - 6 . 5 (Page 686) is deleted and the following substituted :
548-6. 5 Backfill Placement :
548-6 .5 . 1 Compacted Select Backfill : Perform work in accordance with an
approved Quality Control Plan (QCP) meeting the requirements of 105 -3 . A LOT is defined as a
single lift of finished embankment not to exceed 500 feet in length . Isolated compaction
operations will be considered as separate LOTs . For multiple phase construction, a LOT will not
extend beyond the limits of the phase .
Place the backfill closely following the erection of each course of precast
components or soil reinforcement layers and spread by moving the machinery parallel to the wall
face . Do not allow equipment heavier than 8 tons closer than 3 feet behind the wall face . Place
backfill in a manner to avoid any damage or disturbance to the wall materials or misalignment of
the facing materials . Remove and replace any wall materials which become damaged or
disturbed during backfill placement at no cost to the Department, or correct as directed by the
Engineer. Remove and reconstruct any misalignment or distortion of the wall facing due to
placement of backfill outside the limits of this specification at no cost to the Department.
Sheepfoot, grid rollers or other types of equipment employing a foot are
not allowed . Achieve compaction within 3 feet of the back of the wall face using a power
operated roller or plate weighing less than 1 , 000 lbs . At a distance greater than 3 feet from the
back of the wall, a vibratory roller may be used, provided that the frequency and amplitude
combined with bulk weight of the roller has performed satisfactorily at a trial section of the same
type of wall . A smooth wheel or rubber tire roller is considered adequate . Ensure that the
maximum lift thickness after compaction does not exceed 6 inches . Decrease the lift thickness if
necessary, to obtain specified density.
Perform backfill compaction in a way that the compactor moves in a
direction parallel to the wall face and proceeds from a distance not less than 3 feet behind the
wall face toward the end of the soil reinforcement element.
Ensure that the moisture content of the backfill material prior to and
during compaction is uniformly distributed throughout each layer of material . Use backfill
material having a placement moisture content at the dry side of the Optimum Moisture content.
To achieve the required compaction moisture content, use water that meets the requirements of
Section 923 . Do not use saltwater. Do not transport excessively moist backfill materials to the
site for any reason . The Engineer will determine the Optimum Moisture Content in accordance
with FM 5 - 521 .
At the end of each day ' s operation, shape the last level of backfill to
permit runoff of rainwater away from the wall face or provide a positive means of controlling run
off away from the wall such as temporary pipe , etc .
548-6 .5 . 2 Flowable Fill : Perform work in accordance with an approved Quality
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Control Plan (QCP) meeting the requirements of 105 -3 . Metallic wall components (including
metallic soil reinforcements) must not be in partial contact with the flowable fill . If the metallic
components contact the flowable fill , the metallic components must be completely encapsulated
by the flowable fill .
SUBARTICLE 54840 (Page 689 ) is deleted and the following substituted :
54840 Basis of Payment.
Price and payment will be full compensation for all work specified in this Section,
including the design of the wall system, excavation required specifically for wall construction
below the normal roadway template , backfill reinforcement, leveling pad, footings , copings ,
fabric material , horizontal joint materials , alignment pins , repairs , labor, equipment, and other
materials necessary to complete the wall in an acceptable manner as shown on the Contract
drawings . The cost of backfill for the normal roadway template will be included in the cost of
embankment or borrow excavation, as applicable .
Payment will be made under :
Item No . 548 - 12 - Retaining Wall System (Permanent) - per square foot .
Item No . 548 - 13 - Retaining Wall System (Temporary) - per square foot.
550 FENCING
(REV 54440) (FA 7-2040) (1 - 11 )
SUBARTICLE 550-3 . 1 (Page 690) is deleted and the following substituted :
550-3 . 1 Type A Fence (Farm Fence) : Meet the requirements of Section 954 for timber
posts and braces . For metal posts and braces , and for recycled plastic fence posts , meet the
requirements of the Design Standards .
For the fabric and all other accessories , meet the requirements of the Design
Standards .
560 COATING STRUCTURAL STEEL .
(REV 64149) (FA 6-25-09) ( 1 - 10)
PAGE 714 . The following new Section is added after Section 557 :
SECTION 560
COATING STRUCTURAL STEEL
5604 Description
Coat new structural steel in accordance with the requirements of this Section .
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560-2 Materials .
560-2 . 1 Coating System : Use only coating products and systems meeting the
requirements of Section 975 and listed on the Departments Qualified Products List (QPL) .
Use Type M coal tar epoxy coatings meeting the requirements of Section 926 and
listed on the Department ' s QPL for coating of permanent bulkhead sheet piles and H piles .
560-2 .2 Thinners, Solvents and Cleaners : Use thinners , solvents and cleaners listed on
the coating manufacturer ' s product data sheet .
560-2 .3 Caulking : Use caulks that are paintable, compatible with the coating system and
recommended by the coating manufacturer as part of the coating system .
560-2 .4 Soluble Salts Test Kit : Use a soluble salts test kit in accordance with
SSPC -Guide 15 utilizing a Class A retrieval method. Ensure the test sleeve or cell creates a
sealed, encapsulated environment during ion extraction and is suitable for testing all structural
steel surfaces .
560-2 .5 Abrasives : Use properly sized abrasives to achieve the required cleanliness and
anchor profile . Use abrasives meeting the requirements of SSPC -AB 1 , Mineral and Slag
Abrasives , SSPC -AB 2 , Cleanliness of Recycled Ferrous Metallic Abrasives , or SSPC -AB 3 ,
Newly Manufactured or Re-Manufactured Steel Abrasive and do not introduce any
contamination that interferes with the coating application and performance .
Provide certification to the Engineer that the abrasives used meet the requirements
of this Section and do not contain any chlorides and other salts .
For recycled abrasives , verify compliance with the conductivity and cleanliness
requirements of SSPC -AB 2 after each recycling or more frequently if required by the Engineer.
Select a sample from each recycling machine in use and conduct the water- soluble contaminant
and oil content tests outlined in SSPC -AB 2 at least one time each week or more frequently if
directed by the Engineer. Conduct the non- abrasive residue and lead content tests as directed by
the Engineer. If test results do not meet requirements , notify the Engineer immediately, remove
and replace the abrasive , clean the recycling equipment , and conduct tests each day to confirm
the equipment is functioning properly. Return to the weekly testing interval as directed by the
Engineer.
560-2 . 6 Rust Preventative Compound : Use a Class 3 rust preventative compound
meeting the requirements of Military Specification MIL-C4 1796C , Corrosion Preventative
Compound, Petrolatum, Hot Applied.
560-2 . 7 Storage : Store materials in conformance with the manufacturer ' s
recommendations .
560-3 Equipment.
560-3 . 1 Compressed Air : Use a compressed air system capable of delivering clean, dry,
continuous nozzle pressure to achieve the required surface cleanliness and profile or spray
pattern . The system must comply with the instructions and recommendations of the manufacturer
of the abrasive blasting system or coating application system .
560-3 . 2 Abrasive Blasting System : Design the blasting system to produce the specified
cleanliness and profile .
560-3 .3 Coating Application System : Use the coating application equipment approved
by and in accordance with the Coating Manufacturer ' s technical data requirements .
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560.4 Environmental, Health and Safety Requirements .
Isolate the work areas with containment devices , canvasses , tarpaulins or screens during
all surface preparation and coating application operations . Dispose of all debris and waste
products generated in accordance with all Federal, State and Local regulations .
560-5 Quality Control.
560-5 . 1 Shop Preparation and Application : Prior to applying coatings , provide a
current Corporate Quality Control Plan approved by the American Institute of Steel Construction
(AISC) under the Sophisticated Paint Endorsement program or SSPC under the SSPC -QP3
certification to the State Materials Office for approval .
560-5 . 2 Field Preparation and Application : Provide a current Corporate Quality
Control Plan approved by SSPC under the SSPC -QP1 and/or SSPC -QP2 certifications as
appropriate and a site specific Coating Quality Control Plan to the Engineer at least 14 calendar
days prior to beginning coatings work. Do not begin coatings work until the site specific Coating
Quality Control Plan has been approved by the Engineer.
560-5 .3 Inspection : Ensure that all inspection equipment is maintained in accordance
with the manufacturer' s instructions , calibrated, and in good working condition. Ensure that all
activities are observed and approved by a quality control coatings inspector meeting the
requirements of this Section . Maintain daily inspection reports at the job site for review by the
Engineer. Provide all daily inspection reports upon completion of the project to the Engineer or
more frequently as requested by the Engineer.
560-6 Qualifications .
560-6 . 1 Shop : Provide documentation to the Engineer at least 14 days prior to beginning
work that the shop performing any work in accordance with this Section is certified by AISC
Sophisticated Paint Endorsement or by SSPC to the requirements of SSPC - QP3 .
560-6.2 Field Contractor : Provide documentation to the Engineer at least 14 days prior
to beginning work that the field contractor performing any work in accordance with this Section
is certified by SSPC to the requirements of SSPC - QP1 and/or SSPC - QP2 as appropriate .
560-6.3 Quality Control Inspectors in the Shop and Field : Provide documentation to
the Engineer that all personnel performing quality control inspections are certified at a minimum
as a National Association of Corrosion Engineers (NACE) Coating Inspector Level I or a SSPC
Level 1 Bridge Coating Inspector and that they report directly to a Quality Control Supervisor
who is certified either as a NACE Coating Inspector Level 3 or a SSPC Level 2 Bridge Coating
Inspector.
560-6.4 Certifications : Maintain certifications for the duration of the Contract . If the
certifications expire, do not perform any work until certifications are reissued.
Notify the Engineer of any change in certification status .
560-7 Surface Preparation.
560-7 . 1 General : Ensure all surfaces to be coated are clean , dry, and free from oil ,
grease , dirt, dust, soluble salts , corrosion, peeling coating, caulking, weld spatter, mill scale and
any other surface contaminants . Prepare all surfaces that will become inaccessible after
fabrication, erection, or installation while accessible . Sequence the surface preparations and
coating operations so that freshly applied coatings will not be contaminated by dust or foreign
matter. Protect all equipment and adjacent surfaces not to be coated from surface preparation
operations . Protect working mechanisms against intrusion of abrasive . In the event that any
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rusting or contamination occurs after the completion of the surface preparation, prepare the `
Vve surfaces again to the initial requirements . Perform surface preparation work only when the
temperature of the steel surface is at least 5 °F above the dew point temperature .
560-7 . 2 Mechanical Removal of Surface Defects : Break all corners resulting from
sawing, burning, or shearing. In areas where burning has been used, remove the flame hardened s
surface of the steel to the extent necessary to achieve the required surface profile after abrasive
blast cleaning. Remove all weld slag and weld spatter. Conduct all of this work in accordance
with AASHTO/NSBA Steel Bridge Collaboration S 8 . 1 .
560-7 .3 Cleaning : Clean all steel surfaces in accordance with the requirements of
SSPC- SP 1 .
560-7 .4 Washing : Wash all steel surfaces in accordance with the requirements of
SSPC - SP 12 .
5604 .5 Soluble Salts Detection and Removal : Determine the chloride, sulfate and
nitrate concentrations on all steel surfaces using soluble salts test kits meeting the requirements
of 560-2 . 4 . Measure the concentration levels using the method described in SSPC -TU 4 . Perform
the tests after washing and after each applied coat of the coating system . Test three random
locations in the first 1000 square feet and one random location for each subsequent 1000 square
feet. Ensure the non-visible surface contaminant concentrations on blast-cleaned surfaces do not
exceed the levels in SSPC - SP 12 Table Al NV12 for chloride , soluble ferrous iron and sulfate
and 10 µg/cmZ for nitrate . When any concentration exceeds these levels rewash the entire surface
area and retest. If additional washing does not reduce the concentration to the acceptable level, a
surface treatment or water additive may be used . Use a surface treatment or water additive that is
approved by the coating system supplier and the Engineer.
560-7 .6 Abrasive Blast Cleaning : Prepare steel by abrasive blast cleaning to "Near-
White" metal condition as defined in SSPC - SP 10 . Use SSPC VIS 1 as an aid in establishing
cleanliness . After abrasive blast cleaning, ensure the surface profile meets the requirements of
the coating manufacturer ' s product data sheet. Determine the surface profile using replica tape in
accordance with ASTM D 4417 , Method C .
Perform all abrasive blast cleaning within a containment system to ensure
confinement of all particulates . Design the containment system to comply with all applicable
Federal , State, and Local regulations . Ensure the abrasive blast cleaning does not produce holes ,
cause distortion , remove metal, or cause thinning of the substrate .
560-7. 7 Hand and Power Tool Cleaning : Prepare steel by power and hand tool cleaning
as defined in SSPC- SP 11 , SSPC- SP 3 , and SSPC- SP 2 for touch up and repair when approved
by the Engineer. Use SSPC -VIS 3 as an aid in establishing cleanliness .
560-8 Surfaces Not to be Coated .
560-8 . 1 Galvanized Surfaces : Do not coat galvanized surfaces unless specified in the
Contract Documents .
560-8 . 2 Surfaces to be in contact with Concrete : Do not coat the areas of contact
surfaces of steel to be encased or embedded in concrete , or coated with concfete unless specified
in the Contract Documents . When specified, prepare the contact surfaces and apply primer .
560-8 .3 Faying Surfaces : After application of the primer, protect the contact surfaces of
members to be joined by high- strength bolts in friction type joints from all other coatings and
foreign material .
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560-8 .4 Machine Finished Surfaces : Apply a coating of rust preventative compound to
all machine finished or similar surfaces that are not to be coated, or will not be coated
immediately .
560-8 . 5 Surfaces to be Welded : Mask off surfaces within 1 inch of field welded
connections before the application of any shop coating . Apply a mist coat of primer that is less
than 1 mil dry film thickness to surfaces where shear studs will be welded .
560.9 Application .
560-9 . 1 General : Apply a complete coating system to all structural steel surfaces except
surfaces indicated in 5600,, 8 . Apply a complete coating system to all surfaces that will become
inaccessible after fabrication, erection, or installation .
Apply the prime coat in the shop . Apply the intermediate coat in the shop or field.
Only apply the finish coat after erection and after concrete work is complete .
Prior to the application of any coating, inspect the substrate for contamination and
defects , and prepare the surface in accordance with 560 . 7 before application of the next coat.
Apply each coat including a stripe coat in a color that contrasts with the substrate
or preceding coat . For exterior surfaces , apply a finish coat color meeting Federal Standard,
595B , Shade 36622 , unless otherwise specified in the Contract Documents .
560-9 .2 Weather and Temperature Limitations : Do not spray coating when the
measured wind speed in the immediate coating area is above 15 miles per hour. Do not apply
coatings when contamination from rainfall is imminent or when the ambient air temperature ,
NO
relative humidity, dew point temperature, or temperature of the steel is outside limits of the
coating manufacturer ' s product data sheet.
560-9 .3 Sealing Using Caulk: Completely seal the perimeter of all faying surfaces ,
cracks and crevices , joints open less than 1 /2 inch, and skip-welded joints using caulk. Apply the
caulk to the joint following the caulk manufacturer ' s recommendations . Ensure the caulk bead
I NO has a smooth and uniform finish and is cured according to the caulk manufacturer ' s
recommendation prior to the application of the coating system .
560-9 .4 Protection of Adjacent Surfaces : Protect all surfaces and working mechanisms
not intended to be coated during the application of coatings . Clean surfaces that have been
contaminated with coatings until all traces of the coating have been removed. Do not allow
material from cleaning and coating operations to be dispersed outside the work site .
560-9 . 5 Mixing and Thinning : Mix all coatings in accordance with the manufacturer ' s
product data sheet . Only mix complete kits . Use thinners and solvents in accordance with the
requirements of the coating manufacturer ' s product data sheet and confirm that the amount of
thinner added does not result in the coating exceeding VOC regulations stated in Section 975 .
Perform all mixing operations over an impervious surface with provisions to
prevent runoff to grade of any spilled material .
560-9 . 6 Application Methods : Use coating application equipment and apply coatings
per the coating manufacturer 's product data sheet. Application with brushes may be permitted
for minor touchup of spray applications , stripe coats , or when otherwise approved by the
Engineer. Adjust spray equipment to produce an even, wet coat with minimum overspray. Apply
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coatings in even, parallel passes , overlapping 50 percent . Agitate coatings during application as
required by the coating manufacturer ' s product data sheet .
560-9 . 7 Stripe Coating : Apply stripe coats to achieve complete coverage and proper
thickness on welds , corners , crevices , sharp edges , bolts , nuts , rivets , and rough or pitted
surfaces .
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560-9 . 8 Thickness of Coats : Apply coatings to the thickness as identified in the
manufacturer ' s product data sheet. After application of each coat, thoroughly inspect the surfaces
and measure the dry film thickness (DFT) in accordance with SSPC -PA 2 . When the DFT is
deficient or excessive , correct in accordance with the coating manufacturer ' s recommendations
and retest the area.
560-9 .9 Coating Drying, and Curing : Apply coatings within the time specified by the
coating manufacturer ' s product data sheet for drying and recoating . Test the coating for proper
cure before handling and shipping . Test for cure in accordance with the manufacturer ' s
recommended method. Meet the requirements of ASTM D 4752 for inorganic zinc primers or
F
ASTM D5402 for organic zinc primers when the manufacturer ' s technical data sheet does not
state a specified cure test. Obtain the acceptance criteria from the coating manufacturer and
report the results to the Engineer.
Prior to assembling bolted connections , test and verify that the primer coating on
the faying surfaces has cured to a resistance rating of 5 in accordance with ASTM D 4752 ,
ASTM D 5402 , or the coating manufacturer ' s requirements . If cure testing is performed per the
coating manufacturer ' s requirements , submit the test results to the Engineer for approval prior to
assembling the bolted connection .
560-9 . 10 Coating Finish : Apply each coat free of runs , sags , blisters , bubbles, and mud
cracking; variations in color, gloss , or texture ; holidays ; excessive film buildup ; foreign
contaminants ; orange peeling ; and overspray.
560- 10 Touchup and Repair.
Clean and coat all welds , rivets , bolts , and all damaged or defective coating and rusted
areas in accordance with 560 -7 and 560- 9 . Upon approval by the Engineer, aluminum mastic
may be used in accordance with the manufacturer ' s recommendations . Aluminum mastic must
contain aluminum pigment and minimum 80% volume solids .
560- 11 Coal Tar-Epoxy Coating of Permanent Bulkhead Sheet Piles and H Piles .
56041 . 1 Surface Preparation : Prepare the substrate in accordance with 560-7 . Provide
a depth of anchor profile in accordance with the manufacturer ' s product data sheet, but in no
case less than 2. 5 mils . Re-blast piles not coated during the same shift or if the surface to be
coated no longer meets the requirements SSPC - SP 10 .
560- 11 . 2 Application of Coating : Unless otherwise shown in the Contract Documents ,
apply the inorganic zinc and coal tar-epoxy coatings to all sides of H piles and the exposed side
of sheet and pipe piles from the top of the piles to a depth of five feet below the lower of the
design ground surface or the design scour depth . Apply the inorganic zinc in accordance with
this Section . Apply the coal tar-epoxy in accordance with the following specific requirements :
( 1 ) Apply the coal tar- epoxy system in two coats . The time interval between the
first coat and the second coat will be in strict accordance with the coating manufacturer ' s
published specifications . Apply the first coat to yield a dry film thickness of 8 to 10 mils . Apply
the second coat to attain a total dry film thickness of the two coats between 16 and 20 mils . For
sheet piles , give the inside portion of the interlock claw and the interlock ball a single coat that
will yield a dry film thickness of 2 to 4 mils . Build up and puddling of the coating in these areas
is not permitted .
(2) Ensure that no portion of the coating is less than the specified minimum film
thicknesses . The total minimum film thickness for any combination of coats will be the sum total
of the averages of the specified thickness range of the individual coats .
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(3 ) After applying the coating on the steel piles , the Engineer will thoroughly
inspect the surfaces and make film thickness measurements at the approximate rate of one for
each 25 ftZ of area unless deficient thickness is found. In this case , the rate of sub -measurements
will be increased as required to determine the extent of the deficient area .
560- 12 Basis of Payment.
If
No separate payment will be made for coating new structural steel . Include the cost in the
cost of the structural steel .
563 ANTI-GRAFFITI COATING SYSTEM — DESCRIPTION .
(REV 4-27-09) (FA 5-27-09) (140)
ARTICLE 563 - 1 (Page 715 ) is deleted and the following substituted :
5634 Description .
Apply an anti-graffiti coating system to the areas shown in the plans . Perform the
painting in accordance with this Section, using materials meeting the requirements of
Section 975 and listed on the Department ' s Qualified Products List (QPL) . Use anti -graffiti
coating systems that are recommended for the substrate by the anti -graffiti coating system
manufacturer. On concrete substrates , use sacrificial or non sacrificial anti -graffiti coatings . On
steel substrates , use non sacrificial anti-graffiti coatings only.
570 PERFORMANCE TURF.
(REV 1044-09) (FA 12-28-09) (740)
SECTION 570 (Pages 717 - 722) is deleted and the following substituted :
SECTION 570
PERFORMANCE TURF
5704 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 . 06 . 00 . . . . Boom . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . Section 981
Fertilizer . . . , , . , . . , 61060616 , 106 we 1906 me . . Section 982
Water . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 983
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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 44 .
Remove and replace any sod as directed by the Engineer.
570 -3 .4 Hydroseeding : Use equipment specifically designed for mixing the mulch, seed,
fertilizer, tackifier and dye , and applying the slurry uniformly over the areas to be hydroseeded .
Use mulch that does not contain reprocessed wood or paper fibers . Ensure that
50 % of the fibers will be retained on a twenty-five mesh screen .
Mix fertilizer as required into the hydroseeding slurry .
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.
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Cationic polyacrylamide shall not be used in any concentration . Do not spray polyacrylamide
gil 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
In
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 .
Provide documentation to the Engineer of manufacturer ' s testing at an
independent laboratory, 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 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 .
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 - O- 8 .
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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 .
u 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 5704 , continuously maintain all turf areas
until the requirements for established turf set forth in 5704 have been met.
During the entire establishment period and until turf is established in accordance with this
specification , continue inspection 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 5704 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 .
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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 5704 within one-year of final acceptance of the Contract in
accordance with 5 - 11 , or fail to compensate the Department 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 provides an established turf or makes full and
complete payment for the remedial work performed by 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.
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603 GENERAL REQUIREMENTS FOR THE INSTALLATION AND EVALUATION
OF TRAFFIC CONTROL SIGNALS AND DEVICES .
(REV 1 -2040) (FA 1 -2840) (740)
SECTION 603 (Pages 727 — 730) is deleted and the following substituted :
SECTION 603
GENERAL REQUIREMENTS FOR THE INSTALLATION
AND EVALUATION OF TRAFFIC CONTROL SIGNALS AND
DEVICES
6034 Description.
The provisions contained in this Section include general requirements for all traffic
control signals and devices .
603-2 Equipment and Materials.
603-2 . 1 General : Except as provided in 603 -2 . 2 , only use traffic control signals and
devices meeting the requirements of the Minimum Specifications for Traffic Control Signals and
Devices (MSTCSD) , the Contact Documents , and listed on the Department' s Approved Product
List (APL) .
Only use new equipment and materials, except as specified in the Contract
Documents .
603-2 .2 Exceptions : The Department may grant exceptions to the requirements of
603 -2 . 1 by Temporary Permit or Conditional Approval for Limited Use to evaluate new
technology or for other circumstances that are found to be in the public interest.
603 -2 .3 Uniformity : Only use compatible units of any one item of equipment, such as
signal heads , detectors , controllers , cabinets , poles , signal system or interconnection equipment,
etc .
603 -2 .4 Hardware and Fittings : Ensure that all bolts and nuts less than 5/ 8 inch in
diameter are passivated stainless steel, Type 316 or Type 304 and meet the requirements of
ASTM F 593 and ASTM F 594 for corrosion resistance .
Ensure that all bolts and nuts 5 / 8 inch and over in diameter are galvanized and
meet the requirements of ASTM A 307 .
Use high- strength steel anchor bolts and U-bolts , having a minimum yield
If
strength of 55 , 000 psi and a minimum ultimate strength of 90 , 000 psi .
603-2 .5 Galvanizing : Meet the requirements of Section 962 when galvanizing for fittings
and appurtenances for all structural steel (including steel poles) .
603 -3 Definitions .
Traffic Control Signals and Devices : Any signal or device ; manually, electrically or
mechanically operated, by which traffic is alternately directed to stop and permitted to proceed
or controlled in any manner. Traffic Control Signals and Devices regulate , warn , or guide traffic
3 : on, over, or adjacent to a street, highway, pedestrian facility, or bikeway by authority of a public
agency having jurisdiction . Traffic Control Signals and Devices include , but are not limited to ,
controller assemblies ( controller cabinets and their contents) ; signal heads including their
hanging or mounting devices ; vehicle detection systems (loops , sealant, ampler, lead-in wire ,
or cable) ; pedestrian detection systems (push button, push button housing, lead-in wires , and
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signal) ; Motorist Information Systems , Video Equipment, Network Devices , Dynamic Message
Signs , Highway Advisory Radios , Road Weather Information Systems , Cameras , Vehicle
FiFf
Detection Systems , and other equipment used within a traffic control system .
