1092Signal Equipment

1092 SIGNAL EQUIPMENT

1092.1Signal Heads. Signal heads shall meet the following requirements:

indications shall be 12 inches unless specified otherwise.

modules, shall be in accordance with ITE Vehicle Traffic Control Signal Heads: Light Emitting Diode

accordance with the following:

coating shall be applied to provide abrasion resistance.

capabilities shall have the option disabled or shall be set on a non-dimming operation.

Signal Supplement”.

Light Emitting Diodes (LED) Vehicle Arrow Traffic Signal Supplement dated July 1, 2007, shall be Intertek ETL verified and shall be in accordance with the following.

Arrow Traffic Signal Supplement".

1092.1.1 Housing, Door and Visor. All new signal sections shall be clean, smooth and free from imperfections. The connection between signal housings shall be weatherproof. Housings shall be rigidly fastened together by a three- or four-bolt assembly or other connectors approved by the engineer. Doors that will exclude dust and moisture shall be used to ensure a weatherproof unit. A tunnel visor shall be supplied with each signal section and each door shall have provisions for attachment of the tunnel visor. All visors shall be held in place by four stainless steel fastening screws or bolts and shall be capable of being removed without opening the signal head door. Internal bosses or inserts shall be provided, in each housing, for mounting a terminal block and for the attachment of back plates. The top and bottom exterior of the housing shall be flat to ensure perfect alignment of assembled sections. The housing of each section shall be one piece with sides, back, top and bottom integrally molded. The design of the housing shall be such that, with the aid of simple tools and the addition of standard parts, it shall be possible to make any assembly consisting of one or more signal sections and, with the addition of standard bracket assemblies, assemble signal faces into multi-way traffic signal head configurations. The housings shall be polycarbonate. All material used in construction of polycarbonate signal heads shall be of ultraviolet stabilized color-impregnated polycarbonate resin. The housing shall have a minimum thickness of 0.09 inch and shall be ribbed or plated to produce added strength. If signal housings are not ribbed, minimum 0.10-inch aluminum plates shall be furnished and installed inside and outside the section housing at all points of attachment of the pipe bracket. 1092.1.2 Louvers. The degree of cut-off shall be stamped on the louver or printed on a decal on the front of the louver and shall be visible after installation. 779 1092.1.2.1 Fixed louvers shall be formed of 0.025-inch sheet aluminum. The top and bottom bends of each fin shall be securely fastened to the inside of the supporting ring. The angles of cut-off from either side of the center axis of the light beam shall be provided by six types of louvers: Type A - 3 degrees, Type B - 7 degrees, Type C - 10 1/2 degrees, Type D - 14 degrees, Type E - 18 1/2 degrees and Type F - 26 1/2 degrees. 1092.1.2.2 Adjustable louver units shall be composed of an acrylonitrile butadiene styrene (ABS) plastic housing and polycarbonate baffles. The unit shall be designed to prevent light leakage between the housing and the visor, and shall have an adjustable view range of 7 to 42 degrees. All plastic material shall be ultraviolet stabilized. All hardware shall be brass or stainless steel. 1092.1.3 Hardware. Hardware shall be 1 1/2-inch galvanized steel or unfinished aluminum, except aluminum pipe brackets and side mount brackets. Aluminum pipe brackets shall have a spun finish. Side mount brackets may be constructed of molded, glass-impregnated polycarbonate no greater than 12 inches in length. Elbows, tees and crosses shall be straight threaded and furnished with a square head set screw at each connection point to ensure rigid mounting. Fittings attached to the signal housing shall incorporate serrations or, by the use of an adapter ring, shall be compatible with the serrations on the signal housing. 1092.1.4 Backplates. Backplates shall be provided on all signal heads as shown on the plans. Backplates shall be black in color and constructed of flat pre-cut or preformed thermoplastic. Flat pre-cut thermoplastic backplates shall have a minimum thickness of 0.250 inch. Preformed thermoplastic backplates shall have rolled out edges and a minimum final thickness of 0.10 inch. When as indicated in the plans, a retroreflective strip shall be placed along the perimeter of the backplate. The retroreflective strip shall be made from yellow sheeting in accordance with Section 1042. The retroreflective strip shall be adhered to the backplate as shown on the plans. 1092.1.5 Optically Limiting Signal Heads. All signal sections shall meet the following:

signal housing and lens holder shall be predrilled for backplates and visors. All access openings shall be sealed with weather resistant gaskets. Hinge and latch pins shall be non-ferrous metal or stainless steel. The lens holder and interior of the housing shall be optical black. The housing shall mount to standard 1 1/2-inch fittings as a single section, as a multiple section face or in combination with conventional signals. The signal housing shall be provided with an adjustable connection that permits incremental tilting from zero to 10 degrees above or below the horizontal while maintaining a common vertical axis through the mounting assembly. The housing connection shall permit external adjustment about the mounting axis in 5-degree increments. Attachments such as visors, backplates or adapters shall readily fasten to mounting surfaces without affecting the weatherproof characteristics and light integrity of the signal.

optical masking tape.

within a flat laminate of weather-resistant acrylic or approved equivalent. The lens shall be symmetrical in outline and if rotated to any 90-degree orientation about the optical axis, shall not displace the primary image.

optical axis for objects up to 1,200 feet distant and shall permit an effective veiling mask to be applied as determined by the desired visibility zone. The optical limiter-diffuser shall be provided with positive positioning and shall be composed of heat resistant glass.

lamp shall be attached to the diffusing element with a collar having a specular inner surface.

an adjustable ceramic socket and a self-aligning, quick release lamp retainer. Electrical 780 connection between section housing and lamp housing shall be accomplished with an interlock assembly that disconnects the lamp holder when the door is opened.

of the signal lamp as the ambient light intensity drops below approximately 3 footcandles. 1092.1.6 Pedestrian LED Countdown Signal Heads. Pedestrian LED countdown signal heads shall include two LED signal modules, one indicating a “WALKING PERSON” and “UPRAISED HAND” icon and the second a two digit numeric pedestrian change interval countdown display to inform pedestrians of the number of seconds remaining in the pedestrian change interval and any array of LEDs and related power supplies and any required lenses which, when connected to appropriate power, provides a single pedestrian signal indication and a countdown signal in a single housing unit. LED pedestrian signal countdown heads shall be in accordance with ITE specifications and standards for Pedestrian Traffic Control Signal Indicators: Light Emitting Diode

inch thick, polycarbonate material as shown on the plans. The housing shall include an integral mounting bracket designed for mounting on the side of the pole on all makes of signal poles with a terminal compartment and minimum 5-position, double-row terminal block.

and moisture from the inside of the compartment.

effects of the Society of Automotive Engineers (SAE) J576.

housing.

preformed rectangular visor or screen-type louver.

Icon and countdown modules shall be Intertek ETL verified and be in accordance with the following:

the following statement, “Manufactured in Conformance with the ITE Pedestrian Traffic Control Signal Indicators: Light Emitting Diode (LED) Signal Modules”.

disabled or shall be set on a non-dimming operation.

“WALKING PERSON” icon and the “UPRAISED HAND” icon are displayed from the same module on the same rectangular surface area. The illumination of one icon shall not result in the illumination of the other icon.

preemption sequence the countdown pedestrian signal display should be discontinued and go dark upon activation of the preemption transition. 781

power failure greater than 2 seconds, a repeated demand to change programming, or after preemption. During the learning cycle, the countdown display shall remain blank. The learning cycle shall not last more than two complete cycles. 1092.1.7 Finishing. Mounting brackets and hardware, except the aluminum pipe brackets and polycarbonate side mounted brackets, shall be galvanized steel or unfinished aluminum. Aluminum pipe brackets shall have a spun finish. Painting of the mounting brackets and hardware will not be permitted.

1092.2Posts and Mast Arms. A grounding lug shall be provided for all units. A grounding conductor shall

provide grounding continuity for all metallic, noncurrent carrying poles in one circuit. 1092.2.1 Steel Pedestal Posts. Steel pedestal posts shall be 4 1/2-inch outside diameter schedule 40 steel pipe. The base shall be cast iron, free from imperfections, and shall be provided with a suitable plastic, fiberglass or cast door for wiring access. The grounding lug shall be inside the base. The bolt circle and hole diameter shall be as shown on the plans. After fabrication, posts and bases shall be fully galvanized. 1092.2.2 Aluminum Pedestal Posts. Aluminum pedestal posts shall be schedule 80 straight tubing of 6063-T6 aluminum alloy in accordance with ASTM B 210, with a 4 1/2-inch outside diameter. The pedestal base casting shall be either permanent mold casting of Alloy 356.0 F, in accordance with ASTM B 108, or sand castings of Alloy 356.0 F, in accordance with ASTM B 26. The base shall be free from imperfections and shall be provided with a suitable door for wiring access. The base and post shall be joined by a threaded connection. Welded connections will not be permitted. The grounding lug shall be provided inside the base. All hardware shall be non-ferrous metal or stainless steel. 1092.2.3 Signal Post and Mast Arm Pre-Approval. Fabricators shall submit six copies of shop drawings and supporting calculations to Traffic. Submittals shall be approved by Traffic in writing prior to fabrication of the signal posts and mast arms. Shop drawings shall indicate complete design details required for post and mast arm fabrication, including material grades and thicknesses, welding and orientation of any longitudinal seams. The projected areas and weights of signs and signals used in the design of the post and mast arms shall be shown on the shop drawings. Design details for all possible post and mast arm combinations shown on the plans may be submitted. Shop drawings shall provide post and mast arm installation and hardware details. All welding procedures shall be prepared by the manufacturer as a written procedure specification and shall be submitted with the shop drawings for approval. Approval of the weld procedures will be required before approval of the shop drawings. Shop drawings shall indicate the specific approved welding procedure to be used for each joint. Shop drawings and supporting stress calculations shall be signed and sealed by a registered professional engineer in the State of Missouri. Manufacturers shall submit all required documentation, in accordance with Sec 1092.2.4.3. Upon written approval, pre-approved drawings may be used on any project where the design conditions of the shop drawings are not exceeded. 1092.2.4 Steel Posts and Mast Arms. Steel posts and mast arms shall be continuously tapered, hollow shafts fabricated as one continuous shaft or as individual segments at least 10 feet long, joined together using electrically welded, intermediate, transverse, full penetration, circumferential joints. Steel posts and mast arms shall be fabricated from basic oxygen or open-hearth steel sheet. The continuous, tapered, hollow shafts or individual segments shall be manufactured from one or two lengths of steel sheet, with one or two continuous, welded, longitudinal seams. The longitudinal seams in the mast arm shall be located outside of the upper half of the cross section of the member. Where transverse, full penetration, circumferential welds are used, the fabricator shall furnish to the engineer written certification that 100 percent of all such welds have been radiographed or ultrasonic tested by an independent testing agency using a qualified non-destructive testing technician, as described in Clause 8.14.6 of ANSI/AWS D1.1 Structural Welding Code-Steel and equipment calibrated annually. The testing agency shall be approved by the engineer prior to fabrication. Post base and mast arm attachment plates shall be plate steel attached to the larger end of the shafts by continuous welds on the inside and outside of the shaft. After manufacture, the material shall have a minimum yield strength of 48,000 psi. 1092.2.4.1 A handhole equipped with a suitable metal cover shall be provided in the post near the base, and 12 inches above the mast arm connection if luminaire mounting is specified. A grounding lug or connector shall be provided inside the post near the handhole. A removable raintight metal pole cap shall be provided on the top of the post and on the small end of each mast arm. All handhole covers and metal caps shall include a galvanized 782 steel chain. The chain shall be capable of supporting at least six times the weight of the cover or cap and be securely attached to the inside of the post or arm, with sufficient length to allow removal of the cover or cap for maintenance access.. The pole caps and handhole covers shall be securely attached to the post with screws that penetrates through the cap or cover and the post or arm. An aluminum or stainless steel identification tag shall be provided with all posts and mast arms as shown on the plans. The letters and numbers on the tag shall be embossed or engraved. The post tag shall be attached to the pole 6 inches above the top of the handhole. The mast arm tag shall be attached 3 inches from the base of the end cap. The base plate shall be equipped with four cast steel or cast iron nut covers in accordance with AASHTO M 103 or M 105, or four aluminum nut covers and shall have four galvanized or stainless steel screws for securing covers to the pole. All poles, shoe bases, base plates and cast steel or cast iron nut covers shall be fully galvanized after fabrication. All anchor bolt nuts shall be completely covered by nut covers. Luminaire bracket arms, when specified, shall be included with the post and mast arm. The contractor may furnish posts with the shape, gage and dimensions meeting or exceeding those required by the plans and specifications, provided shop drawings are submitted and approved in accordance with Sec 1092.2.3. 1092.2.4.2 Welding and fabrication of the assemblies shall be in accordance with the ANSI/AWS D1.1 Structural Welding Code-Steel. All requirements of the welding code for tubular structures will apply to the fabrication for the post and mast arm shafts and shall include any welds used to attach these members to plates or other hardware. The manufacturer shall employ qualified personnel to perform all visual and nondestructive testing (NDT) required. In addition to the visual inspections and NDT that may otherwise be required by the welding code, the manufacturer shall perform 100 percent magnetic particle (MT) testing of circumferential fillet welds used to attach the flange plate to the larger end of the mast arm shaft. NDT personnel shall be qualified as set forth in Clause 8.14.6 of ANSI/AWS D1.1 Structural Welding Code-Steel. Qualifications of NDT personnel shall be submitted to the engineer for approval. 1092.2.4.3 The post and mast arm manufacturer shall be certified under the AISC certification program, Conventional Steel Building, or higher category. Evidence of current AISC certification will be required prior to the approval of shop drawings, and lapsing of the certification will be cause for the manufacturer's removal from the approved list of suppliers. 1092.2.4.4 Steel posts, luminaire bracket arms, mast arms, nut covers and plate steel bases shall be hot-dip galvanized inside and out after fabrication, visual inspections and NDT testing. Galvanized material shall be handled in such a manner to avoid damage to the surface. Any galvanized material on which the coating has been damaged will be rejected or may, with approval from the engineer, be repaired in accordance with Sec 1081. 1092.2.5 Fabricator's Certification. Prior to erection of the posts and mast arms, the contractor shall furnish to the engineer a fabricator's certification. The certification shall specifically state the fabricated posts and mast arms have been quality control inspected by the fabricator and all material and manufacturing processes used were in full compliance with the specification requirements and the approved shop drawings and weld procedures. Certification shall be accompanied by supporting documentation, including the results of the visual inspections and NDT in accordance with Sec 1092.2.4.2 and copies of the pre-approved drawings required by Sec 1092.2.3.

1092.3Lighting Control Cabinet. The lighting control cabinet shall contain a control panel constructed of the

same material as the cabinet. Circuit breakers, the photoelectric switch, a contactor, if specified, and any other specified equipment for luminaire control shall be installed on the panel. Control cabinets shall be of sufficient size to house all equipment shown on the plans. Cabinets shall be dust tight, watertight, NEMA 4 and constructed of aluminum or stainless steel. All hinges, catches and other hardware shall be stainless steel. Cabinets shall have a No. 2 Corbin cabinet lock. Photoelectric switches and contactors shall be in accordance with Sec 901. Circuit breakers shall be Type B circuit breakers in accordance with Sec 901.

1092.4Traffic Controller Assemblies. Traffic controller assemblies will be defined as the complete assembly

of all required equipment and components for control of traffic signal indications. The type of controller assembly required for each location shall be as specified in the contract documents. 1092.4.1 NEMA TS1. Each NEMA TS1 controller assembly shall consist of a controller cabinet, signal controller, back panel, conflict monitor, card rack assembly, all required wiring, switches and connectors and all other equipment as defined in these specifications and as shown on the plans. Double controller assemblies to 783 control two intersections shall consist of a controller cabinet, two signal controllers, two back panels, two conflict monitors, two card rack assemblies, all required wiring, switches and connectors and all other equipment as defined in these specifications and as shown on the plans.

phase, alternating current.

cabinet between -20 and 165 F shall not change the total time cycle of pretimed controllers or the length of any interval, portion, period or unit extension of actuated controllers by more than five percent or cause electrical or mechanical damage. Heater elements shall not be used to attain compliance with these requirements.

each applicable unit. Fuses shall be installed in 1/4-twist or screw-in type fuse holders. Pop-out fuse holders will not be permitted. 1092.4.1.1 Controller Cabinets. Controller cabinets shall be cast aluminum or 0.125 inch reinforced sheet aluminum alloy and shall be of clean-cut design and appearance. The cabinet shall provide ample space for housing all equipment and components. Controller cabinets housing solid state controllers shall be furnished with unused cabinet space measuring 18 inches wide by 12 inches high by 12 inches deep, unless coordination equipment is specified on the plans. For pretimed and actuated NEMA controllers, the cabinet shall support a sixteen-position back panel. Double controller cabinets for two controllers shall support two sixteen-position back panels. All double cabinets shall have two doors that are hinged on the outside corners of the cabinet such that the doors open away from each other. Double cabinets shall have a divider between the two halves of the cabinet with an 8-inch opening between the compartments at the bottom of the divider for wiring between the compartments. The cabinet shall contain a rigid mounting table, sliding ways or hinged support of such construction that the controller and auxiliary equipment may be withdrawn from the cabinet without breaking any electrical connections or interrupting normal controller operation. Hinged supports shall be welded to the controller cabinet. Electrical connectors on the controller and auxiliary equipment to all circuits shall be NEMA 1/4 twist or MS type. Components of controller cabinets shall meet the following requirements.

secure the door in an open position at least 90 degrees from the closed position and shall be furnished with each cabinet. The doors shall fit against a raintight gasket. Each door shall have a stamped or raised outside designation, "Traffic Control" or other approved identification. Each main cabinet door shall have a No. 2 Corbin cabinet lock and provisions for locking with a padlock. The handles for each door shall swing outward. An auxiliary door, positioned on each main cabinet door, equipped with a raintight gasket, shall allow access to a police panel and shall be equipped with a lock whose key will not unlock the main door. Two keys shall be furnished for each type lock used. The door hinges and pins shall be of corrosion-resistant metal. Pins shall be rolled or solid rod, at least 1/8 inch in diameter, except if continuous hinges are furnished, the pins shall be continuous the full length of the hinges, and shall be no less than 1/16 inch in diameter.

to be rotated forward and down to an angle of no less than 45 degrees with all components, including load switches, attached for maintenance purposes. The bottom of the back panel shall be no less than 6 inches above the bottom of the cabinet.

exhausting capability in an enclosure of at least 150 cubic feet per minute for cabinets up to 30.5 cubic feet and at least 250 cubic feet per minute for cabinets 30.5 cubic feet and more, installed in the top of the cabinet. Cabinets shall be supplied with a replaceable furnace-type fiberglass filter of at least one square foot area mounted behind louvers in the lower one-fourth of the door.

police panel to place the signals on flash. Operation of this switch shall not affect the electrical power 784 supply to the controller. This shall be the only control switch accessible from the police panel.

receptacle.

power to the controller and signals. The frame size and trip rating will be shown on the traffic signal plans or designated in the contract. The second Type B circuit breaker shall be an auxiliary breaker that interrupts power to the cabinet lamp and receptacle. The frame size and trip rating shall be 15 amperes.

shall be wired for manual operation of the signals. The push button shall be water-resistant, designed to protect the user against electrical shock, and shall be supplied with a coiled cord with a nominal 6-foot stretched length. A clearly labeled switch shall also be installed in the police panel to switch between manual or automatic operation of the controller. 1092.4.1.2 Flasher Unit. Each controller, through terminal options, shall permit yellow-red or red-red flash operation. Indications shall be flashed at no less than 50 or more than 60 flashes per minute, with approximately 50 percent dwell time. A two-circuit flasher, alternate flash and three flasher field circuits for each of the two flasher circuits will be required. A separate flasher shall provide flashing pedestrian indications when required by the contract. The timing of flashing pedestrian intervals shall be separately adjustable from all other timed intervals. The flasher shall be solid state with ratings of at least 15 amperes per circuit and shall comply with the latest revision of NEMA Standards Publication TS. The flasher units shall have a 150-volt metal oxide varistor

Flashing operation shall be in accordance with the MUTCD. 1092.4.1.3 External Time Switches. External time switches shall be solid state, keyboard entry and shall contain filtering and shielding circuitry to protect the unit's operation against electrical interference. Timing shall be based on the 60-hertz power supply frequency. Each unit shall contain a programmable automatic central daylight time compensation feature and a back-up power source to maintain time and memory functions during loss of alternating current power. Each unit shall provide a weekly program with at least 20 event changes per week. 1092.4.1.4 Wiring. The controller cabinet shall be equipped with a 600-volt heavy-duty one-piece mechanical screw connector offset tang assembly attached to a barrier terminal strip for terminating field conductors. Each mechanical screw connector shall accommodate up to four No. 12 AWG conductors. The connector shall be mounted horizontally on the inside back of the cabinet, approximately 6 inches from the bottom of the cabinet. All wiring to the terminal strips, except the incoming field circuits, shall be performed by the controller manufacturer. The terminal strips shall accommodate at least:

785

face.

from the bottom of the cabinet.

rating. An MOV shall be connected between each field terminal and cabinet ground.

and provided with a 150-volt MOV with an 80 j rating.

MOV with a 30 j rating. 1092.4.1.5 Back Panel Wiring. Regardless of the number of phases specified on the plans, all load switch positions shall be completely wired for use. If pedestrian phases are not specified, twelve-position back panels for actuated NEMA controllers shall be configured for operation of eight phases and four overlaps. If pedestrian phases are specified, 12-position back panels shall be configured for operation of eight phases and four pedestrian phases or a combination of overlaps and pedestrian phases if specified on the plans. If flashing yellow arrow operation is called for, the appropriate load switches shall be configured as specified on the plans. Twelve-position back panels for pretimed controllers shall be configured for operation of 36 circuit outputs from the controller unless otherwise specified on the plans. A flash transfer relay socket shall be provided for each pair of load switch positions. Flash circuit one shall be wired to positions one, 3, 5, 7, 9 and 11. Flash circuit 2 shall be wired to positions 2, 4, 6, 8, 10 and 12. All flash transfer relay sockets shall be fully wired for operation. All controller harness wiring shall be connected to labeled terminals on the front of the panel. 1092.4.1.6 Solid State Controllers. This section describes the general specifications for actuated solid state controllers. If requested by the engineer, the contractor shall provide a prototype controller for testing and evaluation.

techniques.

Timing circuits, interval and phase switching functions shall be accomplished by solid state circuitry. Removing, changing wires or using any tools to make timing interval adjustments shall not be necessary. The controller shall indicate the right of way conditions of the phase timing interval in effect, detector or actuation on each phase and memory conditions or demand on each phase for vehicles and pedestrians by use of status lights or display panels. The controller shall be capable of flashing yellow arrow operation without any external devices or special software upgrades.

rated at no less than 10 amperes and loaded at a maximum of 6.7 amperes, located external to the controller. All load switch jacks shall be completely wired to field output terminal strips. Actuated and pretimed controllers shall have a minimum of twelve load switch jacks. Each load switch shall provide three independent circuits with "on" indicator lamps and shall comply with the latest revision of NEMA Standards Publication TS.

conforming to NEMA Standards Publication TS and be capable of monitoring flashing yellow arrow operation on any channel. The monitor shall cause immediate transfer to flashing operation when conflicting or absent indications occur or when a voltage fault occurs. When the conflict monitor actuates flashing operation, the controller shall freeze or stop timing in the condition causing the 786 actuation until manually reset. A single lamp failure in any signal head shall not cause the monitor to actuate.

installed in each compartment. Each controller cabinet shall be furnished with the following switches:

power to the controller during maintenance on the controller. Operation of this switch shall not affect the flash operation. This switch shall not be accessible via the police panel.

Operation of this switch shall not affect the electrical power supply to the controller. When the signals are returned to normal operation the external start shall be activated causing the controller to revert to the programmed initialization phase(s).

the following functions:

flash causes the controller to stop time.

allows the controller to continue cycling all phases without displaying them on the signal heads.

without an external load being connected to the field terminals.

closing of circuits in electro-mechanical auxiliary equipment.

controller by multiple prong jacks or outlets without modifying wiring. Hand operable positive locking devices shall be used to hold the modules securely in the controller.

circuit assemblies. Similar assemblies shall be interchangeable between controllers manufactured by the same company.

and monitoring equipment required to supervise the operation for the phasing shown on the plans, including any future controller expansion. If future phases are specified, the controller shall be completely configured to accept the future phases.

controller to operate in coordination with the system or run free.

damage to the controller and auxiliary equipment. This device shall be located on the incoming 120 volts, 60 hertz power service between the controller and signal circuit breaker and the power inputs to the controller and auxiliary equipment. The surge protector will plug-in to a hardwired base. Two LEDs that indicate the status of the surge protector shall be incorporated on the surge protector. One LED will indicate the surge protector is still operable and the other will indicate it has failed. The surge protector and base shall be capable of operating in the temperature range of -40 C to +85 C. The arrestor shall meet the latest NEMA specifications for surge protection. 787

through the flash transfer relay.

circuit breaker shall not be installed in the cabinet.