Minimum Specifications for Traffic Control Signals and Devices : The current edition of
the MSTCSD , maintained by the State Traffic Engineering and Operations Office, which
provides standards and specific technical requirements for electronic equipment and materials for
the evaluation of traffic control signals and devices .
Approved Product List (APL) : A listing of certified or approved traffic control signals
and devices and hardware, compiled and maintained by the State Traffic Engineering and
Operations Office .
Temporary Permit : A permit issued by the State Traffic Engineering and Operations
Office . A Temporary Permit is issued to a public or private entity for the temporary installation
of a device for the purpose of evaluating the device ' s operational effectiveness and safety. Under
a Temporary Permit, the device shall be provided at no cost to the Department for the duration of
the evaluation . The State Traffic Engineering and Operations Office maintains the list of
temporarily permitted traffic control signals and devices .
Conditional Approval for Limited Use : A limited approval issued by the State Traffic
Engineering and Operations Office for a specified time period at a specific location(s) for
products requiring approval by the Department and that are determined to be in the best interest
of the public . All conditions of the approval must be met for the device to be allowed to remain
installed and in use . This approval is issued to a public or private entity for the purpose of
evaluating the device ' s operational effectiveness and safety. The State Traffic Engineering and
Operations Office maintains the list of conditionally approved traffic control signals and devices .
603.4 Systems Approval Requirement.
The Engineer will review and approve any system design plan of traffic control signals
and devices , that is controlled and/or operated from a remote location by computers or similar
devices , and which affects the movement of traffic on any portion of the State Highway System ,
prior to installation . Within such system, only use traffic control signals and devices that meet all
certification or approval requirements contained herein .
603 .5 Device Approval Process .
The traffic control signals and devices approval process is described in detail in
Section A601 of the MSTCSD .
6034 Marking of Approved Equipment.
Ensure that traffic control signals and devices are marked in accordance with Section
A601 - 6 of the MSTCSD .
603 -7 Submittal Data Requirements .
Prior to the installation of equipment and within 30 days after the preconstruction
conference , submit a completed listing of all traffic control signals , devices , or hardware with
APL certification number(s) to the Engineer for approval on form 750- 010 -02 , Submittal Data —
Traffic Control Equipment, provided by the Department. On all non- structural equipment or
materials that do not have a Florida Department of Transportation Certification Number, submit
one copy of the manufacturer ' s descriptive literature and technical data fully describing the types
of equipment that will be used to the Engineer.
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Develop shop drawings for all structural support materials and other special designs , such
as non- electrical, non-mechanical , or other fabricated items , which may not be specifically
detailed in the plans . Have the Specialty Engineer approve all shop drawings . Do not submit
shop drawings for those items that have been previously evaluated and approved . Meet the
requirements of 5 . 1 . 4 for shop drawings . Send two copies of the shop drawings signed and
sealed by the Specialty Engineer to the Engineer.
The Engineer will approve submittal data for devices having a Florida Department of
Transportation APL Certification Number.
The Department is not liable for any equipment or material purchased, work done , or
delay incurred prior to such approval .
Provide a complete operable signal installation as specified in the Contract regardless of
any failure of the Department to discover or note any unsatisfactory material . Meet the
requirements of Section 608 .
603 .8 Documentation for Electronic Equipment.
Prior to final acceptance , furnish the Engineer with two copies of the following
documentary items obtained from the manufacturer for the electronic equipment listed below :
1 . Operation Manual
2 . Troubleshooting and Service Manual
3 . Assembly and Installation Instructions
4 . Pictorial layout of components and schematics for circuit boards
5 . Parts list, including the location
6 . Diagram of the field installation wiring (not applicable to the detectors)
7 . Warranty information
Furnish documentary items for the following equipment :
1 . Controllers
2 . Vehicle detectors
3 . Load switches
4 . Flasher units
5 . Preemption units
6 . Conflict monitors
7 . Special sequence relays
8 . Cameras
9 . Dynamic Message Signs
10 . Highway Advisory Radios
11 . Road Weather Information Systems
12 . Any other equipment which has a logic , timing , or communications function
13 . Other equipment specified in the Contract Documents
603.9 Department-Furnished Equipment Installed By Contractor.
Where the Contract includes installation of Department-furnished equipment, the
Department will turn over such equipment to the Contractor when the construction progress
allows or as designated in the Contract Documents . The Department will test and certify the
equipment to be in proper condition and ready to use and will bear the costs of correcting any
defects in the equipment prior to pick-up by the Contractor. The Engineer will coordinate the
pick-up and installation of the equipment . Maintain the equipment in proper operational
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condition after pick-up at no cost to the Department, until either final acceptance or the
equipment is returned to the Department .
608 GUARANTIES FOR TRAFFIC CONTROL SIGNALS AND DEVICES .
(REV 1 -2040) (FA 1 -2840) (740)
SECTION 608 (Page 730) is deleted and the following substituted :
SECTION 608
GUARANTIES FOR TRAFFIC CONTROL SIGNALS AND DEVICES
IN
IN 6084 Description .
This Section sets forth guaranty requirements for traffic control signals and devices
furnished to the Department. The Department will consider manufacturer and Contractor costs
associated with providing and delivering equipment guaranties , requirements , terms , and
conditions incidental to the payment for equipment or construction feature utilizing the
equipment.
608-2 Guaranty Provisions .
608-2 . 1 Contractor ' s Responsibility : Secure all guaranties that are customarily issued
by the equipment manufacturer for the specific equipment included in the Contract. Ensure that
all manufacturers ' warranties are fully transferable to the Department and meet or exceed the
Department ' s minimum warranty requirements for the equipment. The Contractor shall ensure
that the form in which such guaranties are delivered to the Contractor includes the provision that
they are subject to transfer to the maintaining agency as named by the Department, and is
accompanied by proper validation of such fact. Transfer guaranties at final acceptance of the
work (or equipment) by the Department.
608-2 .2 Terms : Ensure that the terms of guaranties are stipulated by the manufacturer
when submitting a request to the Department for certification and equipment submittals for
construction projects . Include terms for a specified service performance with provisions for
repair parts and labor, or for replacement. Provisions shall define the equipment " installation
date" as the date for such guaranty to be in effect. For construction projects , the "installation
date" is the first day of equipment "burn-in" . For warehouse purchases , the "installation date" is
the date of visual inspection approval , not to exceed ten days after delivery date .
608-2 .3 Conditions : When guaranty is available, ensure that a written and signed
guaranty accompanies the manufacturer ' s billing invoice . The Engineer will sign and retain the
original and provide a copy to the maintaining agency and to the manufacturer. If the Contractor
does not comply with the terms• of the guaranty, the Department may suspend the certification .
Comply with additional terms and conditions as stated in purchasing agreements .
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611 ACCEPTANCE PROCEDURES FOR TRAFFIC CONTROL SIGNALS AND
DEVICES .
(REV 6-2240) (FA 7-2640) (141 )
SECTION 611 (Pages731 — 736) is deleted and the following substituted :
SECTION 611
ACCEPTANCE PROCEDURES FOR TRAFFIC CONTROL SIGNALS AND DEVICES
6114 Description .
This Section sets forth Contract acceptance procedures for installations of traffic control
signals and devices and for equipment purchase contracts .
611 -2 Acceptance of Traffic Control Signal and Device Installations .
611 -2 . 1 Partial Acceptance : The Engineer may make inspection for partial acceptance
under the Contract in accordance with 540 of a complete traffic control signal and device
installation upon its completion in accordance with the Contract Documents and at such time that
other parts of the total Contract are at a stage of completion that either require or allow the
installation to operate in a manner which is in accordance with the Contract Documents . Before
inspection for partial acceptance , the Engineer will require the satisfactory completion of all field
tests of completed installations in accordance with the requirements of 6114 . The Engineer will
make inspection for partial acceptance in accordance with 5 - 10 in company with a Contractor's
representative and, when applicable , a representative of the agency designated to accept
maintenance responsibility .
611 -2 . 2 Final Acceptance : The Engineer will make inspection for final acceptance of
traffic control signal and device installations as part of all work under the Contract in accordance
with 5 - 11 , only after satisfactory completion of all field tests of completed installations in
accordance with the requirements of 611 -4 and on the basis of a comprehensive final field
inspection of all equipment installations . Submit three copies of Form 750 - 010-02 , Submittal
Data — Traffic Control Equipment, to the Engineer . The Engineer will make the final inspection
with a Contractor' s representative and, when applicable, a representative of the agency
designated to accept maintenance responsibility. Transfer warranties and guarantees on
equipment to the Department in accordance with Section 608 . For traffic signal installations ,
submit three completed copies of form 700- 010-22 , Final Acceptance of Traffic Signal
Installation( s) and Transfer of Maintenance, to the Engineer.
611 -2 .3 As-Built Drawings : As a condition precedent to acceptance under 611 -2 . 1 or
611 -2 . 2 , furnish as-built drawings of all installations in accordance with the following
requirements :
611 -2 .3 . 1 Submittal Requirements : Submit three sets of as -built plans for
review by the Engineer on reproductions of the original 11 by 17 inch sheets . Record all as -built
information using block lettering or typed text to ensure legibility. Signing and pavement
marking plan sheets may be used instead of signalization plan sheets , if a substantial number of
changes from the original plans must be recorded. ITS as -built plans must include an accurate
table (spreadsheet) that provides the true final location of devices by mile post to three decimal
places , plus an offset dimension given for each above- ground structure . Global positioning
system (GPS ) coordinates can be utilized as supplemental information in the table . Aerial
able to provide supplementary information . The aerials
photographs may be furnished with the t
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should not include the extra features of the ROW, baseline, or roadway edges being drawn in .
The aerials may be used as a base for the as-built plans with mile post and offset dimensions . If,
in the opinion of the Engineer, the changes can not be clearly delineated on reproductions of the
original 11 by 17 inch sheets , clearly delineate all changes on 11 by 17 inch detail sheets ,
enlarged 200 % from the reproductions . Make any corrections resulting from the Engineer ' s
review, and resubmit three sets of the completed as -built plans as a condition precedent to
acceptance of the installation .
611 -2 .3 .2 Components : Include as-built information for all components of the
installation . As a minimum, identify the following components in the format indicated below.
611 -2 .3 .2 . 1 Conduit and Cable : Identify all conduit and cable with
unique linestyles for routing (overhead, conduit, saw cut, etc . ) that are clearly identified in a
legend on each sheet. Identify the type of cable (i . e . , 7 conductor signal cable) and label the
number of conductors , fiber strands or other identifying features of the cable . For conduit, clearly
note conduit size and number of runs .
611 -2 .3 .2 .2 Loops and Detection Zones : Identify the location of all
installed loops (including the distance from the stop bar for the advance loops) , the path of each
loop to the pull box , the loop window and the path of the loop lead- in to the controller cabinet .
Identify the device location and the approximate detection area for detection systems that are not
embedded in or under pavement.
611 -2 .3 . 2 .3 Pull Boxes : Label unused and out of service pull boxes
clearly. Show distances to each pull box from the nearest edgeline, stop bar, or other permanent
.a
feature . If an edgeline is not near a pull box or would not clearly identify its location ; a fixed
monument may be used (i . e . FDOT pole or structure) .
611 -2 .3 . 2 .4 Poles : Locate Poles from the nearest edgeline of both
approaches . If an edgeline is not near a pole or would not clearly identify its location, a fixed
monument may be used.
611 -2 .3 .2 . 5 Signal Heads : Locate all signal heads with respect to the
pavement markings . Each signal head shall be identified by its corresponding movement number.
611 -2 .3 . 2 . 6 Cabinet : Clearly locate all cabinets . The type of cabinets and
inventory of internal components must be documented. Controller manufacturer along with the
controller model number shall be provided for all traffic signal cabinets . A cabinet corner "blow
up " shall be provided detailing pull box locations with all conduit and cable per 611 -2 . 3 . 2 . 1 and
611 -2 . 3 . 2 . 3 .
611 -2 .3 .2 . 7 Preemption : Clearly locate all preemption equipment. The
type of preemption equipment and the manufacturer along with the model number shall be
provided . Additionally, the type of communication medium (i . e . closed loop) shall be identified .
Any underground conduit and cable as well as pull boxes shall be per 611 -2 . 3 . 2 . 1 and
611 -2 . 3 . 2 . 3 .
611 -2 .3 .3 Compensation : All costs involved with providing as -built drawings are
incidental to the other items of work associated with traffic control signals and devices .
611 -2 .4 Installation Inspection Requirements : Meet the requirements of Section 105 .
611 -3 Signal Timing.
Set the timing of a traffic signal or system of traffic control devices in accordance with
the Contract Documents , unless approved otherwise in writing by the Engineer.
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6114 Field Tests of Installations.
Perform the following tests in the presence of the Engineer and, when applicable , a
representative of the agency designated to accept maintenance responsibility.
Continuity: Test each signal head circuit, pedestrian detector circuit, vehicle detector loop
circuit, and interconnect signal circuit for continuity.
Functional : Perform a functional test that demonstrates that each and every part of the
installation functions as specified.
Induced Voltage on traffic signal connections : Measure the voltage between each signal
head indication field terminal and the AC neutral circuit in the controller cabinet during the off
(dark) state of each signal head indication . Ensure that the voltage does not exceed 2 VAC, RMS . If
this value is exceeded, take the following action to reduce the value to 2 VAC, RMsO
( 1 ) Check for loose or broken connections in the signal head circuit from the
controller cabinet to the signal heads .
(2) If ( 1 ) above does not correct the problem, connect additional neutral circuits
between the signal head and the controller cabinet .
Inductive Loop Assembly : An inductive loop assembly is defined as a loop plus the lead-
in cable . Measure and record the series resistance of each inductive loop assembly. Ensure that
the resistance does not exceed 10 Q . Perform an insulation resistance megger test, at 500 VDc ,
for each inductive loop assembly at the cabinet in which the inductive loop assembly is
terminated . Do not connect the inductive loop assembly to the cabinet terminal strips during the
test, except for the drain wire of a shielded lead-in cable . Insulation resistance is defined as the
resistance between one wire of the lead-in cable and a ground rod or bussbar. Record the
insulation resistance of each inductive loop assembly. Ensure that the resistance is equal to or
greater than 100 Mno
Perform the 48 hour test only after achieving acceptable results from the other tests listed
in 611 -4 .
Forty-Eight Hour Test for Traffic Signal installations :
(a) Before beginning the 48 hour test, place all new signal installations (no
existing signals) in flash for 48 to 336 hours . The length of the flash period will be determined
by the Engineer.
(b) Continuously operate each new or modified traffic signal installation or
system for not less than 48 hours . If unsatisfactory performance of the system develops , correct
the condition, and repeat the test until obtaining 48 hours of satisfactory continuous operation .
(c) During the 48 hour test period, the Contractor is fully responsible for the
signal or signal systems . Provide a responsible representative (technically qualified) who can
monitor signal operation and troubleshoot any malfunctions within a one hour period.
When coordination is specified in the Contract Documents , provide a two hour training
session on the operation and programming of the coordination features of the controller units
during the 48 hour test . Arrange the time and place of the training session with the Engineer .
(d) Perform a 48 hour test for flashing beacon installations in the same manner as
for traffic signal installations .
(e) Start the 48 hour test on a Monday, Tuesday, or Wednesday. However, do not
start the 48 hour test on the day preceding a holiday.
(f) Start the 48 hour test between 9 : 00 AM and 2 : 00 PM .
(g) Before the 48 hour test, install and have standing by all equipment specified in
the Contract Documents .
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611 -5 Contractor ' s Warranty Period for Installations .
611 -5. 1 General Requirements : After satisfactory completion of all field tests in
accordance with 611 -4 , repair or replace any defective components or work of the installations
for a 90 day period after final acceptance in accordance with 5 - 11 .
611 -5 . 2 Contractor ' s Responsibilities : During the warranty period, the Contractor is
responsible for the following :
(a) Repair or replacement of equipment that fails to function properly due to
defective materials or workmanship .
(b) Upon notification by the Engineer of a malfunction, restore the equipment to
proper operating condition within 12 hours after notification by the Engineer.
If the Contractor fails to restore the equipment to proper operating condition
within 12 hours after notification, the Engineer has the authority to have the remedial work
performed by other forces . The Contractor is responsible for all incurred costs of the work
performed by other forces . Remedial work performed by other forces does not alter any of the
requirements , responsibilities or obligations of this warranty.
(c) In the event that the equipment does not function or malfunctions due to
defective materials or workmanship , the Contractor is liable for any impairment to the safety of
pedestrian and vehicular traffic resulting from such malfunction .
611 -5.3 Department' s Responsibilities : During the warranty period, the Department is
' responsible for the following :
(a) Electrical energy costs which are paid for by the local maintaining agency.
(b) All adjustments , such as timing, necessary for the normal operations of
equipment.
(c) Documentation of the individuals involved and the time of Contractor
notification upon failure or malfunction of equipment.
(d) Repair or replacement of any part of the installation damaged as a result of
natural causes or those resulting from vehicular or pedestrian traffic not associated with
Contractor activities .
611 -6 Manufacturer ' s Tests and Certifications .
For materials which may not require formal testing, the Engineer reserves the right to
require certifications from the manufacturer of such equipment and material , to the effect that
they meet all Specification requirements , and, in the event of questionable equipment or material,
to require that such material or equipment be tested at no expense to the Department.
The Engineer reserves the right to withhold any payments which may be due ; if the
Engineer determines that the equipment does not meet the Specifications or evaluation criteria .
6114 Contracts for Purchase of Equipment.
6114 . 1 Acceptance Tests Required : For each unit of equipment furnished under
purchase contracts (furnish only) , the Engineer will perform the following tests :
(a) Visual inspection within five days after delivery.
(b) Operational tests which determine whether the equipment performs in
accordance with the requirements of the Contract Documents . The Engineer will complete such
tests within 15 days after delivery . If the equipment is listed on the Department ' s Approved
Product List (APL) , the Engineer may verify the APL Certification number in lieu of the
operational tests .
611 -7. 2 Eligibility for Payment :
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The Department will base payment for equipment furnished under purchase f "
contracts on satisfactory completion of the visual inspection and operational tests required by
611 - 7 . 1 . �
Before any payment will be made for each functional group , deliver to the
Engineer and receive from the Engineer acceptance of all units of each functional group of
equipment required to be furnished by the Contract Documents . The Department will make
It I separate payment for a staged delivery of each functional group of equipment only when staged
delivery is specified in the Contract Documents .
611 -7.3 Equipment Failing to Pass Acceptance Tests :
When any unit of equipment fails to pass the acceptance tests , correct the
deficiencies (by repair or replacement) , at no expense (including all freight costs) to the
Department, to attain compliance . If the original Contract Time has expired, the Department will
charge and continue to assess liquidated damages in accordance with 8 - 10 until final acceptance
of the equipment. Upon compliance with such correction requirements , the Engineer will
perform tests on the equipment as specified above and will determine their eligibility for
payment.
} The Department will not assess liquidated damages during the acceptance test
period in 611 - 7 . 1 . The Department will allow only one acceptance test exclusion with regard to
liquidated damages assessment per lot of units required to be delivered.
635 PULL AND JUNCTION BOXES .
(REV 7-2840) (FA 8-340) (1 - 11 )
ARTICLE 635 - 3 (Page 749) is deleted and the following substituted :
635-3 Pull Boxes Installation .
Install pull boxes in accordance with the Design Standards , Index No . 17700 . Ensure that
the pull box cover is flush with the finished grade or sidewalk. Do not install pull boxes in
roadways , driveways , parking areas, ditches or public sidewalk curb ramps .
650 VEHICULAR SIGNAL ASSEMBLIES — INSTALLATION .
(REV 647-09) (FA 648-09) (1 - 10)
SUBARTICLE 650 - 3 . 7 (Page 761 ) is deleted and the following substituted :
650-3 . 7 Vertically Mounted Polycarbonate (Light-Weight) Signal Head Assemblies :
The top section of all multi- section ( 5 - section, 3 - section) , vertically mounted, light- weight
signal heads must be constructed of die cast aluminum, unless the entire 3 - section polycarbonate
signal head assembly is specifically approved and listed on the APL as a 12" Polycarbonate
3 - Section Vehicle Assembly. Ensure that all sections of multi - section assemblies are from the
same manufacturer.
Single section signals may be constructed of die cast aluminum or polycarbonate
construction .
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690 REMOVAL OF EXISTING TRAFFIC CONTROL SIGNALS AND DEVICES .
(REV 64640) (FA 71m2640) ( 1 - 11 )
SECTION 690 (Pages 772 — 775 ) is deleted and the following substituted :
SECTION 690
REMOVAL OF EXISTING TRAFFIC CONTROL SIGNALS AND DEVICES
6904 Description.
Remove existing traffic control signals and devices including electrical and electronic
equipment, supporting hardware and structures , electrical wiring, conduit, and all other elements
specified and required to clear the areas of concern for new installations .
When removing existing traffic signals and devices , salvage and protect all equipment
and materials designated for removal in the Contract Documents .
690-2 Ownership ,
The Department retains ownership of the equipment removed unless otherwise stated in
the Contract Documents .
690-3 General Removal Operations .
Remove and salvage all equipment, appurtenances , and materials designated on the plans
to remain the property of the Department or other owner.
Where the removals require excavation, backfill, compact, and level the excavated areas
(unless to be used as areas for other installations) so as to form a smooth contour, uniform in
density with adjacent ground areas .
Where the removal operations require the removal or disturbance of overlying pavement,
curb , grass , or sidewalk, remove such pavement and subsequently replace it in kind (or
equivalent) .
Remove, handle , and transport electronic equipment to be removed with all due care .
Correct any damage to such equipment caused by negligence at no expense to the Department
regardless of whether the damage occurs before or after removal of the equipment .
When removingall electronic equipment,
also remove all attaching devices and all other
g
devices and auxiliaries related to the electronic unit which the Department does not require to
remain in place for use with replacing equipment .
Perform all removals in such a manner as to not damage or disturb adjacent property,
utilities , or other equipment.
When replacing existing functioning installations with new installations, do not remove
the existing installations until the new installations are in place and operating or until temporary
traffic control approved by the Engineer is in place .
Notify the proper authorities or the owners of affected adjacent installations at least
24 hours in advance of any removal operations which might endanger or otherwise affect the
operations of their facilities .
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When the Contract Documents indicate that owners (or others) will remove their own
poles , carefully remove and handle all equipment from such poles prior to such removal of the
poles .
690-4 Specific Removal Operations .
690-4 . 1 Removal of Poles : Remove direct burial , strain poles , steel strain poles , mast
arm and monotube assemblies and associated foundations as specified in the plans . Obtain the
Engineer ' s approval for the removal process before beginning any removal work. These
requirements do not apply to poles used for highway lighting, unless they are jointly used to
support traffic control signals and devices , signal mast arm, or span wire assemblies .
Accomplish the removal process of each pole/foundation in such a manner as not
to result in a safety hazard to motorists or adjacent property or damage to existing utilities .
Ensure that all utilities have been located prior to removal .
When shallow pole removal is specified in the plans , ensure the remaining
pole/foundation and any protrusions , such as pole keys , dead men, guying apparatus , conduit,
anchor bolts , or reinforcing steel , are removed to a minimum depth of 4 feet below existing
grade .
When deep pole removal is specified in the plans completely remove each pole
including the foundation and all accessories or attachments, such as pole keys , dead men, guying
apparatus , conduit, anchor bolts , and reinforcing steel .
Do not remove or disturb utility poles located within the right-of--way.
6904 .2 Removal of Signal Pedestal : Remove each signal pedestal and associated
foundations as specified in the plans . Obtain the Engineer ' s approval for the removal process
before beginning any removal work.
Accomplish the removal process of each pedestal/foundation in such a manner as
not to result in a safety hazard to motorists , pedestrians or adjacent property or damage to
existing utilities . Ensure that all utilities have been located prior to removal .
Completely remove each pedestal including the foundation and all accessories or
attachments , such as pole keys , conduit, anchor bolts , and reinforcing steel .
690-4 .3 Removal of Controllers and Cabinets : When removing controller assemblies ,
also remove the cabinet . For base mounted cabinets , completely remove the concrete base and
technician pad.
Prior to removal , conduct an inventory of the cabinet and all cabinet contents ,
including identification of the model number and serial numbers of each item . Submit the
inventory list to the Engineer for retention by the Department and provide a copy of the list to the
equipment owner.
6904 .4 Removal of Signal Heads (Vehicular and Pedestrian) . Remove all signal head
assemblies and attachment hardware in such a manner as to avoid unnecessary damage .
6904 .5 Removal of Detectors (Vehicular and Pedestrian) : Divide the removal of
detector assemblies into the following categories :
(a) Vehicular Detector Assemblies : When the removal of vehicular detector
assemblies is specified in the Contract Documents , remove the amplifier from the controller
cabinet, the loop , and the lead- in wiring that is in the conduit and pull boxes .
When removing pressure type vehicular detector assemblies , remove the
amplifier and the detector pad and its framework from the roadway pavement . After removing
such detector assemblies , repair the roadway areas by backfilling and tamping with an approved
r el
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asphalt concrete mix or concrete pavement mix so as to restore the roadway to the satisfaction of
the Engineer.
When removing non-intrusive detectors that are not embedded in or under
pavement, remove the roadside detector assembly, cabling, mounting hardware, and detector
electronics in cabinet.
(b) Pedestrian Detector Assemblies : Include in the removal of pedestrian detector
assemblies the removal of the push button detector, sign, and all mounting hardware , including
the supporting post and foundation .
6904 .6 Removal of Mast Arms and Span Wires : Disconnect the mast arms and span
wires carefully at the pole , and salvage all usable hardware and attachment devices as
determined by the Engineer. Remove all devices supported by the mast arm or span wire
(including wiring) prior to the removal of the mast arm or span wire .
For integrally installed mast arms and mast arm poles , remove the pole and mast
arm combination as a unit after removing the devices supported by the mast arms .
6904 . 7 Removal of Cabling and Conduit : After removing the conductor cable and
conduit, carefully stub , or protect with other appropriate procedures, the remaining conductor
cable and conduit at the point of removal .
If the removal of any cables and conduit requires excavation , restore disturbed
areas compatible with adjacent ground areas .
690-5 Transporting and Storing Removed Equipment.
When the Contract Documents specify special handling, deliver equipment and materials
that are not stipulated to be reused in the new installations to the location( s) designated in the
Contract. When the Contract Documents note no special handling, stockpile or dispose of the
removed materials as approved by the Engineer. The Engineer will determine ownership of
removed equipment and will approve of the removal of any salvaged equipment from the project
in advance .
Provide disposal areas , and dispose of removed concrete strain 1
p p poles in such areas .
p
690-6 Method of Measurement.
690-6 . 1 General : The quantities to be paid for will be measured in accordance with the
different work tasks required in this Section . The Contract unit price for each different work task
as specified in the Contract Documents will include all labor and equipment required to remove
f the specified items specified by the Pay Item Numbers .
690-6 .2 Remove Poles :
690-6.2 . 1 Pole Removal Shallow : The quantity to be paid for will be the removal
of each pole including the foundation and all accessories or attachments to a depth not less than
4 feet below existing grade .
690-6 .2 . 2 Pole Removal Deep : The quantity to be paid for will be the complete
removal of the pole and foundation including all accessories or attachments .
690- 6 .3 Remove Signal Pedestal : The quantity to be paid for will be the complete
removal of each pedestal including the foundation and all accessories or attachments .
690-7 Basis of Payment.
Prices and payments will be full compensation for all work specified in this Section .
Payment will be made under :
Item No . 690- 10- Remove Traffic Signal Head Assembly - each .
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Item No . 690 - 20- Remove Pedestrian Signal Assembly - each .
Item No . 690 - 31 - Remove Signal Pedestal - each .
Item No . 690 - 32 - Pole Removal Shallow - each .
Item No . 690- 34- Pole Removal Deep - each .
Item No . 690 - 50 - Remove Controller or Cabinet - each .
Item No . 690 - 60- Remove Vehicular Detector Assembly - each .
Item No . 690- 70 - Remove Pedestrian Detector Assembly - each .
Item No . 690- 80- Remove Span Wire Assembly - each.
Item No . 690 - 90 - Remove Cabling and Conduit - per intersection or ,
interchange .
Item No . 690- 100 - Remove Miscellaneous Traffic Control Signals and
Devices - per site .
700 HIGHWAY SIGNING.
(REV 84140) (FA 84640) (1 - 11 )
SECTION 700 (Pages 779 - 786) is deleted and the following substituted :
SECTION 700
HIGHWAY SIGNING
700- 1 Description .
Furnish and erect roadway signs , at the locations shown in the plans , in accordance with
the details shown in the plans . All overhead cantilever and truss mounted signs are to be lighted
and retroreflective unless otherwise noted in the plans .
The Department designates Ground Traffic Signs as 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 .
The Department designates signs that include certain electronic display components as
Electronic Display Signs (EDS ) and may further classify them as Electronic Warning Signs
(EWS ) , Electronic Regulatory Signs (ERS) , Electronic Speed Feedback Signs (ESFS ) , or Blank
Out Signs (BOS ) . EDS may be erected on the shoulders , slopes , or in the medians , or installed
on mast arms , monotube assemblies , or span wires .
700-2 Sign Assembly Design Requirements .
700-2 . 1 General : Sign assemblies as specified in the plans fall into three general
categories : ground sign assemblies , overhead sign assemblies , and electronic display signs .
700-2 . 2 Sign Panels : All sign panels shall be 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 .
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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 .3 Breakaway Support Mechanisms for Ground Traffic Signs :
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 .
Alternatives to the round aluminum tubes shall meet the requirements of NCHRP 350, Structures
Manual for wind load requirements and be listed on the Qualified Products List (QPL) .
700-2 .3 .2 Slip Bases : For posts with slip base assemblies , use 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 .
700-2 .4 Overhead Sign Structures .
700-2 .4. 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 .4 . 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 .4 .3 Installation : Install nuts on anchor bolts in accordance with 649 -5 and
649 - 6 . Use ASTM A325 bolt, nut and washer assemblies for all installations other than anchor
bolts as follows . Use bolt, nut and washer assemblies that are free of rust and corrosion and that
are lubricated properly as demonstrated by being able to easily hand turn the nut on the bolt
thread for its entire length . Tighten nuts to the full effort of an ironworker using an ordinary spud
wrench to bring the faying surfaces of the assembly into full contact which is referred to as snug
tight condition . After bringing the faying surfaces of the assembly into full contact and to a snug
tight condition, tighten nuts to achieve the minimum torque as specified in Table 700- 1 unless
the connection is an alternate splice connection of a span sign structure , in which case , tighten
nuts in accordance with the turn- of-nut method of Table 460 - 7 of Section 460 . Maintain uniform
contact pressure on the faying surfaces during snugging and the subsequent final tightening
process , by using a bolt tightening pattern that balances the clamping force of each bolt, as
closely as possible , with the equal clamping force of a companion bolt. Within 24 hours after
final tightening, the Engineer will witness a check of the minimum torque using a calibrated
torque wrench for 3 bolts or a minimum of 10 % of the bolts , whichever is greater, for each
connection; however, do not perform this check on alternate splice connections of span sign
structures .
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77
ti
w.
Table 700 - 1
Bolt Diameter Minimum Torque
(in . ) (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 .5 Sign Retroreflective Sheeting : 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 - 1 school advance signs and supplemental panels used with Sl - 1 , S3 - 1
and S4- 5 school signs . Do not mix signs having fluorescent yellow- green sheeting with signs
having yellow retroreflective 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.
700-2 . 6 Breakaway Support Mechanisms for Electronic Display Signs : Provide posts
or posts with slip bases as shown in the plans .
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 : Use 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 , 5154-1138 or
5052 -1138 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 .
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4
t ,
is
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
zs' 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 meet the general requirements of Section 962 and the specific
requirements of 9621,w9 .
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 of the cast base, 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 Retroretroreflective Sheeting : All retroreflective sheeting must be listed on the
QPL and meet the retroreflective sheeting requirements of Section 994 .
700-3 . 8 Process Colors : Use transparent and black opaque process colors listed on the
QPL meeting the requirements of 9944 on retroreflective and nonreflective sheeting.
700-3 .9 Electronic Display Signs : Use electronic display signs and mounting hardware
that meet the requirements of the MSTCSD and are listed on the Department ' s Approved
Products List.
Use only new signs and mounting hardware .
Provide signs marked in accordance with Section 603 and ensure the markings are
visible after installation .
Provide installation guides and operator ' s manuals for each EDS . Ensure the
manuals include functional block diagrams and wiring diagrams ; with information required to
operate, maintain, troubleshoot, and repair the EDS ; and with recommended maintenance and
calibration procedures .
Ensure signs have a manufacturer ' s warranty covering defects in assembly,
fabrication, and materials for a minimum of three years from the date of final acceptance in
accordance with 5 - 11 . Ensure Guaranties on EDS comply with Section 608 ,
7004 Preparation of Sign Blanks .
7004 . 1 De-greasing and Etching for Aluminum Sign Blanks .
7004 . 1 . 1 General : Prior to the application of retroreflective sheeting, use any of
the methods shown below to de- grease and etch the aluminum sign blanks .
7004 . 1 .2 Hand Method : Under this method, de- grease and etch the blanks in
k
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 .
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a
Thoroughly rinse the blanks with clean water following all hand de-
greasing operations .
7004 . 1 .3 Power-Washer Method : Under this method, degrease 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 temperature of 100 to 180°F for 60 seconds . After E
ell 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. E.
700-4 . 1 . 7 Etching Method when De-greasing is Separate Operation : If using
either of the de- greasing methods described under 7004 . 1 . 5 and 7004 . 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.
7004.2 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
retroreflective sheeting . Do not allow the metal to come in contact with greases , oils or other
contaminants prior to the application of retroreflective sheeting.
700-4 .3 Fabrication of Sign Blanks : Fabricate all metal parts to ensure a proper fit of all f
111
sign components . Complete all fabrication, with the exception of cutting and punching of holes ,
prior to metal de-greasing and applying the retroreflective 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 .
700-5 Fabrication of Retroreflectorized Sign Faces .
700-5 . 1 Application of Sheeting : Apply retroreflective 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 .
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Match sign faces comprising two or more pieces of retroreflective sheeting for
color and retroreflectivity 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 retroreflective 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 retroreflective sheeting
in accordance with the recommendations of the ink or overlay manufacturer. Process either
k before or after applying the sheeting to the base panels .
k ' 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 . 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 .
700-6 Acceptance of Signs.
700-6. 1 Manufacturer ' s Certification and Recommendations ' 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.
70076 . 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
4 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.
700-6. 6 Electronic Display Signs : In addition to the requirements of this Section, meet
the requirements of Section 611 .
700-7 Foundations .
700-7. 1 Footings .
700-7. 1 . 1Excavation and Backfilling : Perforin 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
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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 .
7004 . 1 .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. 1 .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.
7004. 1 .4 Finishing Concrete : Trowel the top of the concrete to a smooth finish .
7004 . 2 Drilled Shafts : Meet the requirements of Section 455 .
700-8 Erection of Signs and Sign Supports .
Do not erect overhead sign supports until the concrete strength in the support footing is at
least 2 , 500 psi . Determine concrete strength from tests on a minimum of two test cylinders
sampled and tested in accordance with ASTM C 31 and ASTM C 39 and verifying test results
have been provided to the Engineer.
Erect the signs and sip 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 .
Attach electronic display signs to the supporting structure in accordance with the
manufacturer ' s recommendations using the mounting hardware provided by the manufacturer.
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 .
Notify the Engineer a minimum of 30 days prior to removal of existing Logo sign
structures .
70040 Overlay Existing Sign Panels .
Use 0 . 040 inch thick aluminum sheeting for overlays larger than 3 square feet placed on a
sign panel . Replace hex head bolts on the sign surface using stainless steel flat head machine
screws with nuts and lock washers to give a flat surface for the overlay panel . Install the overlay
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panels starting at the edge away from traffic . Place each panel against the sign using a clamp at
the top to hold the panel in place . Drill 1 /8 inch holes 1 inch inside the panel edge every 6 inches
to 8 inches and install 1 /4-inch to 3 /8 inch length pop rivets . Install additional rivets along the
outer edge 6 inches to 8 inches . Place the remaining panels using the same procedure with the
overlap in the direction away from ,the traffic and with rivets along the overlap on 12 inch
centers .
700- 11 Method of Measurement.
The quantities to be paid for will be :
( 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 .
(5 ) The number of electronic display signs , of each designated class of assembly,
complete .
(6 ) The number of flashing beacon signs , 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- 12 Basis of Payment.-
Price
ayment.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 ,
foundations , excavation, etc . ; for lighted signs , include all costs of the electrical installation for
lighting, up to the point of connection by others ; for flashing beacon signs , include all costs of
beacons , controllers , and electrical installation, up to the point of connection by others ; and all
other work specified in this Section, including all incidentals necessary for the complete item .
701 AUDIBLE AND VIBRATORY PAVEMENT MARKINGS .
(REV 4-2840) (FA 5-740) (840)
SECTION 701 (Pages 787 — 790) is deleted and the following substituted :
SECTION 701
AUDIBLE AND VIBRATORY PAVEMENT MARKINGS
7014 Description .
Apply audible and vibratory pavement markings in accordance with the Contract
Documents .
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701 -2 Materials .
701 -2 . 1 Thermoplastic . Use thermoplastic material meeting the requirements of 971 - 1
and 971 -9 and listed on the Qualified Products List (QPL) as an approved system . The Engineer
will take random samples of the materials in accordance with the Department ' s Sampling,
Testing and Reporting Guide schedule .
701 -2 .2 Retroreflective Elements : Use reflective elements recommended by the
manufacturer that meet the requirements of 9714 . 7 and are part of the system listed on the QPL .
701 -3 Equipment.
Use equipment capable of providing continuous, uniform heating of the striping material i
to temperatures exceeding 390°F , mixing and agitating the material in the reservoir to provide a
homogenous mixture without segregation . Use equipment that will maintain the striping material
in a plastic state, in all mixing and conveying parts , including the line dispensing device until
applied . Use equipment which is capable of producing a consistent pattern of transverse bumps p
positioned at regular and predetermined intervals . Use equipment which meets the following
requirements :
(a) capable of traveling at a uniform rate of speed, both uphill and downhill, to
produce a uniform application of striping material and capable of following straight lines and
making normal curves in a true arc .
(b) capable of applying reflective elements to the surface of the completed stripe
by automatic dispensers attached to the striping machine such that the reflective elements are
dispensed closely behind the installed line . Use reflective element dispensers equipped with an
automatic cut-off control that is synchronized with the cut-off of the thermoplastic material and
applies the reflective elements uniformly on the entire traffic stripe surface with 50 to 60 %
embedment .
It I (c) equipped with a special kettle for uniformly heating and melting the striping
material . The kettle must be equipped with an automatic temperature control device and material
thermometer for positive temperature control and to prevent overheating or scorching of the
thermoplastic material .
(d) meets the requirements of the National Fire Protection Association, state and
local authorities .
7014 Application .
7014 . 1 General : Before applying traffic stripes and markings , remove any material that
would adversely affect the bond of the traffic stripes by a method approved by the Engineer.
Before applying traffic stripes to any Portland cement surface , apply a primer,
sealer or surface preparation adhesive of the type recommended by the manufacturer. Offset
longitudinal lines at least 2 inches from construction joints of Portland cement concrete
pavement .
Apply traffic stripes or markings only to dry surfaces , and when the ambient air
and surface temperature is at least 50°F and rising for asphalt surfaces and 60 °F and rising for
concrete_ surface .
Apply striping to the same tolerances in dimensions and in alignment specified in
marking over existing markings , ensure that not more
710 - 5 . When applying traffic stripes and
than 2 inches on either end and not more than 1 inch on either side of the existing line is visible .
Conduct field tests in accordance with FM 5 - 541 . Remove and replace markings
not meeting the requirements of this Section .
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FPID ( S ) : 423186 - 1 - 5 8 - 01
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7014 . 2 Thickness : Apply base lines having a thickness of 0 . 100 to 0 . 150 inches ,
exclusive of the audible bumps , when measured above the pavement surface at the edge of the
base line .
As an alternative to the flat base line , a profiled baseline meeting the following
dimensions may be applied. The profiled baseline shall have a minimum height of 0 . 155 inches ,
when measured above the pavement surface at the edge of the inverted rib profile . The thickness
in the bottom of the profile marking shall be 0 . 035 to 0 . 050 inches . The individual profiles shall
be located transversely across the full width of the traffic stripe at approximately 1 . 0 inch on
center, with a bottom width between 0 . 090 to 0 . 310 inches .
Measure, record and certify on a Department approved form and submit to the
Engineer, the thickness of white and yellow pavement markings in accordance with FM 5 .541 .
7014 .3 Dimensions of Audible Bumps : Apply the raised bumps with a profile such
that the leading and trailing edges are sloped at a sufficient angle to create an audible and
vibratory warning .
Bumps on shoulder and centerline markings shall have a minimum height of 0 . 45
inches , including the base line . The height shall be measured above the pavement surface at the
edge of the marking, after application of drop-on reflective elements . Bumps shall have a
minimum dimension of 2 . 5 inches . The bumps may have a drainage channel , the width of each
drainage channel will not exceed 1 /4 inch at the bottom of the channel . The longitudinal distance
between bumps shall be approximately 30 inches .
7014 .4 Retroreflectivity : Apply white and yellow audible and vibratory markings that
will attain an initial retroreflectance of not less than 300 mcd/lx m2 and not less than
250 mcd/lxern 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 FM 5 - 541 . jr
The Department reserves the right to test the markings within 3 days of receipt of
the Contractor' s certification . If the retroreflectivity values measure below values shown above,
remove and reapply the striping.
7014 . 5 Color : Use pavement marking materials that meet the requirements of 971 . 1 .
7014 . 6 Reflective Elements : Apply reflective elements to all markings at the rates
determined by the manufacturer ' s recommendations as identified for the QPL System .
7014 . 7 Loss : If more than 1 % of the bumps or more than three consecutive bumps are
missing or broken (less than half a bump remaining) within the first 45 days under traffic,
replace all failed bumps at no expense to the Department. If more than 2 % of the bumps fail
within the first 45 days under traffic, the replacement period will extend an additional 45 days
from the date all replacement bumps were installed. If, at the end of the additional 45 days , more
the 2 % of all bumps (initial and replacement) fail, replace all failed bumps at no expense to the
Department . Measure , record and certify on a Department approved form and submit to the Engineer, the
loss of bumps .
701 -5 Contractor ' s Responsibility for Notification .
Notify the Engineer prior to the placement of audible and vibratory markings . Furnish the
Engineer with the manufacturer ' s name and batch numbers of the thermoplastic materials and
reflective elements to be used. Ensure that the batch numbers appear on the thermoplastic
materials and reflective elements packages .
- 192 -
FPID (S ) : 423186 - 1 - 58 - 01
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701 -6 Protection of Newly Applied Audible and Vibratory Markings .
Do not allow traffic onto or permit vehicles to cross newly applied pavement markings
until they are sufficiently dry. Remove and replace any portion of the pavement markings
damaged by passing traffic or from any other cause .
701 -7 Observation Period .
Pavement markings are subject to a 180 day observation period under normal traffic . The
observation period will begin with the satisfactory completion and acceptance of the pavement
marking work.
The pavement markings shall show no signs of failure due to blistering, excessive
cracking, chipping, discoloration, poor adhesion to the pavement, loss of reflectivity or vehicular
damage . The retroreflectivity shall meet the initial requirements of 701 - 4 . 4 . The Department
reserves the right to check the color and retroreflectivity anytime prior to the end of the
observation period.
Replace , at no expense to the Department, any pavement markings that do not perform
satisfactorily under traffic during the 180 day observation period .
701 -8 Corrections for Deficiencies.
Correct all deficiencies by removal and reapplication of a 1 . 0 mile section centered
around the deficiency at no cost to the Department.
f ;
701 -9 Submittals .
701 -9 . 1 Submittal Instructions : Prepare a certification of quantities , using the i
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 .
701 -9 .2 Contractor ' s Certification of Quantities : Request payment by submitting a
certification of quantities no later than Twelve O ' clock noon Monday after the estimate cut- off
date or as directed by the Engineer, based on the amount of work done or completed. Ensure the
certification of quantities consists of the following :
(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.
701 - 10 Method of Measurement.
id for under this Section will be as follows :
The quantities to be pa
(a) The length, in net miles , of 6 inches Solid Traffic Stripe, 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 .
701 - 11 Basis of Payment.
Prices and payments will be full compensation for all work specified in this Section,
including, all cleaning and preparing of surfaces , furnishing of all materials , application , curing
- 193 -
FPID ( S ) : 4231864 - 58 - 01
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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 . 701 - 1 Audible and Vibratory Pavement Markings .
K KKK,
705 OBJECT MARKERS AND DELINEATORS .
(REV 54740) (FA 74640) (141 )
SUBARTICLE 705 -2 . 1 (Page 790) is deleted and the following substituted :
705-2 . 1 General : Meet the following requirements :
Object Markers and Delineators . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 993
Retroreflective and Nonreflective
Sign Sheeting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . Section 994
709 TRAFFIC STRIPES AND MARKINGS — TWO REACTIVE COMPONENTS4 All , .
(REV 9-24-09) (FA 12-2-09) (740)
SECTION 709 (Pages 793 — 795) is deleted and the following substituted :
Ile
SECTION 709
TRAFFIC STRIPES AND MARKINGS
TWO REACTIVE COMPONENTS
7094 Description .
Apply Two Reactive Component traffic stripes and markings in accordance with the
Contract Documents .
709-2 Materials .
709-2 . 1 Two Reactive Components : Use only Two Reactive Component materials
listed on the Qualified Products List (QPL) as an approved system and meet the requirements of
9714 and 971 - 8 . The Engineer will take random samples of the materials in accordance with the
Department ' s Sampling, Testing and Reporting Guide schedule .
709-2 . 2 Reflective elements : Use only reflective elements recommended by the
manufacturer that meet the requirements of 971 - 1 . 7 and are part of the system listed on the
Qualified Products List (QPL) .
709-3 Equipment.
Use equipment capable of applying the Two Reactive Component material to the
pavement. Use equipment which can produce varying width traffic stripes and which meets the
following requirements :
- 194 -
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(a) capable of traveling at a uniform rate of speed, both uphill and downhill, to
produce a uniform application of the Two Reactive Component material and capable of
following straight lines and making normal curves in true arcs .
(b) capable of applying reflective elements to the surface of the completed stripe
by an automatic reflective element dispenser attached to the striping machine such that the
reflective elements are dispensed closely behind the installed line . Use a reflective element
dispenser equipped with an automatic cut-off control that is synchronized with the cut-off of the
material and applies the reflective elements in a manner such that the reflective elements appear
uniform on the entire traffic stripes and markings surface with, 50 to 60% embedment .
(c) capable of providing the manufacturer ' s recommended mixing ratio between
the components in a thorough and consistent manner.
709-4 Application.
709-4 . 1 General : Remove existing pavement markings , such that scars or traces of
removed markings will not conflict with new stripes and markings by a method approved by the ,
Engineer.
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 .
Offset longitudinal lines at least 2 inches from construction joints of portland
cement concrete pavement .
Apply traffic stripes or markings only to dry surfaces , and when the ambient air
and surface temperature is at least 40°F and rising . Do not apply pavement markings when winds
are sufficient to cause spray dust.
Apply striping to the same tolerances in dimensions and in alignment specified in
710 - 5 . When applying traffic stripes and marking over existing markings , ensure that not more
IN than 2 inches on either end and not more than 1 inch on either side of the existing line is visible
.
Apply the Two Reactive Component product to the pavement in accordance with
the manufacturer ' s instructions or as directed by the Engineer .
IN
Conduct field tests in accordance with FM 5 - 541 . Remove and replace traffic
stripes and markings not meeting the requirements of this Section at no additional cost to the
Department .
NN
Apply all final pavement markings prior to opening the road to traffic .
709-4 .2 Thickness : Apply traffic stripes and markings to attain a minimum wet film
thickness in accordance with the manufacturer' s recommendations as identified on the QPL
system .
7094 .3 Retroreflectivity : Apply white and yellow traffic stripes and markings that will
attain an initial retroreflectivity of not less than 450 mcd/lx mZ and not less than 350 mcd/lx • mZ ,
respectively for all longitudinal and transverse lines .
Measure , record and certify on the Department approved form and submit to the
Engineer, the retroreflectivity of white and yellow pavement markings in accordance with
Florida Method FM- 5 - 541 .
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 , the striping will
be removed and reapplied at the Contractor ' s expense .
709-4 .4 Color : Use materials that meet the requirements of 971 - 1 . '
- 195 -
FPID ( S) : 423186 - 1 - 58 - 01
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7094 . 5 Reflective elements : Apply reflective elements to all white and yellow traffic
stripes or markings , at the rates determined by the manufacturer ' s recommendations as identified
11
on the QPL system .
709-5 Contractor ' s Responsibility for Notification .
Notify the Engineer prior to the placement of the materials . Furnish the Engineer with the
manufacturer ' s name and batch numbers of the materials and reflective elements to be used .
Ensure that the approved batch numbers appear on the materials and reflective elements
packages .
709-6 Protection of Newly Applied Traffic Stripes and Markings.
Do not allow traffic onto or permit vehicles to cross newly applied pavement markings
until they are sufficiently dry. Remove and replace any portion of the pavement markings
damaged by passing traffic or from any other cause , at no additional cost to the Department.
709- 7 Observation Period .
Pavement markings are subject to a 180 day observation period under normal traffic . The
observation period shall begin with the satisfactory completion and acceptance of the work. The
pavement markings shall show no signs of failure due to blistering, excessive cracking, chipping,
discoloration, poor adhesion to the pavement, loss of reflectivity or vehicular damage . The
retroreflectivity shall meet the initial requirements of 7094 . 3 . The Department reserves the right
to check the color and retroreflectivity any time prior to the end of the observation period.
Replace , at no additional expense to the Department, any pavement markings that do not
perform satisfactorily under traffic during the 180 day observation period .
In
709-8 Corrections for Deficiencies . In
Deficiencies will be corrected by removal and reapplication of a 1 . 0 mile section centered
around the deficiency at no additional cost to the Department.
709-9 Method of Measurement.
The quantities to be paid for under this Section will be as follows :
(a) The length, in net miles , of 6 inch Solid Traffic Stripe , authorized and
acceptably applied .
In
(b) The total traversed distance in gross miles of 10- 30 or 3 - 9 skip line . The actual
applied line is 25 % of the traverse distance for 1 : 3 ratio . This equates to 1 , 320 feet of marking
per mile of single line .