RS-232 connection. The controller shall be capable of printing directly to a printer or via an external computer. If an external computer is required, the required software shall be provided with the controller.

1092.4.1.6.1 Solid State Actuated Controller. Each solid state actuated controller shall meet the latest revision of NEMA Standards Publication TS. Actuated controllers shall meet the following requirements:

recall function in the "OFF" position, the controller shall operate normally with the right of way being transferred only upon pedestrian or vehicle actuation or external force-off control.

complete with wiring to permit installation of a coordination unit. All wiring to facilitate coordination shall be terminated on terminal strips and complete information stating the function of each terminal shall be shown on the controller-wiring diagram.

keyboard entry.

phase shall be provided. Each switch shall provide call to the phase assigned and ability to extend the phase. This detector input shall be independent of the circuitry between the amplifier and back panel.

panel on the cabinet. In the absence of the sync signal, the coordination interface shall be configured to cause the controller to default to free operation. Configuration of the MoDOT D-plug shall be as follows: Pin Assignment Pin Assignment Pin Assignment D1 Cycle 1 D10Split 4 D19Future (Pre-empt 4) D2 Cycle 2 D11Offset 1 D20Flash D3 Cycle 3 D12Offset 2 D21Hardware Interconnecta D4 Cycle 4 D13Offset 3 D22Future D5 Future (Cycle 5)D14Future (Offset 4)D23Future D6 Future (Cycle 6)D15Future (Offset 5)D24Future D7 Split 1 D16Pre-empt 1 D25Future D8 Split 2 D17Pre-empt 2 D9 Split 3 D18Pre-empt 3 aOmit when activated through the cycle, split or offset inputs.

1 - Part #TB 25 P Plug 1 - Part #SHD-25GL Hood with Latch 788 1 - Part #TB 25SLB-1Socket 1 - Part #SHD-25GFCSHood with Filler Ends

four pedestrian phases and four overlaps, regardless of the number of phases shown on the plans. 1092.4.1.6.2 Timing Function. Timing intervals or periods shall be set by means of keyboard entry. Each timing interval shall be adjustable to any value within the following minimum ranges for each phase. Zero may be satisfied by a time increment of up to 100 milliseconds. Interval Range (seconds) Minimal Initial 0 - 99 Unit Extension or Passage Time 0 - 9.9 Yellow Clearance 0 - 9.9 Red Clearance 0 - 9.9 Maximum I Green 0 - 99 Maximum II Green 0 - 99 Walk 0 - 99 Pedestrian Clearance 0 - 99 Seconds per Actuation 0 - 9.9 Maximum Initial 0 - 99 Time Before Reduction 0 - 99 Time to Reduce 0 - 99 Minimum Gap 0 - 9.9 1092.4.2 Type 170. Except as herein modified, the Microcomputer 170E controller, cabinet and equipment shall be in accordance with the Caltrans Transportation Electrical Equipment Specifications, Chapter 2, dated August 16, 2002, which shall form a part of these specifications. A copy of the Caltrans specifications is available upon request. In case of conflict, MoDOT specifications will govern. Certification that the equipment proposed is included on the most current Qualified Products List of Caltrans and MoDOT Approved Products List shall be provided. A list of pre-approved equipment and material is available through Traffic or MoDOT’s web site. Department-specific equipment not defined in the Caltrans specification will be exempt from this Qualified Product List requirement. 1092.4.2.1 Type 170 Controllers.

shall include, but is not limited to, the power supply, front panel, I/O, central processing unit and modem, if specified. 1092.4.2.1.1 Master Controller. If a master controller or master coordination unit is specified on the plans, the master controller shall be a Type 170 controller. This controller shall be in addition to the intersection controller and shall be installed in the same cabinet unless otherwise specified on the plans. 1092.4.2.1.2 Diagnostic Test Program. For each ten or fewer Model 170E controllers purchased, a Diagnostic Test Program Prom Chip shall be provided. The Diagnostic Test Program Prom Chip shall test the operation of the Model 170E controller units including, but not limited to, internal memory, the program module, the real- time clock, input-output circuitry, the modem, the display and keyboard. The program shall be capable of operating with an external monitor and controller keypad. Full documentation on the program shall be included. The software shall be configured to work on a 412C prom module. 789 1092.4.2.1.3 Prom Module. Each Model 170E controller unit shall be furnished with one prom module, Model 412C, including a back up lithium battery and real time clock adjuster circuit, one Dallas 1225 chip and two 6264 ram chips. 1092.4.2.2 Type 170 Controller Cabinets. Type 170 controller cabinets, including the auxiliary door, shall be cast aluminum or 0.125 inch reinforced sheet aluminum alloy and be of clean-cut design and appearance. An auxiliary door equipped with a raintight gasket, shall allow access to a police panel and shall be equipped with a lock whose key will not unlock the main door. The doors shall be louvered to direct the incoming air downward. The cabinet shall be supplied with a replaceable furnace-type fiberglass filter mounted behind the louvers and shall cover the vent openings. A filter shell shall be provided to fit over the filter to provide mechanical support. Each cabinet door shall have a No. 2 Corbin cabinet lock and provisions for locking with a padlock. Two keys shall be furnished for each type of lock used. The handles for each door shall swing outward. Components of the Type 170 controller cabinets shall meet the following requirements:

quick-disconnect feature, such as a Vent-Rak Retractable Writing Shelf, #D-4090-13, or equivalent. The pull out drawer shall extend a minimum of 14 inches to facilitate removal of the processor by providing an aluminum platform covered with a formica-type, chemical-proof plastic sheet while the rear connector is being removed. The interior of the drawer shall be accessible. Minimum interior dimensions of the drawer shall be one inch high, 13 inches deep and 16 inches wide. The drawer shall be capable of supporting 40 pounds when fully extended and shall be mounted immediately below the controller assembly.

an auxiliary output file is specified, C5 connections shall be included.

back portion of the cabinet. The fixtures shall include a cool white lamp with protective cover and shall operate by a normal power UL listed ballast. The fixtures shall be installed to automatically power on when the cabinet door is opened and automatically power off when the cabinet door is closed. A manual on/off switch shall be provided for each fixture. Each switch should work each individual light. The Type 332 cabinet will require only one lighting fixture meeting the above requirements.

police panel to place the signals on flash. Operation of this switch shall not affect the electrical power supply to the controller. The switch shall be labeled FLASH/AUTOMATIC. This shall be the only control switch accessible from the police panel.

duty mechanical screw connector offset tang assembly. Each mechanical screw connector shall accommodate up to four No. 12 AWG conductors. Each clamp shall be captive to the contact screw and the screw captive to the contact. Field wiring shall not be spade lugged. The alternating current neutral bus and chassis ground bus shall be a 17-position solid copper neutral bar with set screws that allow the wires to be attached without tang or spade assemblies.

monitoring. The back of the load switch bay and the conflict monitor bay shall be enclosed to prevent wires interfering with plugging in of components.

switches are required.

controller or the opening of the controller front panel.

fewer cabinets. 790 1092.4.2.3 Surge Protection. Each cabinet shall be provided with devices to protect the control equipment from surges and over voltages. This shall include incoming power lines, the input and output files and communication lines. 1092.4.2.3.1 All input file inputs shall be protected with a 30-volt MOV with a 30-j rating. All load switch outputs shall be protected with a 150-volt MOV with an 80-j rating. Each MOV shall be connected from the alternating current positive field terminal to the chassis ground. Each output MOV shall be mounted on the field terminal side of the output assembly. 1092.4.2.3.2 For the 332A cabinet, appropriate input surge protection shall be mounted on the lower input termination panel (LIP). The PDA#2 of each controller cabinet shall include a surge protection unit on the alternating current service input. The protector shall be installed between the applied line voltage and earth ground. The surge protector shall be capable of reducing the effect of lightning transient voltages applied to the alternating current line. The protection device shall be a two-stage series parallel device. The device shall include the following features and functions:

of which shall rise in 8 microseconds and fall in 20 microseconds to one half of the peak of 20,000 amps.

minimum 200 microhenry inductor rated to handle 10-amp alternating current service. The first stage clamp shall be between the main line and ground terminals.

rated at 20 kiloamps and shall be of a completely solid stage design. Gas discharge tubes will not be allowed.

similar solid state device or gas discharge tubes rated at 20 kiloamps between the main neutral and ground terminals.

equipment neutral out terminals. Current shall be applied between the main line and ground terminals. Ground and main neutral terminals shall be externally tied together. The voltage shall not exceed 350 volts.

(RMS).

supply. 791

part #PC642C-008 or equivalent with mounting connector #PCB1B or equivalent. If fiber or radio communications are specified, these communications line protectors will not be required. 1092.4.2.4 Cabinet Accessories. Each cabinet shall be equipped with the following, unless specified otherwise:

auxiliary is shown on the plans.

female connector shall be located in the front of the cabinet and shall extend past the front edge of the rack a minimum of 0.5 inches and a maximum of 1 inch. The male connector shall be located in the back of the cabinet. The cable shall extend 14 inches along the side of the rack with a minimum of 12 inches free that can be used to plug into any of the controller’s four ports. The cable shall consist of one wire connecting the like pin in the other connector starting with A and ending with R. The wire shall be 20 AWG. One cable shall be supplied for each cabinet. The mounting of this cable shall not interfere in any way with the installation or removal of the controller. If the cable is mounted within the pull out drawer, any hole that is drilled in the drawer shall be equipped with a rubber grommet to protect the cable and the cable shall have enough slack to prevent binding.

Caltrans specifications. The monitor shall cause immediate transfer to flashing operation when conflicting or absent indications occur or when a voltage fault occurs. When the conflict monitor actuates flashing operation, the controller shall freeze or stop timing in the condition causing the actuation until manually reset. A single lamp failure in any signal head shall not cause the monitor to actuate.

for monitoring the absence of red shall be an integral part of the output file. The connector shall terminate and shall be compatible with the cable and connector of the conflict monitor unit. The pin assignments of the P20 connector and terminal assembly shall be provided with the cabinet plans. The P20 connector shall be designed such that the cable may only be inserted into the P20 connector in one direction. Unused red channels shall be programmed through jumpers. These jumpers shall cause 115 volts alternating current to be applied to any and all unused red monitoring channels. These jumpers and the respective attachment points shall be part of the output file. 1092.4.2.5 Software. Software shall be provided with each Type 170 controller unless otherwise specified. Requirements for software will be as follows. 1092.4.2.5.1 District 4 - Kansas City Area. The 412C prom module shall be configured for Wapiti software. For intersection controllers, the most recent revision of Wapiti W4IKS shall be mounted on the prom module. 792 For master controllers, the most recent revision of Wapiti W70SM shall be mounted on the prom module. 1092.4.2.5.2 District 8 - Springfield Area. The 412C prom module shall be configured for Bi-Trans software that will be provided by District 8. 1092.4.2.6 Testing Requirements. All equipment shall be tested for conformance to these specifications. Testing may be done by an independent laboratory if the manufacturer does not have sufficient facilities to conduct the testing. A copy of the test results for all equipment shall be supplied by the manufacturer to the engineer. 1092.4.2.6.1 Conflict Monitor Test Cable. To facilitate testing of the conflict monitor, one additional 4-foot connector cable shall be furnished by the manufacturer and installed in each cabinet. The cable shall utilize an 18 AWG wire to connect a 36-pin plug to the back panel terminals as specified below. The connector cable shall utilize a 36-circuit polarized nylon Waldon Molex type receptacle, P/N 03-06-1361, using a 0.062-inch female terminals made of 70/30 spring tempered 0.010 inch thick tin-plated brass with contact of resistance 0.0025 ohm millivolts, drop of 2.5 millivolts at one amp with 250 volts, 4 amps maximum per circuit. This connector cable shall "free float” in the bottom front 6 inches of the cabinet and shall not be used in the normal operation of the controller. A moisture-proof cap shall be provided to prevent the accumulation of moisture on the plug terminals. The cap shall remain attached to the connector when the cable is in use. Receptacle Circuit Terminal Phase Receptacle Circuit Terminal Phase 1 1 G 19 4 WALK 2 1 Y 20 8 WALK 3 2 G 21 1 AUX Ga 4 2 Y 22 1 AUX Ya 5 3 G 23 3 AUX Ga 6 3 Y 24 3 AUX Ya 7 4 G 25 5 AUX Ga 8 4 Y 26 5 AUX Ya 9 5 G 27 6 AUX Ga 10 5 Y 28 6 AUX Ya 11 6 G 29 I14-W STOP TIME 12 6 Y 30 DC GROUND 13 7 G 31 MONITOR RESET 14 7 Y 32 DC GROUND 15 8 G 33 2 AUX Ga 16 8 Y 34 2 AUX Ya 17 2 WALK 35 4 AUX Ga 18 6 WALK 36 4 AUX Ya aCircuits used only in a 332A cabinet with an auxiliary output file 1092.4.2.6.2 Controllers. Each Model 170E controller unit shall be tested over a temperature range of -29 to 165 F. Proper operation of the unit shall be verified at both temperature extremes and at ambient temperature. Testing shall be conducted prior to final inspection, and will not constitute a substitute for any quality control testing or final inspection testing normally performed. 1092.4.2.6.2.1 The environmental chamber(s) shall have provisions for remotely operating the Model 170E controller under test. Front panel displays shall be visible from a window in the environmental chamber. Signal 793 outputs shall be brought out of the chamber to display board if controllers cannot be directly observed. Cold and hot soak times shall be sufficient to allow all components in the device to reach the specified temperatures. A minimum soak time of three hours shall be used for all testing. 1092.4.2.6.2.2 The manufacturer shall submit to the engineer a proposed testing procedure and schedule 30 days prior to testing for evaluation. Test procedures, environmental chambers, automatic test equipment, display boards, power supplies and controls shall be described in detail. 1092.4.2.6.2.3 The controller shall pass the following test at least five times at each temperature extreme and ambient:

1092.4.2.6.2.4 The vendor shall provide a method of testing controller inputs and outputs. Diagnostic software and wraparound connector for controller harnesses may be used. If diagnostic software is not used, outputs shall be brought out to a display board. Inputs may be paralleled to each controller. 1092.4.2.6.3 Cabinet Testing. Cabinets shall be tested at ambient conditions only. An automatic or semi- automatic method of checking cabinet wiring between equipment harnesses and field connections will be required. 1092.4.2.6.4 Card Rack Assemblies. Card rack assemblies shall be in accordance with Caltrans. 1092.4.3 Auxiliary Equipment and Interfaces for Controllers. Interface panels shall be aluminum panels installed in the controller cabinet containing the required terminals and equipment. Interface panels shall be neatly laid out, neatly wired and easily accessible. Each auxiliary unit shall be enclosed in a suitably finished metal case and shall be mounted in the controller cabinet unless otherwise specified. The function of each auxiliary unit shall be indicated by an identification plate on the case. Auxiliary equipment cases shall be ventilated. Temperature, voltage and frequency shall be in accordance with Sec 1092.4. 1092.4.3.1 Pre-Emption Interface. The pre-emption interface shall consist of internal pre-emption functions in the controller, any field wire termination panels, relays, wiring and connectors required for proper operation. The pre-emption interface shall be wired to transfer control of the signals to the pre-emption sequence when actuated and shall provide the color sequence specified. After release of pre-emption, normal controller operation shall be automatically resumed except that actuated controllers shall be on recall for one complete cycle. 1092.4.3.2 Master and Local Coordination Interface. The coordination interface shall consist of internal coordination functions in the controller, and of any field wire termination panels, wiring and connectors required for proper operation. The master coordination interface shall supervise the actuated controller operating the signals in the intersection at which the actuated controller is located. Local coordination interfaces shall be supervised by the master coordination interface and shall in turn supervise the actuated controllers operating the signals at the intersections where the controllers are located. Coordination interfaces shall be connected to one another or to a telephone interconnection unit by a multi-conductor cable. The master coordination interface shall be furnished with internal time-based functions in the controller. The coordination interface shall provide the following:

the cycle length set on the coordination interface.

any signal phase. 794

cause termination of each signal phase in accordance with the time intervals set on the coordination interface for each signal phase.

is no demand.

on maximum recall.

detector actuation for a non-coordinated signal phase and only after the coordination interface has terminated the coordinated signal phase(s).

time interval set on the coordination interface.

maximum, the phase(s) shall be forced off and the coordinated phase(s) awarded right of way.

to maximum, right of way shall transfer to the coordinated phase(s) and remain there until demand for the non-coordinated phase(s) occurs and the coordination interface times the coordinated phase(s) to maximum.

phase(s) right of way interval shall cause a call to be placed and retained for the non- coordinated signal phase(s).

right of way.

free operation of associated actuated controllers. During this operation the actuated controller shall operate without supervision by the coordination interface.

shall revert to dial 1, reset 1 or internal time based coordination during free operation at the user's option. 1092.4.3.2.1 Each coordination interface shall have the following minimum operational characteristics:

795

1092.4.3.2.2 Each coordination interface shall have all of the following methods of synchronizing to the master sync pulse:

phase(s) green, until the new offset value is reached.

coordinated phase(s) green. The maximum time the coordinator can dwell shall be adjustable from 1 to 99 seconds.

1092.4.3.2.3 Each master coordination interface shall be furnished with necessary relays and internal functions in the controller to provide the following supervisory functions:

and vice versa; cycle 3 to cycle 4 and vice versa). 1092.4.3.2.4 Each controller shall be capable of permitting the manual selection of the following:

1092.4.4 Remote "ON - OFF" Switch (Pedestrian Interval Sequence). The following type of "On - Off" switches shall be furnished as specified:

exceeding 18 volts. Necessary relays shall be located in the controller cabinet for including or excluding the pedestrian phase in the phasing sequence or switching signals between flashing and sequence operation. This shall be accomplished by energizing or de-energizing the pedestrian signal indications and push-button detectors. The switch shall be enclosed in a weatherproof, cast aluminum housing equipped for post mounting. The housing shall have a suitable lock, the key of which shall not unlock the controller cabinet. The housing shall be tapped for conduit.

120 volts and shall be located inside the police panel of the controller cabinet. 1092.4.5 Interconnect Types. 1092.4.5.1 Time Base Coordination Interface. The time base coordination interface shall consist of internal time base coordination functions in the controller.

voltage shall not exceed ± 0.005 percent during these conditions. Changes to and from standard time 796 and daylight time shall be programmed to automatically occur at the specified times. Memory and timing shall be maintained for at least 48 hours during an alternating current power failure. A power failure indicator shall be provided.

accommodate at least three weekly programs, twelve day programs and no less than twelve exception day programs. Total event changes shall be a minimum of 160. Interrogation of the interface to determine the year, month, day, hour, minute, second, a.m. and p.m., as well as program information programmed in the unit, shall be possible. Indicators shall show the condition of all outputs.

maximum green limits shall be inhibited. The interface shall be capable of continuously generating no less than four cycle lengths from 40 to 255 seconds.

each cycle length even though the use all of the force-off commands may not be necessary. The interface shall also place a continuous call to the detector inputs of the coordinated phases. Position of the force-off and continuous call functions shall be settable at any percentage point or seconds in any selected cycle length.

changing from one cycle length to another while in the coordination mode, the change to the new cycle length shall not occur until the present cycle length has terminated. If the controller is operated in the free mode between cycle lengths, the next cycle length programmed shall begin at the beginning of the minute selected.

time all cycles are resynchronized. This daily reference point shall be either 12:00 midnight or a selectable time of which 12:00 midnight could be selected. The resynchronization reference time is an arbitrary point in time that marks the beginning of all cycles on a daily basis.

time all cycles are resynchronized. This absolute reference point shall be a selectable time by date and hour and minute that marks the beginning of all cycles.

hold status and operating in the actuated mode. The controller unit shall operate in actuated mode from a designated hold release point to the corresponding force-off point(s) of the coordinated phase(s).

1092.4.5.2 Closed Loop Systems. 1092.4.5.2.1 Equipment. New systems shall be compatible with any existing components in the system. 1092.4.5.2.1.1 System Software. The system software shall be designed to operate a traffic-responsive signal system with two-way communications between all local controllers and the system master. The software shall be capable of time-of-day system operation and a mix of time-of-day and traffic responsive operation. The software shall also provide for two-way communication between the system master and a remote personal computer, via a dial-up modem and a direct connect to the system master. The system software shall be fully compatible with all equipment supplied in the system and shall be compatible with the latest Windows operating system. The software shall be new and in the original packaging provided by the manufacturer. The system manufacturer shall provide software updates at no cost to the Commission for a period of at least two years from the date of final acceptance of the project. All licensing issues shall be addressed by the contractor. 1092.4.5.2.1.2 Closed Loop System Components. The principal components of the closed loop system shall consist of the system master, local intersection controller(s) and a modem. 797 1092.4.5.2.1.2.1 System Master. The system master controller shall consist of a NEMA or Type 170 microcomputer signal controller as specified in the plans, prom module and all necessary connectors and cables. The system master controller shall be installed in the local controller cabinet designated on the plans. A separate cabinet will not be required. 1092.4.5.2.1.2.2 Local Intersection Controller. The local controller assembly shall consist of a NEMA or Type 170 complete actuated traffic controller assembly, as specified on the plans and in accordance with these specifications. 1092.4.5.2.1.3 Cabinet Accessories. 1092.4.5.2.1.3.1 Telephone Interface Panel. The panel shall provide for interfacing of a leased, unconditioned telephone drop to a Hayes compatible modem that connects to the on-street system master. The panel shall be fabricated from 0.125-inch sheet aluminum with deburred edges and rounded corners. The panel shall be mounted on the inside of the cabinet as directed by the engineer. A telephone network interface, such as a Siecor CAL3000 or other approved interface acceptable to the local telephone company, shall be attached to the aluminum panel. The telephone interface shall include the installation of all necessary equipment to connect the interface to the telephone drop. The contractor shall be responsible for the installation of the telephone line. The system acceptance test shall not begin until the telephone line is in operation. 1092.4.5.2.1.3.2 Extra Service Outlet. One extra duplex service outlet shall be provided in the controller cabinet housing of the system master. The extra duplex service outlet shall not be located on the door of the cabinet. The receptacle shall be connected to the 120 volts alternating current auxiliary circuit in the cabinet. 1092.4.5.2.1.3.3 Interconnect Panel. The interconnect panel shall provide for system communication between the system master and local intersection controller units. An interconnect panel shall be provided in each controller cabinet. The panel may include terminations for system detector inputs and other auxiliary input/output functions. All controller assemblies shall be configured with inputs for system detectors. The panel shall be fabricated from 0.125-inch sheet aluminum with deburred edges and rounded corners. The panel shall be mounted on the inside of the cabinet on the left side. Over-voltage protectors shall be provided and shall be an encapsulated, three-element gas tube type equipped to mate with a ten-circuit Buchannan Connector PnPcB1B. As a minimum, the over-voltage protection ratings shall be:

1092.4.5.2.1.3.4 Door Alarm. A limiting switch shall be installed and wired to activate an alarm when the cabinet door is opened. 1092.4.5.2.1.3.5 Dial-Up Modem. The modem shall be in accordance with Sec 1092.4.6 and shall be installed in the controller cabinet housing of the on-site system master. 1092.4.5.3 Twisted Pair Interconnect. If 3-pair cable is specified, the interconnect cable for system communication between the on-street master and local controllers shall be 16 AWG, stranded copper conductor, twisted pairs individually shielded. The cable shall be PVC insulated, aluminum shielded, in accordance with specifications of Belden No. 1037A. Each interconnect cable shall have three pairs. Each pair shall be wired to a terminal strip on the interconnect panel. Each shield shall be grounded on at least one end. 1092.4.5.4 Wireless Interconnect. 1092.4.5.4.1 Wireless Closed Loop System Components. The wireless system shall consist of a fully operational wireless interconnect system between the system master and all local controllers. Components shall 798 include telemetry radios, interface cables between the radios and signal controllers, radio power supply and handheld diagnostic/programming keypads. 1092.4.5.4.1.1 Telemetry Radios. The telemetry radio shall be an unlicensed frequency hopping spread spectrum and shall be a Microwave Data Systems, Model 9810 or equivalent, in accordance with the following: Item Requirement Frequency Band 902-928 Megahertz FCC Part 15 Spread Spectrum Band or1.2 Gigahertz FCC Part 15 Spread Spectrum Band Frequency Hopping Range 8 Selectable Zones @ 128 frequencies – 1019 total frequencies Frequency Stability ± 1.5 ppm @ -20 to 140 F Data Interface RS232 (or as required by the system) Data Interface Rate Std. Baud Rates up to 19200 bytes/second, minimum Latency <10 milliseconds typical (buffer off mode) Transmitting Power Output 1 watt minimum, adjustable Transmitting Duty Cycle Continuous Transmitting Max Voltage Standing Wave Ratio