(c) The net length, in feet, of all other types of lines and stripes , authorized and
acceptably applied.
(d) The area, in square feet, of Remove Existing Pavement Markings , acceptably
removed.
70940 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 .
In
- 196 -
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Payment will be made under :
Item No . 709 Two Reactive Components
Traffic Stripes , Solid — per net anile .
Traffic Stripes , Solid — per foot .
Traffic Stripes , Skip — per gross mile .
Traffic Stripe — Two Reactive Components , Remove — per
square foot .
710 PAINTED PAVEMENT MARKINGS .
(REV 7-9-09) (FA 7-20-09) (140)
s '
ARTICLE 710 -2 (Page 796) is deleted and the following substituted :
710-2 Materials .
Use only materials listed on the Qualified Products List (QPL) meeting the following
requirements :
Raised Retro-reflective Pavement Markers and Bituminous '
Adhesive . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . Section 970
Standard Waterborne Fast Dry Traffic Paint ,
971 . 1 and 971 . 3
Fast Dry Solvent Paint . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 971 - 1 and 9714
Glass Spheres . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9714
and 971 -2
The Engineer will take random samples of all material in accordance with the
Department ' s Sampling, Testing and Reporting Guide schedule . ;
SUBARTICLE 710 -4 . 1 (Pages 796 and 797) is deleted and the following substituted :
7104 . 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
if
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 1 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 . 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 .
- 197 -
FPID ( S ) : 423186 - 1 - 58 - 01
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SUBARTICLE 7104 . 1 . 1 (Page 797) is deleted and the following substituted :
It FIIV III IF
7104 . 1 . 1 Final Surface : Painted Pavement Markings (Final Surface) will include
two applications of standard 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 Fee
Fell A
fee
Fee
apply the second application of Painted Pavement Markings (Final Surface) . Second application
must be applied prior to final acceptance of the project.
ILI Apply all retro-reflective pavement markers per the requirements of
Section 706 .
I -fee
of SUBARTICLE 7104 . 3 (Page 797 ) is deleted and the following substituted :
IF
IF
LeIF
If 710-4 .3 Retroreflectivity : Apply white and yellow standard pavement markings that will attain
an initIF 11 1 1Fee
ial retroreflectance of not less than 300 mcd/lx m2 and not less than 250 mcd/lx • m2FILL
,
IF
respectively . Measure, record and certify on a Department approved form and submit to the
FILL
Engineer, the retroreflectivity of white and yellow pavement markings in accordance with
Florida Method FM 5 - 541 .
VI
IF I The Department reserves the right to test the markings within 3 days of receipt of
If
the Contractor ' s certification . Failure to afford the Department opportunity to test the markings
FILL
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
striping at no additional cost to the Department.
For standard pavement markings , ensure that the minimum retroreflectance of
IF white and yellow pavement markings are not less than 150 mcd/lx in If the retroreflectivity
IF
values fall below the 150 mcd/lx m2 value within six months of initial application, the striping IF
will be reapplied at the Contractor ' s expense .
Lee I
IF
11 Fee It
Fee I
711 THERMOPLASTIC TRAFFIC STRIPES AND MARKINGS .
Fee It
(REV 5-6-09) (FA 6-24-09) ( 140)
ell
SUBARTICLE 711 „ 2 . 1 . 2 (Page 800) is deleted and the following substituted :
ILL 711 -2 . 1 . 2 Refurbishing Existing Stripes and Markings : Use materials meeting
the requirements of 9714 and 971 - 5 .
Fee
SUBARTICLE 711 „2 . 1 . 3 (Page 800) is deleted and the following substituted : 14 Let
KL
Le I
711 -2 . 1 .3 Preformed Stripes and Markings : Use Materials meeting the
requirements of 971 - 1 and 971 - 6 .
SUBARTICLE 7111 (Pages 801 and 802) is deleted and the following substituted : It
7114 . 1 General : Remove existing pavement markings such that scars or traces of
I IF removed markings will not conflict with new stripes and markings by a method approved by the
A 98If
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Engineer . Cost for removing conflicting pavement markings during maintenance of traffic
operations to be included in Maintenance of Traffic , Lump Sum .
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 . Before
applying traffic stripes to any Portland cement concrete surface , apply a primer, sealer or surface
preparation adhesive of the type recommended by the manufacturer . Offset longitudinal lines at
least 2 inches from any longitudinal joints of Portland cement concrete pavement .
Apply traffic stripes or markings only to dry surfaces , and when the ambient air
and surface temperature is at least 50°F and rising for asphalt surfaces and 60 ° F and rising for
concrete surfaces .
Apply striping to the same tolerances in dimensions and in alignment specified in
710- 5 . When applying traffic stripes and markings over existing markings , ensure that not more
than 2 inches on either end and not more than 1 inch on either side of the existing line is visible .
Apply thermoplastic material to the pavement either by spray, extrusion or other
means approved by the Engineer.
Conduct field tests in accordance with FM 5 - 541 . Remove and replace traffic
stripes and markings not meeting the requirements of this Section at no additional cost to the °
Department .
Apply all final pavement markings prior to opening the road to traffic .
SUBARTICLE 711 -4 . 3 (Page 802 ) is deleted and the following substituted :
711 -4 .3 Retroreflectivity : Apply white and yellow traffic stripes and markings that will
attain an initial retroreflectivity of not less than 450 mcd/lx • m2 and not less than 350 mcd/lx • m2 , `.
respectively for all longitudinal lines . All transverse lines , messages and arrows will attain an F
initial retroreflectivity of not less than 300 mcd/lx • rn and 250 mcd/lx • rn for white and yellow
respectively. All pedestrian crosswalks , bike lane symbols or messages in a proposed bike lane 1
shall attain an initial retroreflectivity of not less than 275 mcd/lx , m2 .
Measure , record and certify on Department approved form and submit to the
Engineer, the retroreflectivity of white and yellow pavement markings in accordance with
Florida Method FM- 5 - 541 .
The Department reserves the right to test the markings within three days of receipt
of the Contractor ' s certification . The test readings should be representative of the Contractor ' s g
striping performance . If the retroreflectivity values measure below values shown above , the
striping will be removed and reapplied at the Contractor ' s expense .
i
ARTICLE 711 -7 (Page 803 ) is deleted and the following substituted :
711 -7 Observation Period .
Pavement markings are subject to a 180 day observation period under normal traffic . The
observation period shall begin with the satisfactory completion and acceptance of the work .
The pavement markings shall show no signs of failure due to blistering , excessive
cracking, chipping, discoloration, poor adhesion to the pavement, loss of reflectivity or vehicular
t ' vi shall meet the initial requirements of 711 -4 . 3 . The Department
damage . The retroreflectivity ty q
reserves the right to check the color and retroreflectivity any time prior to the end of the
observation period .
- 199 -
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Replace, at no additional expense to the Department, any pavement markings that do not
perform satisfactorily under traffic during the 180 day observation period .
713 PERMANENT TAPE STRIPES AND MARKINGS .
(REV 5-6A9) (FA 6-25-09) ( 140)
ARTICLE 713 -2 (Page 805 ) is deleted and the following substituted :
713 -2 Materials .
Use only permanent tape traffic stripes and markings materials listed on the Qualified
Products List (QPL) , meeting the requirements of 971 - 1 and 971 - 7 . The Engineer will take
random samples of the materials in accordance with the Department ' s Sampling, Testing and
Reporting Guide schedule .
SUBARTICLE 7134 . 1 (Pages 805 and 806) is deleted and the following substituted :
7134 . 1 Removal of Existing Traffic Stripes : Remove existing traffic stripes and
11 r markings , such that scars or traces of removed markings will not conflict with new stripes and
markings by a method approved by the Engineer.
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 a primer, sealer or surface preparation adhesive of the type recommended
by the manufacturer. Ensure the tape stripes and markings adheres to the pavement surface .
Offset longitudinal lines at least 2 inches from construction joints on portland
cement concrete pavement. I NA
Apply traffic stripes or markings only to dry surfaces , and when the ambient air
and surface temperature is at least 55 °F and rising .
Apply striping to the same tolerances in dimensions and in alignment specified in
710 - 5 . When applying traffic stripes and marking over existing markings , ensure that not more
than 2 inches on either end and not more than 1 inch on either side of the existing line is visible .
Apply traffic stripes and markings to the pavement by means approved by the
Engineer. The stripes and markings shall be installed immediately following the paving
operation . Conduct field testing in accordance with FM 5 - 541 . Remove and replace pavement `
stripes and markings not meeting the requirements of this Section at no additional cost to the
Department .
Apply all final pavement markings prior to opening the road to traffic .
ARTICLE 713 - 7 (Page 806) is deleted and the following substituted :
713 .7 Observation Period .
Pavement markings are subject to a 180 day observation period under normal traffic . The
observation period shall begin with the satisfactory completion and acceptance of the work .
The pavement markings shall show no signs of failure due to blistering, excessive
cracking, chipping, discoloration , poor adhesion to the pavement, loss of reflectivity or vehicular
damage . The retroreflectivity shall meet the initial requirements of 7134 . 3 . The Department
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reserves the right to check the color and retroreflectivity any time prior to the end of the
observation period .
Replace , at no additional expense to the Department, any pavement markings that do not
perform satisfactorily under traffic during the 180 day observation period .
715 HIGHWAY LIGHTING SYSTEM .
(REV 1 -2240) (FA 24040) (740)
ARTICLE 715 - 1 (Page 808 ) is expanded by the following :
7154 Description.
Install a highway lighting system in accordance with the details shown in the plans .
Include in the system the light poles , bases , luminaires , ballasts, pull boxes , cable , conduit,
substations , expansion joints , protective devices , transformers and control devices ; all as
specified or required for the complete facility. Use pole assemblies listed on the Department ' s
Qualified Products List (QPL) when standard aluminum pole assemblies or standard high mast
light assemblies are required by the Contract Documents .
Provide metal lighting poles , excluding high mast lighting, with internal vibration
damping devices in accordance with Design Standard 17515 in all installations on bridges , walls
and concrete median barriers .
ARTICLE 715 - 16 (Pages 812 and 813 ) is deleted and the following substituted :
715- 16 Method of Measurement.
The quantities to be paid for will be as follows , completed and accepted :
(a) Conduit : The length, in feet, including elbows , sweeps , connecting hardware ,
trenching and backfill as indicated in the plans and the Design Standards , and the cost of
restoring cut pavement, sidewalks , sod, and etc . , to its original condition .
(b) Luminaire and Truss Arm : The Contract unit price will include the truss arm ,
luminaire with lamp , and all necessary mounting hardware as indicated in the plans and the $,
Design Standards .
( c) Load Center: The Contract unit price will include the service pole , insulators ,
weatherheads , transformers , enclosures , panel boards , breakers , safety switches , H . O . A . :
switches , lighting protectors , fuses , photo electric assembly, meter base , and all external and
internal conduit and conductors for the service as indicated in the plans and the Design
Standards .
( ) gd Light Pole Foundation : The Contract unit price will include the foundation and
anchor bolts with lock nuts and washers as indicated in the plans and the Design Standards .
(e) Luminaire : The Contract unit price will include the luminaire with lamp and
necessary mounting hardware as indicated in the plans and the Design Standards .
(f) Pull Box : The Contract unit price will include the pull box and cover as
indicated in the plans and the Design Standards .
( g) High Mast Parts : The Contract unit price will include the part specified with
all mounting hardware as indicated in the Contract Documents and the Design Standards .
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frangible base, attachments , bolts , and washers as indicated in the plans and the Design
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(i) Photo Electric Control Assembly: The Contract unit price will include the
photo electric control , transformers , conduit, and conductors as indicated in the plans and the
Design Standards .
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(j ) Pre-Fab Pilaster : The Contract unit price will include the pilaster and all
IN mounting hardware as indicated in the plans .
(k) High Mast Lighting Pole Complete : The Contract unit price will include the
pole , luminaires with lamps, lowering system , breakers , anchor bolts with lock nuts and washers ,
and foundation as indicated in the plans and the Design Standards .
(1) Conductor : The length, in feet, as indicated in the plans and the Design
` Standards .
(m) Lighting Pole Complete : The Contract unit price will include the pole ,
internal vibration damping device, truss arm, luminaire with lamp , anchor bolts with lock nuts
and washers , frangible base and foundation . IN I
(n) Pole Cable Distribution System : The Contract Unit price will include the surge
protector, fuse holders with fuses , waterproof connectors and the waterproof wiring connection
to the luminaries .
NII
901 COARSE AGGREGATE .
(REV 1245-09) (FA 12 -21 -09) (740)
IN
SUBARTICLE 901 -4 . 1 (Pages 815 - 817) is deleted and the following substituted :
9014 . 4 Gradation : Coarse aggregates shall conform to the gradation requirements of
Table 1 , when the stone size is specified . However, Table 1 is waived for those aggregates
intended for usage in bituminous mixtures , provided the material is graded on sieves specified in
production requirements contained in 6 -3 . 3 , and meets uniformity and bituminous design
requirements . IN IN
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Size Nominal Size
No . Square 3 /4 inch 1 /2 inch 3 /8 inch No . 4 No . 8 No . 16 No . 50
Openings
3 1 /2 inches to 1
1 1 /2 inches 0 to 5
2 1 /2 inches to 1
21 /2 inches 0 to 5
24 2 1 /2 inches to 0 to 10 0 to 5
3 /4 inch
3 2 inches to 1 _ 0 to 5
inch
357 2 inches to No . _ 10 to 30 - 0 to 5
4
4 1 1 /2 inches to 3 /4 inch 0 to 15 - 0 to 5
467 1 1 /2 inches to 35 to 70 - 10 to 30 0 to 5
No . 4
1 inch to 1 /2
5 inch 20 to 55 0 to 10 0 to 5
1 inch to 3 /8
56 inch 40 to 85 10 to 40 0 to 15 0 to 5
r57 1 inch to No . 4 - 25 to 60 - 0 to 10 0 to 5
6 3 /4 inch to 3 /8 90 to 100 20 to 55 0 to 15 0 to 5
inch
67 3 /4 inch to No . 90 to 100 - 20 to 55 0 to 10 0 to 5
68 3 /4 inch to No . 90 to 100 - 30 to 65 5 to 25 0 to 10 0 to 5
7 1 /2 inch to No . 100 90 to 100 40 to 70 0 to 15 0 to 5
78 1 /2 inch to No . 100 90 to 100 40 to 75 5 to 25 0 to 10 0 to 5
8 3 /8 inch to No . _
8 100 85 to 100 10 to 30 0 to 10 0 to 5
, .
89 3 /8 inch to No . _16 100 90 to 100 20 to 55 5 to 30 0 to 10 0 to
5
9 No . 4 to No . 16 - - 100 85 to 100 10 to 40 0 to 10 0 to 5
10 No . 4 to 0 - - 100 85 to 100
The gradations in Table 1 represent the extreme limits for the various sizes
indicated which will be used in determining the suitability for use of coarse aggregate from all
sources of supply. For any grade from any one source, the gradation shall be held reasonably
uniform and not subject to the extreme percentages of gradation specified above .
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916 BITUMINOUS MATERIALS .
(REV 8440) (FA 84640) ( 141 )
SECTION 916 - 1 (Pages 828 - 842) is deleted and the following substituted :
SECTION 916
BITUMINOUS MATERIALS
916- 1 Superpave PG Asphalt Binder :
9164 . 1 Requirements : Superpave Performance Graded (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
Table 1 and the following additional requirements :
1 . The mass loss AASHTO T 240 shall be a maximum of 0 . 5 % for all grades .
2 . The intermediate test temperature at 10 rad/s . for the Dynamic Shear
Rheometer test AASHTO T 315 shall be 25 °C for all grades .
3 . An additional high temperature grade of PG 67 is added for which the high test k ,
temperature at 10 rad/sec for the Dynamic Shear Rheometer test AASHTO T 315 shall be 67 °C .
4 . All PG asphalt binders having a high temperature designation of PG 67 or
lower shall be prepared without modification .
5 . 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 ) . '
elastomeric 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 a maximum of
Li
75 degrees . t
6 . 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 may be added to the PG
binder at the rate of 25 cubic centimeters of silicone mixed to each 5 , 000 gallons of PG binder. If
a disbursing fluid is used in conjunction with the silicone , the resultant mixture containing the
full 25 cubic centimeters 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 .
Where PG binder is used in mixes containing reclaimed asphalt pavement (RAP) ,
the requirements of 334- 2 . 3 . 4 must also be met .
9164 . 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 . Manufacturers seeking evaluation of their product shall submit an application in accordance
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with Section 6 and include a report of test results from an independent laboratory confirming the
material meets the requirements of this section . 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 .
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 on the Product Evaluation
Application and in the Quality Control Program below . 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 9164 . 3 has been implemented .
9164 .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 .
9164 .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 .
9164 .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 AASHTO Materials Reference Laboratory (AMRL) Proficiency Sample I III
Program for both Performance Graded Asphalt Binder and Viscosity Graded Asphalt Cement .
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 V
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 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 :
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( 1 ) AASHTO T 202 Standard Test Method for Viscosity of
Asphalts by Vacuum Capillary Viscometer or
IN
(2 ) AASHTO T 315 Test Method for Determining Rheological
Properties of Asphalt Binder using a Dynamic Shear Rheometer (DSR) .
Results of Quality Control Testing shall be available to the supplier within five
hours of sampling . A Quality Control test result outside the specification limits will require
immediate sampling and testing for Specification Compliance and appropriate action taken . The
Quality Control testing and location where the test will be done shall be identified in the
suppliers Quality Control Program .
AN
9164 .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
IN
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
IN 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
identified and retained not less than eight weeks at the supply location . Any PG
adequately g
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
IN
the State Materials Office , one will be tested by the supplier for Specification Compliance and
r
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 .
9164 .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
z
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 4
monthly reports and supporting test reports shall be available at the supply location for a
minimum of three years .
IN The report shall consist of the Specification compliance testing and
Quality Control Testing of the following as applicable by these Specifications .
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IN IN
SUPERPAVE PG ASPHALT BINDER
Specification
Test and Method Conditions Minimum/Maximum
Value
Original Binder
Superpave PG Asphalt
Binder Grade Report
Qualified Products List
IN Number Report
Polymer Modifier Type (PG 76 -22 Only) Report
Solubility, AASHTO T 44 in Trichloroethylene Minimum 99 . 0 %
Flash Point, AASHTO T 48 COC Minimum 450°F IN
Rotational Viscosity, 275 °F Maximum 3 Pa- s
AASHTO T 316
Absolute Viscosity, 140°F Max . 2400 P (PG 64 -22)
AASHTO T 202 Max . 3600 P (PG 67 - 22 ) IN
IN
Dynamic Shear Rheometer G /sin S, Test Temperature @
10 rad/sec , ° C Minimum 1 . 00 kPa IN
AASHTO T 315 phase Angle , b , (PG 76 -22 Only) Maximum 75 degrees
IN Rolling Thin Film Oven Test Residue (AASHTO T 240)
Rolling Thin Film Oven , IN I
AASHTO T 240 Mass Loss % Maximum 0 . 50
Dynamic Shear Rheometer, G /sin 6 , Test Temperature @
AASHTO T 315 10 rad/sec, ° C Minimum 2 . 20 kPa IN I
Pressure Aging Vessel Residue (AASHTO R 28 ) at 100°C
Dynamic Shear Rheometer, G sin S , Maximum 5000 kPa
AASHTO T 315 10 rad/sec . 25 ° C
S ( Stiffness) , @
Creep Stiffness , 60 sec . @ - 12 ° C Maximum 300 Mpa
AASHTO T 313 M-value , @
60 sec . @ - 12 ° C Minimum 0 . 300
IN
IN IN
9164 .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.
- 208 -
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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 designation , the customer name , the delivery location, 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
WL 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 l
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 .
F ,
916-2 Recycling Agents .
916-2 . 1 Requirements : The asphalt recycling agent (RA) shall be an asphalt binder (PG
asphalt binder) or an asphalt binder blended (as necessary) with a softening agent or flux oil , and
shall meet the four Target Viscosity values of 550 , 750 , 1000 , and 1500 poises and the following e.
requirements :
919 GROUND TIRE RUBBER FOR USE IN ASPHALT RUBBER BINDER.
(REV 6-22-09) (FA 6-25-09) ( 140)
ARTICLE 919 - 3 (Page 843 ) is deleted and the following substituted : E
919-3 Physical Requirements .
1 properties of the round tire rubber shall be determined in accordance with
The physical p p g
FM 5 - 559 , and shall meet the following requirements :
Specific Gravity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . 1 . 06 to 1 . 20 5
Moisture Content . . . 6 . . . 6 . 09 . . . . . . . . . . . . . . . . . . . . . . . . . . . . Maximum 0 .
75 %
Metal Contaminants . , . . . . 0 . . . . . . . . . . . Maximum 0 . 01 % k
t
Gradation - The gradation shall meet the limits shown in Table 919 - 1 for the type
of rubber specified .
Table 919 - 1
LI
Gradations of Ground Tire Rubber
Sieve Size Type A Type B Type C
% Passing
No . 16 - - - - -- 100
No . 30 --- 100 70- 100
No . 50 100 40 - 60 2040
No . 100 50 - 80 - - - -- -
-209 -
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71 923 WATER FOR CONCRETE .
(REV 5-2040) (FA 6-940) ( 141 )
SECTION 923 (Pages 848 - 849) is deleted and the following substituted :
SECTION 923
WATER FOR CONCRETE
9234 General Requirements .
Water for use with cement shall be clear and free from oil , and injurious amounts of acid,
alkali , chlorides , organic matter, and other deleterious substances . It shall not be salty or
brackish . If it contains quantities of substances which discolor it or make it smell or taste unusual
or objectionable or cause suspicion, it shall not be used unless approved by the Department .
LL Water sources permitted include potable water supplies that are approved by a public health
department, open bodies of water, well water, reclaimed water, and recycled water. Reclaimed
water shall be as defined in Chapter 62 - 610 , F . A . C . Open bodies of water are defined as
naturally occurring rivers , lakes , and ponds . Recycled water includes wash water from mixer
washout operations (stored in a lined settling pond) . All other sources of water not listed above
shall be considered recycled and reclaimed water . Recycled and reclaimed may be used only to
sprinkle the coarse aggregate stockpiles and for batching concrete meeting the requirements of
Section 347 ,
923 -2 Evaluation of Water for Concrete.
923-2 . 1 General : Water from potable water supplies approved by a public health
department may be used without additional testing. The concrete producer shall provide test data
of water samples from other sources . To determine chemical properties , use a laboratory
accredited by the National Environmental Laboratory or Construction Materials Engineering
Council Accreditation Program . To determine physical properties , use a laboratory accredited by
the Construction Materials Engineering Council Accreditation Program or Cement and Concrete
Reference Laboratory,
923 -2 . 2 Initial Sampling and Testing Frequency : Open bodies of water and
well water shall be initially sampled once prior to use . Recycled and reclaimed water shall be
tested once per week for four weeks initially, and thereafter once per month for four months
prior to its use , provided that the results of the test samples comply with all the applicable limits .
Failing test results will result in restarting initial sampling and testing .
923 -2 .3 Production Sampling and Testing Frequency : Open bodies of water and
recycled water shall be tested monthly. Well water and reclaimed water shall be tested once
every three months . If the last eight consecutive well water and reclaimed water samples meet
the requirements , then the sample frequency may be reduced to one sample every six months , as
approved by the Department . If a well water or reclaimed water sample fails once the frequency
has been reduced, then the sampling frequency shall revert back to once every three months .
923 -3 Chemical Requirements .
923 -3 . 1 Testing : All chemical analysis or tests shall be performed in accordance with the
test methods listed in Tables 1 and 2 or Standard Methods for the Examination of Water and
Wastewater.
- 210 -
FPID ( S ) : 423186 - 1 - 58 - 01
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923 -3 . 2 Recycled and Reclaimed Water : Recycled and reclaimed water shall be tested
before use and shall not exceed the limits in Table 1 :
Table 1
Chemical Test Test Method Maximum (%)
Equivalent Alkalis as (Na20 + 0 . 658 K20) ASTM D 6919 0 . 06
Total Solids AASHTO T 26 5 . 00
Total Chlorides as Cl- ASTM D 512 0 . 031
Total Sulfates as SO4 ASTM D 516 0 . 30
923 -3 .3 Open Bodies of Water and Well Water : Open bodies of water and well water
shall be tested before use and shall not exceed the limits of Table 2 :
Table 2
Chemical Test Test Method Maximum (%)
Acidity or Alkalinity Calculated in terms of Calcium AASHTO T 26 F
Carbonate 0 . 05
Total Organic Solids AASHTO T 26 0 . 05 '
Total Inorganic Solids AASHTO T 26 0 . 08
Total Chlorides as Cl- ASTM D 512 0 . 031
Total Sulfates as SO4 ASTM D 516 0 . 30
923 -4 Physical Requirements for Mortar.
Mortar shall be tested in accordance with ASTM C 109 with the following exception : the
mortar shall not be tested for flow . The mortar, composed of the sampled water, shall have a
compressive strength of not less than 90% when compared to a mortar prepared using distilled
water and tested at seven days .
Water of a questionable quality, as determined by the Department, shall be subject to the
acceptance criteria for time of set as required by ASTM C 1602 , Table 1 .