Infinite, all phase angles Receiving Bit Error Rate Less than 10-6 at -110 decibels Receiving Intermodulation 75 decibels, minimum Receiving Desensitization 65 decibels, minimum Receiving Spurious 70 decibels, minimum Operating Humidity 95% Relative Humidity at 104 F Operating Temperature -20 to 140 F with full performance 1092.4.5.4.1.1.1 Telemetry radios shall provide transparent communications between signal controllers. All radio equipment shall be installed in the signal controller cabinets. Radio power supplies shall meet all requirements of the radio manufacturer, including power, temperature and humidity. All required interface cables and connectors shall be provided with the radios. 1092.4.5.4.1.1.2 The radio shall have the capability to monitor receiver signal strength and be programmed through a diagnostic/programming keypad. Two handheld diagnostic/ programming keypads for the radios shall be provided with the system. 1092.4.5.4.1.2 Antenna System. The antenna system shall consist of the omnidirectional antenna or yagi directional antenna, as specified, antenna mounts, coaxial cable and surge and lightning protection. Antennas shall be products manufactured by Decibel Products, Celwave, Scala or Antenna Specialists, and shall meet the following requirements. 1092.4.5.4.1.2.1 Omnidirectional Antenna. All omnidirectional antennas shall be in accordance with the following: Item Requirement General Frequency Range 896-960 Megahertz Bandwidth at Rated VSWR70 Megahertz, min. VSWR 1.5:1, min. Polarization Vertical Maximum Power Input 250 watts, min. Connector N Female Antenna Housing Fiberglass Radome Radiating Elements Brass or Copper Support Pipe 6061-T6 Aluminum 799 Lightning Protection Direct Ground Rated Wind Velocity 100 mph, min. 1092.4.5.4.1.2.2 Yagi Directional Antenna. All yagi directional antennas shall be in accordance with the following: Item Requirement General Frequency Range 896-960 Megahertz Gain 10 decibels, min. Bandwidth at Rated VSWR60 Megahertz, min. VSWR 1.5:1, min. Horizontal Beamwidth 45 degrees, min. Vertical Beamwidth 30 degrees, min. Polarization Vertical or Horizontal Maximum Power Input 100 watts Min. Connector N Female Radiating Elements Gold Anodized Welded Aluminum Alloy Lightning Protection Direct Ground Rated Wind Velocity 100 mph Min. 1092.4.5.4.1.2.2.1 Directional antennas shall be in accordance with the level of gain shown on the plans and with the following: Antenna Gain Vertical Beam Width 3 decibel 3 decibels, min. 30 degrees, min. 6 decibel 6 decibels, min. 16 degrees, min. 9 decibel 9 decibels, min. 7 degrees, min. 1092.4.5.4.1.2.3 Antenna Mounts. Mounts shall provide a rigid mounting of the specified antenna that will withstand winds of up to 100 mph minimum. Mounts and associated hardware shall be constructed of galvanized steel, aluminum or stainless steel. 1092.4.5.4.1.2.4 RG-8/U Coaxial Cable. All antenna cable shall be a low loss, RG-8/U, Belden 9913 or equivalent, coaxial cable in accordance with the requirements listed below. Connectors for antenna cable shall be Type N male connectors constructed of silver-plated brass with a gold plated pin and soldered center connection. Item Requirement Impedence 50 ohms, nominal Attenuation at 900 Megahertz5.7 decibels/100 ft., max. Overall Diameter 0.405 in., nominal Outer Conductor Tinned Copper Braid with 95% min. coverage Inner Conductor 0.108 in. Copper Dielectric Foam-Polyethylene Outer Jacket Black Polyvinyl Chloride 1092.4.5.4.1.2.5 Antenna Surge and Lightning Protection. A lightning and surge arrestor shall be provided for the coaxial cable in the controller cabinet. The arrestor shall be bulkhead-mounted or flange-mounted and shall be securely fastened to a grounded metal surface inside the cabinet. The arrestor shall be manufactured by Polyphaser and shall be in accordance with the following: Item Requirement 800 Throughput Energy 220 µj Maximum Surge Current 50 kiloamps Turn On Voltage 600 volts Turn On Response 2.5 nanoseconds Connectors (both ends) N Female Housing Aluminum Hardware Stainless Steel 1092.4.5.5 Fiber Optic Interconnect. The fiber optic system shall consist of a fully operational fiber optic interconnect system between the system master and all local controllers. Components shall include fiber optic cable, splice cabinet, closed loop system components, modem and a fiber distribution unit. 1092.4.5.5.1 Splice Cabinet. The Type 336 cabinet and EIA 19-inch rack cage shall be in accordance with the Traffic Signal Control Specifications published by the California Business, Transportation & Housing Agency, Department of Transportation (Caltrans), dated January 1989, including all current addenda and revisions. Housing shall include, but will not be limited to, the enclosure, doors, latches/locks, hinges and door catches, ventilation, gaskets, cage supports and mounting, the rack cage, and anchor bolts. 1092.4.5.5.1.1 Each splice cabinet shall include a fiber distribution unit to provide a termination and service access point for the fiber optic cables. The fiber distribution unit shall be mounted on the 19-inch rack cage and shall be a modular design to support both fusion and mechanical splices of multimode and single mode fiber. The single cabinet construction shall have a minimum termination/connection capacity of 48 fibers and four splice trays. The connector panel, to be located at the top of the unit, shall be designed to accommodate stick and turn (ST) and other standard connectors. Six ST couplings with ceramic inserts, designed to accommodate both single mode and multi-mode fiber, shall be provided and installed for future use. One single mode splice tray and one multi-mode splice tray, each with a closure for 12 fusion splices, as a minimum, shall be provided in each cabinet. Additional trays shall be provided as necessary to splice or terminate fibers in accordance with the system design and this specification. 1092.4.5.5.1.2 The design of the unit shall allow stacking of splice trays in a manner that permits access to individual trays without disturbing other trays and splicing to be conducted at a distance from the unit. The lower portion of the unit shall provide for the neat storage of continuous tubes. Excess cable may be stored either in the fiber distribution unit or within the splice cabinet. The unit shall provide both front and rear access with hinged door access and cable strain relief accommodations. The unit and splice tray shall be constructed of durable aluminum designed for outdoor applications. Plastic doors may be considered for approval by the engineer. 1092.4.5.5.2 Fiber Optic Data Link for Closed Loop System. The data link between the fiber optic cable and the master or local intersection NEMA or Type 170 controller arranged in a closed loop system shall be accomplished using a data link, referred to as a modem on the plans, compatible with daisy chain operation to transmit RS-232 data using fiber optics. This data link shall be compatible with and installed in the NEMA or Type 170 controller unit in accordance with the manufacturer’s recommendations. 1092.4.5.5.2.1 The fiber optic data link shall be capable of operating in a full duplex mode of operation, employing asynchronous RS-232 data link protocols. RS-232 signals shall be converted to light and transmitted from data link to data link until the light is reconverted to RS-232 electrical signals sent to a particular controller. The fiber optic data link shall operate in a daisy chain communication mode. 1092.4.5.5.2.2 On the data link assembly, there shall be two pairs of clearly labeled optical emitters and optical detectors, designed to attach to standard ST connectors. There shall be two clearly labeled LED's, one for transmit and one for receive. These LED's shall illuminate when the fiber optic data link is either receiving or transmitting at the local controller. There shall be a slide switch labeled "M" for master operation and "L" for local operation. 1092.4.5.5.2.3 In the master mode of operation, the electrical data entering the fiber optic data link from the controller unit shall be transmitted as optical signals in a parallel mode from each of the two emitters. The 801 optical signals received by the two detectors shall be converted to electrical signals and sent in parallel to the controller. 1092.4.5.5.2.4 In the local mode of operation, optical signals received by Detector 1 shall be converted to electrical signals and sent to the controller unit. These same signals shall be regenerated and transmitted by Emitter 2 to the next adjacent fiber optic data link downstream in the daisy chain. Optical signals received by Detector 2 shall be regenerated and transmitted by Emitter 1 to the next adjacent fiber link upstream. Electrical signals received by Emitter 1 from the controller shall be transmitted to the next adjacent fiber link upstream. Regeneration shall maintain pulse fidelity within ± 0.1 percent for each data link. 1092.4.5.5.2.5 The fiber optic data link shall have an emergency backup power source that allows continued daisy chain operation when the NEMA or Type 170 controller unit is removed or if the power to the controller has been turned off. The backup power source shall provide uninterrupted operation of the daisy chain interconnect system, both upstream and downstream from the affected data link, for a period of 12 hours. An RJ11/4 jack shall be available on the assembly to interface an external data link, allowing fiber optic communications in four directions. 1092.4.5.5.2.6 The fiber optic data link shall operate with all fiber ranging from 50/125 glass to 1 mm plastic fiber and shall meet the following electrical requirements: Item Requirements Voltage 12-volt direct current Current 26 milliamps continuous Wavelength 850 nanometers Data Link SensitivityMaximum 0 decibels, Minimum –40 decibels Data Rate 100 to 19.2 k baud Operating Range 1.9 miles from data link to data link Temperature Range -30 to 165 F 1092.4.5.5.2.7 Fiber Distribution Unit. Each controller cabinet shall be equipped with a fiber distribution unit to provide a termination, storage and service access point for fiber optic cables. The fibers in the interconnect cable(s) shall be terminated on one side and duplex jumpers shall extend on the other side to the data links. The fiber distribution unit shall be a modular design to support a minimum termination/connection capacity of 12 fibers, one splice tray and strain relief for up to four cables. No splice tray will be required. The connector panel shall be designed to accommodate ST connectors for both multi-mode and single mode fibers, as appropriate. ST couplings with ceramic inserts shall be provided to accommodate all fibers brought into the controller cabinet from the splice cabinet. The unit shall provide both front and rear access with hinged door access. The unit shall be constructed of durable aluminum constructed for outdoor applications. Plastic doors may be considered for approval. The unit shall be sized to fit in the controller cabinet and shall be positioned to allow fiber cables to be routed with bending radii exceeding manufacturer's recommendation. The unit shall not conflict with other cabinet components or panels. Fiber cables shall not conflict with other cabinet wiring. 1092.4.5.5.3 Training for Fiber Optic Installation. When specified in the contract documents, training on system software and system operation shall be provided. Training shall be conducted by qualified instructors and shall be provided to personnel designated by the engineer on all facets of the system. Personnel shall be trained to operate the system, analyze system performance and revise critical operating parameters based on the analysis. The training shall be in a classroom atmosphere and shall be for a minimum of 16 hours over two days. The first eight-hour training session shall be conducted prior to the system acceptance test. The second eight- hour session shall be conducted at the conclusion of the system acceptance test. Maintenance personnel shall be trained on maintenance and repair of all serviceable equipment. Training shall include field level troubleshooting and bench repair. The training shall be for a minimum of eight hours in one day. 1092.4.6 Dial Up Modems. The dial-up modem shall be an auto-dial, auto-answer modem and shall be installed in the controller cabinet as specified on the plans. If specified, an identical modem shall be installed at the central office computer facility in the MoDOT district office. The modem shall be Hayes compatible capable of responding to the standard "Hayes command set" and shall be self-contained. The unit shall be powered by a nominal 120-volt alternating current from the duplex service outlet provided in the cabinet. The modem shall be 802 capable of operating at all standard baud rates from 300 to 56k baud over a standard dial-up, unconditioned telephone line and shall be capable of reliable operation from -35 to 165 F. Installation shall include the appropriate interface cable to connect to an RJ-11 telephone jack on the telephone interface panel, the RS-232 cable from the modem to the system master and all other cabling, connectors and incidental items necessary for operation. 1092.4.7 Detectors. 1092.4.7.1 Induction Detector Probes. The encapsulated induction detector probe shall detect the passage or presence of all vehicles with a standard induction loop detector amplifier. The induction detector probe shall operate in a temperature range from -35 to 165 F with 0 to 100 percent humidity. The operating field intensity range shall be 0.2 to 1.0 oersted with a nominal inductance of 20 microhenries plus 20 microhenries per 100 feet of cable. The nominal direct current resistance shall be 0.5 ohm plus 3.2 ohms per 100 feet of probe cable. Induction detector probes shall be as specified on the plans and shall meet the following:

inches long. The sensing probes shall be suitable for installation in a one-inch diameter bored hole. The interconnecting four-conductor cable and lead-in cable shall be suitable for installation in a 1/4-inch wide pavement sawed slot.

resistant polyurethane elastomer. The device shall be impervious to moisture and chemically resistant to all normal motor vehicle petroleum products. Lead-in cables shall be shielded, chemical resistant and completely waterproof.

vehicles up to a lead-in cable length of 750 feet with up to six probes per set.

specified by the detector manufacturer, shall be continuous and unspliced and shall be a minimum of 50 feet in length. Probes shall be assembled in a set to form a vehicle detector as shown on the plans. No more than six probes shall be assembled as a set. The cables between probes shall be long enough to provide the spacing shown on the plans plus 5 feet. If spacing is not shown on the plans, 15 feet of cable shall be provided between probes. Each set of probes shall have one lead-in cable. 1092.4.7.2 Pedestrian Push Button. Pedestrian push-button detectors shall be of the pressure-activated type with essentially no moving parts. The housing shall be aluminum, black, round in shape and shaped to fit the curvature of the post to which it is attached and shall provide a rigid installation. Contacts shall be normally open, entirely insulated from the housing and actuator, and have connecting terminals. The housing shall have one outlet tapped for ½ inch pipe. The actuator shall be a minimum of 2 inches in diameter, raised, contrast visually with the housing and be made of brass or corrosion-resistant metal alloy or non-metallic material. A maximum force of 5 pounds shall be required to activate the switch. Switch shall be of the solid-state electronic, piezo type, The operating voltage shall not exceed 24 volts. The entire assembly shall be weatherproof, secure against electrical shock to the user and vandal resistant. Entire assembly shall be rated to operate between –30 degrees F to 165 degrees F and shall not allow ice to form such to impede the operation of the button. 1092.4.7.2.1 Accessible Pedestrian Signal (APS). APS pushbutton detectors shall be in accordance with Sec 1092.4.7.2, except a maximum force of 3.5 pounds shall be required to activate the switch. APS pushbutton detectors shall include tactile arrows and actuators made of brass or corrosion-resistant metal alloy or non- metallic material. Tactile arrows shall be located on the pushbuttons, raised, with high visual contrast (light on dark or dark on light). 1092.4.7.3 Induction Loop Detectors. Induction loop vehicle detectors shall detect a vehicle stopped within the field of the loop or passing over the loop at speeds up to 80 mph. Induction loop detectors shall be card rack mounted. For double controller cabinets, card rack assemblies and detectors shall be installed in the same compartment as each respective associated controller. 1092.4.7.4 NEMA Card Rack Assemblies. The supporting and connecting rack shall contain space for a minimum of two power supplies and shall have a minimum of eight card positions for two-channel detector 803 units. Upper and lower slide guides shall be provided for the power supply and each detector card. Where detectors are specified, the rack and power supplies shall be included with the detectors, and no direct payment will be made.

which allows the rack to rotate horizontally so as to expose the rack wiring to facilitate maintenance operations. The rack shall be positioned to rotate out freely 90 degrees without conflicting with other wiring, equipment or the controller cabinet. Sufficient wire lengths shall be provided for rotation. The rack shall not block the back panel or other termination panels.

channel position. The power supply shall be capable of operating a full rack of time delay detectors regardless of the amount and type of detectors required. Each power supply channel shall power no more than one detector card. Each channel shall be individually fused.

appropriate power and voltage rating for operation of the detector.

edge connection 50-44A-30M or equivalent. Input/output connector pin terminations shall be in accordance with NEMA Specification TS. All useable functions shall be fully wired for use.

appropriate phase as follows: Channel Card Position 1 2 3 4 5 6 7 8 1 ø 1ø 1 or 6ø 6ø 6ø 3ø 3 or 8ø 8ø 8 2 ø 5ø 5 or 2ø 2ø 2ø 7ø 7 or 4ø 4ø 4

1092.4.7.4.1 Card Rack Detectors. Card rack detectors shall meet the following requirements:

operational sensitivity and shall be capable of tuning to a minimum inductance range of 70 to 1000 microhenries.

exception of extension and delay timing controls on card rack mounted detectors.

loop configurations ranging in size from 6 x 6 feet minimum to 6 x 100 feet maximum. The maximum lead-in length shall be 750 feet.

the loop field for a nominal time of 10 to 30 minutes is sensed.

controller. 804

components, with the exception of the output relay.

visual indications of relay closure may be used if approved by the engineer.

1092.4.7.4.2 Dual Output Card Rack Detectors. Dual output card rack detectors shall be in accordance with NEMA and shall provide two relay outputs per induction loop detector. One output shall be capable of pulse detection for the purpose of traffic counting, speed and occupancy measurements. The other output shall be capable of presence detection. Each detector output shall be assigned to a separate detector input into the controller. 1092.4.7.5 Calling Detector Relay. A calling detector relay shall operate with any detector and allow the detector to place only one actuation when the red indication is being displayed to the associated phase. The relay shall be self-contained. 1092.4.7.6 Microwave Vehicle Detectors. The product shall be designed for traffic management application and detect vehicles within user definable fields of detection. The number of lanes covered and number of detection outputs shall be sufficient to support the specific traffic signal design or application. The product shall have a minimum detection range of 120 feet for any vehicle type. The product shall be designed to place a constant call to the controller in the event of any failure. All product components shall meet or exceed NEMA environmental standards, including a continuous operating temperature range of -29° F to 165° F (-34° C to 74° C). The unit shall have FCC certification and shall be tested to the applicable FCC specifications. Sensor enclosures shall be weather and UV resistant. All user operated controls and adjustments shall be clearly marked and easily accessible. The product shall include all interface circuitry and cabinet modules necessary to interface with NEMA TS1, NEMA TS2 or Type 170 traffic signal control cabinets as appropriate to support the specific traffic signal design or application. All cabling installed shall be as specified by the detection system manufacturer. The product shall include mounting hardware designed for attachment to typical signal and lighting structures. Power supply equipment shall be specified by the detection system manufacturer and shall be provided with the unit. Any software required for configuration, operation or maintenance shall be included. 1092.4.7.7 Video Detection System. 1092.4.7.7.1 System Requirements. The video detection system shall provide flexible detection zone placement at any location and at any orientation within the combined field of view of the image processors. Preferred presence detector zone configurations shall be a box or lines placed across lanes of traffic or lines placed parallel with lanes of traffic. Detection zones shall be capable of overlapping. 1092.4.7.7.1.1 The detection zones shall be created by using a track ball to draw the detection zones on the video image. A graphical user interface shall be built into the automatic control unit (ACU) and displayed on a video monitor or computer. Editing of previously defined detector configurations to fine-tune detection zone placement shall be possible. 1092.4.7.7.1.2 When a vehicle is detected by crossing a detection zone, there shall be a visual change on the video display, such as a flashing symbol or a change in color or intensity to verify proper operation of the detection system. 1092.4.7.7.1.3 Overall performance of the video detection system shall be comparable to inductive loops. Using camera optics and in the absence of occlusion, the system shall be able to detect vehicle presence with 95 percent accuracy under normal day and night conditions with only slight deterioration in performance under 805 adverse weather conditions, including fog, snow and rain. When visibility exceeds the capabilities of the camera, the system shall default to placing a call on all detectors. 1092.4.7.7.1.4 The video detection system shall be programmable via one dial up modem connection at a minimum of 19,200 bytes per second to the camera(s). Still image and real time detection displays to a remote computer using supplied system software through the modem shall be provided. 1092.4.7.7.2 System Components. The video detection system will be defined as the complete assembly of all required equipment and components for detection of vehicles. Each system shall consist of the video camera(s), lightning arrester for video cabling, an ACU, a track ball, software and license, if applicable, for system control via a computer, one dial-up modem, 56.6 kilobytes per second maximum connection and V.90 compliant and a monitor. All camera views shall be obtainable without requiring the disconnection and reconnection of cables within the system. 1092.4.7.7.2.1 System Software. The system shall include software that detects vehicles in multiple lanes using only the video image. Detection zones shall be defined using a video monitor and a pointing device to place the zones on a video image, which may include a laptop computer. A minimum of 12 detection zones per camera shall be available. 1092.4.7.7.2.2 Automatic Control Unit. The bus connections used to interconnect modules of the ACU shall be gold-plated DIN connectors. Serial communications to a computer shall be through an RS-232/RS-422 serial port. The port shall have the capability to access detection system data as well as the real-time imagery needed to show detector actuations. A subminiature "D" connector on the front of the ACU shall be used for serial communications with a computer running supplied system software. 1092.4.7.7.2.2.1 The equipment shall be provided with either a NEMA TS1 or NEMA TS2 interface as shown on the plans. 1092.4.7.7.2.2.1.1 For TS1 systems, the ACU process unit shall be equipped with a TS1 detector interface for a minimum of 16 detector outputs or 32 detector outputs, if required by specifications. NEMA red/green inputs for each phase shall be available to provide delay/extend functions, either through the detector or the controller. Logic output levels shall be compatible with the TS1. A subminiature "D" connector on the front of the ACU shall be used for interfacing to these outputs. 1092.4.7.7.2.2.1.2 For TS2 systems, the ACU processor unit shall be equipped with a TS2 Type 1 detector interface, where detector information is transmitted serially via an RS-485 data path. NEMA red/green inputs for each phase shall be available to provide delay/extend functions, either through the detector or the controller. A 15-pin subminiature "D" connector, meeting the requirements of the TS2 standard, shall be used for the serial detector output. A minimum of 32 detector outputs will be required. 1092.4.7.7.2.2.2 The video detection system shall be provided for either single camera or multiple camera installations as shown on the plans. 1092.4.7.7.2.2.2.1 For single camera installations, the ACU shall have an RS-170 (NTSC) video input to process the camera or any other synchronous video source in real-time. The ACU shall have an RS-170 (NTSC) video output. 1092.4.7.7.2.2.2.2 For multiple camera installations, the ACU shall have a minimum of four RS-170 (NTSC) composite video inputs to process the synchronous video cameras or any other synchronous video source in real-time. A fifth video input shall be provided to allow connection of a local surveillance camera or other non- detection video source. The video from the auxiliary input shall not be processed for video detection. The ACU shall have an RS-170 (NTSC) composite video output, which may correspond to any of the video inputs, as selected remotely via RS-232 or locally by front panel switch. Multiple video inputs requiring external cable connections will not be permitted. 1092.4.7.7.2.2.3 The ACU or computer shall store a minimum of two separate detection zone configurations. The ACU shall be capable of switching to any of the different detector patterns at the request of the user and shall be a menu selection with a track ball. 806 1092.4.7.7.2.3 Monitor. The monitor shall have a 9-inch screen, an NTSC-M system and BNC video in-out connections. 1092.4.7.7.2.4 Video Camera and Housing. The ACU supplier shall furnish the video camera for traffic detection. The camera shall produce a video image of vehicles under normal roadway lighting conditions regardless of time of day. The video shall produce a clear image for scenes with a luminance from 0.009 to 929 footcandles. 1092.4.7.7.2.4.1 The camera shall provide a minimum resolution of 500 lines horizontal and 350 lines vertical. 1092.4.7.7.2.4.2 The camera shall include an electronic shutter or auto iris control based on average scene luminance and shall be equipped with an auto iris lens. 1092.4.7.7.2.4.3 The camera shall have a variable focal length. The maximum aperture of the lens shall not be smaller than f1.8 and the minimum aperture shall not be larger than f300. The camera shall have a horizontal field of view ranging from a minimum angle of view between 5 degrees and 10 degrees wide to a maximum angle of view 45 degrees or more. The adjustments for focus and focal length shall be made without opening up the camera housing. 1092.4.7.7.2.4.4 The camera shall be contained in an enclosure that is waterproof and dust-tight to NEMA-4 specifications. A heater shall be incorporated in the camera to prevent the formation of condensation and to assure proper operation of the lens' iris mechanism. The heater shall not interfere with the operation of the image sensor electronics and shall not cause interference with the video signal. The enclosure shall allow the camera to be rotated in the field during installation. 1092.4.7.7.2.4.5 The housing shall be equipped with a sun shield that prevents sunlight from directly entering the lens. The sun shield shall include a provision for water diversion to prevent water from flowing in the camera field of view. 1092.4.7.7.2.4.6 The total weight of the enclosure, camera, lens, housing, sun shield and mounting bracket shall be less than 10 pounds. 1092.4.7.7.2.5 Cable. Coaxial cable shall be a 75 ohm, precision video cable with 20 AWG solid or stranded bare copper conductor, maximum of 10.1 ohms/m Nom. direct current resistance, solid polyethylene insulating dielectric, 96 percent minimum tinned copper double-braided shield with a black polyethylene outer covering. The signal attenuation shall not exceed 0.8 decibels per 100 feet at 10 megahertz. Nominal outside diameter shall be 0.305 inches. The cable shall be in accordance with Belden Type 8281, West Penn P806 or approved equal. 1092.4.7.7.2.5.1 Seventy-five ohm BNC plug connectors shall be used with coaxial cable. The supplier of the video detection system shall approve the coaxial cable, BNC connectors and crimping tool. The manufacturer's instructions shall be followed. 1092.4.7.7.2.5.2 Multi-conductor cable shall be per the manufacturer's recommendations and in accordance with Sec 1061. 1092.4.7.7.2.6 Maintenance and Support. The supplier shall maintain an ongoing program of technical support and software updates for the video detection system following expiration of the warranty period. The supplier shall maintain an adequate inventory of parts to support maintenance and repair of the video detection system. 1092.4.7.7.2.7 Warranty of Video Detection System. The video detection system shall be warranted to be free of defects in material and workmanship for a minimum of two years. During the warranty period, technical support from factory certified personnel or factory certified installers shall be available from the supplier. Ongoing software support by the supplier shall include updates for the ACU and computer software and shall be provided at no cost to the Commission during the warranty period. The update of the ACU software to be National Transportation Communications for ITS Protocol (NTCIP) compliant shall be included. 1092.4.7.7.2.8 Training of Video Detection System. A minimum of one day of training shall be provided in the operation, setup and maintenance of the video detection system. 807

1092.5Detector Loop Sealant. Loop sealant shall have the following minimum characteristics:

to be used as traffic loop embedding. The sealant shall be designed for installation when the surface temperature of the roadway is between 40 and 120 F and exhibit minimal shrinkage and stringing during and after installation. The curing time of the sealant shall be a maximum of 72 hours. Cured sealant shall retain permanent flexibility to 0 F, be temperature stable and ensure the integrity of the loop detector installation from -40 to 200 F. The loop sealant shall adhere to the roadway pavement and resist the effects of weather, including freeze-thaw cycles, de-icing chemicals, salts, gasoline and motor oils, such that the operation of the detector is not affected.

polyurethane and hot-melt bituminous.

detector loop sealant, the MSDS or an OSHA Form 20 along with the manufacturer's technical data sheet, shall be submitted to the engineer. Any sealant used on loop detectors shall meet the approval of the engineer.

1092.6Warranty. All traffic controller assemblies, excluding video detection systems, shall be warranted by the

manufacturer to be free from defects in workmanship and material for at least one year from the date of project acceptance. Any components found to be defective during the warranty period shall be replaced free of charge. All warranties provided shall be transferred to the Commission upon project acceptance. Video detection systems shall be warranted in accordance with Sec 1092.4.7.7. 808 Table of Contents 100 General Conditions of the Contract 4 101 Definition of Terms 17 102 Bidding Requirements and Conditions 26 103 Award and Execution of Contract 35 104 Scope of Work 37 105 Control of Work 45 106 Control of Material 62 107 Legal Relations and Responsibility to the Public 69 108 Prosecution and Progress 77 109 Measurement and Payment 88 110 State and Federal Wage Rates and Other Requirements 100 200 Grading and Removals 5 201 Clearing and Grubbing 101 202 Removal of Roadways and Buildings 104

202.10Plugging and Closure of Wells 106

202.20Septic Tank Plugging and Disposal 106

202.30Removal of Improvements for Roadway Contracts 107

202.40Demolition and Removal of Buildings 107

202.50Removal of Contaminated Material and Storage Tanks 111

202.60Individual Wastewater Lagoon Closures 113

203 Roadway and Drainage Excavation, Embankment and Compaction 115 204 Embankment Monitoring 126

204.10Settlement Gauges 126

204.20Pore Pressure Measurement Devices 126

205 Modified Subgrade 130 206 Excavation for Structures 132 207 Linear Grading 137 208 Interception Ditch 139 209 Subgrade Preparation 140 210 Subgrade Compaction 141 211 Subgrade Scarifying 142 212 Subgrading and Shouldering 143 214 Rock Fill 144 215 Shaping Slopes 145 216 Removals for Bridge Structures 146

216.10Removal of Bridges 146

216.20Scarification of Bridge Deck 146

216.30Seal Coat and Wearing Surface Removal 146

216.40Removal and Storage of Existing Bridge Rail 147

216.50Removal of Existing Bridge Deck 147

216.60Partial Removal of Existing Bridge Deck 148

216.70Partial Removal of Culvert and Substructure Concrete 148

216.80Curb Removal 149

216.90Removal of Existing Expansion Joint and Adjacent Concrete 149

0 Removal of Existing Expansion Joint Seal or Sealant 150

809

216.110 Total Surface Hydro Demolition 150

300 Bases and Aggregate Surfaces 6 302 Stabilized Permeable Base 155 303 Rock Base 157 304 Aggregate Base Course 159 310 Aggregate Surface 163 400 Flexible Pavements 7 401 Plant Mix Bituminous Base and Pavement 165 402 Plant Mix Bituminous Surface Leveling 174 403 Asphaltic Concrete Pavement 177 404 Bituminous Mixing Plants 206 406 Paver-Mounted Thermal Profile 212 407 Tack Coat 216 408 Prime Coat 218 409 Seal Coat 219 413 Surface Treatments 222

413.10Micro-Surfacing 222

413.20Scrub Seal 229

413.30Ultrathin Bonded Asphalt Wearing Surface 230

413.31Bonded Hot Mix Asphalt Using Polymer Modified Emulsion Membrane 236

413.40Bituminous Fog Sealing 236

413.50Bituminous Pavement Crack Sealing 237

413.60Portland Cement Concrete Pavement Joint/Crack Sealing 238

413.70Bituminous Pavement Crack Filling 238

413.80Portland Cement Concrete Pavement Crack Filling 239

500 Rigid Pavements 8 501 Concrete 240 502 Portland Cement Concrete Base and Pavement 252 503 Bridge Approach Slab 270 504 Concrete Approach Pavement 271 505 Bridge Deck Concrete Wearing Surface 272

505.10Low Slump Concrete 272

505.20Latex Modified Concrete 278

505.30Silica Fume Concrete 281

505.40Latex Modified Very Early Strength Concrete 284

505.50CSA Cement Very Early Strength Concrete 288

505.60Steel Fiber Reinforced Concrete 293

505.70Polyester Polymer Concrete 294

506 Concrete Overlays for Pavement 298

506.10Bonded Concrete Overlays of Asphalt Pavements 298

506.20Unbonded Concrete Overlays of Concrete Pavements 300

506.30Unbonded Concrete Overlays on Asphalt Pavements 303

507 Strength of Concrete Using the Maturity Method 304 600 Incidental Construction 9 601 Field Laboratories 307 602 Markers 309 603 Water Line Installation 310 604 Miscellaneous Drainage 312 810

604.10Concrete Headwalls, Drop Inlets and Manholes 312

604.20Adjusting Drainage Facilitites 313

604.30Adjusting House Sewer Connections 313

604.40Pipe Collars 314

604.50Connecting Pipe to Existing Structures 314

604.60Slotted Drains 314

605 Underdrainage 316

605.10Pipe-Aggregate Pavement Edge Drain 316

605.20Geocomposite Pavement Edge Drain 318

605.30Pipe-Aggregate Pavement Cross Drain 318

605.40Structural Underdrain 319

605.50French Underdrain 319

605.60Outlet Pipes and Splash Pads 320

605.70Aggregate Drains 321

606 Guardrail, Crashworthy End Terminals, One-Strand Access Restraint Cable and High-Tension Guard Cable 322

606.10Guardrail 323

606.20Blank 324

606.30Crashworthy End Terminals 324

606.40One-Strand Access Restraint Cable 325

606.50High-Tension Guard Cable 325

607 Fencing 326

607.10Chain-Link Fence 326

607.20Woven Wire Fence 327

608 Concrete Median, Median Strip, Sidewalk, Curb Ramps, Steps and Paved Approaches 329 609 Paved Drainage 332

609.10Concrete Curb, Gutter and Paved Ditch 332

609.20Integral Curb 333

609.30Asphalt Curb 334

609.40Drain Basin 334

609.50Blank 335

609.60Rock Ditch Liner 335

609.70Rock Lining 336

610 Pavement Smoothness 337 611 Embankment Protection 342

611.10Blank 342

611.20Blank 342

611.30Rock Blanket 342

611.40Blank 343

611.50Revetment 343

611.60Concrete Slope Protection 343

611.70Gabions 344

612 Impact Attenuators 346 613 Pavement Repair 348

613.10Full Depth Pavement Repairs 348

613.20Class A Partial Depth Pavement Repairs 350

613.30Class B Partial Depth Pavement Repairs 353

613.35Class C Partial Depth Pavement Repair 354

613.40Dowel Bar Retrofit 355

811

613.50Cross Stitching 356

614 Drainage Fittings 358

614.10Grates and Bearing Plates 358

614.20Automatic Floodgate 358

614.30Manhole Frame and Cover and Curb Inlet 359

616 Temporary Traffic Control 360 617 Concrete Traffic Control 367

617.10Permanent Concrete Traffic Barrier 367

617.20Temporary Traffic Barrier 367

617.30Traffic Barrier Delineators 368

618 Mobilization 370 619 Pavement Edge Treatment 371 620 Pavement Marking 372

620.10Temporary Pavement Marking 372

620.20Permanent Pavement Marking 376

620.30Drop-On Glass Beads 379

620.40Quality Control and Quality Assurance 379

620.50Pavement Marking Removal 381

620.60Contrast Pavement Marking 381

621 Flowable Backfill 383 622 Pavement and Bridge Surface Removal and Texturing 385

622.10Cold Milling Existing Pavement for Removal of Surface 385

622.20Cold Milling Pavement for a Driving Surface 386

622.30Diamond Grinding of Existing Portland Cement Concrete Pavement 388

622.40Diamond Grinding of New Portland Cement Concrete Pavement 390

623 Polymer Products 392

623.10Concrete Bonding Compound 392

623.20Epoxy Mortar 392

623.30Epoxy Polymer Wearing Surface 393

623.40Polymer Concrete 396

623.50Methyl Methacrylate Polymer Slurry Wearing Surface 396

624 Geotextile Construction 400 625 Slab Stabilization 401

625.10Slab Undersealing 401

625.20Slab Jacking 403

626 Rumble Strips 405 627 Contractor Surveying and Staking 406 700 Structures 11 701 Drilled Shafts 408 702 Load-Bearing Piles 423 703 Concrete Masonry Construction 428 704 Concrete Masonry Repair 439 705 Prestressed Concrete Members for Bridges 445 706 Reinforcing Steel for Concrete Structures 446 707 Conduit System on Structure 448 710 Epoxy Coated Reinforcing Steel 449 711 Protective Coatings for Exposed Concrete Surfaces 450 712 Structural Steel Construction 451 812 713 Thrie Beam for Bridge Guardrail 458 715 Vertical Drain at End Bents 459 716 Neoprene Bearings 460

716.10Plain and Laminated Neoprene Bearing Pad 460

716.20Laminated Neoprene Bearing Pad Assembly 460

716.30Type "N" Polyetrafluoroethylene (PTFE) Bearings 460

717 Flexible Joint Systems 462

717.10Preformed Compression Seal 462

717.20Strip Seal 462

717.30Silicone Expansion Joint Sealant 463

717.40Silicone Joint Sealant for Saw Cut and Formed Joints 464

717.50Open Cell Foam Joint 465

717.60Preformed Silicone or EPDM Expansion Joints 466

718 Temporary Bridge 468 720 Mechaznically Stabilized Earth Wall Systems 470 724 Pipe Culverts 475 725 Metal Pipe and Pipe-Arch Culverts 480 726 Rigid Pipe Culverts 483 727 Structural Plate Pipe and Structural Plate Pipe-Arch Culverts 486 730 Thermoplastic Pipe Culverts 488 731 Precast Reinforced Concrete Manholes and Drop Inlets 490 732 Flared End Sections 491 733 Precast Concrete Box Culverts 493 734 Installation of Pipe by Horizontal Boring Methods 495 735 Culvert Pipe Liner 497 800 Roadside Development 12 801 Lime and Fertilizer 499 802 Mulching 500 803 Sodding 501 804 Topsoil 502 805 Seeding 503 806 Pollution, Erosion and Sediment Control 507

806.10Temporary Berms 508

806.20Temporary Slope Drains 509

806.30Temporary Ditch and Inlet Checks 509

806.40Sediment Basins 510

806.50Temporary Seeding 511

806.60Sediment Trap 512

806.70Silt Fence 513

806.80Temporary Pipe 514

806.90Erosion Control Blankets and Turf Reinforcement Mats 514

0 Temporary Stream Crossing 515

806.110 Sediment Removal 515

808 Planting Trees, Shrubs and Other Plants 516 900 Traffic Control Facilities 13 901 Highway Lighting 518 902 Traffic Signals 525 903 Highway Signing 541 813 1000 Materials Details 14 1001 General Requirements for Material 547 1002 Aggregate for Asphaltic Concrete 551 1003 Aggregate for Seal Coats 553 1004 Graded Aggregate for Bituminous Surface 555 1005 Aggregate for Concrete 556 1006 Aggregate for Surfacing 560 1007 Aggregate for Base 561 1009 Aggregate for Drainage 562 1010 Select Granular Backfill for Structural Systems 564 1011 Geotextile 566 1012 Geocomposite Drainage Material 569 1013 Miscellaneous Drainage Material 570 1015 Bituminous Material 571

1015.10Performance Graded Asphalt Binder 573

1015.20Liquid Bituminous Material 575

1017 Slag Cement 582 1018 Fly Ash for Concrete 585 1019 Cement 588 1020 Corrugated Metallic-Coated Culvert Pipe, Pipe-Arches and End Sections 590 1021 Bituminous-Coated Corrugated Metal Culvert Pipe and Pipe-Arches 596 1022 Corrugated Metallic-Coated Steel Pipe Underdrain 597 1023 Structural Plate Pipe and Pipe-Arches 598 1024 Corrugated Aluminum Alloy Culvert Pipe and Corrugated Aluminum Alloy Structural Plate 601 1025 Corrugated Aluminum Alloy Pipe Underdrains 602 1026 Reinforced Concrete Culvert Pipe 603 1027 Polymer-Coated Corrugated Metal Culvert Pope and Pipe-Arches 607 1028 Polyvinyl Chloride Culvert Pipe 608 1029 Fabricated Prestressed Concrete Members for Bridges 611 1030 Vitrified Clay Sewer and Culvert Pipe 620 1031 Clay Drain Tile 621 1032 Precast Concrete Flared End Sections 622 1033 Precast Drainage Units 623 1034 Reinforced Concrete Elliptical Culvert Pipe 627 1035 Reinforced Concrete Arch Culvert 628 1036 Reinforcing Steel for Concrete 629 1037 Shear Connectors 630 1038 Bearing Pads for Structures 632 1039 Polymer Products 636

1039.10Type II Epoxy 636

1039.20Type III Epoxy 636

1039.30Epoxy or Polyester Bonding Agents for Dowels 636

1039.40Epoxy Bonding Agents for Resin Anchors 637

1039.50Sand for Epocy Mortar 638

1039.60Epoxy Polymer Wearing Surface 638

1039.70Polymer Concrete 640

1039.80Methyl Methacrylate (MMA) Polymer Slurry Wearing Surface 641

1039.90Polyester Polymer Wearing Surface 642

814 1040 Guardrail, End Terminals, One-Strand Access Restraint Cable and Guard Cable Material644 1041 Polypropylene Culvert Pipe 649 1042 Highway Sign Material 652 1043 Fence Material 656 1044 Posts for Markers and Delineators 660 1045 Paint for Structural Steel 662 1046 Pipe Liner 669 1047 Polyethylene Culvert Pipe 670 1048 Pavement Marking Material 674

1048.10Temporary Pavement Marking Materials 674

1048.20Permanent Pavement Marking Materials 678

1048.30Drop-On Glass Beads 684

1049 Precast Concrete Box Culverts 686 1050 Lumber, Timber, Piling, Posts and Poles 690 1051 Slotted Drain 693 1052 Mechanically Stabilized Earth Wall (MSE) and Sound Wall System Components 694

1052.10Metallic Soil Reinforcement 694

1052.20Non-Metallic Soil Reinforcement 694

1052.30Precast Modular Panel Wall (PMPW-MSE) and Sound Wall Systems – Concrete-Facing Panels695

1052.40Drycast Modular Block Wall (DMBW-MSE) and Wetcast Modular Block Wall (WMBW-MSE)

Systems - Concrete Blocks 698 1053 Concrete Sealer and Concrete Crack Filler 700 1054 Concrete Admixtures 702 1055 Concrete Curing Material 706 1056 Concrete Tinting and Staining Material 708

1056.10Concrete Tinting Material 708

1056.20Concrete Staining Material 708

1057 Material for Joints 709 1058 Polyethylene Sheeting 713 1059 Protective Coating Material 714

1059.10Protective Coating-Concrete Bents and Piers (Urethane) 714

1059.20Protective Coating - Concrete Bents and Piers (Epoxy) 714

1059.30Concrete and Masonry Protection System 715

1059.40Sacrifical Graffiti Protection System 716

1059.50Temporary Coating - Concrete Bents and Piers (Weathering Steel) 717

1060 Electrical Conduit 718 1061 Electrical Conductors 720 1062 Pull and Junction Boxes 722 1063 Temporary Traffic Control Devices 724 1064 Temporary Traffic Barrier 728 1065 Delineators 730 1066 Mortars and Grout 731 1067 Truncated Domes 732 1068 Trench Drains 733 1070 Water 734 1071 Asphalt Release Agents, Fiber Additives and Liquid Anti-Strip Additives 735 1073 Joint Material for Structures 738 1075 Centrifugally - Cast Fiberglass-Reinforced Polymer Mortar Pipe 741 1080 Structural Steel Fabrication 742 815 1081 Coating of Structural Steel 760

1081.10Protective Paint Systems 760

1081.20Galvanizing of Structural Steel 771

1091 Lighting Equipment 772 778 MISSOURI HIGHWAYS and TRANSPORTATION COMMISSION JEFFERSON CITY, MISSOURI GENERAL PROVISIONS AND SUPPLEMENTAL SPECIFICATIONS TO 2026 MISSOURI STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION Effective October 1, 2026 CONTENTS GENERAL PROVISIONS DIVISION TITLE …………..….. ............................................................................................................................................... Page

REVISIONS TO 2026 MISSOURI STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION MISSOURI HIGHWAY AND TRANSPORTATION COMMISSION 105 W. Capitol Ave. Jefferson City, MO 65102 1-888-275-6636 Effective Date: 10/01/2026 GENERAL PROVISIONS

04/17 General Conditions. The following general conditions shall be followed in order for authorization by a Nationwide Permit (NWP) to be valid. Permit authorization from U.S. Army Corps of Engineers (USACE) may have additional conditions that will be binding to the project. The contractor shall refer to the permit authorization letter included in the contract.

1.0Navigation. No activity shall cause more than a minimal adverse effect on navigation.

2.0Aquatic Life Movements. No activity shall substantially disrupt the necessary life -cycle movements of those species of

aquatic life indigenous to the waterbody, including those species that normally migrate through the area, unless the activity's primary purpose is to impound water. All permanent and temporary crossings of waterbodies shall be suitably culverted, bridged, or otherwise designed and constructed to maintain low flows to sustain the movement of those aquatic species. If a bottomless culvert cannot be used, then the crossing should be designed and constructed to minimize adverse effects to aquatic life movements.

3.0Spawning Areas. Activities in spawning areas during spawning seasons must be avoided to the maximum extent practical.

Activities that result in the physical destruction (e.g., through excavation, fill or downstream smothering by substantial turbidity) of an important spawning area are not authorized.

4.0Migratory Bird Breeding Areas. Activities in waters of the United States that serve as breeding areas for migratory birds

must be avoided to the maximum extent practicable.

5.0Suitable Material. No activity may use unsuitable material (e.g., trash, debris, car bodies, asphalt, etc.) . Material used for

construction or discharged must be free from toxic pollutants in toxic amounts (see Section 307 of the Clean Water Act).

6.0Water Supply Intakes. No activity may occur in the proximity of a public water supply intake, except where the activity is

for the repair or improvement of public water supply intake structures or adjacent bank stabilization.

7.0Adverse Effects from Impoundments. If the activity creates an impoundment of water, adverse effects to the aquatic system

due to accelerating the passage of water, and/or restricting its flow must be minimized to the maximum extent practicable.

8.0Management of Water Flows. To the maximum extent practicable, the pre-construction course, condition, capacity and

location of open waters must be maintained for each activity, including stream channelization, storm water management activities, and temporary and permanent road crossings, except as provided below. The activity must be constructed to withstand expected high flows. The activity must not restrict or impede the passage of normal or high flows, unless the primary purpose of the activity is to impound water or manage high flows. The activity may alter the preconstruction course, condition, capacity, and location of open waters if it benefits the aquatic environment (e.g., stream restoration or relocation activities).

9.0Fills Within 100 -Year Floodplains. The activity must comply with applicable FEMA-approved state or local floodplain

management requirements.

10.0Equipment. Heavy equipment working in wetlands or mudflats must be placed on mats, or other measures shall be taken to

minimize soil disturbance.

11.0Soil Erosion and Sediment Controls. Appropriate erosion and sediment controls must be used and maintained in effective

operating condition during construction, and all exposed soil and other fills, as well as any work below the ordinary high wa ter mark or high tide line, must be permanently stabilized at the earliest practicable date. Permittees are encouraged to perform work within waters of the US during periods of low-flow or no-flow.

12.0Removal of Temporary Fills. Temporary fills must be completely removed in their entirety and the affected areas returned

to the pre-construction elevations. The affected areas must be revegetated, as appropriate.

13.0Wild and Scenic Rivers. No activity may occur in a component of the National Wild and Scenic River System; or in a river

officially designated by Congress as a "study river" for possible inclusion in the system while the river is in an official study status, unless the appropriate Federal agency, with direct management responsibility for such river, has determined in writing that t he proposed activity will not adversely affect the Wild and Scenic River designation, or study status.

14.0Tribal Rights. No NWP activity may cause more than minimal adverse effects on tribal rights (including treaty rights),

protected tribal resources, or tribal lands.

15.0Endangered Species No activity is authorized under any NWP which is likely to directly or indirectly jeopardize the

continued existence of a threatened or endangered species or a species proposed for such designation, as identified under the Federal Endangered Species Act, or which will directly or indirectly destroy or adversely modify the critical habitat of such species. No activity is authorized under any NWP which ‘‘may affect’’ a listed species or critical habitat, unless ESA section 7 consultation addressing the effects of the proposed activity has been completed. Direct effects are the immediate effects on listed species and critical habitat caused by the NWP activity. Indirect effects are those effects on listed species and critical habitat that are caused by the NWP activity and are later in time, but still are reasonably certain to occur. In cases where the non -Federal applicant has identified listed species or critical habitat that might be affected or is in the vicinity of the activity, and has so notified the Corps, the applicant shall not begin work until the Corps has provided notification that the proposed activity will have ‘‘no effect’’ on listed species or critical habitat, or until ESA section 7 consultation has been completed.