926 EPDXY COMPOUNDS .
(REV 1440) (FA 14440) (740)
ARTICLE 9264 (Pages 854 — 855 ) is deleted and the following substituted :
9264 Types of Compounds .
Epoxy resin compounds for application to portland cement concrete , bituminous cement
concrete, metals and other type surfaces shall be two-component systems of the applicable of the
following types as designated .
T e Description
A An epoxy resin, for bonding fresh concrete to hardened concrete .
B epoxy resin adhesive , for bonding hardened concrete to hardened concrete and
constructing doweled splices in precast prestressed concrete piles .
E fluid epoxy for crack injection in the repair of old structures .
- 211 -
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Type Description
F An epoxy for repairing spalled areas on concrete bridge structures with these subtypes :
F- 1 A non sagging gel type for vertical surfaces .
F - 2 A pourable type for repairs where forms are to be used .
G An epoxy for rebuilding expansion joints and associated wearing surfaces .
H An epoxy for structural bonding where asphalt overlays are to be in contact with the
hardened compound .
IAn epoxy for filling small holes in concrete such as lifting bolt cut- outs on beams , etc .
J An epoxy for installing rebar and anchor bolts into hardened concrete .
K An epoxy for underwater sealing of the bottom of the jacket of an integral pile jacket
system.
FFFFFFFFFF L An epoxy for coating the interior of sewage disposal tanks .
M A coal tar epoxy coating for steel sheet piles and H piles (water immersion) .
N An epoxy for preparing mortars and concrete for patching portland cement concrete
pavement.
Q An epoxy for use in post tensioning anchorage protection systems .
ell
T Hot applied coal tar epoxy tape .
SUBARTICLE 926-2 . 2 (PAGE 855 ) is deleted and the following substituted :
926-2 . 2 Qualified Products List : All epoxy materials shall be one of the products listed
on the Department ' s Qualified Products List (QPL) . Manufacturers seeking evaluation of their
products shall submit product data sheets , performance test reports from an independent
laboratory showing the product meets the requirements of this section, an infrared identification
curve (2 . 5 to 15 gm) and a QPL application in accordance with Section 6 . Information on the
QPL application must identify the epoxy type .
Products may only be used for applications recommended by the manufacturer.
931 METAL ACCESSORY MATERIALS FOR CONCRETE PAVEMENT AND
CONCRETE STRUCTURES .
(REV 3 -2640) (FA 5-2640) ( 1 - 11 )
SUBARTICLE 931 - 1 . 1 (Page , 875 ) is deleted and the following substituted :
9314 . 1 Steel Bars : Unless otherwise shown in the plans , billet steel bars for concrete
reinforcement shall conform to the requirements of ASTM A- 615 Grade 60 except that the
process of manufacture will not be restricted . For processes not included in ASTM A- 615 the
phosphorus content will be limited to 0 . 08 % .
The following special requirements shall apply :
( 1 ) Unless otherwise specified or shown on the plans all reinforcement
bars No . 3 and larger shall be deformed bars .
(2) All billet- steel bars shall be of the grade called for on the plans .
(3 ) Twisted bars shall not be used.
- 212 IF
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(4) Wherever in the Specifications the word "purchaser" appears it shall
be taken to mean the Department.
Acceptance of reinforcing steel shall be based on test samples taken randomly by
the Department and manufacturer ' s certified mill analysis of test results meeting the specification
limits of the ASTM or AASHTO designation for the particular size , grade and any additional
requirements . Randomly taken test samples and certification of test values , representing each
production LOT of reinforcing steel , shall be provided to the Engineer for each Contract prior to
use . Randomly taken test samples shall be cut from bundled steel that is shipped to the jobsite .
932 NONMETALLIC ACCESSORY MATERIALS FOR CONCRETE PAVEMENT
AND CONCRETE STRUCTURES .
(REV 8-240) (FA 84240) (141 )
SUBARTICLE 9324 . 2 . 2 (Page 878 ) is deleted and the following substituted :
9324 . 2 .2 Material : The joint sealant shall be composed of a mixture of
materials , typically but not limited to bituminous based, that will melt when heated for
application and then solidify to form a resilient and adhesive compound capable of sealing joints
in portland cement concrete and/or asphaltic concrete against the infiltration of moisture and
foreign materials throughout normal pavement conditions and at ambient temperatures . The
manufacturer shall have the option of formulating the material according to their Specifications . e
However, the requirements delineated in this Specification shall apply regardless of the type of
formulation used. The material shall cure sufficiently to not flow from the joint or be picked up
by vehicle tires after 3 hours at 77 ° F . The material shall be capable of a uniform application
consistency suitable for filling joints without the inclusion of large air holes or discontinuities
and without damage to the material .
Materials for pavement joints shall be tested according to ASTM D 5329 .
9324 . 2 . 2 . 1 Physical Requirements of Joint Sealants for Portland
Cement Concrete Only :
Parameter Limits
Pour Point At least 20 °F lower than the safe heating temperature as stated
y the manufacturer.
Cone-Penetration, Non- Less than or equal to 90 mm
immersed at 77 ° F , 150 g, 5 s
Flow at 40 ° F , 5 h Less than orequal to 5 . 0 mm
Bond, Non- immersed, 0 ° F for 5 No cracking, separation , or opening that at any point is over
cycles * 1 /4 inch deep , in the sealant or between the sealant and the
substrate .
*The depth of a crack, separation or opening shall be measured perpendicular to the side of the sealant showing the defect.
At
east two test samples in a group of three representing a given sample of sealant shall meet this requirement.
932 - 1 . 2 . 2 . 2 Physical Requirements of Joint Sealants for Portland
Cement Concrete and/or Asphaltic Concrete .
-213 -
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Parameters Limits
Pour Point t least 20 ° lower than the safe heating temperature as stated by the
manufacturer .
Cone-Penetration , Non-
immersed at 77 °F , 150 g, 5 s Less than or equal to 90 mm
low at 40 °F , 5 hLess than or equal to 3 . 0 mm
No cracking, separation , or opening that at any point is over
ond, Non-immersed, -20 °F
or 3 cycles , 50 % extension * 1 /4 inch deep, in the sealant or between the sealant and the
substrate ,
Resilience at 77 ° F Recovery greater than orequal to 60 %
o failure in adhesion, formation of an oily exudates at the
Asphaltic Concrete interface between the sealant and the asphaltic concrete, or
Compatibility at 140 °F softening or other deleterious effects on the asphaltic concrete or
sealant.
*The depth of a crack, separation opening shall be measured perpendicular to the side of the sealant showing the defect. At
east two test samples in a group of three representing a given sample of sealant shall meet this requirement.
SUBARTICLE 9324 . 2 . 4 (Page 879) is deleted and the following substituted :
9324 . 2 .4 Qualified Products List : The joint sealant materials used shall be one
of the products listed on the Department ' s Qualified Products List (QPL) . Manufacturers seeking
evaluation of their products shall submit product datasheets , performance test reports from an
independent laboratory showing the product meets the requirements of this section , and a QPL
application in accordance with Section 6 . Information on the QPL application must identify the
sealant type .
SUBARTICLE 9324 . 3 . 2 (Pages 880 - 882 ) is deleted and the following substituted :
9324 .3 .2 Physical Requirements :
SILICONE Test Method Type A
SEALANT TYPE Yh Type B Type C Type D
Flow (maximum) MIL S 8802 0 . 3 inches
Extrusion rate MIL S 8802 1 . 254 . 2 g/s 1 . 7 - 11 . 0 g/s 4 . 58 - 9 . 2 g/s 3 . 3 — 9 . 2 g/s
ack- free time at 77 MIL S 8802
3 °F and 45 to 20 - 75 120 minutes , 60 minutes , 30 - 60
55 % Relative minutes maximum maximum minutes
Humidity
Specific gravity ASTM D 792 , 1 . 1 to 1 . 515 1 . 10 to 1 . 40 1 . 26 to 1 . 34 1 . 26
to 1 . 34
Method A
Durometer
hardness , Shore A ASTM D 2240 10 -25
(Cured seven days
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SILICONE Test Method Type A Type B Type C Type D
SEALANT TYPE
at 77 3 °F and 50
5 % Relative
Humidity)
Durometer
hardness , Shore 00
(Cured 21 days at ASTM D 2240 40 - 80 20 - 80
773 °Fand 50 �
5 % Relative
Humidity)
Tensile stress ASTM D 412
(maximum) at (Die C) 45 psi 40 psi 15 psi
150 % elongation
Elongation ( Cured
seven days at 77 ASTM D 412 800 % 600%
3 °F and 50 5 % (Die C) minimum minimum
Relative Humidity)
Elongation (Cured
21 days at 77 3 °F ASTM D 12 800 % 1400 %
and 50 5 % (Die C) minimum minimum
Relative Humidity)
Ozone and No chalking, cracking or bond loss after 5 , 000 hours ,
Ultraviolet ASTM C 793
minimum .
Resistance
Bond to concrete `
mortar briquets
(primed if required) 50 psi
( Cured seven days AASHTO T- 132
at 77 3 °F and 50 minimum
5 % Relative
Humidity)
Bond to concrete
35 psi
briquets (Cured 21
days at 77 3 °F AASHTO T- 132 40 psi minimum
and 50 5 % minimum (includes bond ;
to asphalt)
Relative Humidity) '
No adhesive
or cohesive
failure and
Movement No adhesive or cohesive failure and adhesion ,
Capability ASTM C 719 adhesion , 10 cycles at - 50 to + 100 % 10 cycles at
+ 100/- 50 %
(j oints
2" wide)
- 215 -
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Portland Cement Mortar : Briquets shall be molded and cured 28 days
minimum in accordance with AASHTO T- 132 . Cured briquets shall be dried at 230 5 °F , sawed
in half and bonded together with a thin section of sealant. After cure of sealant, briquets shall be
tested in accordance with AASHTO T432 ,
SUBARTICLE 9324 . 3 . 4 (Page 882) is deleted and the following substituted :
9324 .3 .4 Qualified Products List : The low modulus silicone sealant used shall
be one of the products listed on the Department ' s Qualified Products List . Manufacturers seeking
evaluation of their products shall submit product datasheets, performance test reports from an
independent laboratory showing the product meets the requirements of this section, an infrared
identification curve (2 . 5 to 15 µm) and a QPL application in accordance with Section 6 .
Information on the QPL application must identify the sealant type .
SUBARTICLES 9324 . 4 to 9324 . 6 (Pages 882 — 883 ) are deleted and the following
substituted :
9324 . 3 . 5 Primer : When required by the manufacturer ' s product, a primer shall
be used.
The manufacturer shall perform quality control tests on each LOT of
sealant primer material furnished to each project and furnish a certified report that each LOT of
primer material furnished to a project meets his Company ' s Specifications for that product and
the primer is suitable for its intended use .
Sealant primer material shall be delivered in containers plainly marked
with the manufacturer ' s name or trademark and product name, LOT number and date of
expiration ,
9324 .3 . 6 Backer Rod and Tape Bond Breakers : Backer rods and tape shall be
compatible with the joint sealant and approved by the sealant manufacturer . No bond or reaction
shall occur between the rod and the sealant .
9324 .3 . 7 Installation : Installation, material selection , joint dimensions , bond
breaker suitability (by type and project) shall be in agreement with the requirements of Design
Standards , Index Nos . 305 and 21110 . Any modifications or exceptions to these requirements
shall be shown in the plans ,
For new construction projects or general use where the joints to be sealed
have uniform width , a closed cell , expanded polyethylene foam backer rod bond breaker shall be
required. For rehabilitation projects and similar joint seals where the joints to be sealed have
irregular width, an open cell , expanded polyethylene foam backer rod bond breaker with an
impervious skin shall be required .
The backer rod shall be compatible with the joint sealant. No bond or
reaction shall occur between the rod and the sealant .
Tape bond breaker approved by the sealant manufacturer may be used in
Ir lieu of backer rod bond breaker when sealing joints and/or random cracks , as required .
Type D Silicone sealant shall be placed when the ambient temperature is
I
sing and is between 55 ° F and 85 ° F and the temperature is expected to rise for the next three
I, 216 -
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hours minimum to provide to adequate joint opening and compression of the sealant during
curing.
All installed bond breakers shall be covered by sealant at the end of each
work day .
A tolerance in cross - sectional height at midpoint of 4 / 16 to +3 / 16 inch
will be allowed to the nominal values shown for each joint width on the plan sheet . The Engineer
shall check one joint for each 1 , 000 feet of roadway by cutting out specimens . If the cross
section of the cut specimen is out of the allowable range , additional specimens shall be taken as
follows :
cc
One joint every 100 feet of pavement not to exceed 500 feet.
If the average of the specimens is out of tolerance, the Contractor shall
remove and replace the entire 500 feet section at no additional expense to the Department .
Installation tolerance shall be verified at 1 , 000 feet intervals .
932- 1 .4 Pre- cured Silicone Sealant :
9324 .4 . 1 General : Pre- cured silicone sealants are intended for sealing vertical
joints on concrete surfaces . Type V1 sealant is intended for contraction joints or joints with
movements less than 1 /4 inch . Type V2 sealant is intended for expansion joints not exceeding
200 % of the nominal joint opening . Type V2 sealant may be substituted for Type V 1 sealant .
The joint sealant must be listed on the Department ' s Qualified Products List (QPL) .
932- 1 .4 . 2 Physical Requirements : Sealant material shall be a nominal 1 / 16 inch
thick, available in standard widths from 1 inch to 6 inches , colored to match the finish surface
coating of the concrete , and meet the following minimum testing requirements : r
TEST PROPERTY DESCRIPTION TEST METHOD TYPE V 1 TYPE V2
Minimum Movement, ASTM C 1523 100 % 200 %
Cohesion/Adhesion
Dry/Room Temperature Loss of ASTM C 1523 None None
Adhesion/Cohesion
Water Immersion Loss of ASTM C 1523 None None
Adhesion/Cohesion
Frozen Loss of Adhesion/Cohesion ASTM C 1523 None None
Heat Loss of Adhesion/Cohesion ASTM C 1523 None None
Artificial Weathering Loss of
Adhesion/Cohesion ASTM C 1523 None None
Artificial Weathering Loss of
iASTM C 1523 None None
Adhesion/Cohesion
NT or PT (No NT or PT
Tear Propagation ASTM C 1523 Tear or (No Tear or
Partial/Knotty Partial/Knotty
Tear) Tear)
Ultimate Elongation ASTM D 412 250 % 500 %
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9324 .4 .3 Qualified Products List : Manufacturers seeking evaluation of their
product shall submit an application in accordance with Section 6 . Applications must include test
results , an Infrared Absorption scan, and a product data sheet with the recommended adhesive
and installation requirements .
9324 . 5 Compression Seals and Adhesive Lubricant
9324 .5 . 1 Preformed Elastomeric Compression Seals : Preformed Elastomeric
Compression Seals shall meet the requirements of ASTM D 2628 except that immersion oil
IRM 903 may be substituted for Oil No . 3 in the Oil Swell test procedure .
9324 .5 . 2 Compression Seal Adhesive Lubricant : Compression Seal Adhesive
Lubricant shall meet the requirements of ASTM D 4070 . The material shall be fluid from 5 ° to
120 ° F (- 15 ° to 49 ° C) .
9324 . 5 .3 Certification : The manufacturer shall provide a certified test report for
I. each lot of material furnished to each project along with a statement certifying that the material
conforms to this specification and identifying the project number and manufacturer ' s lot numberIn.
932- 1 . 5 .4 Verification Samples : Provide verification samples in accordance with
In I
Section 6 .
948 MISCELLANEOUS TYPES OF PIPE .
(REV 5/19/ 10) (FA 6-9 - 10) ( 1 - 11 )
SUBARTICLE 948 - 1 . 7 (Page 901 ) is deleted and the following substituted
9484 . 7 Polyvinyl Chloride (PVC) Pipe ( 12 to 36 Inches) : Polyvinyl Chloride (PVC)
Pipe for side drain , cross drain, storm drain and other specified applications shall conform to
Inn III AASHTO M-278 for smooth wall PVC pipe or ASTM F- 949 for PVC ribbed pipe . Mitered end
sections are not to be constructed of polyvinyl chloride . Use only concrete or metal mitered end
sections as indicated in the Design Standards .
All pipe produced and shipped to the job site shall meet the requirements of 105 -
3 , 2 .
SUBARTICLE 948 -2 . 3 (Pages 901 — 904 ) is deleted and the following substituted :
nee 948-2 .3 Corrugated High Density Polyethylene Pipe ( 12 to 60 inches) :
948-2 .3 . 1 General : Class I (50 year) corrugated Polyethylene Pipe used for side ;.
In drain , storm and cross drain or french drain shall meet the requirements of AASHTO M-294 .
In
Class II Corrugated Pipe shall meet the requirements of AASHTO M-294 and the additional
requirements as specified herein . Corrugations may only be annular. Ensure that pipe resin
conforms to ASTM D -3350 minimum cell classification 435400C except that cell class 435400E
In may be used if the combination of color and UV stabilizer provides the same or better UV
protection than that of resin cell class 435400C . Mitered end sections are not to be constructed of
polyethylene . Use only concrete or metal mitered end sections as indicated in the Design
Standards .
All pipe produced and shipped to the job site shall meet the requirements
net of 105 - 3 . 2 .
-218 -
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948-2 . 3 . 2 Additional Requirements for Class II ( 100 Year) , Type S
Polyethylene Pipe Meet the following requirements :
Table 1
Stress Crack Resistance of Pipes
Pipe Location Test Method Test Conditions Requirement
10 % Igepal solution at 122 °F Average failure time of the
FM 5 . 572 , Procedure and 600 psi applied stress , 5 Pipe liner shall be > 18 . 0
Pipe Liner
A hours , no single value shall
replicates be less than 13 . 0 hours .
Pipe 10% Igepal solution at 122 °F Average failure time shall
Corrugationvalue
, ASTM F -2136 and 600 psi applied stress , 5 ahours , single
(molded plaque) replicates lshshatall be less t than 17 . 0
hours .
Determine failure time at
500 psi at 73 . 4°F >_ 100
Full Test 2'3 : years (95 % lower
Test at 3 temperature/stress confidence) using 15 failure
combinations : time values4 .
176°F at 650 psi The tests for each condition
176 'F at 450 psi can be terminated at
FM 5 - 572 , Procedure 158 °F at 650 psi ; duration equal to or greater N
Junction g and FM 5 - 573 5 replicates at each test than the following criteria :
condition 110 . 0 hr at 176 ° F 650psi
430 . 0 hr at 176 ° F 450 psi
500 . 0 hr at 158 ° F 650 psi
Single Test : The average failure time
Test temperature 176°F and
applied stress of 650 psi . ; 5 must be equal to or greater
replicates than 110 . 0 hr
Determine failure time at
500 psi at 73 . 4 °F > 100
Full Test 2 ' 3 : years (95 % lower
4
Test at 3 temperature/stress confidence) using 15 failure
combinations : time values4 .
176°F at 650 psi The tests for each condition
176 T at 450 psi can be terminated at
Ile Longitudinal FM 5 - 572 , Procedure 158 °F at 650 psi ; duration equal to or greater
Profiles6 C , and FM 5 - 573 5 replicates at each test than the following criteria :
condition 110 . 0 hr at 176 ° F 650psi
430 . 0 hr at 176 ° F 450 psi
500 . 0 hr at 158 ° F 650 psi
Single Test :
Test temperature 176°F and The average failure time
applied stress of 650 psi . ; 5 must be equal to or greater
than 110 . 0 hr
replicates
-219 - .
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..s '� r .. _ , x -�•. : �
� � '� �� < � .`'ta * r ; n�,s` � 44�` � �,� '� "s,. � `� �'�-'3 "x r � • ,: r k x € .r
: .x �°� .. a.�, a -
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Table 1
Oxidation Resistance of Pipes
Pipe Location Test Method Test Conditions Requirement
2 replicates (to determine
Liner and/or OIT Test (ASTM D - initial OIT value) on the as
Crown? 3895 ) manufactured (not incubated) 25 . 0 minutes , minimum
pipe .
Incubation test FM Three samples for incubation 9510
Liner and/or of 195 days at 176 ° F8 and Average of 3 . 0 minutes
Crown' 5 -574 and OIT test pplied stress of 250 psi . One (no values shall be less than
(ASTM D-3895 ) OIT test per each sample 2 . 0 minutes)
MI test 2 replicates on the as
Liner and/oranufactured (not incubated)
Crown? (ASTM D- 1238 at < 0. 4 g/ 10 minutes
p
190°C/2 . 16 Kg) pipe .
Incubation test FM 2 replicates on the three aged l0, 11 , 12
Liner and/or 5 - 574 and MI test sampled after incubation of MI Retained Value
Crown' (ASTM D4238 195 days at 176 °F8 and shall be greater than 80 %
at 190°C/2 . 16 Kg) applied stress of 250 psi and less than 120% .
Note : FM = Florida Method of Test. 1 Required only when the resin used in the corrugation is different than that of the liner
.
A higher test temperature ( 194° F) may be used if supporting test data acceptable to the State Materials Engineer is submitted
and approved in writing.
Full test shall be performed on alternative pipe diameter of pipe based on wall profile design, raw material cell classification ,
and manufacturing process. Full test must be performed on maximum and minimum pipe diameters within a manufacturing
rocess.
Computer program to predict the 100 year SCR with 95 % lower confidence can be obtained from FDOT.
5 Single test for the junction and longitudinal profile may be used on alternating pipe sizes within a manufacturing process.
Single point tests may not be used on maximum and minimum pipe sizes within a manufacturing process except by approval of
he Engineer. Single point tests may be used for quality assurance testing purposes .
Longitudinal profiles include vent holes and molded lines .
7 OIT and MI tests on the crown are required when resin used in the corrugation is different than that of the liner.
8 The incubation temperature and duration can also be 136 days at 185 °F.
Within each replicate set of tests, the discrepancy range shall be within 6% . If an out -of range discrepancy occurs, repeat
the
three OIT tests.
10 The tests for incubated and "as-manufactured" pipe samples shall be performed by the same lab , same operator, the same
esting device, and in the same day.
11 Within each replicate set of tests , the discrepancy range shall be within 9 %. If an out-of-range discrepancy occurs,
repeat the
o MI tests on the same pipe sample. If insufficient material is available, a repeat of one test is acceptable.
12 The MI retained value is detenn
nuined using the average MI value of incubated sample divided by the average MI value of as -
afactured pipe sample .
Manufacturer may use ground class II, but not class I, pipe for reworked
plastic .
948-2 .3 .3 Certification : Furnish to the Engineer certification from the
manufacturer for each pipe diameter manufacturers LOT to be incorporated into the project that
the pipe meets the requirements of these Specifications .
Manufacturers seeking evaluation of a product in accordance with Departmental
procedures must submit test reports conducted by a laboratory qualified by the Geosynthetic
Accreditation Institute- Laboratory Accreditation Program (GAI- LAP) or qualified by ISO 17025
accreditation agency using personnel with actual experience running the test methods for class II
HDPE pipe . Submit the test reports to the State Materials Office .
- 220 -
FPID ( S ) : 423186 - 1 - 58 - 01
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948-2 .3 .4 Verification Samples : Furnish verification samples as directed by the
Engineer .
ARTICLE 9484 (Pages 905 — 906) is deleted and the following substituted :
9484 Pipe Liner.
948-4 . 1 Cured-In-Place Pipe Liner : Cured-in-place pipe liner shall be continuous , resin
impregnated, flexible tubing that meets the requirements of ASTM D - 5813 and ASTM 17- 1216 .
948-4 . 2 Deformed Pipe Liner : Deformed pipe liner shall be manufactured in an out of
round state , usually collapsed circumferentially and folded on the long axis . After installation in
a host pipe , the liner is rounded by means of heat and pressure to fit the host pipe . Deformed pipe
liner, when installed, shall extend from one structure to the next in one continuous length with no
intermediate joints .
( 1 ) Polyethylene : Deformed polyethylene pipe liner shall meet the requirements
of ASTM F-714 with a minimum cell classification of 335420c .
(2) Polyvinyl Chloride : Deformed polyvinyl chloride pipe liner shall meet the
requirements of ASTM F4504 .
948-4 .3 Discrete Pipe Liner : Discrete pipe liner shall be round, flexible or semi -rigid
liner, manufactured in lengths that may be joined in a manhole or access pit before insertion in a
host pipe .
( 1 ) High Density Polyethylene Solid Wall : Discrete high density polyethylene
pipe liner shall meet the requirements of ASTM F - 714 or AASHTO M - 326 and shall have a
minimum of cell classification of 345464c .
(2 ) High Density Polyethylene Profile Wall : Discrete high density polyethylene
pipe liner shall meet the requirements of AASHTO M-294 and shall have a minimum cell
classification of 435400c .
( 3 ) Polyvinyl Chloride : Discrete polyvinyl chloride pipe liner shall meet the
requirements of ASTM F - 794 , ASTM F - 949 , or AASHTO M-304 and shall have a minimum cell P
classification of 12454 .
(4) Fiberglass : Discrete fiberglass pipe liner shall meet the requirements of
ASTM D - 3262 ,
9484 . 4 Spiral Wound Pipe Liner : Spiral wound pipe liner shall consist of coils of
profile strips that are wound into a host pipe helically, after which a cementious grout is injected
into the annular space between the liner and the host pipe , forming a rigid composite structure .