16.0Migratory Birds and Bald and Golden Eagles. The permittee is responsible for ensuring their action complies with the

Migratory Bird Treaty Act and the Bald and Golden Eagle Protection Act. The permittee is responsible for contacting appropriate local office of the U.S. Fish and Wildlife Service to determine applicable measures to reduce impacts to migratory birds or eagles, including whether ‘‘incidental take’’ permits are necessary and available under the Migratory Bird Treaty Act or Bald and Golden Eagle Protection Act for a particular activity.

17.0Historic Properties. In cases where the USACE District Engineer determines that the activity may have the potential to

cause effects to properties listed, or eligible for listing, in the National Register of Historic Places, the activity is not authorized, until the requirements of Section 106 of the National Historic Preservation Act (NHPA) have been satisfied.

18.0Mitigation. The project must be designed and constructed to avoid and minimize adverse effects , both temporary and

permanent, to waters of the U.S. to the maximum extent practicable at the project site (i.e., on site).

19.0Regional and Case-by-Case Conditions. The contractor’s activity shall comply with any regional conditions that may have

been added to the contract by the USACE Division Engineer, (see 33 CFR 330.4(e)), and with any case-specific conditions added by the Corps or by the state, Indian Tribe, or U.S. EPA in its Section 401 water quality certifications.

20.0Activities Affecting Structures or Works Built by the United States. If an NWP activity also requires permission from

the Corps pursuant to 33 U.S.C. 408 because it will alter or temporarily or permanently occupy or use a USACE federally authorized Civil Works project (a ‘‘USACE project’’), the prospective permittee must submit a preconstruction notification. See paragraph (b)(10) of general condition 32. An activity that requires Section 408 Permission is not authorized by NWP until the appropriate Corps office issues the section 408 permission to alter, occupy, or use the USACE project, and the USACE District Engineer issues a written NWP verification.

21.0Section 404 Conditions. In addition to the General Conditions, the following conditions will apply only to activities that

involve the discharge of dredged or fill material into waters of the US, and shall be followed to maintain compliance with the NWP authorization.

21.1Section 404 Nationwide Permit No. 3.

21.1.1 The repair, rehabilitation, or replacement of any previously authorized, currently serviceable, structure or fill, or of any currently serviceable structure or fill authorized by 33 CFR 330.3, provided that the structure or fill is not to be put to uses differing from those uses specified or contemplated for the fill in the original permit or the most recently authorized modification. Minor deviations in the structure's configuration or filled area, including those due to changes in material, const ruction techniques, requirements of other regulatory agencies, or current construction codes or safety standards that are necessary to make the repair, rehabilitation, or replacement are authorized. This NWP also authorizes the removal of previously authorized structures or fills. Any stream channel modification is limited to the minimum necessary for the repair, rehabilitation, or replacement of the structure or fill; such modifications, including the removal of material from the stream channel, must be immediately adjacent to the project. This NWP also authorizes the removal of accumulated sediment and debris within, and in the immediate vicinity of, the structure or fill. This NWP also authorizes the repair, rehabilitation, or replacement of those structures or fills destroyed or damaged by storms, floods, fire or other discrete events, provided the repair, rehabilitation, or replacement is commenced, or is under contract to commence, within two years of the date of their destruction or damage. In cases of catastrophic events, such as hurricanes or tornadoes, this two-year limit may be waived by the district engineer, provided the permittee can demonstrate funding, contract, or other similar delays. 21.1.2 This NWP also authorizes the removal of accumulated sediments and debris outside the immediate vicinity of existing structures (e.g., bridges, culverts road crossings, water intake structures, etc.). The removal of sediment is limited to the minimum necessary to restore the waterway in the vicinity of the structure to the approximate dimensions that existed when the structure was built, but cannot extend farther than 200 feet in any direction from the structure. This 200-foot limit does not apply to maintenance dredging to remove accumulated sediments blocking or restricting outfall and intake structures or to maintenance dredging to remove accumulated sediments from canals associated with outfall and intake structures. All dredged or excavated materials must be deposited and retained in an area that has no waters of the United States unless otherwise specifically approved by the district engineer under separate authorization. 21.1.3 This NWP also authorizes temporary structures, fills, and work, including the use of temporary mats, necessary to conduct the maintenance activity. Appropriate measures must be taken to maintain normal downstream flows and minimize flooding to the maximum extent practicable, when temporary structures, work, and discharges, including cofferdams, are necessary for construction activities, access fills, or dewatering of construction sites. Temporary fills must consist of materials, and be placed in a manner, that will not be eroded by expected high flows. After conducting the maintenance activity, temporary fills must be removed in their entirety and the affected areas returned to preconstruction elevations. The areas affected by temporary fills must be revegetated, as appropriate.

21.2Section 404 Nationwide Permit No. 12. Activities required for the construction, maintenance and repair of utility lines and

associated facilities in waters of the U.S. shall be as follows. 21.2.1 Utility lines. This NWP authorizes discharges of dredged or fill material into waters of the United States and structures or work in navigable waters for crossings of those waters associated with the construction, maintenance, or repair of utility lines, including outfall and intake structures. There must be no change in pre-construction contours of waters of the United States. A ‘‘utility line’’ is defined as any pipe or pipeline for the transportation of any gaseous, liquid, liquescent, or slurry substance, for any purpose, and any cable, line, or wire for the transmission for any purpose of electrical energy, telephone, and telegraph messages, and internet, radio and television communication. The term ‘‘utility line’’ does not include activities that drain a water of the United States, such as drainage tile or french drains, but it does apply to pipes conveying drainage from another area. Material resulting from trench excavation may be temporarily sidecast into waters of the U.S. for no more than three months, provided that the material is not placed in such a manner that it is dispersed by currents or other forces. The USACE District Engineer may extend the period of temporary side casting for no more than a total of 180 days, where appropriate. In wetlands, the top 6 to 12 inches of the trench should normally be backfilled with topsoil from the trench. The trench cannot be constructed or backfilled in such a manner as to drain waters of the U.S. (e.g., backfilling with extensive gravel layers, creating a french drain effect ). Any exposed slopes and stream banks shall be stabilized immediately upon completion of the utility line crossing of each waterbody. 21.2.2 Utility line substations . This NWP authorizes the construction, maintenance, or expansion of substation facilities associated with a power line or utility line in non-tidal waters of the United States, provided the activity, in combination with all other activities included in one single and complete project, does not result in the loss of greater than 1/2 -acre of waters of the United States. 21.2.3 Foundations for Overhead Utility Line Towers, Poles, and Anchors. This NWP authorizes t he construction or maintenance of foundations for overhead utility line towers, poles, and anchors in all waters of the U.S., provided the foundations are the minimum size necessary and separate footings for each tower leg (rather than a larger single pad) are used where feasible. 21.2.4 Access Roads. This NWP authorizes the construction of access roads for the construction and maintenance of utility lines, including overhead power lines and utility line substations, in non -tidal waters of the US, provided the activity, in combination with all other activities included in one single and complete project, does not cause the loss of greater than 1/2 acre of non -tidal waters of the U.S. Access roads shall be the minimum width necessary. Access roads must be constructed so that the length of the road minimizes any adverse effects on waters of the US and must be as near as possible to preconstruction contours and elevations (e.g., at grade corduroy roads or geotextile/gravel roads). Access roads constructed above preconstruction contours and elevations in waters of the U.S. must be properly bridged or culverted to maintain surface flows. This NWP authorizes, to the extent that Department of the Army authorization is required, temporary structures, fills, and work necessary for the remediation of inadvertent returns of drilling fluids to waters of the United States through sub-soil fissures or fractures that might occur during horizontal directional drilling activities conducted for the purpose of installing or replacing utility lines. These remediation activities must be done as soon as practicable, to restore the affected waterbody. District engineers may add special conditions to this NWP to require a remediation plan for addressing inadvertent returns of drilling fluids to waters of the United States during horizontal directional drilling activities conducted for the purpose of installing or replacing utility lines. This NWP also authorizes temporary structures, fills, and work, including the use of temporary mats, necessary to conduct the utility line activity. Appropriate measures must be taken to maintain normal downstream flows and minimize flooding to the maximum extent practicable, when temporary structures, work, and discharges, including cofferdams, are necessary for construction activities, access fills, or dewatering of construction sites. Temporary fills must consist of materials, and be placed in a manner, that will not be eroded by expected high flows. After construction, temporary fills must be removed in their entirety and the affected areas returned to preconstruction elevations. The areas affected by temporary fills must be revegetated, as appropriate.

21.3Section 404 Nationwide Permit No. 13. The following bank stabilization activities will be necessary for erosion prevention

provided the activity meets all of the following criteria. 21.3.1 No material is placed in excess of the minimum needed for erosion protection. 21.3.2 The bank stabilization activity is no more than 500 feet in length. 21.3.3 The activity will not exceed an average of one cubic yard per running foot as measured along the length of the treated bank, below the plane of the ordinary high water mark or the high tide line, unless the district engineer waives this criterion by making a written determination concluding that the discharge will result in no more than minimal adverse environmental effects. 21.3.4 No material is placed in any special aquatic site, including wetlands. Special aquatic sites include wildlife sanctuaries and refuges, wetland, mudflats, vegetated shallow and riffle and pool complexes. 21.3.5 No material is of the type, or is placed in any location, or in any manner, to impair surface water flow into or out of any waters of the U.S. 21.3.6 No material is placed in a manner that will be eroded by normal or expected high flows (properly anchored trees and treetops may be used in low energy areas). 21.3.7 Native plants appropriate for current site conditions, including salinity, must be used for bioengineering or vegetative bank stabilization. 21.3.8 This NWP shall not be used for the channelization of a water of the U.S.

21.4Section 404 Nationwide Permit No. 14. Activities required for the construction, expansion, modification, or improvement

of linear transportation projects (e.g., roads, highways, railways, trails, airport runways, and taxiways) in waters of the US if the activity meets the following criteria. 21.4.1 The discharge does not cause the loss of greater than 1/2-acre of waters of the US. 21.4.2 Any stream channel modification, including bank stabilization, is limited to the minimum necessary to construct or protect the linear transportation project; such modifications must be in the immediate vicinity of the project. 21.4.3 This NWP also authorizes temporary structures, fills, and work, including the use of temporary mats, necessary to construct the linear transportation project. Appropriate measures must be taken to maintain normal downstream flows and minimize flooding to the maximum extent practicable, when temporary structures, work, and discharges, including cofferdams, are necessary for construction activities, access fills, or dewatering of construction sites. Temporary fills must consist of materials, and be placed in a manner, that will not be eroded by expected high flows. Temporary fills must be removed in their entirety and the affected areas returned to preconstruction elevations. The areas affected by temporary fills must be revegetated, as appropriate.

21.5Section 404 Nationwide Permit No. 15. Discharges of dredged or fill material incidental to the construction of bridges

across navigable waters of the U.S., including cofferdams, abutments, foundation seals, piers, and temporary construction and access fills provided the construction of the bridge structure has been authorized by the U.S. Coast Guard under Section 9 of the Rivers and Harbors Act of 1899 or other applicable laws. Causeways and approach fills are not to be included in this NWP and will require a separate Section 404 permit.

21.6Section 404 Nationwide Permit No. 23. Activities undertaken, assisted, authorized, regulated, funded, or financed, in whole

or in part, by another Federal agency or department where that agency or department has determined, pursuant to the Council on Environmental Quality’s implementing regulations for the National Environmental Policy Act (40 CFR Part 1500 et seq.), that the activity is categorically excluded from the requirement to prepare an environmental impact statement or environmental assessment analysis, because it is included within a category of actions which neither individually nor cumulatively have a significant effect on the human environment, and the USACE Office of the Chief of Engineers (ATTN: CECW-OR) has concurred with that agency’s or department’s determination that the activity is categorically excluded and approved the activity for authorization under NWP23.

21.7Section 404 Nationwide Permit No. 33. Temporary structures, work and discharges, including cofferdams, necessary for

construction activities or access fills or dewatering of construction sites; provided that the associated primary activity is authorized by the USACE or the U.S. Coast Guard. This NWP also authorizes temporary structures, work, and discharges, including cofferdams, necessary for construction activities not otherwise subject to the Corps or U.S. Coast Guard permit requirements. Appropriate measures shall be taken to maintain near normal downstream flows and to minimize flooding. Fill must consist of materials and placed in a manner that will not be eroded by expected high flows. The use of dredged material may be allowed if the USACE District Engineer determines that it will not cause more than minimal adverse effects. Following completion of construction, temporary fill must be entirely removed to areas an area that has no waters of the U.S. , dredged material must be returned to its original location, and the affected areas must be restored to pre -construction elevations. Cofferdams shall not be used to dewater wetlands or other aquatic areas changing the use of these areas. The affected areas must also be revegetated, as appropriate. This permit does not authorize the use of cofferdams to dewater wetlands or other aquatic areas to change their use. Structures left in place after cofferdams are removed will require a Section 10 permit if located in navigable waters of the U. S. (See 33 CFR, Part 322). SECTION 401 WATER QUALITY CERTIFICATION CONDITIONS 04/17; 04/22; 10/26

Description. When a Clean Water Act Section 404 Nationwide Permit is in effect, the contractor is automatically permitted

to perform this work under a Water Quality Certification (Section 401) by the Missouri Department of Natural Resources (MDNR). The contractor shall adhere to the following conditions:

1.1Missouri Water Quality Standards antidegradation requirements dictate all appropriate and reasonable Best Management

Practices (BMPs) related to erosion and sediment control, project stabilization, and prevention of water quality degradation are applied and maintained [10 CSR 20-7.031(3)]; for example, preserving vegetation, streambank stability, and basic drainage. BMPs shall be properly installed prior to conducting authorized activities and maintained, repaired, and/or replaced as needed during all phases of the project to limit the amount of discharge of water contaminants to waters of the state. The project shall not involve more than normal stormwater or incidental loading of sediment caused by project activities so as to comply with Missouri’s general water quality criteria [10 CSR 20-7.031(4)]; [also see MoDOT Engineering Policy Guide (EPG) Sections 127.29 and 136.6.4.8].

1.2Temporary stream crossings shall be sized and placed appropriately and shall not create an impediment to the passage of

aquatic organisms and/or sediment. This will ensure compliance with the Missouri Water Quality Standards general criterion requiring waters to be free from physical or hydrologic changes that would impair the natural biological community [10 CSR 20- 7.031(4)(H)].

1.3Stream channel modifications shall be avoided as much as possible and, if needed, shall be minimized. Where modifications

are necessary for highway design safety or protection of state infrastructure, to the extent practicable, the project shall incorporate natural channel design features relative to a morphologically stable and appropriate stream channel and incorporate measures such as grade control, in -stream habitat, riparian plantings, etc. This will ensure compliance with the Missouri antidegradation requirement that waters of the state shall be maintained and protected [10 CSR 20 -7.031(3)] under Missouri Clean Water Law, which provides the Department authority to adopt remedial measures to prevent, control, or abate pollution [Section 644.026.1(9)].

1.4The following materials are not suitable where contact with water is expected and shall not be used due to their potential to

cause violations of the general criteria of Missouri’s Water Quality Standards [10 CSR 20-7.031(4)]: earthen fill, gravel, and broken concrete where the material does not meet the Suitable Material specifications stated in the “Missouri Nationwide Permit Regional Conditions” (https://www.nwk.usace.army.mil/Missions/Regulatory/Nation-Wide-Permits/) in locations where erosive flows are expected to occur on a regular basis, such as streambanks and/or lake shorelines; asphalt; concrete with exposed rebar; tires, vehicles or vehicle bodies, and construction or demolition debris are solid waste and are excluded from placement in the waters of the state, but properly sized, broken concrete without exposed rebar is allowed; liquid concrete, including grouted riprap, if not place d in forms as part of an engineered structure; material containing chemicals that would result in violation of Missouri Water Quality Standards general criteria [10 CSR 20-7.031(4)] or specific criteria [10 CSR 20-7.031(5)].

1.5Waste concrete or concrete rinsate shall be disposed of in a manner that does not result in any discharge to the jurisdictional

water ways. This will ensure compliance with the Missouri Water Quality Standards general criteria requiring waters be free from unsightly bottom deposits [10 CSR 20- 7.031(4)(A)]; substances resulting in toxicity [10 CSR 20 -7.031(4)(D)]; and physical, chemical, or hydrologic changes that would impair the natural biological community [10 CSR 20-7.031(4)(H)].

1.6During construction, clearing of vegetation shall be kept to the minimum necessary to accomplish the project except for the

removal of invasive or noxious species and placement of ecologically beneficial practices. This will ensure compliance with the Missouri antidegradation requirement for BMPs [10 CSR 20-7.031(3)].

1.7Care shall be taken to keep machinery out of the water way as much as possible. If work in the water way is unavoidable, it

shall be performed in a way that minimizes the duration and amount of any disturbance to banks, substrate and vegetation to prevent increases in turbidity. Fuel, oil and other petroleum products, equipment, construction materials and any solid waste shall not be stored below the ordinary high water mark at any time. All precautions shall be taken to avoid the release of wastes or fuel to streams and other adjacent waters as a result of this operation. This will ensure compliance with the Missouri Water Quality Standards antidegradation requirement for Best Management Practices [10 CSR 20 -7.031(3)] and Missouri Water Quality Standards general criteria requiring waters be free from substances preventing beneficial uses [10 CSR 20-7.031(4)(A)]; substances causing unsightly color or turbidity [10 CSR 20-7.031(4)(C)]; and physical, chemical or hydrologic changes that would impair the natural biological community [10 CSR 20-7.031(4)(H)].

1.8Disturbed riparian areas, banks, etc., shall be restored to a stable condition to protect water quality as soon as possible. This

will ensure compliance with the Missouri antidegradation requirement for BMPs [10 CSR 20-7.031(3)].

1.9All efforts shall be made to minimize exposure of unprotected soils. To the best of MoDOT’s or its contractor’s ability, project

activity shall be conducted at times of little or no rainfall to limit the amount of overland flow as well as sediment disturbance and transport caused by heavy equipment. This will ensure compliance with the Missouri antidegradation requirement for BMPs [10 CSR 20-7.031(3)] and general criteria [10 CSR 20-7.031(4)].

1.10Any stockpiled excess material resulting from the project shall be managed with appropriate BMPs or removed from the site

and placed beyond the high bank on a non-wetland site. This will ensure compliance with the Missouri Water Quality Standards antidegradation requirement that waters of the state shall be maintained and protected [10 CSR 20 -7.031(3)] and general criterion requiring waters to be free from physical, chemical, or hydrologic changes that would impair the natural biological community [10 CSR 20-7.031(4)(H)].

1.11Petroleum products spilled into any water or on the banks where the material may enter waters of the state shall be cleaned

up immediately and disposed of properly. Spills of any amount of petroleum in a waterway shall be reported as soon as possible, but no later than 24 hours after discovery, to the Department’s Environmental Emergency Response phone line at 573- 634-2436 or website at https://dnr.mo.gov/waste-recycling/investigations-cleanups/environmental-emergency-response. This will ensure compliance with Missouri Environmental Improvement Authority [Section 260.015, RSMo] to provide for the conservation of state water resources by the prevention of pollution and proper methods of disposal and Missouri Water Quality Standards general criteria requiring waters be free from substances that prevent maintenance of beneficial uses; cause unsightly color, turbidi ty, or toxicity; and/or impair the natural biological community [10 CSR 20-7.031(4)]. DISADVANTAGED BUSINESS ENTERPRISE (DBE) PROGRAM REQUIREMENTS 04/21; 07/22; 04/23; 10/24; 07/25

Program Applicability. The subsequent sections will apply only to contracts involving U.S. Department of Transportation

any funds directly or indirectly received by MoDOT, or authorized for distribution to or through MoDOT, by the USDOT or any operating administration within the USDOT. These provisions will not apply to Commission contracts funded exclusively with state funds, or state and local fun ds. Any contractor, subcontractor, supplier, DBE firm, and contract surety involved in the performance of a federal-aid contract shall be aware of and fully understand the terms and conditions of the USDOT DBE Program, as the terms appear in Title 49 CFR Part 26 (as amended), the USDOT DBE Program regulations; Title 7 CSR Division 10, Chapter 8 (as amended), and the Commission’s DBE Program rules.

DBE Program Distinguished from Other Affirmative Action Programs. The USDOT DBE Program established by the

U.S. Congress is not the same as, and does not involve or utilize, any of the elements or authority of other state or local affirmative action programs, nor does the program rely upon state legislation or gubernat orial executive orders for implementation or authorization, other than the general authority given the Commission in Section 226.150, RSMo. The USDOT DBE Program is implemented by the Commission and MoDOT, through and in conjunction with the FHWA, FTA and FAA, as a “recipient” defined in Title 49 CFR 26.5.

Policy Regarding DBE Firms. It is the policy of the U. S. Department of Transportation and MoDOT that businesses owned

by socially and economically disadvantaged individuals have an opportunity to participate in the performance of contracts funded in whole or in part with federal funds. Consequently, the requirements of 49 CFR Part 26 (as amended) and the Commission's implementing state regulations in Title 7 CSR Division 10, Chapter 8, "Disadvantaged Business Enterprise Program", will apply to any contract funded in whole or part with federal funds.

Opportunity for DBEs to Participate. Each contractor, subcontractor and supplier working on a contract funded in whole

or in part with federal funds shall take all necessary and reasonable steps to ensure that DBEs have an opportunity to compet e for and participate in performance on project contracts and subcontracts in which a DBE goal is established.

Required Contract Provision. The federal-aid contract will include the following provision, as mandated by USDOT at Title

49 CFR 26.13(b):

in the performance of the contract. The contractor shall carry out applicable requirements of 49 CFR Part 26 in the award and administration of USDOT-assisted contracts. Failure by the contractor to carry out these requirements is a material breach of the contract, which may result in the termination of the contract or such other remedy, as the recipient deems appropriate. In this provision, “contractor” will be defined as the contractor on the contract; sub-contractor, or material supplier performing the work on or for the project. For the purposes of any federal-aid contract awarded by the Commission, “the recipient” will be defined as either the Commission, or MoDOT, or both. The contractor shall include this same contract provision in every supply contract or subcontract the contractor makes or executes.

DBE Program Information. DBE Program information may be obtained from the MoDOT Business Development and

Compliance Division, 105 W. Capitol Avenue, P.O. Box 270, Jefferson City, Missouri 65102- 0270. Phone (573) 526-2978, Fax

the steps necessary to determine the legal obligations and limitations under the DBE Program, as an element of responsibility . It will be the duty of each certified DBE firm to know, understand and comply with the DBE firm’s legal obligations and limitations under the DBE Program, as a requirement of program participation.

DBE Certification, and the Missouri Unified Certification Program. MoDOT and other certifying agencies within Missouri

have partnered to form the Missouri Regional Certification Committee (MRCC) and have developed a Unified Certification Program (UCP) pursuant to 49 CFR 26.81 and 7 CSR 10- 8.061. Only DBE firms certified by the MRCC are eligible to perform work on a federal -aid contract for DBE contract goal credit. It is the contractor’s responsibility to ensure firms identified for participation are approved certified DBE firms. The MRCC DBE Directory can be found at the fol lowing link: https://www.modot.org/welcome-business-development-and-compliance.

DBE Program-Related Certifications Made by Bidders and Contractors. By submitting a bid on any call involving

USDOT federal funded participation, and by entering into any contract on the basis of that bid, the contractor makes each of the following DBE Program-related certifications and assurances to USDOT, to the Commission, and to MoDOT:

construction and administration obligations of the USDOT DBE Program regulations at Title 49 CFR Part 26 (as amended), and the Commission’s DBE Program rules at Title 7 CSR Division 10, Chapter 8 (as amended).

the contract funded in whole or in part with federal funds. The bidder certifies that all necessary and reasonable steps were taken to ensure that DBE firms have an opportunity to compete for and perform work on the contract. The bidder further certifies that the bidder not discriminate on the basis of race, color, age, national origin, religion or sex in the performance of the contract, or in the award of any subcontract.

certified DBE firms committed to with the awarded contract.

the Commission in the bid documents, as a result of an approved good faith effort, the revised lower amount shall become the final DBE goal, and that goal will be used to determine any liquidated damages to be assessed at the completion of the project.

contractor and each DBE, comply fully with all regulatory and contractual requirements of the USDOT DBE Program, and that each DBE firm participating in the contract fully perform the designated tasks, with the DBE’s own forces and equipment, under the DBE’s own direct supervision and management. The bidder certifies, that if awarded the contract and if MoDOT or the Commission determine that the contractor, a DBE or any other firm retained by the contractor has failed to comply with the DBE Program requirements or federal or state DBE Program regul ations, the Commission, through MoDOT, shall have the sole authority and discretion to determine the extent of the monetary value to which the DBE contract goals have not been met at the project completion, and to assess against and withhold monetary damages from the contractor up to the full amount of that breach. The bidder further understands and agrees that this clause authorizes the Commission, through MoDOT, to determine and fix the extent of the damages caused by a breach of any contractual or regulatory DBE Program requirement and that the damage assessment will be enforced in addition to, and not in lieu of, any other general liquidated damages clause in the contract. By submitting a bid for a federal-aid contract, and by entering into a contract, the bidder irrevocably agrees to such an assessment of liquidated damages for DBE Program purposes, and authorizes the Commission and MoDOT to make such an assessment of liquidated damages against the contractor, and to collect that assessment from any sums due the contractor under the contract, or any other contract, or by other legal process. The bidder makes this certification, agreement and authorization on behalf of itself, for each federal-aid contract.

Designation of DBE firms to perform on contract. The bidder states and certifies that the DBE participation information

submitted in the bid or within the contract designated time is true, correct and complete and that the information provided includes the names of all DBE firms that will participate in the contract, the specific line item (s) that each DBE firm will perform or partially perform, and the creditable dollar amounts of the participation of each DBE. The specific line item must reference the MoDOT line number and item number contained in the proposal. The bidder further states and certifies that the bidder has committed to use each DBE firm listed for the work shown to meet the DBE contract goal and t hat each DBE firm listed has clearly confirmed to the bidder that the DBE firm will participate in and perform the work, with the DBE’s own forces.

federal funds, the bidder may not unilaterally terminate, substitute for, or replace any DBE firm that was designated in the executed contract, in whole or in any part, with another DBE, any non-DBE firm or with the contractor's own forces or those of an affiliate, without the prior written consent of MoDOT. The bidder understands it must receive approval in writing from MoDOT for the termination of a DBE firm, or the substitution or replacement of a DBE before any substitute or replacement firm may begin work on the project in lieu of the DBE firm participation information listed in the executed contract. Unless MoDOT’s written consent is provided as outlined above, the bidder shall not be entitled to any payment of work or material unless it is performed or supplied by the listed DBE.

contract documents ceases to be a certified DBE firm, at any time during the performance of the contract work, and a contract or subcontract wi th that firm has not yet been executed by the prime and subcontractor, the contractor cannot count any work performed by that firm after the date of the firm’s loss of eligibility toward meeting the DBE contract goal. The contractor can pursue efforts to replace the work planned with the decertified firm, with other certified DBEs, in coordination with MoDOT’s Business Development and Compliance Division. If the contractor has executed a subcontract with the firm before the DBE lost eligibility and ceased to be a certified DBE, the contractor may continue to receive credit toward the DBE contract goal for that firm's work on the executed subcontract. However, if the reason for the firm’s DBE decertification is due to the firm being acquired or merged with a non-DBE, the portion of the work remaining after the date of decertification is not eligible for counting towards the contract goal. In this case, the Contractor must seek additional DBE participation to the extent needed to meet the contract goal or d emonstrate that it has made good faith efforts to do so. Subcontract extensions that add work for firms that become decertified from the DBE program may not count for DBE goal credit without MoDOT’s prior written consent.

firm prior to approval of the DBE’s substitution or replacement, in writing, by MoDOT may not be credited toward meeting the DBE contract goal. No credit toward the DBE goal will be given for any amount withheld from payment to the DBE or “back charged” against monies owed to the DBE, regardless of the purpose or asserted debt.

DBE Participation for Contract Goal Credit. Goal credit will be in accordance with 49 CFR Part 26.55 as outlined for the

following DBE Types: -Subcontractor -Manufacturer -Regular Dealer -Distributor -Broker -Trucker

Contract Goal Submittal. The bidder may submit the completed “DBE Identification Submittal” information in the bid

documents at the same time as, and within the sealed bid, at the time the bid is submitted. However, if that information is not completed and submitted with the initial sealed bid, then as a matter of responsiveness and responsibility, all bidders shall file the completed “DBE Identification Submittal” pages with MoDOT on or before 4:00 p.m. of the third business day after the bid opening date, directly to the Business Development and Compliance Division, Missouri Department of Transportation, 105 W. Capitol Avenue, P.O. Box 270, Jefferson City, Missouri 65102- 0270. Submission via email and telefax transmittal to MoDOT will be permitted. Fax no. (573) 526-0558 Email: DBE@MoDOT.Mo.Gov Any “DBE Identification Submittal” that identifies a DBE regular dealer or distributor must be accompanied by a “DBE Regular Dealer/Distributor Affirmation Form” that is completed and signed by both the bidder and the DBE. This form must be received on or before 4:00 p.m. of the third business day after the bid opening date. No extension of time will be allowed for any reason. The means of transmittal and the risk of timely receipt of the information shall be the bidder’s.

11.1Good Faith Effort Submittal. If the bidder is notable to meet the Commission’s DBE contract goal, the bidder has the

opportunity to submit with and as a part of the bid, a true, accurate, complete and detailed written explanation of good faith efforts taken to meet the DBE Contract Goal established in the bid documents. The bidder shall use the “DBE Identification Submittal” sheets for any DBE participation that will be committed towards the goal and an explanation, with any supporting documentation, for the inability to meet the full goal established on the contract. Any Good Faith efforts shall be submitted as part of the bid or within the three business days after the bid opening.

11.2Bidders Good Faith Efforts Described. MoDOT will consider the quality, quantity, and intensity of the different kinds of

efforts that the bidder has made based upon 49 CFR Appendix A to Part 26 and the following additional efforts:

All good faith efforts are evaluated on a case-by-case basis whereas any of the numerous good faith elements listed individually or collectively is not a guarantee of approval.

11.3Administrative Reconsideration of the Bidder's Good Faith Efforts Made as a Part of the Bid Submittal. If MoDOT

determines that the apparent low bidder has failed to adequately document in the bid that the bidder made a good faith effort to achieve sufficient DBE participation in the contract work, that firm will be offered the opportunity for administrativ e reconsideration upon written request, before MoDOT and the Commission reject that bid as non-responsive.

11.4Forfeiture of Bid Bond possible when: The failure of the apparent low bidder to file the completed and executed “DBE

Identification Submittal”, listing actual, committed DBE participation equal to or greater than the DBE contract goal percent age specified in the bid, or complete good faith effort participation by 4:00 p.m. on the third business day after the bid opening, will be cause for rejection of that bid. In addition, the bid surety bond or bid guaranty of the apparent low bidder will be forfeited to and become the property of the Commission upon Commission demand, only if the contract is awarded.

bidders bid bond or guaranty, upon demand by the Commission.

DBE Required to Perform a Commercially Useful Function (CUF). The DBE CUF requirements are stated in 49 CFR

Part 26, (26.55). Any questions or further information needed for CUF determinations should be directed to MoDOT’s Business

Development and Compliance Division.

12.1Quality Control (QC) and Quality Assurance (QA) Reviews. The prime contractor shall monitor their planned DBE

project usage for CUF compliance and provide MoDOT information for areas of concern for further evaluation. MoDOT will perform a QA review, or compliance review, for DBE CUF and project documentation retained by the contractor through project completion. The contractor shall maintain all DBE related information it has received, documented , and provided to MoDOT for a period of three years beyond the date of final inspection. MoDOT’s determination that a DBE’s participation may not count toward the project goal, or good faith effort level approved will be subject to administrative reconsideration.

12.2MoDOT Makes Final Determination on Whether a CUF Is Performed. MoDOT will have the final authority to determine

whether a DBE firm has performed a CUF on a federal-aid contract.

Verification of DBE Participation. (Assessment of Liquidated Damages Possible)

13.1Final Payment from the Commission. Prior to final payment by the Commission, the contractor shall file with the

Commission a detailed list showing each DBE used on the contract work, and the work performed by each DBE (Section

105.15.2.1). The list shall show the actual dollar amount paid to each DBE for the creditable work on the contract, less any rebates,

kickbacks, deductions, withholdings or other repayments made. The list shall be certified under penalty of perjury, or other law, to be accurate and complete. MoDOT and the Commission will use this certification and other information available to determine if the contractor and the contractor’s DBEs satisfied the DBE contract goal percentage specified in the contract and the extent to which the DBEs were fully paid for that work. The contractor shall acknowledge, by the act of filing the detailed list, t hat the information is supplied to obtain payment regarding a federal participation contract.

13.2Failure on the part of the contractor to achieve the DBE participation to which the contractor committed in the contract may

result in liquidated damages being imposed on the contractor by the Commission for breach of contract and for non-compliance. If the contract was awarded with less than the original DBE contract goal proposed by the Commission, the revised lower amount became the final DBE contract goal, and that goal will be used to determine any liquidated damages to be assessed. Additionally, the Commission or MoDOT may impose any other administrative sanctions or remedies available at law or provided by the contract in the event of breach by the contractor by failing to satisfy the contractor’s DBE contract goal commitment. The contractor will be offered the opportunity for administrative reconsideration of any assessment of liquidated damages determined at the project completion, upon written request. The administrative reconsideration officer may consider all facts presented, including t he legitimacy or business reason for back charges assessed against a DBE firm, in determining the final amount of liquidated damages.

Miscellaneous DBE Program Requirements. In accordance with Title 49 CFR Part 26 and the Commission’s DBE Program

rules in Title 7 CSR Division 10, Chapter 8, the contractor, for both the contractor and for the contractor’s subcontractors and suppliers, whether DBE firms or not, shall commit to comply fully with the auditing, record keeping, confidentiality, cooperation and anti-intimidation or retaliation provisions contained in those federal and state DBE Program regulations. By bidding on a federal-aid contract, and by accepting and executin g that contract, the contractor agrees to assume these contractual obligations, and to bind the contractor’s subcontractors contractually, at the contractor’s expense.

Bidders List Data Collection. MoDOT is a recipient of federal funds and is required by 49 CFR 26.11, to provide data about

its DBE program. To be considered responsive, all bidders must submit bidders list data with their bid. The information shall consist of the names of all DBE and non-DBE subcontractors, suppliers, manufacturers, distributors, or brokers for actual use and of consideration by the prime bidder. Submission of all other information outlined in 49 CFR 26.11(c)(2)(ii -vii) is at MoDO T’s discretion. Electronic submittals and forms are provided to bidders that specify all required data points. TRAINING PROVISION 04/22; 07/25

Description. This provision supplements subparagraph 7e of the Contract Provision entitled, "Standard Federal Equal

Opportunity Construction Contract Specification ", and in the implementation of CFR Part 230, Subpart A, Appendix B.

Purpose. It is the policy of MoDOT to require full utilization of all available training and skill- improvement opportunities to

assure the increased participation of minority groups, disadvantaged persons and women in all phases of the highway construction industry. The intent of the On-the-Job Training Program is to recruit entry-level individuals, when feasible, and provide them with meaningful training intended to lead to journey-level employment. MoDOT and its sub -recipients, in carrying out the responsibilities of a federally assisted contract, shall determine which federal -aid construction contract shall include “Training Special Provisions.” Under the Training Special Provisions, the Contractor shall make every reasonable effort to enroll mino rity, disadvantaged persons and women trainees to the extent such persons are available within a reasonable recruitment area. This training provision is not intended and shall not be used to discriminate against any applicant for training.

2.1The Contractor is hereby advised that it is no excuse for a union, with which the Contractor has a collective bargaining

agreement providing for exclusive referral, to fail to refer minority and female employees (23 CFR 230.411(e)(1)). Contractors are hereby made aware that if union referral practices prevent the contractor from meeting the EEO requirements, the contract or should make written notification to MoDOT’s Business Development and Compliance Division (BDC) immediately. Furthermore, the FHWA's Form FHWA-1273 EO bid conditions are to be included in the Contractor's affirmative action plan (AAP). The EEO bid conditions specifically state, "In the event the union is unable to provide the contractor with a reasonable flow of minority and women referrals within the time limit set forth in the collective bargaining agreement, the Contractor will, throu gh independent recruitment efforts, fill the employment vacancies. Unions are not allowed to discriminate based on race, color, national origin or sex, union membership or non-membership, or domicile.

2.2Contractors can sometimes demonstrate that they referred minorities and women to the unions for referral back to them, or the

Contractors can demonstrate efforts made to request minorities and women from the union when they see their work force is deficient in certain construction trades. These efforts should be documented and will be verified by MoDOT.

Program Administration. All training goals, including the number of training hours, on federally funded projects are to be

established by the Business Development and Compliance Division with Federal Highway Administration (FHWA) oversight. The following guidelines will be utilized in selecting projects and determining the goal to be set:

(considered to fall between 1:10 and 1:4).

3.1Trainee goals will be set in 1,000 increments or 1 slot (person) per 1,000 hours per project. For example, if the trainee goal on

the project is 2,000 hours a maximum of 2 trainees will be approved for the project. In the event a trainee leaves the proj ect for valid reasons the trainee shall be replaced as soon as possible. No apprentice/trainee can be assigned less than 500 hours on a contract. MoDOT will not assign training on contracts that will not support the 500 hours. Providing less than 500 hours is not considered to be beneficial training nor helping to achieve journey-level status. Therefore, a trainee/apprentice, regardless of craft, must have been trained on the contact for at least 500 hours to be eligible for reimbursement. Upon reaching the 500 hours, the contractor will be compensated as noted herein. FHWA and MoDOT will only approve training programs meeting the requirements of the Training Special Provisions (TSP). A program will be approved if it is reasonably calculated to meet the equal employment opportunity obligations of the Contractor and to qualify the average trainee for journeyman status in the classification concerned by the end of the training period. Furthermore, apprenticeship programs registered with the U.S. Department of Labor, Bureau of Apprenticeship and Training, or with a State apprenticeship agency recognized by the Bureau and training programs approved but not necessarily sponsored by the Depar tment of Labor, Manpower Administration, Bureau of Apprenticeship and Training will also be considered acceptable provided it is being administered in a manner consistent with the equal employment obligations of Federal-aid highway construction contracts.

3.2No individual shall be employed as a trainee in any classification in which they have successfully completed a training course

leading to journeyman status or in which the individual has been employed as a journeyman. The Contractor shall satisfy this requirement by including appropriate questions in the employee application or by other suitable means. It is the Contractor’s responsibility to verify that the individual has not been trained or worked at the journey level and their records shall document the findings. Training under the TSP should only be directed toward those trades where underutilization/under representation exists. Flagging/traffic control programs are not considered as meeting the intent of the TSP. However, other programs that including flagging training will be approved if the flagging portion is limited.

3.3The OJT Program is only intended to be utilized if the contractor is failing to attain the affirmative action goals in its contract,

which are determined by the county the project is located. The affirmative action goals are broken down by minority and female goals. If the contractor is meeting or exceeding the minority and female goals in all crafts being utilized on the project, then the OJT requirements are not applicable. If the contractor is not obtaining the minority and female goals in each craft, then th e OJT goal will be depended upon the actual participation achieved and the authentic contract as outlined in the contract.

Approval Process. Any trainee submitted to fulfill the OJT requirement must be in a registered training program. Acceptable

training programs include:

and Training.

on an annual basis.

4.1Submittal of the TRAINEE NOTIFICATION – After the training plan has been approved, the Trainee Notification Form

should be submitted within 30 days of the trainee commencing work on the project. It is the intention of these provisions that training is to be provided in the construction crafts rather than clerk-typists or secretarial-type positions. Training is permissible in lower-level management positions such as office engineers, estimators, timekeepers, etc., where the training is oriented toward construction applications. Training in the laborer classification will be permitted only with the approval of the Business Development and Compliance Division. Some offsite training is permissible as long as the training is an integral part of an approved training program and does not comprise a significant part of the overall training. Reimbursement to the Contractor for off-site training as indicated above may only be made when the Contractor does one or more of the following and the trainees are concurrently employed on federal-aid projects: Contributes to the cost of the training. Provides the instruction to the trainee. Pays the trainee’s wages during the off-site training period.

Good Faith Efforts (GFE). Substantial Compliance – Although the OJT Program is specifically designed to increase

minority and female participation on federal aid highway construction projects where underutilization exists, it is not inten ded to be discriminatory. Contractors and subcontractors may utilize a non -minority male apprentice/trainee if sufficient documented good faith efforts are taken to fill the specific training position with either minorities or females. The Contractor shall enroll minorities, women or economically disadvantaged individuals, where possible, and document their good faith efforts, prior to the hiring of non-minority males not identified as economically disadvantaged. The Contractor may suggest that a subcontractor fulfill a portion of the contract work. However, he/she shall determine how many, if any, of the trainees are to be trained by the subcontractor, and secure approval from MoDOT. Nevertheless, the Contractor shall retain the primary responsibility for meeting the training requirements imposed by this Special Provision. The Contractor shall apply the requirements of this Training Special Provision to such subcontracts. Where feasible, 25% of apprentice or trainees in each craft shall be in their first year of apprenticeship training. The Contractor shall be aware that even if a trainee has been previously approved to work on a prior MoDOT project, that trainee may not be approved on future projects if the trainee is not in their first year of apprenticeship training.

5.1A good faith effort requires that the Contractor furnish evidence of their systematic and direct recruitment efforts through the

use of public and private sources likely to yield minorities and females. The following example represents one element of good faith efforts: The Contractor must submit letters that are project specific (project location, how long it will last, type o f pay) and targeted for the crafts utilized and must be sent to Community Based Organizations (CBOs) (two or three that are likely to refer minorities or females), and unions/apprenticeships (if union shop). The letters must be forwarded prior to job startup to alert CBOs to the possibility of the Contractor needing assistance finding minorities and females. These letters should be ongoing and targeted when the Contractor needs assistance in locating minorities and/or females in a specific craft. The Contractor’s letters should also address anything the Contractor has done to hire minorities and/or females as well as files including employee referrals. The Contractor in his or her letter must request a response and the Contractor must note the results of the Contractor’s request for assistance. Good faith efforts must be two-way communications with documented results. If a union contractor, contact the union first, then any and all other resources to include two or three CBOs.

5.2The Contractor shall, upon request, be able to provide documentation of written solicitations to the unions, local or regiona l

community action agencies, or other sources likely to refer minorities or women. Such efforts may be considered good-faith efforts if they were results oriented. If the Contractor’s efforts are repetitive mechanical exercises that have never produced a referral or are “stuffing” - that is copies of letters not sent, then the non -productive activity cannot be considered to have been made in good faith. If, however, the Contractor can demonstrate that it employed referrals form the sources contacted on prior occasions and some efforts were not productive due to the lack of availability from usually dependable and responsive sources, then the non- productive effort can be considered good faith. In the absence of reasonable representation in any craft, the Contractor should be able to provide proof of its having requested referrals of minorities and women (i.e., records of telephone requests, including dates and times, persons talked with, and for which crafts minorities and women were requested). Letters should be detailed and include the type of vacancy to be filled, location of the project, potential employment opportunities with the company, and current a s it relates to the specific job opportunity(ies).

5.3All sources relied upon by the Contractor in advertising for vacancies and recruiting employees, especially those that resulted

in referrals and employment should be identified and reported. Lists of minority organizations and other recruiting sources that have not been used or which have not been used recently or which if used have never referred anyone for employment should not be considered to meet the good faith effort test. All efforts reported by the Contractor to contact recruiting sources will be verified with the recruiting source listed. Contractors often send these recruiting sources "form" letters indicating they are under contract for a federal project. To be considered valid, recruitment letters should be specific. For example, recruitment letters should specify the positions for whi ch referrals are sought, the number of employees needed, position requirements, estimated dates, who to contact, wage/salary range, and other information sufficient to elicit interest and references of potential employees. Form letters without specific information will not be considered good-faith efforts.

5.4The terms and conditions of employment practiced by the Contractor should be explored to allow the Contractor the opportunity

to demonstrate whether there is adequate representation of minorities and women throughout the life of the contract.

5.5While it is the Contractor's prerogative to select who will be hired, recalled, rehired, or name requested, it is also the Contractor's

responsibility to ensure equal employment opportunity for minorities and women.

5.6The hours of minority and female employment and training should be substantially uniform throughout the length of the

contract, and in each trade, and the Contractor is required to make a good faith effort to employ minorities and women evenly on each project when there are opportunities to do so. The Contractor should not wait to hire minorities and women at the "eleventh hour" or “bicycle” employees from project to project.

5.7In the event the Business Development and Compliance Division denies the Good Faith Effort (GFE) submitted by the

contractor, the contractor shall have the right to an Administrative Reconsideration Hearing. The request for an administrative reconsideration hearing must be made within seven (7) days of the receipt of the denial letter. The Administrative Reconsideration Committee may be constituted, as MoDOT deems appropriate and fair, provided that no committee member on the Reconsideration Committee shall have taken part in the original MoDOT determination that the contractor failed to meet the OJT contract goal and/or failed to make adequate good faith efforts to do so.

5.8If the Administrative Reconsideration Committee does not find the contractor met the OJT contract goal, and/or does not find

that the contractor made adequate and sufficient good faith efforts to do so, then The Administrative Reconsideration Committ ee will recommend that liquidated damages as outlined in the non -compliance sanctions section below be carried out. If the Administrative Reconsideration Committed does find that the contractor has met a good faith effort (GFE), then no liquidated damages will be assessed.

Economically Disadvantaged Verification. When a contractor submits a trainee who is economically disadvantaged the

following information should be submitted with the trainee notification to verify this status: The previous year’s tax return verifying the individual’s income is less than the federal poverty guidelines, or Verification of enrollment in any government issued entitlement programs.

Beneficial Training. MoDOT will ensure its contractors provide on-the -job training aimed at developing or contributing to

full journey level status in the type of trade(s) involved. Training shall be consistent with the trainee/apprentice program. Training tasks will be consistent with the approved trade classification for the specific contract. The Contractor shall furnish the trainee a copy of the program the Contractor will follow in providing the training. The Contractor shall provide each trainee and Resi dent Engineer documentation showing the type and length of training that will be completed include classroom and on-the -job hours. This includes providing information on the monthly trainee report and trainee notification as to the total working and classr oom hours the trainee/apprentice has completed to date.

Training Reimbursement Process. Except as otherwise noted herein, the Contractor will be reimbursed $10.00 per hour of

training given an employee on this contract in accordance with an approved training program.

8.1Reimbursement will be made at the end of the project, once all trainee hours have been submitted, as well as the trainee

summary. The Contractor will be reimbursed for hours each trainee has attained on the project, with the minimum hours for reimbursement eligibility being 500. Contractors will be reimbursed in instances where the OJT goal is met as well as if a Good Faith Effort is made to meet the goal. Reimbursement will not be made if the OJT goal was not met, and the contractor did not make a Good Faith Effort to meet the goal.

8.2Training will not be reimbursed if the Contractor fails to provide beneficial training. This includes only partially meeting the

training goal on the project.

8.3A request may be submitted to the Business Development and Compliance Division to increase the Training Hours assigned

to a contract. Approval of such requests by the Business Development and Compliance Division will be granted on a case-by-case basis.

8.4The Contractor is eligible to be reimbursed the total OJT hours assigned to the project once those hours have been fulfilled.

For any hours achieved beyond the goal, the contractor must request this additional reimbursement from the BDC Division, and, with concurrence from the Resident Engineer, the contractor is then eligible to receive reimbursement of hours achieved beyon d the goal, either 25% of hours over the goal or 500, whichever is less. Outlined below is the maximum overrun reimbursements: OJT Goal Hours Achieved Payable Hours 1,000 1,250 1,250 2,000 1,500 1,500 3,000+ 1,501+ 1,500

Monitoring. MoDOT will monitor contractors to ensure trainees and apprentices are receiving beneficial training in the type

of trades submitted. Training shall be consistent with the training program or those OJT Programs the FHWA and MoDOT have approved.

9.1It is normally expected that the trainee/apprentice will begin training on the project as soon as possible, utilizing the ski lls

involved and remaining on the project as long as training opportunities exist in the work classifications or until the completion of the training program.

9.2Project Office staff will periodically interview trainees to determine:

Whether apprentice/trainee is receiving training in designated craft Workplace environment If trainee/apprentice is experiencing problems on the job site If the apprentice/trainee is being treated fairly

9.3MoDOT monitors contracts with training through onsite visits, monthly training reports and construction reports. These reports

are generated by the Contractor and are to be disseminated to the Project Office. If there are problems, the Business Development and Compliance Division will contact the Contractor to address the deficiencies.