( 1 ) Polyvinyl Chloride : Polyvinyl chloride spiral wound pipe liner shall meet the
requirements of ASTM F - 1697 or ASTM F- 1735 and shall have a minimum cell classification of
12454 .
948-4 .4 . 1 Machine Spiral Wound Pipe Liner : Machine spiral wound pipe liner
shall consist of a continuous one piece profile strip wound directly into the deteriorated
pipelines . The liner can be installed in close fit to the host pipe , or alternatively installed at a
fixed diameter. Where the liner is installed at a fixed diameter, the annular space between the
spiral wound liner pipe and the existing pipe is grouted .
( 1 ) Polyvinyl Chloride : Polyvinyl chloride machine spiral wound pipe
liner shall meet the requirements of ASTM F - 1697 and shall have a minimum cell classification
of 12454 .
-221 -
FPID ( S ) : 423186 - 1 - 58 -01
AT A TIN I
14 "
AN
IT I ANN "IN
IT NATANT A ITN, - ' -h . . ;: 3a'"» % .ANNA, A
a""" V�Yx . . , _ �, ����,e,�t '� �'" .4 `z.; A�`,s4 '°' v° +�,, em i aA LILI
'NA
u a " ,r:.,. ti * .€. �" e
A. A
%NNTt
IN A
9484 . 5 Paneled Pipe Liner : Paneled pipe liner consists of custom - cut flat or curved
panels that are formed to the inside circumference of a host pipe .
AII
( 1 ) Polyvinyl Chloride : Polyvinyl chloride paneled pipe liner shall meet the
ANN
requirements of ASTM F - 1735 and shall have a minimum cell classification of 12454 .
948-4 . 6 Point Pipe Liner : Point pipe liner may consist of any materials covered by this
ANT specification when used to repair and rehabilitate an isolated portion of an existing storm drain
AT
AA
AN
pipe . Materials which are restricted (as primary components) to point repair are ; steel, which
shall meet the requirements of AASHTO M- 167M, ASTM A- 167 , or ASTM A-240 ; aluminum ,
which shall meet the requirements of AASHTO M- 196 , and rubber; which shall meet the
requirements of ASTM C -923 ,
AN
9484 . 7 Coated Pipe Liner : Coated pipe liner consists of liquid, slurry, foam or gel that
is spread or sprayed over the interior surface of an existing pipe to rehabilitate it. Materials that
may be used for coating are hydrophilic urethane gel , epoxy resin , polyester resin, gunite ,
All shotcrete, low density cellular concrete , and cementious grout .
AN A
AN
962 STRUCTURAL STEEL AND MISCELLANEOUS METAL ITEMS (OTHER
THAN ALUMINUM) .
(REV 2 -2340) (FA 5440) ( 1 - 11 )
SUBARTICLE 9624 . 2 (Page 914) is deleted and the following substituted :
9624 . 2 Testing : For structural steel subjected to tensile stress used for main load-
carrying members or components (as defined in Section 460) , meet the ASTM A 709 impact test
requirements for non-fracture and fracture critical tension components as specified in the AN
Contract Documents . Meet the requirements for Zone 1 (Minimum Service Temperature 0°F) .
A Al
If not specified elsewhere in the Contract Documents , provide structural steel in
AN
accordance with ASTM A 709 requirements for non- fracture and fracture critical tension
components as directed by the Engineer. All
SUBARTICLE 962 - 8 . 2 (Page 916) is deleted and the following substituted :
A AN
962111m8 . 2 Steel Sheet Piling : Provide steel sheet piles conforming to the requirements of
ASTM A- 328 , ASTM A- 572 or ASTM A- 690 .
Ilk A
SUBARTICLE 962 - 8 . 4 . 2 (Page 917) is deleted and the following substituted :
962 -8 . 4 . 2 Testing : Structural steel tubing subjected to tensile stresses used in
main load carrying members or components ( as defined in Section 460) shall meet the impact
AN
test requirements of ASTM A 709 for non- fracture and fracture critical tension components for
Zone 1 . Minimum Average energy shall be : 15 ft- lbf at 70 °F (non- fracture critical) ; or 25 ft- lbf at
AIL70 ° F (fracture critical) .
-222 -
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971 TRAFFIC MARKING MATERIALS . F
(REV 51linl6- 10) (FA 54140) (840)
SECTION 971 (Pages 922 - 936) is deleted and the following substituted :
SECTION 971
TRAFFIC MARKING MATERIALS
9714 General Requirements .
971 - 1 . 1 Packaging and Labeling : All traffic marking materials shall be shipped in
strong containers plainly marked with the weight in pounds per gallon, the volume of traffic
marking materials content in gallons , the color, user information, date of manufacture , batch and
DOT code number . Each batch manufactured shall have a unique number. A true statement of E
the percentage composition of the pigment, the proportion of pigment to vehicle , and the name
and address of the manufacturer, also shall be shown . The label shall warn the user of any special
handling or precautions of the material , as recommended by the manufacturer. Any package not
so marked will not be accepted for use under these specifications .
Preformed thermoplastic materials and permanent tape products shall be marked
with content, color, date of manufacture and batch number.
971 - 1 . 2 Storage : Any traffic marking materials which , although inspected and approved
at the point of manufacture , hardens or livers in the containers so that it cannot be readily broken
up with a paddle to a smooth, uniform painting consistency, will be rejected. All materials shall
have a container storage life of one year from date of manufacture . Any traffic marking materials
not acceptable for proper application will be rejected, even though it conforms to these
Specifications in all other respects .
971 - 1 .3 Mixing . All paints shall be delivered to the project completely mixed, and ready
to be used without additional oil or thinner. Gasoline shall not be used for thinner under any
circumstances . .
971 - 1 . 4 Qualified Products List : All traffic marking materials shall be one of the
products listed on the Qualified Products List . Manufacturers seeking evaluation of their product
shall submit an application in accordance with Section 6 accompanied by a copy of the infrared
identification curve (2 . 5 to 15 µm) for the vehicle component . Products may only be used for
applications recommended by the manufacturer . A notation of the number of coats and the
thickness of each coat at which the product passes testing may be placed on the QPL . When
listed, this will be the minimum criteria for application of the traffic marking material .
971 - 1 . 5 Samples : Field samples will be obtained in accordance with the Department ' s
Sampling, Testing and Reporting Guide Schedule .
971 - 1 . 6 Color : Materials for pavement markings shall meet the following performance
requirements .
The initial daytime chromaticity for yellow materials shall fall within the box
created by the following coordinates :
Initial Daytime Chromaticity Coordinates ( Corner Points)
1 2 3 4
- 2231ll-
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.. 4 s: '•< ;, a: ,. .gin?:: ,. . , >.: . �, ''� g; a�;.",, . y� x`' `" , . i iu . 7"
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eVI
IF
IV
X 0 . 530 0 . 510 0 . 455 0 . 472
Y 0 . 456 0 . 485 0 . 444 0 . 400
The in - service daytime chromaticity for yellow materials shall fall within the box
VIF created by the following coordinates :
In- Service Daytime Chromaticity Coordinates (Corner Points)
1 2 3 4
X 0 . 530 0 . 510 0 . 435 0 . 449
Y 0 . 456 0 . 485 0 . 429 0 . 377
1,21 11 The nighttime chromaticity for yellow materials shall fall within the box created
by the following coordinates :
Nighttime Chromaticity Coordinates (Corner Points)
1 2 3 4
X 0 . 575 0 . 508 0 . 473 0 . 510
Y 0 . 425 0 . 415 0 . 453 0 . 490
9714 . 7 Additional Requirements : Traffic stripe materials shall be characterized as nonIF
-
hazardous as defined by Resource Conservation and Recovery Act (RCRA) 40 CFR 261 and the
material shall not exude fumes which are hazardous , toxic or detrimental to persons or property.
Provide supporting independent analytical data or product Material Safety Data Sheets (MSDS )
identifying nonhazardous designations .
Additionally, traffic stripe materials shall contain no more that 5 . 0 ppm lead by
weight when tested in accordance with the RCRA reference above . Provide supporting
independent analytical data .
971 -2 Glass Spheres .
971 -2 . 1 General Requirements : Glass spheres shall be of a composition designed to be
highly resistant to traffic wear and to the effects of weathering for the production of a reflective
surface , creating In visibility of the pavement markings without altering day visibility of the
marking . The general requirements of 97 1 - 1 apply to glass spheres .
971 -2 .2 Specific Properties : The large (Type 3 or larger) glass spheres used for drop on
beads shall have an adhesion coating . Type 1 glass spheres used for drop on beads shall have a
I IV dual coating . Beads used in the intermix of materials are not required to be coated.
IV
The following physical requirements apply :
Property Test Method Specification
Roundness * ASTM D 1155 Min : 70 % by weight
IV
Roundness * * ASTM D 1155 Min : 80 % by weight
Refractive Index * jBeckeTLine Method (25 +/- 5C ) 1 . 5 minimum
Refractive Index * * jBecke Line Method (25 +/,F- 5C ) l 1 . 9 minimum
*Type 1 , 3 , 4 and 5 beads
"High Index beads
-224 -
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Component Test Method Criteria
Total Solids , by weight ASTM D 2369 minimum 75 %
Pigments , by weight ASTM D 3723 minimum 57 %
Vehicle Solids % of Vehicle * minimum 40 %
T102 , Type II Rutile (white paint only) ASTM D 476 minimum 1 . 5 lb/gal
Volatile Organic Content, (VOC) ASTM D 3960 maximum 150 g/L
*Vehicle Solids % of Vehicle = % total solids - % Dip hent
100 - % pigment
971 -3 .3 Physical Requirements : The material shall meet the following criteria :
Property Test Method Minimum Maximum
Density ASTM D 1475 13 . 5 1 . 4 lb/gal -
Viscosity at 77 °F ASTM D 562 80 KU 100 KU
Fineness of Grind ASTM D 1210 2 (HS) 3 (HS )
Dry Opacity at ASTM D 2805 0 . 96
5 mils WFT -
Bleed Ratio ASTM D 969 0 . 95 -
Flexibility ASTM D 522 Method pass -
B
Abrasion Resistance 971 - 3 . 3 . 2 Pass
971 -3 .3 . 1 Set To Bear Traffic Time : 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
YLI 11
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 • mZ . 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 .
9714 Fast Dry Solvent Traffic Paint.
9714 . 1 General : Fast dry traffic paints intended for use under this Specification shall
I
nclude products that are single packaged and ready mixed . Upon curing, these materials shall
produce an adherent, reflective pavement marking capable of resisting deformation by traffic .
The manufacturer shall have the option of fornulating the material according to his own
specifications . However, the requirements delineated in this Specification and Section 710 shall
apply regardless of the type of formulation used . The material shall be free from all skins , dirt
and foreign objects .
-226 -
FPID (S ) : 423186- 1 - 58 - 01
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. . ., a : , , .
971 -4 . 2 Composition :
Component Test Method Criteria
Total Solids , by weight ASTM D 2369 75 % minimum
Pigments , by weight ASTM D 3723 57 % minimum
Vehicle Solids , % on Vehicle 40 % minimum
TiOz , Type II Rutile (white paint only) ASTM D 476 1 . 5 lb/gal minimum ri
Volatile Organic Content , (VOC) ASTM D 3960 150 g/L maximum
9714 .3 Physical Requirements : The material shall meet the following criteria :
Property Test Method Minimum Maximum
Density ASTM D 1475 13 . 5 0 . 37 lb/gal 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 Fed Std 141a 0 . 96 -
5 mils WFT Method 4121
Bleed Ratio Fed Spec TT-P- 851) 0 . 95 -
Flexibility Fed Spec TT-P- 115D Pass -
F
Abrasion Resistance 9714 . 3 . 2 Pass -
971 -4 .3 . 1 Set To Bear Traffic Time : The material shall set to bear traffic in not
more than two minutes .
9714 .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 .
9714 .3 .3 Retroreflectivity : The white and yellow pavement markings shall
attain an initial retroreflectance of not less than 300 mcd/lx - mz and 250 mcd/lx , mZ , 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 m� .
9714 .4 Application Properties : Application properties shall meet the requirements of
Section 710 .
9714 . 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 .
971 -5 Thermoplastic Materials for Traffic Stripes .
971 -5 . 1 General : Upon cooling to normal pavement temperature , these materials shall
produce an adherent, reflective pavement marking capable of resisting deformation by traffic .
The manufacturer shall utilize alkyd based materials only and shall have the option of
formulating the material according to his own specifications . However, the requirements
delineated in this Specification and Section 711 shall apply regardless of the type of formulation
-227 -
FPID ( S ) : 423186 - 1 - 58 - 01
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Ine On' I IN
�.i: ,.:., �y,,.> .,Rvkt , -
-- - .: «. , ` .. .. . M "I , . r ,? . ,_ rmm�;�
"No- . r . . ._ ,..., ,_
used . The pigment, glass spheres , and filler shall be well dispersed in the resin . The material
IN
shall be free from all skins, dirt and foreign objects .
971 -5 . 2 Composition .
Component Test Method White Yellow
IN I Binder 20 . 0 % minimum 20 . 0 % minimum
TiO2 , Type II Rutile ASTM D 476 10 . 0 % minimum -
Glass Spheres AASHTO T 250 40 . 0% minimum 40 . 0% minimum
Yellow Pigment _ % minimum per
Ilk Imanufacturer
Calcium Carbonate and Inert Filler (-
200 mesh sieve) 30 . 0 % maximum 37 . 5 % maximum
ercentages are by weight.
The alkyd/maleic binder must consist of a mixture of synthetic resins (at least one
synthetic resin must be solid at room temperature) and high boiling point plasticizers . At least
one-half of the binder composition must be 100 % maleic -modified glycerol of rosin and be no
less than 15 % by weight of the entire material formulation .
97J -5 . 3 Glass Spheres : The glass spheres in the intermix shall consist of 50 % Type 1
and 50% Type 3 . Glass spheres shall meet the requirements of 971 -2in .
end 971 -5 . 4 Sharp Silica Sand : Sharp silica sand used for bike lane symbols and pedestrian
crosswalk lines shall meet the following gradation requirements :
Sieve Size % Passing
20 100
50 0 to 10
971 -5 . 5 Physical Requirements : Laboratory samples shall be prepared in accordance LIN
with ASTM D 4960 and shall meet the following criteria :
Property Test Method Minimum Maximum
Ilk Water Absorption ASTM D 570 - 0 . 5 %
Softening Point ASTM D 36 195 °Fell
-
Low Temperature AASHTO T 250 Pass
Stress Resistance -
IN
Specific Gravity Water displacement 1 . 9 2 . 3
IN k
Indentation Resistance ASTM D 2240 * 40 75
Shore Durometer, A2
Ilk
Impact Resistance FASTM D 256 , Method A 1 . 0 Nom -
Flash Point ASTM D 92 475 °F -
*The durometer and panel shall be at I I OT with a 4 . 4 Ib load applied . Instrument measurement shall be taken after
15 seconds .
971 -5 . 5 . 1 Set To Bear Traffic Time : The thermoplastic shall set to bear traffic in not IN
more than two minutes .
- 228 -
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971 -5 . 5 . 2 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/lxOm2 .
971 -5 . 5 .3 Durability : Durability is the measured percent of thermoplastic material
completely removed from the pavement . The thermoplastic material line loss must not exceed
5 . 0 % at the end of the service life .
971 -5 . 6 Application Properties : Application properties shall meet the requirements of
Section 711 .
971 -5 . 7 Packing and Labeling : The thermoplastic material shall be packaged in suitable
biodegradable or thermo- degradable containers which will not adhere to the product during
shipment and storage . The container of thermoplastic material shall weigh approximately 50 lb .
The label shall warn the user that the material shall be heated in the range as recommended by
the manufacturer .
971 -6 Preformed Thermoplastic Materials for Traffic Stripes .
971 -6 . 1 General : Upon cooling to normal pavement temperature , these materials shall
produce an adherent, reflective pavement marking capable of resisting deformation by traffic . {
The manufacturer shall have the option of formulating the material according to his own
specifications . However, the requirements delineated in this Specification and Section 711 shall
apply regardless of the type of formulation used. The pigment, glass spheres , and filler shall be
well dispersed in the resin . The material shall be free from all skins , dirt and foreign objects .
971 -6 . 2 Composition : The preformed thermoplastic shall consist of high quality
materials , pigments and glass spheres or other reflective material uniformly distributed
throughout their cross - sectional area, with a reflective layer of spheres or other reflective
material embedded in the top surface .
971 -6 .3 Glass Spheres . Material shall contain no less than 30 % glass spheres by weight .
971 -6 .4 Color : Materials shall meet the performance requirements specified in 971 - 1 and
the following additional requirements . The initial luminance factor, Cap Y , shall not be less i
than 55 . The in- service luminance factor at the end of the three year service life shall not be less
than 35 when measured outside the wheel paths .
971 -6 . 5 Physical Requirements : Laboratory samples shall be prepared in accordance
with ASTM D 4960 and shall meet the following criteria :
Property Test Method Minimum Maximum
G
Softening Point ASTM D 36 195 °F -
Low Temperature AASHTO T 250 Pass -
Stress Resistance
Indentation Resistance ASTM D 2240 * 40 75
Shore Durometer, A2
Impact Resistance ASTM D 256 , Method A * * 1 . 0 N • m -
*The durometer and panel shall be at 110°F with a 4 .4 lb load applied. Instrument measurement shall be taken after 15 seconds
.
* * The testspecimen for ASTM D 256 shall be 1 in. x 1 in. x 6 in . and shall not be notched.
971 -6 . 5 . 1 Retroreflectivity : The white and yellow pavement markings shall
attain an initial retroreflectance of not less than 300 mcd/lx - m2 . The retroreflectance of the white
pavement markings at the end of the three year service life shall not be less than 150 mcd/lx • m2 .
-229 -
FPID ( S ) : 423186 - 1 - 58 - 01
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All pedestrian crosswalks , bike lane symbols and messages in a proposed bike lane shall attain
IN initial retroreflectivity of not less than 275 mcd/lx , m2 .
971 -6 . 5 . 2 Skid Resistance : The surface of the stripes and markings shall provide
a minimum skid resistance value of 35 BPN (British Pendulum Number) when tested according
to ASTM E 303 . Bike lane symbols and pedestrian crosswalks shall provide a minimum skid
resistance value of 55 BPN .
971 -6. 5 .3 Durability : Durability is the measured percent of thermoplastic
material completely removed from the pavement . The thermoplastic material line loss must not
exceed 5 . 0 % at the end of the service life .
971 -6 . 6 Application Properties : Application properties shall meet the requirements of
Section 711 .
971 -6 . 7 Packing and Labeling : The thermoplastic material shall be packaged in suitable
biodegradable or thermo - degradable containers which will not adhere to the product during
shipment and storage .
971 -7 Permanent Tape Materials for Pavement Stripes and Markings .
971 -7 . 1 General : The materials for pavement stripes and markings shall consist of white
or yellow weather-resistant reflective film as specified herein . The markings are divided into two
classes : Standard and High Performance . The classes are differentiated by their durability and
retroreflectivity. The pigment, glass spheres , and filler shall be well dispersed in the resin .
However, the requirements delineated in this Specification and Section 713 shall apply. The
material shall be free from all skins, dirt and foreign objects .
971 -7. 2 Composition : The pavement stripes and markings shall consist of high - quality
plastic materials , pigments , and glass spheres uniformly distributed throughout their cross -
IN
sectional area, with a reflective layer of spheres embedded in the top surface .
971 -7.3 Skid Resistance : The surface of the stripes and markings shall provide a
minimum skid resistance value of 35 BPN (British Pendulum Number) when tested according to
ASTM E 303 . Bike lane symbols and pedestrian crosswalks shall provide a minimum skid
resistance value of 55 BPN.
971 -7.4 Thickness : The Qualified Products List will list the specified thickness of each
approved product,
971 -7. 5 Durability and Wear Resistance : When properly applied, the material shall
provide neat, durable stripes and markings . The materials shall provide a cushioned resilient
substrate that reduces sphere crushing and loss . The film shall be weather resistant and, through
nornal wear, shall show no significant tearing, rollback or other signs of poor adhesion .
Durability is the measured percent of pavement marking material completely removed from the
pavement . The pavement marking material line loss must not exceed 5 . 0 % of surface area at the
end of its service life ,
971 - 7. 6 Conformability and Resealing : The stripes and markings shall be capable of
conforming to pavement contours , breaks and faults under traffic at pavement temperatures
recommended by the manufacturer. The film shall be capable of use for patching worn areas of
the same types of film in accordance with the manufacturer ' s recommendations .
971 -7 . 7 Tensile Strength : The stripes and markings shall have a minimum tensile
IN
IN
strength of 40 psi when tested according to ASTM D 638 . A rectangular test specimen
6 by 1 by 0 . 05 minimum thickness shall be tested at a temperature range of 40 to 80°F using a
jaw speed of 0 . 25 inch/min .
-230 -
FPID ( S ) : 4231864 - 58 -01
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971 -7 . 8 Elongation : The stripes and markings shall have a minimum elongation of 25 %
when tested in accordance with ASTM D 638 . ,
9714 . 9 Plastic Pull test : The stripes and markings shall support a dead weight of 4 lb
for not less than five minutes at a temperature range of 70 to 80°F . Rectangular test specimen
size shall be 6 by 1 by 0 . 05 inch minimum thickness .
t
9714 . 10 Pigmentation : The pigment shall be selected and blended to provide a material
which is white or yellow conforming to standard highway colors through the expected life of the
stripes and markings .
9714 . 11 Glass Spheres : The stripes and markings shall have glass retention qualities
such that, when at room temperature a 2 by 6 inches specimen is bent over a 0 . 5 inch diameter
mandrel axis , a microscopic examination of the area on the mandrel shall show no more than
10 % of the spheres with entrapment by the material of less than 40 % . The bead adhesion shall be
such that spheres are not easily removed when the film surface is scratched firmly with a
thumbnail .
971 -7 . 12 Standard Markings : The preformed materials for pavement stripes and
markings shall have a service life of three year . The materials shall attain an initial
retroreflectance of not less than 300 mcd/lx • m2 for white and contrast markings and not less than
250 mcd/lx • m2 , for yellow markings . The retroreflectance of the white , yellow and contrast
pavement markings at the end of the three year service life shall not be less than 150 mcd/lx , m2 .
All pedestrian crosswalks , bike lane symbols and messages in a proposed bike lane shall attain
initial retroreflectivity of not less than 275 mcd/lx • m2 .
971 -7 . 13 High Performance Markings : The preformed materials for pavement stripes
and markings shall have a service life of five years . The materials shall attain an initial
retroreflectance of not less than 450 mcd/lx • m2 for white and contrast markings and not less than
350 mcd/lx • m2 for yellow markings . The pavement stripes and markings shall retain a minimum
retroreflectance for two years of not less than 300 mcd/lx • m2 for white and contrast markings and
not less than 250 mcd/1x , m2 for yellow markings . The retroreflectance of the white , yellow and
contrast pavement markings at the end of the five year service life shall not be less than
150 mcd/lx • m2 . _
971 -8 Two Reactive Component Materials For Traffic Stripes And Markings .
971 -8 . 1 General : Two reactive component materials intended for use under this
Specification shall include , but not be limited to , epoxies , polyesters and urethanes . Upon curing,
these materials shall produce an adherent, reflective pavement marking capable of resisting
deformation by traffic . The manufacturer shall have the option of formulating the material
according to his own specifications . However, the criteria outlined in this Specification and
Section 709 shall apply regardless of the type of formulation used . The material shall be free
from all skins , dirt and foreign objects .
971 -8 . 2 Composition *
Component Test Method Criteria
T102 , Type II Rutile
(white material only) ASTM D 476 minimum 10 % by weight
Volatile Organic Content, (VOC) ASTM D 3960 maximum 150 g/L
971 -8 .3 Physical Requirements : The material shall meet the following criteria :
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FPID (S) : 423186 - 1 - 58 - 01
Property Test Method Minimum Maximum
Adhesion to Concrete ASTM D 4541 Concrete Failure -
Hardness ASTM D 2240 75 -
Abrasion Resistance 971 - 8 . 3 . 2 Pass -
9714 .3 . 1 Set To Bear Traffic Time : The material shall set to bear traffic in not
more than two minutes .
971 -8 .3 .2 Abrasion Resistance : Test four samples per LOT using a Taber
Abrader. The material 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 .
VI I 971 -8 .3 .3 Retroreflectivity : The white and yellow pavement markings shall
attain an initial retroreflectance of not less than 450 mcd/1x • 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 .
971 -8 .4 Application Properties : Application properties shall meet the requirements of
Section 709 .
971 -8 . 5 Packaging and Labeling : The two reactive component material 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 . Other containers will be used for applicable products . Each container shall designate the
color, generic type (e . g. epoxy) , user information, manufacturer ' s name and address , batch
number and date of manufacture . Each batch manufactured shall have a unique number. The
label shall warn the user of hazards associated with handling or using the material .
` 971 -9 Thermoplastic Material for Audible and Vibratory Traffic Stripes .
971 -9 . 1 General : Upon cooling to normal pavement temperature, the thermoplastic
material shall produce an adherent, reflective pavement marking capable of resisting deformation
by traffic . The manufacturer shall utilize alkyd based materials only and shall have the option of
formulating the material according to his own specifications . However, the requirements
delineated in this Specification shall apply regardless of the
P pp y re arg type of formulation used . The
pigment, reflective elements , and filler shall be well dispersed in the resin . The material shall be
free from all skins , dirt and foreign objects .