9.4Trainees will be paid at the rate set by the training program. The appropriate minimum journeyman's rate paid cannot be less

than the amounts set out in the 23 CFR Subpart A, Appendix B. For example, at least 60 percent of the appropriate minimum journey person’s rate specified in the contract for the first half of the training period, 75 percent for the third quarter of the training period and 90 percent for the last quarter of the training period. The appropriate rates approved by the Department of Labor or Transportation in connection with the existing programs shall apply to all apprentice or trainees being trained for the same classification who are covered by the Training Special Provision.

Reports. The Contractor shall provide for the maintenance of records and furnish monthly reports documenting the

Contractor's performance under this provision. All trainee notifications must be submitted within 30 days of the trainee’s s tart date. If a trainee has been previously approved by MoDOT, the Contractor must still notify MoDOT of the name of the individual(s) and proposed craft the trainees will be trained in, as well as indicate which project the trainees will be working on. The t rainee notifications or listing of the proposed trainees must be submitted via fax, mail or electronically to the BDC Division. If the Contractor fails to submit the trainee notification or list of proposed trainees prior to the onset of the project, the Contractor will be subject to the sanctions as outlined in this OJT TSP. All sections in the monthly reports shall be completed and the report submitted to the project office by the 15 th of the following month.

Non-Compliance Sanctions. Progress payments shall be withheld for failing to comply with all OJT Program requirements

unless MoDOT accepts Good Faith Efforts.

If the training hours have not been obtained and a GFE has not been displayed upon project completion, the Contractor will

be assessed liquidated damages in the amount of $20.00 per hour for those hours not realized. For instance, if the project goal was 1,000 hours and only 450 hours were met, then liquidated damages would be assessed at 550 x $20.00 = $11,000.00.

If the Business Development and Compliance Division approves a GFE, then liquidated damages will not be assessed. An

approved GFE along with the minimum 500 training hours will result in reimbursement for the applicable hours.

If the Contractor does not achieve the full OJT goal, they will not receive partial credit for hours completed under 500 per

trainee. For instance, if the goal on the project was 1,000 hours and only 450 were convened, then no reimbursement will be given for any hours fulfilled. If the goal on the project is 2,000 hours and only 1,500 hours are completed and no GFE is demonstrated, the contractor will receive credit for the 1,500 hours and also be assessed liquidated damages in the amount of the 500 hours that there were not met.

In the event the Contract exceeds the trainee goal on the project, the Contractor must submit a request to BDC to obtain an

extension of hours. The maximum number of hours beyond those enumerated in the contract cannot exceed 25% per 1,000 hours, with a maximum of 500 hours eligible for reimbursement beyond the goal. This extension is subject to the advance approval of the BDC Division, and concurrence from the Resident Engineer.

11.5Trainee reports must be submitted following the last pay period of the month, no later than the 15

th of the following month. Failure to timely submit the reports, hours completed during that month could result in hours not being credited. In the cases of voluntary or involuntary trainee termination or when the trainee completes the hours specified in the program, the contractor must complete the trainee completion form within 30 days. The Contractor’s failure to submit the proper reports in a timely manner may result in the loss of reimbursement for the training hours for that month

11.6Failure to satisfactorily comply with the OJT requirements will also be reflected in the contractor’s performance evaluation.

OPTIONAL ROLLER COMPACTED CONCRETE SHOULDERS AND MAINLINE 01/16; 04/22

Description. Roller Compacted Concrete (RCC) is an optional method to be used in constructing A2 and A3 shoulders or

mainline pavement up to 7 inches thick in lieu of conventional PCCP or HMA placement. RCC may be used, as designed in the plans, for mainline pavements greater than 7 inches. RCC consists of aggregate, portland cement and water. Supplementary cementing materials, such as fly ash, slag cement (ground granulated blast - furnace slag - GGBFS), and silica fume may be used. RCC is proportioned, mixed, placed, compacted, and cured in accordance with these specifications. RCC shall conform to the lines, grades, thickness, and typical cross section shown in the plans or otherwise established by the Engineer.

Materials. All materials shall be in accordance with Division 1000, Materials Details, and specifically as follows:

Item Section Coarse Aggregate 1005.2 Fine Aggregate 1005.3 Ground Granulated Blast Furnace Slag 1017 Fly Ash 1018 Cement 1019 Concrete Admixture 1054 Curing Compound 407, 1055 Water 1070

Aggregate. The plasticity index of the aggregates used shall not exceed 5. The aggregate gradation shall be well-graded

without gradation gaps and shall meet the following combined gradation for the application type for RCC specified in the contract:

Mix Design. At least 30 days prior to the beginning of placing RCC on the project, the Contractor shall submit a proposed mix

design to the Engineer. The target and allowable gradation range of each fraction shall be included. The contractor may be required to submit representative samples of each ingredient to Construction and Materials for laboratory testing.

Required Information. The mix design shall contain the following information:

T 84 for fine aggregate, including raw data

The RCC mix design shall be done in a similar fashion as is done to determine the relationship between the moisture content a nd Application RCC as a Base or Intermediate Lift (Overlaid with 2-inch HMA or greater) RCC as the Final Surface or with a Thin Lift Overlay (RCC as the final surface or capped with a thin HMA overlay less than 2-inches) Sieve Size Percent Passing by Weight Percent Passing by Weight 1 inch 100 --- ¾ inch --- 100 ½ inch 70 - 95 85 - 100 3/8 inch 60 - 85 --- No. 4 40 - 60 60 - 85 No. 8 -- 40 - 60 No. 200 0 - 8 0 - 10 the unit weight as soils and soil aggregate mixtures. The apparatus and compacted effort used to fabricate the moisture dens ity specimens correspond to that described in AASHTO T 180, Method D. Strength specimens shall be made in accordance with ASTM C 1 176 or ASTM C 1435 at the optimum moisture content for each cementitious material content to verify minimum compressive strength requirements.

Trial Batch. The Contractor shall prepare and test a trial batch mixture at the mixing facility to verify that the RCC mix

complies with the design criteria. The trial batch shall be prepared and tested in the presence of the Engineer.

Production. Production shall not begin until an approved mix design has been obtained and verified by the trial batch.

3.4Design Strength. The mix design shall have a minimum compressive strength of 3,500 psi within 28 days when specimens

prepared according to ASTM C 1176 or ASTM C 1435. Compressive strength test shall be performed in accordance with AASHTO T 22.

3.5Minimum Water Content. The water-cement ratio shall not be lower than 0.25.

3.6Minimum Cementitious Content. The total amount of cementitious materials shall not be below 450 pounds per cubic yard.

3.7Supplementary Cementitious Material. RCC may use fly ash, slag cement (GGBFS), or silica fume. Ternary mixes will be

allowed for RCC. Ternary mixes are mixes that contain a combination of portland cement and two supplementary cementitious materials. The amount of supplementary cementitious material content shall be limited to the following requirements: Supplementary Cementitious Material (SCM) SCM Maximum Percent of Total Cementitious Material Fly Ash (Class C or Class F) 25 % Slag Cement (GGBFS) 30 % Silica Fume 8 % Ternary Combinations 40 %

Equipment. RCC shall be constructed with any combination of equipment that will produce a pavement meeting the

requirements for mixing, transporting, placing, compacting, finishing, and curing as provided in this specification.

Mixing Plant: The mixing plant shall be capable of producing RCC to the proportions defined by the final approved mix

design and within the specified tolerances. The capacity of the plant shall be sufficient to produce a uniform mixture at a rate compatible with the placement equipment.

4.2Paver: RCC shall be placed with a high-density or conventional asphalt type paver subject to approval by the Engineer. The

paver shall be of suitable weight and stability to spread and finish the RCC material, without segregation, to the required thickness, smoothness, surface texture, cross-section, and grade.

4.3Compactors: When a conventional asphalt type paver is used, self -propelled steel drum vibratory rollers shall be used for

primary compaction. For final compaction, a steel drum roller, operated in a static mode, or a rubber -tired roller may be utilized to meet density requirements.

4.4Haul Equipment: The hauling equipment shall be smooth, mortar-tight, metal containers capable of discharging the concrete

at a controlled rate without segregation. Hauling equipment shall have a retractable cover to protect mix from weather and excessive evaporation.

4.5Access for Inspection and Calibration: The Engineer shall have access at all times for any plant, equipment, or machinery

to be used in order to check calibration, scales, controls, or operating adjustments.

Construction Requirements.

Preparation of Subgrade. Before the RCC processing begins, the subgrade and base course must be prepared in accordance

with Sec 304.

Subbase Condition. The surface of the subbase shall be clean and free of foreign material and standing water prior to

placement of the RCC. The aggregate base shall be uniformly moist at the time of RCC placement. RCC shall not be placed upon frozen subbase.

Mixing Time. Mixing time shall be adequate to ensure a thorough and complete mixing of all materials. Concrete shall be

homogeneous with no aggregate segregation. In no case shall the mixing time, after all materials including water are in the mixer, be less than 90 seconds.

Operating Tolerances. The mixing plant shall receive the quantities of individual ingredients to within the following

tolerances:

Plant Calibration. Prior to RCC production, the Contractor shall calibrate the plant in accordance with the manufacturer's

recommended practice. A copy of the calibration shall be provided to the Engineer when requested.

Curing. Immediately after final rolling, the RCC surface shall be kept continuously moist until an approved curing compound

is applied. The application of the curing compound shall progress such that no more than 10 linear feet of the final RCC surface is exposed without curing at any time.

5.6.1Water Cure. Water cure shall be applied such that a uniform moist condition on the surface of the RCC is attained

Application of this moisture shall be done in a manner that will not erode or damage the finished RCC surface. 5.6.2 Curing Compound. When RCC is used as the final surface, either white pigmented curing compound applied at the rate of one gallon for each 100 square feet or a tack coat product applied at 0.14 gal/yd 2 shall be used for curing. When RCC is to be overlaid with asphalt, the curing compound shall be a tack coat product applied at 0.14 gal/yd2 in accordance with Sec 407.

Weather Conditions.

5.7.1 Hot Weather Precautions . During periods of hot weather or windy conditions, special precautions shall be taken to minimize moisture loss due to evaporation. 5.7.2 Cold Weather. The contractor shall provide a method, meeting the approval of the engineer, of monitoring the concrete that demonstrates that the concrete has been protected from freezing. 5.7.3 Protection Against Rain. To protect against rain, the contractor shall have on location at all times material for the protection of the unhardened concrete. The contractor shall protect the concrete from damage due to rain.

Finished Surface. The finished RCC surface shall be smooth, uniform, and continuous without tears, ridges, or aggregate

segregation once it leaves the paver. RCC mainline pavement shall meet the smoothness criteria of Sec 502.8 . When RCC is the final surface, the finished surface texture shall be broom finished, diamond ground, or other finishes approved by the engineer. All finished surface textures shall be in accordance with Sec 502.4. 5.8.1 Inaccessible Areas. All areas inaccessible to either roller or paver shall be paved with cast-in-place concrete in accordance with Sec 502. 5.8.2 Handwork. Broadcasting or fanning the RCC material across areas being compacted is not permissible. Such additions of materials may only be done immediately behind the paver and before any compaction has taken place. 5.8.3 Segregation. If segregation occurs in the RCC during paving operations, placement shall cease until corrective measures are taken.

5.9Cold Joints. Prior to placing fresh RCC mixture against a cold vertical joint, the joint shall be thoroughly cleaned of loose or

foreign material. The vertical joint face shall be wetted and in a moist condition immediately prior to placement of the adj acent lane.

5.10Control Joints. Concrete control joints shall be constructed at 15-foot intervals in RCC mainline pavement. Control joint

spacing for RCC shoulders adjacent to HMA or composite pavement shall be a minimum of 30-foot intervals. RCC shoulders adjacent to existing PCC pav ement shall have control joints located to match the joints of the adjacent pavement. For all other PCC joint spacing; the RCC control joints shall match the adjacent PCC pavement’s joints or cracks not to exceed a 30-foot interval. All control joints shall be tooled or cut to 1/3 the depth of the RCC thickness. Sealing the control joints is not required. Material Variation by Weight Cementitious Materials ± 2.0% Water ± 3.0% Aggregates ± 4.0%

5.11Opening to Traffic. The Contractor shall protect the RCC from traffic during the curing period. The RCC shoulder pavement

may be opened to light traffic after one day and opened to unrestricted traffic after 5 days. The RCC mainline pavement may be opened to light traffic at 2,500 psi and opened to unrestricted traffic at 3,000 psi.

Material Acceptance.

6.1Quality Control Testing. The contractor shall perform all quality control tests necessary to control the production and

construction processes applicable to this specification. Quality control testing shall be performed by technicians qualified through MoDOT’s technician certification program. Testing shall include, but not necessarily be limited to, deleterious content, aggregate gradation, coarse aggregate absorption, thin or elongated pieces, pavement thickness and density. The contractor shall recor d all test results and furnish a copy to the engineer no later than the beginning of the day following the test.

6.2Quality Control Plan. A Quality Control Plan (QCP) for RCC mainline pavement and shoulders will be required as per Sec

502.11.1

6.3Testing.

6.3.1 Density. The density shall be determined in accordance with AASHTO T 310, direct transmission. Tests shall be performed no later than 30 minutes after the completion of the rolling. Only wet density shall be used for evaluation. QC shall determine the density of the RCC shoulder and mainline pavement at a frequency of no less than one per 7500 square yards. Sampling locations will be determined by the engineer using random sampling procedures in accordance with ASTM D 3665. 6.3.2 Thickness. The contractor shall determine thickness of the RCC shoulder and mainline pavement by testing the fresh concrete. The Resident Engineer will need to review and approve the testing procedure. QC shall determine the thickness of the RCC mainline pavement and shoulders at a frequency of no less than one per 7,500 square yards. Sampling locations will be determined by the engineer using random sampling procedures in accordance with ASTM D 3665.

6.4Aggregate Gradation. A sieve analysis shall be performed once a week. Testing shall be performed in accordance with

AASHTO T 27 from randomly sampled material taken from the discharge gate of storage bins or from the conveyor belt.

6.5Deleterious Materials. Deleterious content shall be determined each day at a frequency of one test per 7500 square yards of

material placed or fraction thereof. Test shall be performed in accordance with MoDOT TM 71 from randomly sampled material taken from the discharge gate of storage bins or from the conveyor belt. Tests shall be performed on coarse aggregate fractions.

6.6Absorption. Samples for coarse aggregate absorption shall be taken from the discharge gate of storage bins or from the

conveyor belt at least once every 2000 cubic yards with a minimum of once per project. Coarse aggregate absorption shall be performed in accordance with AASHTO T 85.

6.7Thin or Elongated. Thin or elongated pieces shall be determined on samples of coarse aggregate taken from the discharge

gate of the storage bins or from the conveyor belt. Test shall be performed in accordance with ASTM D 4791 using a ratio of 5:1. Test shall be performed on aggregate particles retained on the ¾ in. sieve. Tests shall be performed at least once every 10,000 cubic yards with a minimum of once per project.

6.8Retained Samples. All aggregate samples taken by the contractor, including but not limited to gradation, deleterious,

absorption, and thin or elongated pieces shall be retained for the engineer for a minimum of seven days unless otherwise instructed. The retained sample shall be the remaining half of the final reduction in sample size obtained for QC testing. These samples shall be maintained in clean covered containers, without contamination, readily accessible to the engineer. The retained sample’s identification shall consist of, but is not limited to:

6.9Acceptance.

6.9.1 Density. The density shall not be less than 98 percent of the maximum laboratory density. 6.9.1.1 Compressive Strength. Roller compacted concrete properly placed and compacted, but not meeting the density requirements shall be cored and tested for compressive strength at no additional cost. Cores shall be taken in accordance wi th AASHTO T 24. The compressive strength sh all be determined by approved methods. Cores shall be tested for compressive strength within 7 days of density testing. If the tested area achieves the design strength, the material will be paid for at full price. Areas that fail to comply with the design strength will be deemed unacceptable and shall be addressed in accordance with Sec

105.11

6.9.2 Thickness. The thickness shall not be deficient by more than 10 percent of the plan thickness. Areas that fail to comply with the design thickness will be deemed unacceptable and shall be addressed in accordance with Sec 105.11. 6.9.3 Aggregate Gradation. When one test is outside the allowable gradation range, immediate steps shall be taken to correct the gradation. 6.9.4 Deleterious Materials. When one test is outside the specification limits, immediate steps shall be taken to correct the deleterious content. 6.9.5 Absorption. The contractor shall halt production and make appropriate adjustments whenever either of the following occurs:

6.9.5.1 Action Limits. The following action limit shall be used to control the aggregate absorption. Individual Measurements Control Parameter Action Limit Absorption Mix Design plus 0.3% to Mix Design plus 0.6% 6.9.6 Thin or Elongated Pieces. The coarse aggregate shall not have more than 5 percent thin or elongated pieces.

Quality Assurance.

7.1Independent Samples. Corrective action shall be required when any QA tests are outside the required ranges or action limits.

The engineer will at a minimum, independently test at the following frequency: Test Frequency Density 1 test per 30,000 square yards Thickness 1 test per 30,000 square yards Aggregate Gradation 1 per project Coarse Aggregate Deleterious 1 per week Absorption 1 per 10,000 cubic yards Thin or Elongated 1 per project

7.2Test Procedures. The engineer will use the same test procedures as the contractor for determining the density and thickness

of the RCC.

7.3Retained Samples. The QA inspector will test at least ten percent of the retained portion of the QC samples for aggregate

gradations and deleterious content. The QA inspector will test at least twenty percent of the QC retained samples for absorption and thin or elongated pieces. Retained samples will be chosen at random. A comparison will be considered favorable when the QA results of a QC retained sample are within the applicable limits specified in Sec 403.

Method of Measurement. Final measurement of the completed pavement will not be made except for authorized changes

during construction, or where appreciable errors are found in the contract quantity. Where required, measurement of the RCC mainline pavement and shoulders, complete in place, will be made to the nearest 1/10 square yard. The revision or correction will be computed and added to or deducted from the contract quantity.

Basis of Payment. The accepted quantities of RCC will be paid for at the contract unit price, for specified A2 or A3 shoulders

or mainline. Sec 610 for smoothness pay factor adjustments will apply to the final RCC mainline pavement surface. The contract unit price for A2 or A3 shoulders or mainline pavement will be considered as full compensation for all materials, equipment, tools, labor, and incidentals necessary to satisfactorily complete the work. No additional compensation will be allowed for any excess thickness. GROUND TIRE RUBBER (GTR) DRY PROCESS MODIFICATION OF BITUMINOUS PAVEMENT MATERIAL 07/24

Description. This work shall consist of the dry process of adding ground tire rubber (GTR) to modify bituminous material

to be used in highway construction. Existing GTR requirements in Section 1015 pertain to the wet process method of GTR modification that blends GTR with the asphalt binder (terminal blending or blending at HMA plant). The following requirements shall govern for dry process GTR modification. The dry process method adds GTR as a fine aggregate or mineral filler during mix production. All GTR modified asphalt mixtures shall be in accordance with Secs 401, 402, or 403 as specified in the contract; except as revised by this specification.

Materials. The contractor shall furnish a manufacturer’s certification to the engineer for each shipment of GTR furnished

stating the name of the manufacturer, the chemical composition, workability additives, and certifying that the GTR supplied is in accordance with this specification.

Product Approval. The GTR product shall contain a Trans-Polyoctenamer (TOR) added at 4.5 % of the weight of the

crumb rubber or an engineered crumb rubber (ECR) workability additive that has proven performance in Missouri. Other GTR additives shall be demonstrated and proven prior to use such as a five-year field performance history in other states or performance on a federal or state-sanctioned accelerated loading facility.

General. GTR shall be produced from processing automobile or truck tires by ambient or cryogenic grinding methods.

Heavy equipment tires, uncured or de-vulcanized rubber will not be permitted. GTR shall also meet the following material requirements: Table 1 – GTR Material Properties Property Test Method Criteria Specific Gravity ASTM D1817 1.02 to 1.20 Metal Contaminates ASTM D5603 < 0.01% Fiber Content ASTM D5603 < 0.5% Moisture Content ASTM D1509 < 1.0%* Mineral Filler AASHTO M17 < 4.0% *Moisture content of the GTR shall not cause foaming when combined with asphalt binder and aggregate during mix production

2.3Gradation. The GTR material prior to TOR or ECR workability additives shall meet the following gradation and shall be

tested in accordance with ASTM D5603 and ASTM D5644. Table 2 – GTR Gradation Sieve Percent Passing by Weight No. 20 100 No. 30 98-100 No. 40 50-70 No. 100 5-15

Delivery, Storage, and Handling. The GTR shall be supplied in moisture-proof packaging or other appropriate bulk

containers. GTR shall be stored in a dry location protected from rain before use. Each bag or container shall be properly labeled with the manufacturer’s designation for the GTR and specific type, mesh size, weight and manufacturer’s batch or Lot designation.

Feeder System. Dry Process GTR shall be controlled with a feeder system using a proportioning device that is accurate to

within ± 3 percent of the amount required. The system shall automatically adjust the feed rate to always maintain the material within this tolerance and shall have a convenient and accurate means of calibration. The system shall provide in-process monitoring, consisting of either a digital display of output or a printout of feed rate, in pounds per minute, to verify feed rate. The supply system shall report the feed in 1-pound increments using load cells that will enable the user to monitor the depletion of the GTR. Monitoring the system volumetrically will not be allowed. The feeder shall interlock with the aggregate weight system and asphalt binder pump to maintain correct mixture proportions at all production rates. Flow indicators or sensing devices for the system shall be interlocked with the plant controls to interrupt mixture production if GTR introduction rate is not within ± 3 percent. This interlock will immediately notify the operator if GTR introduction rate exceeds introduction tolerances. All plant production will cease if the introduction rate is not brought back within tolerance after 30 seconds. When the interlock system interrupts production and the plant has to be restarted, upon restarting operations; the modifier system shall run until a uniform feed can be observed on the output display. All mix produced prior to obtaining a uniform feed shall be rejected.

Batch Plants. GTR shall be added to aggregate in the weigh hopper. Mixing times shall be increased per GTR

manufacturer recommendations.

Drum Plants. The feeder system shall add GTR to aggregate and liquid binder during mixing and provide sufficient mixing

time to produce a uniform mixture. The feeder system shall ensure GTR does not become entrained in the exhaust system of the drier or plant and is not exposed to the drier flame at any point after introduction.

Testing During Mixture Production. Testing of asphalt mixes containing GTR shall not begin until at least 30 minutes

after production or per additive supplier’s recommendation.

Construction Requirements. Mixes containing GTR shall have a target mixing temperature of 325 F or as directed by the

GTR additive supplier. The additive supplier’s recommendations shall be followed to allow for GTR binder absorption/reaction. This may include holding mix in the silo to allow time for binder to absorb into the GTR. Rolling operations may need to be modified.

Mix Design Test Method Modification. A formal mixing procedure from the additive supplier shall be provided to the

contractor and engineer that details the proper sample preparation, including blending GTR with the binder or other additives. Samples shall be prepared and fabricated in accordance with this procedure by the engineer and contractor throughout the duration of the project.

Mix design Volumetrics. Mix design volumetric equations shall be modified as follows:

Additional virgin binder added to offset GTR absorption of binder shall be counted as part of the mix virgin binder

GTR shall be included as part of the aggregate when calculating VMA of the mix.