971 -9 .2 Composition :
Component Test Method White Yellow
Binder 20 . 0 % minimum 20 . 0 % minimum
Ti02 , Type II Rutile ASTM D 476 10 . 0 % minimum -
Reflective Elements AASHTO T 250 % minimum per % minimum per
manufacturer manufacturer
Yellow Pigment _ % minimum per
manufacturer
-232 -
FPID ( S ) : 4231864 - 58 - 01
I At
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S
Component Test Method White Yellow
Calcium Carbonate and Inert Filler ( - % minimum per % minimum per
200 mesh sieve) manufacturer manufacturer
Percentages are by weight.
The alkyd/maleic binder must consist of a mixture of synthetic resins (at least one
synthetic resin must be solid at room temperature) and high boiling point plasticizers . At least
one -half of the binder composition must be 100 % maleic -modified glycerol of rosin and be no
less than 15 % by weight of the entire material formulation .
971 -9 .3 Retroreflective Elements : The reflective elements in the intermix shall be
determined by the manufacturer and identified for the QPL System .
971 -9 .4 Physical Requirements : Laboratory samples shall be prepared in accordance
with ASTM D 4960 and shall meet the following criteria :
Property Test Method Minimum Maximum
Water Absorption ASTM D 570 - 0 . 5 %
Softening Point ASTM D 36 210°F -
Low Temperature AASHTO T 250 Pass -
Stress Resistance
Specific Gravity Water displacement 1 . 9 2 . 3
Indentation Resistance ASTM D 2240 * 65 -
Shore Durometer, A2
Im act Resistance ASTM D 256 , Method A 1 . 0 N m -
P
Flash Point ASTM D 92 475 °F -
*The durometer and panel shall be at 80°F, but not exceeding 90°F with a 4.4 lb load applied . Instrument measurement shall
be
taken after 15 seconds .
971 -9 .4 . 1 Set To Bear Traffic Time : When applied at the temperatures and
thickness specified by Section 701 , the baseline material shall set to bear traffic in not more than
two minutes . The audible bump shall set to bear traffic in not more than 10 minutes at ambient
air temperatures of 80°F or less and in not more than 15 minutes for ambient air temperatures
exceeding 80°F .
971 -9 .4 . 2 Retroreflectivity : The white and yellow pavement markings shall
attain an initial retroreflectance of not less than 300 mcd/lx mz and not less than 250 mcd/lx m',
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 • mZ .
971 -9 .4 .3 Durability : Durability is the measured percent of thermoplastic
material completely removed from the pavement . The thermoplastic material line loss must not
exceed 5 . 0 % at the end of the three year service life . Durability shall also include flattening of
the profile or raised portions of the line . The flattening of the profile or raised portion of the line p
shall not exceed 25 % at the end of the three year service life .
971 -9 . 5 Application Properties : Application properties shall meet the requirements of
Section 701 .
971 -9 . 6 Packing and Labeling : The thermoplastic material shall be packaged in suitable
biodegradable or thermo- degradable containers which will not adhere to the product during
shipment and storage . The container of thermoplastic material shall weigh approximately 50 lb .
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FPID ( S ) : 423186 - 1 - 58 - 01
The label shall warn the user that the material shall be heated in the range as recommended by
the manufacturer.
97140 Thermoplastic Material for Wet Weather Pavement Markings .
971 - 10 . 1 General : Upon cooling to normal pavement temperature , the thermoplastic
material shall produce an adherent, reflective pavement marking capable of resisting deformation
by traffic . The manufacturer shall utilize alkyd based materials only and shall have the option of
lee formulating the material according to their specifications . However, the requirements delineated
in this specification shall apply regardless of the type of formulation used . The pigment,
reflective elements , and filler shall be well dispersed in the resin . The material shall be free from
all skins , dirt and foreign objects .
971 - 10 . 2 Composition :
Component Test Method White Yellow
Binder 20 . 0 % minimum 20 . 0 % minimum
Ti02 , Type II Ructile ASTM D 476 10 . 0 % minimum N/A
Reflective Elements ASTM D 1155 % minimum per /o°
intermix minimum per manufacturer
(intermix) manufacturer
Yellow Pigment N/A % minimum per manufacturer
Calcium Carbonate % minimum per o
and Inert Filler -200 /o minimum per manufacturer
manufacturer
mesh sieve)
ercentages are by weight.
97140 . 3 Retroreflective Elements : The reflective elements in the intermix shall be
determined by the manufacturer and identified for the QPL System .
97140 . 4 Physical Requirements : Laboratory samples shall be prepared in accordance
with ASTM D 4960 and shall meet the following criteria :
Property Test Method Minimum Maximum
Water Absorption ASTM D 570 - 0 . 5 %
Softening Point ASTM D 36 200°F
Low Temperature AASHTO T 250 Pass
Stress Resistance -
Specific Gravity Water displacement 1 . 9 2 . 3
Indentation Resistance ASTM D 2240 *
Shore Durometer, A2 40
Impact Resistance ASTM D 256 , Method A 1 . 0 N , m -
Flash Point ASTM D 92 475 °F -
*The durometer and panel shall be at 90T with a 4. 4 ] b load applied. Instrument measurement shall be taken after 15 seconds
.
ell
97140 .4 . 1 Set To Bear Traffic Time : When applied at the temperatures
and thickness specified by Section 702 , the baseline material shall set to bear traffic in not more
than two minutes . When the audible bump is required, the bump shall set to bear traffic in not
more than 10 minutes at ambient air temperatures of 80°F or less and in not more than 15
minutes for ambient air temperatures exceeding 80°F .
- 234 -
FPID (S ) : 423186 - 1 - 58 - 01
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971 - 10 .4 . 2 Retroreflectivity : The white and yellow pavement markings
shall attain an initial dry retroreflectivity of not less than 300 mcd/lx • m2 and not less than 250
mcd/lx • m2 , respectively, and also attain an initial wet recovery retroreflectivity of not less than
150 mcd/lx • m2 and not less than 125 mcd/lx • mZ , respectively. The dry 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 mZ , and also the wet recovery retroreflectivity at the end of the service life shall
not be less than 75. mcd/lx • m2 . The retroreflectivity will be determined in accordance with
Florida Method FM- 5 - 541 for dry and ASTM E 2177 (Bucket Method) for wet recovery .
97140 .4 .3 Durability : Durability is the measured percent of
thermoplastic material completely removed from the pavement. The thermoplastic material line
loss must not exceed 5 . 0 % at the end of the three year service life . When an audible bump is
required, durability shall also include flattening of the profile or raised portions of the line . The
flattening of the profile or raised portion of the line shall not exceed 25 % at the end of the three
year service life .
Application properties shall meet the requirements of
971 - 10 . 5 Application Properties :
Section 702 .
97140 . 6 Packing and Labeling : The thermoplastic material shall be packaged in
suitable biodegradable or thermo-degradable containers which will not adhere to the product
during shipment and storage . The container of thermoplastic material shall weigh approximately
rk
50 lb . The label shall warn the user that the material shall be heated in the range as recommended
by the manufacturer. 4
972 RECYCLED PLASTIC PRODUCTS .
(REV 7-840) (FA 7-2040) ( 141 )
ARTICLE 972 - 1 (Page 936) is deleted and the following substituted :
f-
972 - 1 Description . 1
Recycled plastic products shall include certified test reports from an approved
independent test laboratory that shows the material meets all specifications herein and the
manufacturer shall certify the following :
r
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) . E
b . The total percent of recycled plastic in the final product .
ARTICLE 972 - 3 (Page 937) is deleted and the following substituted :
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
- 235 -
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permitted to enhance durability. The use of sufficient additives to inhibit photo degradation over
the lifetime of the product is required .
ARTICLE 9724 (Page 937 - 938 ) is deleted :
ARTICLE 9 - 5 (Page 938 ) is deleted :
ARTICLE 972 - 6 (Page 939) is deleted and the following substituted :
9724 Sampling .
One additional product per 1 , 000 , or a minimum of one per order shall be included in the
order for Department testing .
973 STRUCTURAL PLASTICS.
(REV 541 -09) (FA 6- 10 - 09) (1 - 10)
SECTION 973 (Pages 939 - 944) is deleted and the following substituted :
SECTION 973
STRUCTURAL PLASTICS
9734 Description .
This work covers structural plastic ( SP) components including fiberglass structurally
reinforced composite piles (CP) , fiberglass structurally reinforced composite lumber ( SCL) and
smaller dimensional fiberglass fiber reinforced composite lumber (FFRCL) .
973 -2 Product Acceptance .
Use only products listed on the Department ' s Qualified Products List (QPL) .
Manufacturers seeking evaluation of products must submit an application in accordance with
Section 6 and include independently certified test reports that the material meets the
requirements of this Section .
In accordance with Section 6 , provide manufacturer ' s certification that the material meets
the requirements of this section .
973.3 Materials . IF
Use polyethylene made from recycled post consumer or post industrial thermoplastics .
Mix the plastic with appropriate colorants , UV inhibitors , hindered amine light stabilizers and
antioxidants so that the resulting product meets the material property requirements specified in
Tables 1 and 2 . Structural Plastic must not corrode , rot, warp , splinter or crack. The skin must be
smooth and black in color unless otherwise specified in the Contract Documents . Skin is the
-236 -
FPID ( S ) : 423186 - 1 - 58 - 01
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surface material exposed to the atmosphere . Core is the material that surrounds and bonds to the
fiberglass reinforcing rods . The use of separate materials for skin and core is at the discretion of
In
each manufacturer; however, if a single material is used, that material must meet the
requirements for both skin and core .
Manufacture Structural Plastic as one continuous piece with no joints or splices to the
dimensions and tolerances in accordance with Table 3 . Interior voids shall not exceed 3 /4 inch in
diameter. Structural Plastic shall be free of twist and curvature .
Reinforce 10"x10 " fiberglass structurally reinforced composite lumber for use in heavy
duty and medium duty fender systems with a minimum of four 1 1 /2 inch fiberglass reinforcing
rods placed in the corners of the section . Reinforce 10"x10" fiberglass structurally reinforced
composite lumber for use in light duty fender systems with a minimum of four 1 inch fiberglass
reinforcing rods placed in the corners of the section . Reinforce 16 " O . D . Components including
fiberglass structurally reinforced composite piles for use in heavy duty fender systems with a
minimum of sixteen 1 1 /2 inch fiberglass reinforcing rods . Reinforce 16 " O . D . Components
including fiberglass structurally reinforced composite piles for use in medium duty fender
systems with a minimum of sixteen 1 inch fiberglass reinforcing rods .
Reinforcing rods must be continuous and offer a minimum flexural strength of 70 . 0 ksi
when tested in accordance with ASTM D 4476 and a minimum compressive strength of 40 . 0 ksi £
when tested in accordance with ASTM D 695 . Steel reinforcing rods are not permitted .
Reject any sections of structural plastic containing cracks or splits . Also , inspect the ends
of the reinforcing rods and reject any sections containing reinforcing rods with voids or cracks .
Add a minimum of 15 % (by weight) chopped fiberglass reinforcement to the
polyethylene used for fiberglass structurally reinforced composite lumber, a minimum of 5 % (by
weight) chopped fiberglass reinforcement for components including fiberglass structurally
reinforced composite piles and a minimum of 15 % (by weight) chopped fiberglass reinforcement in
for smaller dimensional fiberglass fiber reinforced composite lumber. The fiberglass
reinforcement may be reduced when other means of controlling cracking are specified with test
results which show long term cracking is nonexistent .
on Fiberglass structurally reinforced composite lumber must meet the minimum structural
properties listed in Tables 4A and 4B .
Smaller dimensional fiberglass fiber reinforced composite lumber must meet the
minimum physical properties listed in Table 5 .
Components including fiberglass structurally reinforced composite piles must meet the 1
structural properties listed in Tables 6A and 6B .
Table 1
Plastic Material Properties - CP and SCL
Density ASTM D792 Skin 55 - 63 pcf
Density ASTM D792 Core 48 — 56 pcf
Water Absorption ASTM D570 Skin 2 hrs : < 1 . 0% weight increase
24 hrs : <3 . 0 % weight increase
Brittleness ASTM D746 Skin Brittleness temperature to be less
than 40 deg . C
Impact Resistance ASTM D256 Skin Greater than 0 . 55 ft- lbs/in
Method A (Izod)
Hardness ASTM D2240 Skin 44 - 75 ( Shore D)
- 237 -
FPID ( S ) : 423186 - 1 - 58 - 01
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Ultraviolet ASTM D4329 Skin 500 hours< 10 % change in Shore D
UVA Durometer Hardness
Abrasion ASTM D4060 Skin Weight Loss : <0 . 02
ozCycles- 10 , 000
Wheel— CS 17
Load-2 . 2 lb
Chemical Resistance ASTM D756 Skin/Core
Sea Water < 1 . 5 % weight increase
Gasoline < 9 . 5 % weight increase
No . 2 Diesel <6 . 0 % weight increase
Tensile Properties ASTM D638 Core Minimum 2200 psi at break
Compressive Modulus ASTM D695 Core Minimum 40 ksi
Static Coefficient of ASTM D1894 Skin Maximum 0 . 25 , wet
Friction
Nail Pull- Out ASTM. D 6117 Skin/Core Minimum 60 lb
Table 2
Plastic Material Properties FFRCL
Density ASTM D 792 50- 65 pcf
Impact Resistance ASTM D256 Method A (Izod) Greater than 2 . 0 ft- lbs/in
Hardness ASTM D2240 44 - 75 ( Shore D)
Ultraviolet ASTM D4329 (UVA) 500 hours < 10 % change in
Shore D Durometer Hardness
Abrasion ASTM D4060 Weight Loss : <0 . 02 oz
Cycles — 10 , 000
Wheel — CS 17
Load -2 . 2 lb
Chemical Resistance ASTM D756
Sea Water < 1 . 5 % weight increase
Gasoline <7 . 5 % weight increase
No . 2 Diesel <6 . 0 % weight increase
Tensile Properties ASTM D638 Minimum 3000 psi at break
Static Coeffecient of Friction ASTM D2394 Minimum 0 . . 25 , wet or dry
Nail Pull - Out ASTM D 6117 Minimum 250 lb
Screw Withdrawal ASTM D6117 Minimum 400 lb
Table 3
LI Dimensions and Tolerances
Structural Plastic Dimension Tolerance
Length Per order ( 80 ft Maximum) 0/+ 6 inch
Width — SCL See Contract Plans ± 1 /2 inch
Width — FFRCL X1 /4 inch
Ln
Height — SCL See Contract Plans ± 1 /2 inch
Width — FFRCL ±- 1 /4 inch
- 238 -
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Modulus of Elasticity as derived below 1 , 146 ksi
Stiffness , E . I. 3 . 69E+091b - inch
Yield Stress in Bending 9 . 1 ksi
Weight 68 - 83 lb/ft
Table 6B
Structural Properties for Medium Duty CP
Member Size 16 inch O . D .
Modulus of Elasticity as derived below 622 ksi
Stiffness , E . T. 2 . 0E+09 lb - inch
Yield Stress in Bending 4 . 9 ksi
Weight 61 - 74 lb/ft
The following bending test is required to determine the structural properties listed in
Tables 4A, 4B , 6A and 6B . The values stated in these tables are the required minimums .
Determine the modulus of elasticity and yield stress for CP and SCL using the following
test . The test specimens shall be full size and of manufacturers standard commercial type . Test
the specimens using a three point bend test with the applied load at the center of a simply
supported span . The distance between supports shall be 16 times the depth of the specimen with
an overhang distance beyond each support equal to 10 % of the span length . The loading nose and
supports shall have cylindrical surfaces for the SCL tests . In order to minimize excessive
indentation at the nose and support locations the radius of the nose and supports shall be at least
0 . 5 " . The loading nose and supports for the CP tests shall be a saddle of same diameter as the
pile and subtending an angle of 15 degrees and bearing length of 2 " . The loading shall be applied
such that the deflection rate at the load location equals 2 inches/minute +- 10 % .
Yield stress shall be evaluated at maximum P or at P for 1 % strain whichever is less . In
the event a specimen will neither break nor show true yield point at outer fiber strains up to 3 % ,
the yield stress shall be evaluated using the load P at 1 % strain .
Yield stress Fy = (P * L)/(4 * S )
Where :
P = Load as stated above
L = Span length
S = Section modulus of gross section
Stiffness EI = (P ' * L^3 )/(48 * delta)
Where :
P ' = Load that is '/z P yield
L = Span length
delta = Deflection at the location of load corresponding to P '
Modulus of Elasticity E = EFIg
Where :
EI = calculated from load deflection curve above
Ig = gross moment of inertia
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975 STRUCTURAL COATING SYSTEMS .
(REV 6-940) (FA 7-2940) (141 )
SECTION 975 (Pages 944-950) is deleted and the following substituted :
SECTION 975
STRUCTURAL COATING MATERIALS
9754 General Requirements .
975- 1 . 1 General : Upon curing, all coatings and/or coating systems must produce an
adherent coating that is visually uniform . The composition of the coating is left to the discretion
of the manufacturer but the finished product shall meet all requirements of this Section . All coats
of multi - coat systems shall be supplied by the same manufacturer . Multi - component coatings
shall be prepackaged in the required ratios .
975- 1 .2 Environmental Requirements : Coating materials and their waste shall be
characterized as non-hazardous as defined by Resource Conservation and Recovery Act (RCRA)
Subarticle C rules , Table 1 of 40 CFR 261 . 24 Toxicity Characteristic .
Volatile Organic , Compounds (VOC ) shall be less than 3 . 5 lb/gal when tested in
accordance with ASTM D 3960 .
975- 1 .3 Qualified Products List : All polymeric coating materials except the materials in
975 -4 shall be listed on the Department ' s Qualified Products List (QPL) . Manufacturers seeking
evaluation of their products shall submit ( 1 ) the product data sheets , (2) performance test reports
from an independent laboratory showing the product meets the requirements of this section, (3 ) a
Product MSDS or performance test reports showing percent weight compositional analysis
including Chemical Abstract Number, ACGIH time weighted average and ceiling exposure
limits for all components , lower and upper explosive limits , flash point, boiling point, amount of
volatile organic compounds by weight, and specific gravity for each component of the coating
system , and (4) a QPL application in accordance with Section 6 .
9754 .4 Packaging and Labeling : Materials shall be shipped in containers legibly
marked with application instructions , lot number, batch number, date of manufacture , shelf life ,
and Department QPL number. Each lot or batch manufactured must have a unique number .
975-2 Structural Steel Coating Systems .
975-2 . 1 General : Structural steel coatings shall meet the application requirements of
Section 560 .
975-2 . 2 Performance Requirements : Outdoor exposure testing will be performed by the
Department . Prepare four composite and four flat- scribed test panels in accordance with
AASHTO R- 31 (Federal Standard 595B , Shade X6134 or X4062 ) and submit to the State
Materials Office . Also submit 1 -quart wet samples of each component of each coating
incorporated in the system being evaluated . Panels will be exposed at the Department ' s outdoor
test site in accordance with ASTM G7 . All coatings , regardless of color, shall meet the
requirements below .
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Property Test Method Requirement
Slip Coefficient AASHTO R- 31 Min . Class B
(primer only)
Salt Fog Resistance AASHTO R-31 Blister Size = 10
Average Rust Creep at the Scribe < 0 . 1 inches
Blister Size = 10
Cyclic Weathering AASHTO R-31 Average Rust Creep at the Scribe < 0 . 2 inches ,
Resistance Color Retention AE _< 8 , Gloss loss less than
30 units
Abrasion Resistance AASHTO R- 31 Wear Index < 2 . 7 mg/cycle
Adhesion AASHTO R- 31 Avg . system tensile strength > 800 psi
Freeze Thaw Stability AASHTO R-31 Avg . tensile strength _> 800 psi
Coatings Fourier Transform lnfrared IR scan (2 . 5 to 15 um) for each base , catalyst,
Identification Spectroscopy and mixed coating .
Impact Resistance ASTM D 2794 Greater than 25 inch/lbs , 1 /2 " impact,
intrusion
AASHTO R- 31 , ASTM D
Flexibility 522 , 1 inch cylindrical No cracking
mandrel
Outdoor Testing
Property Test Method Requirement
ASTM D 610
ASTM D 1654 (scribed) > 9 after 5 years
Rusting ASTM D 1654 (un- > 9 after 5 years
scribed) >_ 9 after 5 years
Blistering ASTM D 714 10 after 5 years
Adhesion ASTM D 4541 ; annex A4 > 800 psi (un- scribed area) after 5 years
Color Retention ASTM D 2244 AE < 8 after 2 years
Gloss ASTM D 523 < 30 gloss units after 2 years
975-2 .3 Structural Steel Coating Systems for New Structures .
975-2 .3 . 1 High Performance Coating Systems (Color Pigmented) :
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975-2 . 3 . 1 . 1 Prime Coat : Zinc dust pigment shall be a minimum of
Type II in accordance with ASTM D 520 . Inorganic zinc rich primers shall meet the
requirements of the Society for Protective Coatings ( SSPC) Paint 20 , Type I , Level 2 . E
975-2 .3 . 1 .2 Intermediate Coat : Intermediate coatings , when required by
the manufacturer, shall be a component of the full coating system .
975-2 .3 . 1 .3 Finish Coat : The finish coat shall provide the color and gloss
required for the completed coating system . A finish coat may be comprised of a single pigmented
coat or a pigmented coat with a clear coat. The clear coat shall contain a dissipating colorant .
The dissipating colorant shall be visible for a minimum of 12 hours after application and shall
completely dissipate within 96 hours after application .
975-2 .3 .2 Inorganic Zinc Coating System : Zinc dust pigment shall be a ks
minimum of Type II in accordance with ASTM D 520 . Inorganic zinc rich primers shall meet the
requirements of SSPC Paint 20 , Type I, Level 2 . The performance requirements for gloss and
color retention are not applicable .
975-2 .3 .3 Interior Box Girder Coating System : It
975-2 .3 .3 . 1 Prime Coat : Inorganic zinc dust pigment shall be a minimum
of Type II in accordance with ASTM D 520 . Inorganic zinc rich primers shall meet the
requirements of SSPC Paint 20 , Type 1, Level 2 .
975-2 .3 .3 . 2 Finish Coat : The finish coat shall be one coat of white
polyamide or cycloaliphatic amine epoxy coating . The performance requirements for gloss and
color retention are not applicable .
975111&2 .4 Structural Steel Coating Systems for Existing Structures .
975-2 .4 . 1 Prime Coat : Zinc dust pigment shall be a minimum of Type II in
accordance with ASTM D 520 . Organic zinc rich primers shall meet the requirements SSPC
Paint 20 , Type II , Level 2 .
975-2 .4 .2 Intermediate Coat : Intermediate coatings , when required by the
manufacturer, shall be a component of the full coating system .
975-2 .4 .3 Finish Coat : Finish coating shall provide the color and gloss required k
for the completed coating system . A finish coat may be comprised of a single pigmented coating
or a pigmented coating with a clear coat . The clear coat shall contain a dissipating colorant . The
dissipating colorant shall be visible for a minimum of 12 hours after application and shall
completely dissipate within 96 hours after application .
975-3 Galvanized Steel Coating System.
Coatings applied over galvanized steel shall meet the outdoor exposure requirements of
It 975 -2 . 2 with the exception that test panels shall be galvanized in accordance with ASTM A 123
prior to application of subsequent coatings .
Coatings applied over galvanized steel strain poles , mast arms , and monotube assemblies
shall meet the requirements of Section 649 and 975 -4 .
975-4 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 galvanized steel strain pole , mast arm 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
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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 be used for resolution of color
retention failures and the resolution of color retention disputes . All paint systems shall possess
physical properties and handling characteristics that are compatible with the application
requirements of Section 649 . Materials shall be specifically intended for use over galvanized
steel .
975.5 Elastomeric Coatings .
975-5 . 1 General : Use an elastomeric coating system to provide a waterproof barrier over
post-tensioning anchorages or other areas designated in the plans . The components of the coating
system shall be supplied by a single manufacturer and sold as a waterproof coating system . The
surface preparation and application of the coating system shall be performed in strict accordance
with the manufacturer ' s specifications .
975-5 . 2 Physical Properties : The use of an epoxy prime coat is dependent upon the
requirements of the manufacturer ' s waterproofing system . The polyurethane chemistry may be
either waterborne aromatic (moisture- curing) or aromatic (moisture - sensitive) . The minimum
thickness of the system shall not be less than 30 mils . The elastomeric coating shall meet the
following requirements :
Property Test Method Requirement
Hardness , Shore A ASTM D 2240 Between 60 and 90
Tensile Strength ASTM D 412 _>750 psi
Elongation ASTM D 412 >400 %
Tear Strength ASTM C 957 >70 pli
Abrasion Resistance H48 ASTM C 957 <350 m loss / 1 , 000 revs ,
wheels 1 , 000 gm/wheel — g
Crack Bridging 1 , 000 Cycles ASTM C 957 System Passes
Elongation Recovery ASTM C 957 >94 %
975-5 .3 System Modifications for Use on Bridge Substructure : Supply the elastomeric
coating system with a 100 % acrylic aliphatic polyurethane top coating .
LLL
975-6 Class 5 Applied Finish Coatings .
975-6 . 1 General : All coatings shall possess physical properties and handling
characteristics compatible with the application requirements of Section 400 . Unless otherwise
specified, the color of the finish coat shall meet Federal Color Standard No . 595B , Table VIII,
Shade No . 36622 ,
975- 6 . 2 Coating Requirements : Use 4 inch by 8 inch (except as required below) fiber
cement test panels with a mass of 7 to 9 pounds per square foot of surface area to perform the
laboratory tests . Coating performance shall meet the following requirements :
Laboratory Testing
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Prope Test Method Requirement
No visible water leaks , and if the
rear face of the block is damp , the
Resistance to Wind Driven
ASTM D 6904 average gain in weight of the
Rain three 8 by 16 by 2 inch blocks
must be less than 0 . 2 The
Freeze thaw resistance AASHTO R- 31 No disbondment
Water Vapor Transmission ASTM D Condition
on C Method B , WVT> 10 perms
Abrasion Resistance ASTM D 968 , 3 , 000 liters No loss of coating thickness
of sand ASTM D 6132
Salt Spray ( fog) resistance ASTM B 117 , 2 , 000 hours No disbondmentYl
'
No blistering (ASTM D 714) ,
ASTM D 4587 , 2000 hours , cracking (visual) , or delamination
Fluorescent UV- Condensation 4 hours UV , 4 hours (visual) . chalking
Exposure condensation (ASTM D 4214Method D) rating
4
no less than 8 .
Fungal Resistance ASTM D 3273 Rating of 10 , ASTM D 3274
Submit four fiber cement test panels and a 1 quart wet sample of each component
of each coating incorporated in the total system being evaluated . Prepare test panels by applying
the finished coating at a rate of 50 plus or minus 10 square feet per gallon . In addition ,
completely seal the corners of all test panels with a high build epoxy or equivalent to prevent
moisture ingress at corners and cut edges .
975-7 Anti- Graffiti Coating Materials .
975 -7 . 1 General Requirements : Anti - graffiti coatings intended for use under this !
specification shall be of a composition capable of preventing the adhesion of graffiti and k
facilitating the removal of graffiti . All anti - graffiti coatings shall possess the physical and
handling characteristics that are compatible with the requirements of Section 563 . `
Anti- graffiti coatings shall contain less than 5 . 0 lb/gal volatile organic compounds
(VOC) as defined by 40 CFR Part 59 , Subpart D , and evaluated as per ASTM D 3960 .
The manufacturer will supply the following additional infonnation :
a. Cleaning instructions and materials , as applicable . Surfaces must be
cleanable with nonproprietary cleaners as defined in ASTM D 6578 .
b . Sacrificial Coating Removal instructions , as applicable .
c . Recommended base coat, as applicable .
d. Identification of coating system and type , as applicable .
e . Clear coats must contain a UV degradable color for inspection purposes .
UV degradable color must dissipate in a reasonable time period to allow inspection but not
detract from visual impact of the structure .
975 -7 . 2 Laboratory Requirements : Use flat test panels prepared in accordance with
AASHTO R- 31 .
Laboratory Testing- Non- Sacrificial
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No blistering, cracking, checking, chalking,
Cyclic Weather AASHTO R- 31 or delamination ; color change less than 3
Testing Delta E CIE LAB units ; Retention of 60 °
Gloss ratio >= 0 . 80
Taber Abrasion ASTM D4060 , CS 17 , 1 , 000 g
of sand 60 g maximum weight loss
Minimum of 30 inch-pounds, 1 /2 " impact,
Impact Resistance ASTM D2794
I
ntrusion
ASTM D6578 , Use identified
marking materials ; initial and
Graffiti Resistance recleanability; and after Cleanability Level 8 , 9 , or 10 .
exposure initial and
recleanability
MEK Double Rub ASTM D 4752 ; 50 rubs No coating wear through (4 minimum rating)
ASTM D130 & spot ; Paint
Fluid Resistance Thinner, No blistering, discoloration, softening or
Gasoline adhesion loss .
Laboratory Testing- Sacrificial
Property Test MethoFfog,
Requirement
AASHTO R- 31 , no sCyclic Weather degrees Fahrenheit,
Testing Relative Humidity, 500 hours , No melting or disbondment
alternating RH every 100 hours
Sacrificial Coating Per Manufacturer ' s
removability specifications : 6 months Complete removal of material from substrate
exposure at FDOT test site
981 TURF MATERIALS .
(REV 7440) (FA 84640) (141 )
ARTICLE 981 - 1 (Page 95 1 ) is deleted and the following substituted :
9814 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. Any such noxious or invasive plant or
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1
3: 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 .
k
All materials shall meet plant quarantine and certification entry requirements of Florida
Department of Agriculture & Consumer Services , Division of Plant Industry Rules ,
ARTICLE 981 -4 (Page 952) is deleted and the following substituted :
g
9814 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) for the establishment of
turf material .
ARTICLE 981 - 5 (Page 952) is deleted :
987 PREPARED SOIL LAYER MATERIALS
(REV 14540) (FA 24740) (740) it
ARTICLE 9874 (Page 955 ) is deleted and the following substituted :
987- 1 Description .
All material shall be suitable for plant growth . The organic matter content of the prepared
soil layer after mixing shall be a minimum of 2 . 5 %, a maximum of 10 % , in accordance with
FM 1 -T-267 and have a pH value of 4 . 5 or greater and less than or equal to 8 . 5 as determined in
accordance with FM 5 - 550 . The organic matter content shall be created using any of the
following materials .
990 TEMPORARY TRAFFIC CONTROL DEVICES AND MATERIALS .
(REV 84040) (FA 84240) ( 1 - 11 )
ARTICLE 990 - 2 (Page 956 ) is deleted and the following substituted :
990-2 Retroreflective Sheeting for Temporary Traffic Control Devices .
990-2 . 1 Qualified Products List : Sheeting for use on Temporary Traffic Control
Devices shall be one of the products listed on the Qualified Products List ( QPL) . Manufacturers
seeking evaluation of their product shall submit an application in accordance with Section 6 .
990-2 . 1 . 1 Sign Panels , Bands for Tubular Markers , Vertical Panels ,
Barricades and other Devices : Sign Panels , Bands for Tubular Markers , Vertical Panels , If
Barricades and other Devices shall meet the requirements of ASTM D 4956 for Type III or
higher retroreflective sheeting materials identified in Section 994 except for mesh signs shall
meet the color, daytime luminance and nonreflective property requirements of Section 994 ,
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Type VI .
990-2 . 1 . 2 Collars for Traffic Cones : Collars for Traffic Cones shall meet the
requirements of ASTM D 4956 Type VI .
990-2 . 1 .3 Drums : Drums shall meet the requirements of ASTM D 4956 for
Type III or higher retroreflective sheeting materials identified in Section 994 including
Supplementary requirements for Reboundable Sheeting ,
SUBARTICLE 990- 3 . 1 (Page 956 ) is deleted and the following substituted :
990-3 . 1 General : All portable devices shall meet the physical display and operational
requirements of the MUTCD and be listed on the Approved Products List (APL) . Manufacturers
seeking approval of their portable devices shall provide a working sample to be evaluated by the
Department that meets all requirements specified herein .
SUBARTICLE 990 -3 . 1 . 4 (Pages 958 — 959) is deleted and the following substituted :
990-3 . 1 .4 Support Chassis : The Support Chassis shall meet the following :
did (a) The support chassis shall be self- contained and self- supporting without
the use of .additional equipment or tools .
it (b) Both trailer and truck-mounted units are allowed for arrow panels .
Trailer mounted units are required for changeable message signs , regulatory signs and radar
speed display units .
( 1 ) Trailer mounted unit :
(a) The sign , power supply unit and all support systems
shall be mounted on a wheeled trailer.
(b) The trailer shall be equipped with class -A lights , using a
plug adaptor.
(c) The trailer shall be equipped with adjustable outrigger
leveling pads , one on each of the four frame corners .
(d) The trailer shall be designed to be set up at the site with
its own chassis and outriggers , without being hitched to a vehicle .
(e) The trailer shall be equipped with fenders over the tires
and shall be made from heavy- duty material sufficient to allow a person to stand and operate or
perforin maintenance on the unit .
( f) The trailer shall meet all equipment specifications set
forth in Chapter 316 of the Florida Statutes , and by such rule , regulation or code that may be
adopted by the Department of Highway Safety and Motor Vehicles .
(g) The trailers should be delineated on a permanent basis
by affixing retroreflective material , known as conspicuity material , in a continuous line on the
face of the trailer as seen by oncoming road users .
(2) Truck mounted unit :
( a) The truck-mounted assembly shall be designed to fit on
a 1 /2 ton or greater duty truck .
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(b) The unit shall be self- contained with its own power
supply, controls , raising and lowering device and shall be capable of being operated by one
person .
(c) The unit shall be secured in the vehicle for normal
operation .
SUBARTICLE 990 -4 . 1 (Page 962 ) is deleted and the following substituted :
990-4 . 1 Composition : Removable Tape shall be one of the products listed on the QPL .
The pavement stripes and markings shall consist of high quality plastic materials , pigments , and
glass spheres or other retroreflective materials uniformly distributed throughout their cross -
sectional area, with a reflective layer of spheres or other retroreflective material embedded in the
top surface . No foil type materials shall be allowed .
ARTICLE 990 -4 . 10 (Page 963 ) is deleted and is replaced by the following :
9904 . 10 Color : Meet the requirements of 971 - 1 . 6 .
ARTICLE 990 -4 (Pages 962 and 963 ) is expanded by the following :
Of
9904 . 11 Removability : Ensure that the manufacturer shows documented reports
that the removable tape is capable of being removed intact or in substantially large strips after
being in place for a minimum of 90 days and under an average daily traffic count per lane of atilk
least 5 , 000 vehicles per day.
ARTICLE 990 - 5 (of the Supplemental Specifications) is deleted and the following
substituted :
990 -5 Temporary Retroreflective Pavement Markers .
Temporary Retroreflective Pavement Markers (RPM ' S ) shall meet the requirement of
970 - 1 . 2 . 1 , be one of the products listed on the QPL and be certified as meeting the following :
(a) Composition : Use markers made of plastic , ceramic or other durable materials .
Markers with studs or mechanical attachments will not be allowed .
(b) Dimensions : Marker minimum and maximum surface dimensions is based on
an x and y axis where the y dimension is the axis parallel to the centerline and the x axis is
90 degrees to y. Class E markers shall be 4 inch (W) by 2 inch (H) by 1 inch (D) .
The x and y dimension of Class D markers shall be a maximum of 5 inches . The x
dimension shall be a minimum of 4 inches and the minimum y dimension will be 2 . 25 inches .
The maximum installed height of Class D markers shall be 1 inch . The maximum
installed height of Class E markers shall be 2 inches . Use Class D markers having a minimum
reflective face surface of 0 . 35 square inches . Use Class E markers having a minimum reflective
surface area of 1 square inch .
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The marker ' s reflective face shall be completely visible and above the pavement surface
after installation , measured from a line even with the pavement perpendicular to the face of the
marker.
(c) Optical Performance : Ensure that the specific intensity of each white reflecting
surface at 0 . 2 degrees observation angle shall be at least the following when the incident light is
parallel to the base of the marker:
Horizontal Entrance Angle Specific Intensity
0 deg . 3
20 deg. 1 . 2
For yellow reflectors , the specific intensity shall be 60% of the value for
white .
For red reflectors , the specific intensity shall be 25 % of the value for
white . Reflectivity of all RPM ' S shall not be less than 0 . 2 Specific Intensity ( SI) any time after
installation .
(d) Strength requirements : Markers shall support a load of 5 , 000 pounds . Three
markers per lot or shipment will be randomly tested as follows :
Position the marker base down, between the flat, parallel 0 . 5 inch steel
plates of a compression testing machine . Place on top of the marker, a flat piece of 60 ( Shore A)
durometer rubber, 6 inch by 6 inch by 0 . 37 inch, centered on the marker . Apply the compressive
load through the rubber to the top of the marker at a rate of 0 . 1 inches per minute .
Either cracking or significant deformation of the marker at any load less
than 5 , 000 pounds will constitute failure .
(e) Adhesion : Use bituminous adhesive materials for bonding the markers to the
pavement that meet the requirements of Section 970 and are listed on the QPL.
(f) Removability : Ensure that the pavement marker is removable from asphalt
pavement and portland cement concrete pavement intact or in substantially large pieces , either
manually or by mechanical devices at temperatures above 40 ° F, and without the use of heat,
grinding or blasting .
SUBARTICLE 990 - 6 - 1 (Pages 964 — 965 ) is deleted and the following substituted :
990-6 . 1 Design and Installation : Meet the following requirements :
(a) Glare screen units shall be manufactured in lengths such that when installed
the joint between any one modular unit will not span barrier sections . Color shall be green,
similar to Federal Color Standard 595 - 34227 .
(b) Blades, rails and/or posts shall be manufactured from polyethylene , fiberglass ,
plastic, polyester or polystyrene , and be ultraviolet stabilized and inert to all non-nal atmospheric
conditions and temperature ranges found in Florida .
(c) For paddle type designs , the blade width shall not be more than 9 inches .
Blades or screen for individual or modular systems shall be 24 to 30 inches high and capable of
being locked down at an angle and spacing to provide a cut- off angle not less than 20 degrees .
(d) For glare screen mounted on temporary barrier wall , a strip ( 6 by 12 inches) of
reflective sheeting as specified in 994-2 shall be placed on a panel , centered in each barrier
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A
section (at a spacing not to exceed 15 feet) and positioned in such a manner as to permit total
right angle observation by parallel traffic . When glare screen is utilized on temporary concrete
barriers , warning lights will not be required.
(e) Prior to approval an impact test shall be performed by the manufacturer to
verify the safety performance of the proposed system . The minimum impact strength of the
posts , blades , rail and the barrier attachment design shall be sufficient to prevent the unit from
separating from the barrier when impacted by a 3 inches outside diameter steel pipe traveling at
30 mph and impacting mid-height on the glare screen assembly.
( f) All hardware shall be galvanized in accordance with ASTM A- 123 or stainless
steel in accordance with AISI 302/305 .
Alternative designs for temporary glare screen may be submitted as a Cost
Savings Initiative Proposal in accordance with 4- 3 . 9 .
4 "
SUBARTICLE 990 -7 . 1 (Pages 965 and 966) is deleted and the following substituted :
990-7 . 1 General : Temporary Traffic Control Signals shall be one of the products listed
on the APL . 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 :
(a) Use signal heads having three 12 inch vehicular signal indications (Red,
Yellow and Green) . Ensure there are two signal heads for each direction of traffic .
(b) The traffic signal heads on this device will be approved by the Department . If
1
(c) 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 .
(d) The masts supporting the traffic signal heads will be manufactured with the
lowest point of the vehicular signal head as follows :
( 1 ) Eight feet above finished grade at the point of their installation for
"pedestal" type application or
(2 ) Seventeen to 19 feet above pavement grade at the center of roadway
for "overhead" type application .
(e) 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 .
(f) The green interval must display a minimum of five seconds before being
advanced to the yellow clearance interval .
(g) The controller will allow for a variable all red clearance interval from 0 to
999 seconds .
(h) 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 .
(i) When the portable traffic control signals are radio actuated the following will
apply :
( 1 ) 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 .
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(2) The Controller will force the traffic signal to display red toward the
traffic approach in case of radio failure or interference .
It
(j ) The trailer and supports will be painted construction/maintenance orange
enamel in accordance with the MUTCD color.
(k) The device will meet NEMA environmental standard . The test report certified
by an independent laboratory will be provided .
(1) Ensure the certification number is engraved or labeled permanently on
equipment.
(m) 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. "
SECTION 990 (Pages 956- 966) is expanded by the following new Article :
990 -8 Work Zone Signs .
Provide steel flanged U- channel or Square Tube steel meeting the mechanical
requirements of ASTM A 499 , Grade 60 . For each U- channel or Square Tube , 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 post. Ensure that the weight per foot of a
particular manufacturer ' s post size does not vary more than ±3 1 /2 % of its specified weight per
foot . Taper the bottom end of the post for easier installation . Machine straighten the U -channel to
a tolerance of 0 . 4 % of the length . Use only non- corrosive metal , aluminum , or galvanized steel
attachment hardware . Work zone sign systems shall be one of the products listed on the QPL.
It SECTION 990 (Pages 956 - 966) is expanded by the following new Articles :
990-9 Temporary Raised Rumble Strips :
990-9 . 1 General : Temporary Raised Rumble Strips shall be one of the products listed on
the QPL . Meet the physical display and operational requirements in the MUTCD for Temporary
Raised Rumble Strips . The Temporary Raised Rumble Strip may be either a removable polymer
striping tape type or a molded engineered polymer material type as described below :
990-9 . 1 . 1 Removable Polymer Striping Tape :
Characteristic Requirement
Composition : Removable Polymer Striping Tape with re- applied adhesive
Color : White , Black or Orange
Cross - section : 0 . 25 in . to 0 . 50 in . (height) x 4 in . (wide)
990-9 . 1 .2 Molded Engineered Polymer Material :
Characteristic Requirement
Composition : Molded Engineered Polymer Material
Weight Internally ballasted to provide proper weight to maintain position in use
without the use of adhesives or mechanical fasteners
Color : White , Black or Orange
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Shape Beveled on the leading edge
Cross - section : 0 . 625 in . to 0 . 875 in . (height) x 12 in . (wide)
990- 10 Automated Flagger Assistance Devices (AFAD) : 99040 . 1 General : AFAD ' s shall be
one of the products listed on the APL . Meet the physical display and operational requirements in
the MUTCD for the AFAD as well as the detailed requirements below .
99040 . 1 . 1 Stop/Slow Automated Flagger Assistance Devices : Provide a
Stop/Slow AFAD including a Stop/ Slow sign that alternately displays the stop face and the slow
face of a Stop/Slow paddle without the need for a flagger in the immediate vicinity of the AFAD
or on the roadway.
Ensure that the Stop/Slow AFAD includes a gate arm that descends to a down
position across the approach lane of traffic when the stop face is displayed and then ascends to
an upright position when the slow face is displayed .
Ensure the Gate arm is fully retroreflectorized on both sides , with vertical
alternating red and white stripes at 16 -inch intervals measured horizontally in accordance with
the MUTCD . When the arm is in the down position blocking the approach lane :
A . The minimum vertical aspect of the arm and sheeting shall be 2 inches ;
and,
B . The end of the arm shall reach at least to the center of the lane being
controlled .
990 - 10 . 1 . 2 Red/Yellow Lens Automated Flagger Assistance Devices : Provide a
Red/Yellow Lens AFAD that alternately displays a steadily illuminated circular red lens and a
flashing circular yellow lens to control traffic without the need for a flagger in the immediate
vicinity of the AFAD or on the roadway .
Ensure that the Red/Yellow Lens AFAD includes a gate arm that descends
to a down position across the approach lane of traffic when the steady circular red lens is
illuminated and then ascends to an upright position when the flashing circular yellow lens is
illuminated .
Ensure that the gate arm is fully retroreflectorized on both sides , with
vertical alternating red and white stripes at 16 -inch intervals measured horizontally in accordance
with the MUTCD . When the arm is in the down position blocking the approach lane :
A . The minimum vertical aspect of the arm and sheeting shall be 2
inches ; and,
B . The end of the arm shall reach at least to the center of the lane
being controlled .
Do not provide a change interval between the display of the steady circular
red indication and the display of the flashing circular yellow indication . Provide a steady
illuminated circular yellow indication, with at least a 5 second duration , between the transition
from flashing circular yellow indication and the display of the steady circular red indication . The
Engineer may approve a different duration , provided it falls within the range recommended by
the MUTCD .
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993 OBJECT MARKERS AND DELINEATORS .
AAA (REV 7-840) (FA 74640) ( 141 )
SUBARTICLE 993 - 1 . 4 (Page 975 ) is deleted and the following substituted :
9934 .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 lb/ft . flanged U - Channel . The U-channel posts shall
meet the mechanical requirements of ASTM A 499 , Grade 60 . Provide U- channel posts that have
been galvanized after fabrication in accordance with ASTM A 123 and have a smooth unifonn
finish free from defects affecting strength , durability and appearance . 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 post. Punching or drilling
operations shall be completed prior to galvanization . The weight per foot of a manufacturer ' s U-
channel size shall not vary more than plus or minus 3 . 5 % of its specified weight per foot .
Machine- straighten the U- channel to a tolerance of 0 . 4 % of the length . U - channel posts shall be
listed on the QPL . Round aluminum posts shall meet the requirements of Index 11860 .
Use attachment hardware (nuts , bolts , clamps , brackets , braces , etc . ) of aluminum
or galvanized steel .
SUBARTICLE 993 -2-2 ( Page 975 ) is deleted and the following substituted :
993 -2 . 2 Flexible Post Delineators :
993 -2 . 2 . 1 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 .
993 -2 . 2 . 2 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 .
993 - 2 . 2 .3 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
ALL
minimum width of 3 inches and have a minimum area of 30 square inches .
993-2 . 2 . 4 Impact Performance : Posts shall be tested and evaluated according to
the National Testing Product Evaluation Program (NTPEP) Project Work Plan for Field
Evaluation of Flexible Surface Mounted Delineator Posts . A temperature of 65 ° F or greater may
be used in lieu of the NTPEP temperature requirements . Posts shall be capable of returning to a
vertical position plus or minus 5 degrees with no delaminating, and one post may list no more
than 10 degrees . No post shall split, crack, break, or separate from base .
LAI SUBARTICLE 993 - 2 . 3 . 1 (Page 975 ) is deleted and the following substituted :
993 -2 . 3 . 1 Posts : The posts shall meet the requirements of 9934 . 4 , except the
steel delineator post shall be 1 . 1 lb/ft .
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yIV �.
994 RETROREFLECTIVE AND NONREFLECTIVE SHEETING FOR TRAFFIC
CONTROL DEVICES .
(REV 2 -840) (FA 24040) (740)
SECTION 994 (PAGES 977 — 980) is deleted and the following substituted :
SECTION 994
RETROREFLECTIVE AND NONREFLECTIVE
SHEETING FOR TRAFFIC CONTROL DEVICES
s ,
9944 Description .
9944 . 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 .
9944 . 2 Classification : Retroreflective sheeting material Types III , IV , V , and VI shall
be classified in accordance with ASTM D -4956 . 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 VIII and above in accordance with
ASTM D4956 .
9944 .3 Qualified Products List : All sheeting, process inks and film overlay materials
shall be listed on the Qualified Products List (QPL) . Manufacturers seeking evaluation of their
products shall submit product data sheets , performance test reports from an independent
laboratory showing the product meets the requirements of this section , and a QPL application in
accordance with Section 6 . Information on the QPL application must include the product colors
included in the application, classification, adhesive backing class , and liner type . Information on
the QPL application for process inks and film overlay products must also include the compatible
reflective sheeting material.
994-2 Materials .
Sheeting shall meet the requirements of Types III, IV, V, VI in ASTM D -4956 or
Type VII ( Special) and fluorescent pink listed below in accordance with their approved usage .
994-3 Performance Requirements .
994-3 . 1 General : Sheeting, process inks and film overlay materials shall be tested in
accordance with, and meet all the performance requirements of ASTM D4956 , including
Supplemental Requirement S2 , Reboundable Sheeting Requirements , except as amended in this
Section . Classification Type VII ( Special) shall be tested in accordance with, and meet the
performance requirements of ASTM D4956 Type VIII, except as amended in this Section . For
performance requirements that are color dependant, each color included in the QPL application
must be tested and meet the requirements identified in ASTM D -4956 or this Section as
applicable . Process inks and film overlay materials shall be applied to reflective sheeting in
accordance with Section 9944 for testing .
E. ,
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 D-4956 . i
Type VI fluorescent pink sheeting and Type VII (Special) sheeting shall meet the minimum
retroreflectivity requirements listed below .
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Type VII ( Special) Sheeting
Minimum Coefficient of Retroreflection
(cd/foot-candle • ft2) (cd/fc ftp)
Observation/Entrance White Yellow Red Orange Blue Green Brown Fluorescent Fluorescent Fluorescent
Angle (degree) Orange Yellow 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 • ftZ) (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
994-3 .3 Color : The fluorescent pink initial color shall meet the following x , y
chromaticity coordinates :
Fluorescent Pink 1 2 3 4
x 450 . 590 . 644 . 536
y . 270 . 350 290 . 230
Fluorescent pink sheeting shall have a minimum luminance factor of 25 .
Ir 994-3 .4 Outdoor Weathering : Outdoor weathering exposure of sign sheeting materials
shall be in accordance with, and meet the requirements of ASTM D4956 for each product color
and classification and conducted at an exposure location meeting the Tropical Summer Rain
Climate Type (Miami , Florida or equivalent) . Outdoor weathering is not required for Type VI
fluorescent pink and fluorescent yellow .
9944 Direct and Reverse Screen Processing.
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 retroreflective sheeting shall permit color processing with compatible
transparent and opaque process inks as approved by the sheeting manufacturer and listed on the
QPL .
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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 D-4956 , 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 .
Packaging and labeling shall meet the requirements of ASTM D -4956 .
994-7 Samples .
Field samples will be obtained in accordance with the Department ' s Sampling, Testing
and Reporting Guide Schedule or on a random basis at the discretion of the Engineer,
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