8.2.1 GTR SPG shall be 1.15

Mix Gsb used to determine VMA shall be calculated as follows:

𝐺𝐺𝑠𝑠𝑠𝑠 (𝐽𝐽𝐽𝐽𝐽𝐽) = (100 − 𝑃𝑃𝑠𝑠𝑏𝑏𝑏𝑏) � 𝑃𝑃𝑠𝑠 𝐺𝐺𝑠𝑠𝑠𝑠 + 𝑃𝑃𝐺𝐺𝐺𝐺𝐺𝐺 𝐺𝐺𝐺𝐺𝐺𝐺𝐺𝐺 � 𝑤𝑤ℎ𝑒𝑒𝑒𝑒𝑒𝑒: 𝐺𝐺𝑠𝑠𝑠𝑠 (𝐽𝐽𝐽𝐽𝐽𝐽) = 𝑏𝑏𝑏𝑏𝑏𝑏𝑏𝑏 𝑠𝑠𝑠𝑠𝑒𝑒𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠 𝑔𝑔𝑒𝑒𝑔𝑔𝑔𝑔𝑠𝑠𝑔𝑔𝑔𝑔 𝑜𝑜𝑠𝑠 𝑔𝑔ℎ𝑒𝑒 𝑠𝑠𝑜𝑜𝑐𝑐𝑏𝑏𝑠𝑠𝑐𝑐𝑒𝑒𝑐𝑐 𝑔𝑔𝑔𝑔𝑔𝑔𝑒𝑒𝑒𝑒𝑔𝑔𝑔𝑔𝑔𝑔𝑒𝑒 𝑠𝑠𝑐𝑐𝑠𝑠𝑏𝑏𝑏𝑏𝑐𝑐𝑠𝑠𝑐𝑐𝑔𝑔 𝐺𝐺𝐺𝐺𝐺𝐺 𝑃𝑃𝑠𝑠𝑏𝑏𝑏𝑏 = 𝑠𝑠𝑒𝑒𝑒𝑒𝑠𝑠𝑒𝑒𝑐𝑐𝑔𝑔 𝑔𝑔𝑠𝑠𝑒𝑒𝑔𝑔𝑠𝑠𝑐𝑐 𝑏𝑏𝑠𝑠𝑐𝑐𝑐𝑐𝑒𝑒𝑒𝑒 𝑏𝑏𝑔𝑔 𝑔𝑔𝑜𝑜𝑔𝑔𝑔𝑔𝑏𝑏 𝑐𝑐𝑠𝑠𝑚𝑚𝑔𝑔𝑏𝑏𝑒𝑒𝑒𝑒 𝑤𝑤𝑒𝑒𝑠𝑠𝑔𝑔ℎ𝑔𝑔 𝑃𝑃𝑠𝑠 = 𝑠𝑠𝑒𝑒𝑒𝑒𝑠𝑠𝑒𝑒𝑐𝑐𝑔𝑔 𝑔𝑔𝑔𝑔𝑔𝑔𝑒𝑒𝑒𝑒𝑔𝑔𝑔𝑔𝑔𝑔𝑒𝑒 𝑏𝑏𝑔𝑔 𝑔𝑔𝑜𝑜𝑔𝑔𝑔𝑔𝑏𝑏 𝑐𝑐𝑠𝑠𝑚𝑚𝑔𝑔𝑏𝑏𝑒𝑒𝑒𝑒 𝑤𝑤𝑒𝑒𝑠𝑠𝑔𝑔ℎ𝑔𝑔 (𝑐𝑐𝑜𝑜𝑔𝑔 𝑠𝑠𝑐𝑐𝑠𝑠𝑏𝑏𝑏𝑏𝑐𝑐𝑠𝑠𝑐𝑐𝑔𝑔 𝐺𝐺𝐺𝐺𝐺𝐺) 𝑃𝑃𝐺𝐺𝐺𝐺𝐺𝐺 = 𝑠𝑠𝑒𝑒𝑒𝑒𝑠𝑠𝑒𝑒𝑐𝑐𝑔𝑔 𝐺𝐺𝐺𝐺𝐺𝐺 𝑏𝑏𝑔𝑔 𝑔𝑔𝑜𝑜𝑔𝑔𝑔𝑔𝑏𝑏 𝑐𝑐𝑠𝑠𝑚𝑚𝑔𝑔𝑏𝑏𝑒𝑒𝑒𝑒 𝑤𝑤𝑒𝑒𝑠𝑠𝑔𝑔ℎ𝑔𝑔 𝐺𝐺𝑠𝑠𝑠𝑠 = 𝑏𝑏𝑏𝑏𝑏𝑏𝑏𝑏 𝑠𝑠𝑠𝑠𝑒𝑒𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠 𝑔𝑔𝑒𝑒𝑔𝑔𝑔𝑔𝑠𝑠𝑔𝑔𝑔𝑔 𝑜𝑜𝑠𝑠 𝑔𝑔ℎ𝑒𝑒 𝑠𝑠𝑜𝑜𝑐𝑐𝑏𝑏𝑠𝑠𝑐𝑐𝑒𝑒𝑐𝑐 𝑔𝑔𝑔𝑔𝑔𝑔𝑒𝑒𝑒𝑒𝑔𝑔𝑔𝑔𝑔𝑔𝑒𝑒 (𝑐𝑐𝑜𝑜𝑔𝑔 𝑠𝑠𝑐𝑐𝑠𝑠𝑏𝑏𝑏𝑏𝑐𝑐𝑠𝑠𝑐𝑐𝑔𝑔 𝐺𝐺𝐺𝐺𝐺𝐺) 𝐺𝐺𝐺𝐺𝐺𝐺𝐺𝐺 = 𝐺𝐺𝐺𝐺𝐺𝐺 𝑠𝑠𝑠𝑠𝑒𝑒𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠 𝑔𝑔𝑒𝑒𝑔𝑔𝑔𝑔𝑠𝑠𝑔𝑔𝑔𝑔

Gse shall be calculated as follows:

𝐺𝐺𝑠𝑠𝑠𝑠 = (100 − 𝑃𝑃𝑠𝑠 − 𝑃𝑃𝐺𝐺𝐺𝐺𝐺𝐺) � 100 𝐺𝐺𝑏𝑏𝑏𝑏 − 𝑃𝑃𝑠𝑠 𝐺𝐺𝑠𝑠 − 𝑃𝑃𝐺𝐺𝐺𝐺𝐺𝐺 𝐺𝐺𝐺𝐺𝐺𝐺𝐺𝐺 �

8.5Pbe shall be calculated as follows:

𝑃𝑃𝑠𝑠𝑠𝑠 = 𝑃𝑃𝑠𝑠 − 𝑃𝑃𝑠𝑠𝑏𝑏 100 ∗ (𝑃𝑃𝑠𝑠 + 𝑃𝑃𝐺𝐺𝐺𝐺𝐺𝐺)

Minimum GTR Amount. The minimum dosage rate for GTR shall be 5 % by weight of total binder for an acceptable one

bump grade or 10 % by weight of total binder for an acceptable two bump grade as detailed in the following table. Varying percentage blends of GTR and approved additives may be used as approved by the engineer with proven performance and meeting the specified requirements of the contract grade. Contract Binder Grade Percent Effective Virgin Binder Replacement Limits Required Virgin Binder Grade Minimum GTR Dosage Rate PG 76-22 0 - 20 PG 70-22 5 % PG 64-22 10 % PG 70-22 0 - 30 PG 64-22 5 % PG 58-28 10 % PG 64-22 0 – 40* PG 58-28 5 % PG 52-34 10 % PG 58-28 0 – 40* PG 52-34 5 % PG 46-34 10 % * Reclaimed Asphalt Shingles (RAS) may be used when the contract grade is PG 64-22 or PG 58-28. RAS replacement shall follow the 2 x RAS criteria when calculating percent effective binder replacement in accordance Sec 401. SAFETY PLAN 04/16

Description. This contractor shall submit to the engineer a project Safety Plan (SP) for all work performed by the contractor

and all subcontractors. The purpose of the SP is to encourage and enable all work to be performed in the safest possible manner and that all parties involved are aware of their individual responsibility for safety on the jobsite.

The SP shall be completed by the contractor and provided to the engineer prior to the beginning of any construction activity

or phase on the project.

The contractor shall designate a person to serve as Project Safety Manager (PSM). The PSM shall be responsible for

implementing and overseeing the SP. The PSM is not required to be present on the project at all times, but must be available to address safety issues and needs.

The PSM shall make revisions to the SP as necessary. Any new project activities or phases shall be included in the SP prior

to work beginning on that activity or phase.

An example Safety Plan is available at: https://www.modot.org/safety-plan

Emergency Preparedness. The SP shall outline and detail for all workers, the specific procedures and actions necessary to

respond to a jobsite emergency and the measures taken to communicate these requirements to all workers.

The SP shall include a list of local emergency contacts including phone numbers. A copy of the emergency contact list shall

be accessible to workers.

In the case where there is no cellular or land line phone service at the jobsite, the SP shall identify how to reach the near est

available phone service.

Project Safety Analysis. The SP should contain a basic Project Safety Analysis (PSA) that outlines the actions necessary to

complete each activity or phase of the project. The SP shall include a general description of the primary activities or steps required to safely complete the project.

Each activity should also include a general description of the work involved along with the known risks associated with the

activity. In addition, the PSA should outline the controls for those risks, including any Personal Protection Equipment (PPE) requirements for that activity or phase, and whether or not the activity or phase requires a specific safety meeting prior to beginning the activity or phase.

Submittal of the PSA for all activities or phases is not required with the initial submittal of the SP; however, the PSA for each

activity or phase shall be completed prior to the beginning of that activity or phase.

Safety Meetings. The SP shall include the types of safety meetings that will be required of and conducted by the contractor.

Safety Training. The SP shall identify the required safety training provided to the contractor’s personnel. The contractor

shall require that the appropriate safety training for the contractor’s personnel is completed prior to the beginning of work on each activity or phase.

The SP shall identify the recommended safety training needs and PPE for MoDOT employees who will be exposed to the work

activities. MoDOT will provide safety training and PPE to MoDOT employees based on MoDOT safety policies.

Payment. There will be no direct payment for compliance with this Safety Plan provision.

SAFETY EDGE SM 04/16; 04/18

Description. An approved longitudinal shoulder wedge system shall be used to create a beveled edge at the edge of pavement

for a roadway without a paved shoulder, or at the edge of shoulder for pavement with a paved shoulder up to and including 4 f eet in width.

Construction Requirements. The Safety Edge shall be constructed as shown in Standard Plan 401.00 The construction

tolerance of the 30 degree Safety EdgeSM shall be plus or minus 5 degrees.

The shoulder wedge system shall maintain contact between the device and road shoulder surface and allow automatic transition

to cross roads, driveways and obstructions. The device must be removable or be able to be lifted when not in use.

All shoulder wedge systems to be used for the purpose of creating a Safety Edge SM must be approved by the engineer. The

device must be designed to constrain the material, increase the consolidation of the extruded profile, and provide a smooth wedged surface. The use of a conventional single plate strike-off is not permitted.

Basis of Payment. There will be no direct payment for compliance with the requirements of this provision.

E-CONSTRUCTION 01/17; 1/19; 04/22; 7/26

Description. E-Construction is a paperless construction administration delivery process that includes electronic submission

of construction documents, approval of documents with digital signatures, and communication between stakeholders by mobile devices. E -Construction saves both time and money for all stakeholders involved, simplifies document storage, and eliminates waste of paper and other resources. This provision does not apply to the execution of the contract which is defined elsewhere in this contract.

Document Submittals.

The contractor shall submit all required documents to MoDOT electronically, except as described in S ection 2.2 of this

provision. Documents to be submitted electronically include, but are not limited to, Change Orders, Request to Subcontract Work (C-220), Project Payrolls, Progress Schedules, Value Engineering proposals, Safety Plans, Quality Plans, Pre -Construction conference submittals, scanned copies of Affidavit for Compliance with the Prevailing Wage Law (prime retains originals), etc. All documents shall be submitted in standard pdf format, except when otherwise directed by the engineer.

The Contractor’s Affidavit Regarding Settlement of Claims (Form C -242) may be submitted either through an Electronic

Notary, or on the original form in a paper medium sealed with the notary attestation.

The engineer will submit project documents to the contractor via email or through other secure file sharing sites.

2.4Documents that require multiple signatures, such as change orders, shall include all required signatures on the original

electronic document, without scanning.

2.5Project Payrolls from subcontractors shall be electronically signed by the subcontractor. Payrolls shall be submitted as separate

files per contractor per pay period.

Digital and Electronic Signatures.

All documents that require signature shall be signed with an electronic signature, except that change orders shall be signed

with a registered digital signature in accordance with Section 3.2. Acceptable electronic signatures include any of the foll owing options:

is only required for digital signatures on change orders.

by the contractor to MoDOT’s external Microsoft SharePoint®. This option is authenticated by the user’s login credentials which are provided by MoDOT.

Digital Signature on Change Orders. All change orders shall be executed by the contractor with a registered Digital

Signature. The contractor shall submit a letter to the engineer listing all personnel who are authorized to sign change orders on the contractor’s behalf. All contractor personnel who are authorized to sign change orders shall create a Digital Signature and shall register their signature with MoDOT by submitting their Digital Sig nature Certificate (Public Key fdf file) to the Division of Construction prior to signing any change orders. The Public Key file will be used to validate the signee’s signature on change orders. To assist contractors with setting up a digital signature, a Quick Reference Guide (QRG) is available in MoDOT’s Engineering Policy Guide at http://epg.modot.org (click on QRGs in the left hand column and choose “Digital Signature for Adobe Reader”).

Communication. The contractor shall be able to communicate and exchange information with MoDOT staff by email and

mobile phone.

Basis of Payment. No payment will be made for compliance with this provision.

ELECTRONIC INFORMATION FOR BIDDER’S AUTOMATION 07/17

Description. If electronic information for bidder’s automation is provided in the Electronic Deliverables, it is for information

only. This information, used for project design and quantity estimation purposes, is provided for the bidder’s use in automation of bid estimating, project staking, automated machine guidance and other construction methods.

Information Provided. Electronic information may be provided consisting of survey and design information including but

not limited to 3-dimensional design models, cross-section models, alignment data, and plan view geometry. This information does not constitute part of the bid documents or contract documents.

Disclaimers. The electronic information shall not be considered a representation of actual conditions to be encountered during

construction. Furnishing this information does not relieve a bidder or contractor from the responsibility of making an investigation of conditions to be encountered including, but not limited to site visits, and basing the bid on information obtained from these investigations, and the professional interpretations and judgment of the bidder or contractor. The bidder or contractor shall assume the risk of error if the information is used for any purposes for which the information was not intended. The Commission makes no representation as to the accuracy or reliability of the information, since the information may not be representative of the sealed contract documents. Any assumption the bidder or contractor may make from this electronic information is at the bidder or contractor's risk; none are intended by the Missouri Highways and Transportation Commission. The bidder or contractor assumes the sole risk of liability or loss if the bidder or contractor does rely on this electronic information to its detriment, delay or loss.

Basis of Payment. No payment will be made for compliance with this provision.

ANTI-DISCRIMINATION AGAINST ISRAEL CERTIFICATION 07/24 By signing this contract, the Company certifies it is not currently engaged in and shall not, for the duration of the contract, engage in a boycott of goods or services from the State of Israel, companies doing business in or with Israel or authorized by, licensed by, or organized under the laws of the State of Israel, or persons or entities doing business in the State of Israel as defined by Section

34.600 RSMo. This certification shall not apply to contracts with a total potential value of less than One Hundred Thousand Dollars

($100,000) or to contractors with fewer than ten (10) employees. DISPOSAL OF BLAST MEDIA AND PAINT RESIDUE 07/24

Description. Whereas Sec 1081.10 requires delivery of Blast Media and Paint Residue (BMPR) produced from bridge coating

activities to The Doe Run Company for recycling, and considering the amount of BMPR produced on all active MoDOT projects statewide at any given point in time may exceed the recycling capacity of Doe Run, this provision allows for an alternate method of disposal of BMPR. The contractor, at its discretion, can choose this disposal option or the Doe Run recycle option, when both are available. When Doe Run is not currently capable or agreeable to accept the BMPR, this alternate disposal option shall be considered mandatory, and at no additional cost to the Commission.

Disposal in Landfill. In lieu of delivery to Doe Run for recycling, BMPR material shall be disposed in the appropriate type

of approved landfill, as determined by Toxicity Characteristic Leaching Procedure (TCLP) testing. The material must be TCLP tested to determine if it contains a level of hazardous waste such that requires disposal in a hazardous waste landfill. A sampling plan for testing shall be submitted to MoDOT for review and concurrence. Sampling shall be performed by the contractor. MoDOT will witness the sampling to ensure it is conducted per the plan submitted.

The contractor shall submit the collected samples to a qualified third -party testing facility to perform TCLP testing. If the

sample indicates that the BMPR material qualifies as hazardous waste, then the materials represented by that sample shall be delivered to a licensed hazardous waste landfill for disposal. The contractor shall be responsible for hiring a licensed hazardous waste transporter to transport the hazardous waste to the landfill. The contractor shall comply with all applicable laws and regulations for storage and shipping of the hazardous waste material. If the testing indicates that the BMPR material qualifies as a special waste, it shall be taken to a certified landfill for disposal. The contractor shall be responsible for the transportation of the special waste material to the certified landfill. The requirement to ship the BMPR material by barrels will be waived. Any alternate containers utilized shall comply with all applicable laws and regulations for shipping this type of special waste material. Copies of all shipping manifests, landfill disposa l agreements, and any other legally required documentation shall be provided to the engineer.

Basis of Payment. No payment will be made for any costs associated with this landfill disposal option, including, but not

limited to, sampling, testing, delivery, temporary storage, or disposal fees.

"POINT OF PRESENCE" SIGNS 03/12; 05/12

Description. This work shall consist of furnishing and installing a 36 X 48 inch or a 96 X 48 inch “Point of Presence" signs ,

as indicated in the plans . The contractor shall furnish signs, labor, equipment, posts and hardware for installation of the sign in accordance with this provision or as directed by the engineer.

Construction Requirements. The sign shall be placed as shown on the plans. A project impacting only one direction of a

divided highway will require only one sign. The contractor shall maintain all signs until completion of the project. Upon completion of the project, the “Point of Presence” signs shall remain in place ninety days with the “Completed as Promised” decal or plaque attached. After the ninety day period expires, the contractor shall be required to remove the sign. The sign, decal or plaque, posts and hardware will remain the property of the contractor.

The 36 X 48 inch “Point of Presence” sign shall be post mounted on two 3-pound/foot U -channel posts, or one -2 ½ inch

perforated square steel tube post.

The 96 X 48 inch "Point of Presence" sign shall be post mounted on three 3-pound/foot U-channel posts with 32-inch spacing

between posts.

Basis of Payment. The accepted quantity of "Point of Presence" signs will be paid for at the contract unit price per square

feet of construction signing. The “Completed as Promised” decal or plaque shall be considered incidental to the “Point of Presence” sign. FLAGGING PROCEDURE FOR TWO-LANE ROADWAYS (3-2-1 CONE PROCEDURE) 04/23

Description. Flagging operations shall be in accordance with the Manual on Uniform Traffic Control Devices (MUTCD)

Chapter 6, Section 107 and 616 in Missouri Standard Specifications for Highway Construction, Missouri Standard Plans for Highway Construction, temporary traffic control plans, and as described herein.

Procedures for Flagging Short, Intermediate, or Long-Term Stationary Operations. This procedure includes the use of

three traffic cones or other channelizing devices. See a pictorial representation in EPG Article 616.4.5.

Step 1. The flagger shall place three cones across the lane of traffic to be stopped, from centerline to shoulder. When no

vehicles are present, the flagger should remain on the shoulder with the stop paddle visible.

Step 2. When traffic has stopped, the flagger shall move towards the centerline of the roadway, keeping the stop paddle visible,

and keeping a visual contact with the stopped drivers. Once the flagger has confirmed that opposing traffic is clear, the flagger shall prepare to release the stopped traffic.

Step 3a. If the vehicles are to travel in the current lane, the flagger shall remove the center cone from the center of the lane.

Step 3b. If the vehicles are to travel in the opposite lane, the three cones shall remain across the closed lane.

Step 4. If opening the lane (Step 3a above) the flagger shall walk back to the shoulder with the cone, turn the stop paddle to

slow, and then release traffic using a hand signal to direct vehicles between the two remaining cones. If releasing traffic to the other lane (Step 3b above) the flagger shall remain near the centerline of the roadway, turn the stop paddle to slow, and use a hand signal to direct the traffic around the cones into the open lane.

2.6Once all traffic has cleared, the flagger shall return the slow paddle to stop. The flagger shall replace the cone to the center of

the lane or leave the cones across the lane. The flagger then returns to the shoulder and repeats the steps.

2.7If the roadway width is less than 12 feet, the number of cones may be reduced to two or one, or other channelizing devices

may be used.

Basis of Payment. No direct payment will be made for any cost associated with this provision.

SUPPLEMENTAL GUIDE SIGNS 07/21

Description. All installation, relocation and repair of Tourist Oriented Destination Signs (TODS), Specific Service Signing

(Logos), traffic generator signs (private tourist-oriented activity sites, Colleges, State and Federal Agency sites, Welcome Center Affiliate sites and State Correctional Centers) shall be coordinated between the engineer, contractor and the designated Program Manager for MoDOT’s Supplemental Signing Program.

It shall be noted by the contractor that the Program Manager is responsible for the installation, relocation and repair of all

TODS, Logo and traffic generator signs on Commission owned right of way. The contractor shall be solely responsible for determining if the project will affect these signs due to contractor operations during construction of this contract. The contractor shall be responsible for notifying the Program Manager at the time of the preconstruction meeting when one of these signs is determined to be affected and advise the Program Manager of the project details. The Program Manager will attend these meetings at their discretion and shall be contacted during normal business hours Monday-Friday at the number provided by the engineer.

The Program Manager will be responsible for any installation or relocation of these signs. If the Program Manager has to

perform work within the limits of the project, the Program Manager will conduct work so as not to interfere with or hinder the progress or completion of the work being performed by the contractor. Full cooperation of the contractors involved, in careful and complete coordination of their respective activities in the area, will be required.

Basis of Payment. No direct payment will be made to the contractor to recover the cost of equipment, labor, materials or time

required to fulfill this provision. The Program Manager shall submit an invoice to the engineer for the work completed, with the costs associated being based on the Supplemental Guide Sign Contract agreed upon pricing. This work is considered non- contractual and will be processed through MoDOT’s Financial Services Division. REVISIONS TO 2026 MISSOURI STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION

Delete Sec 403 and substitute the following: 10/26

403.1Description. This work shall consist of providing a bituminous mixture to be placed in one or more courses on a prepared

base or underlying course as shown on the plans or as directed by the engineer. The contractor shall be responsible for QC of the bituminous mixture, including the design, and control of the quality of the material incorporated into the project. The engineer will be responsible for QA, including testing, to assure the quality of the material incorporated into the project. 403.1.1 Naming Convention. The nomenclature of Superpave bituminous mixture names, such as SP125CLP, will be as follows. When only the aggregate size is shown, such as SP125, the specifications shall apply to all variations of that size, such as SP125B, SP125C, SP125CLP, etc. When "x" is indicated, such as SP125xLP, specifications shall apply to all variations of mixture designs. Stone Matrix Asphalt will be generally referred to as SMA and designated by SM or SMR. Balanced Mix Design (BMD) is required on all dense graded SP095 and SP125 surface and base course mixtures as specified herein. All other mixtures, SP048, SP190, SP250, and SM/SMR mixtures shall be considered non-BMD mixtures. Superpave Nomenclature SP Superpave 048 4.75mm (No. 4) nominal aggregate size 095 9.5 mm (3/8 inch) nominal aggregate size 125 12.5 mm (1/2 inch) nominal aggregate size 190 19.0 mm (3/4 inch) nominal aggregate size 250 25.0 mm (1 inch) nominal aggregate size x Mixture design: B, C, E or F (as described below) LP Limestone porphyry (when designated) SM Stone Matrix Asphalt (when designated) SMR Stone Matrix Asphalt limestone/non -carbonate (when designated) 403.1.2 Design Levels. The following cumulative equivalent single axle loads (ESALs) shall be used for the specified mix design. The same size aggregate mix design at a higher design traffic may be substituted at the contractor’s expense for the contract specified mixture design with the approval from the engineer. Substitutions shall be done uniformly and project mixing of various designs for the same work will not be permitted. For example, an SP125B mixture may be substituted for an SP125C mixture, or SP190C for SP190E, etc. Mixture design substitution will be limited to one design level higher than that specified in the contract. Design Traffic (ESALs) Design < 300,000 F 300,000 to < 3,000,000 E 3,000,000 to < 30,000,000 C ≥ 30,000,000 B

403.2Material. All material shall be in accordance with Division 1000, Material Details, and specifically as follow:

Item Section Aggregate 1002 Asphalt Binder, Performance Graded (PG)a 1015 Fiber Additive 1071 Anti-Strip Additive 1071 a The grade of asphalt binder will be specified in the contract. 403.2.1 Fine Aggregate Angularity. Fine aggregate angularity (FAA) shall be measured on the fine portion of the blended aggregate. When tested in accordance with AASHTO T 304 Method A, aggregate particles passing the No. 8 sieve shall meet the following criteria for the minimum percent air voids in loosely compacted fine aggregate: Designᵇ FAA F -- a E 40 C 45 B 45 a For SP048 Mixtures the FAA shall be a minimum of 40 b FAA requirements will be waived for BMD SP095 and SP125 Mixtures 403.2.2 Coarse Aggregate Angularity. Coarse aggregate angularity (CAA) shall be measured on the coarse portion of the blended aggregate. When tested in accordance with ASTM D 5821, the coarse aggregate shall meet the following criteria. Crushed limestone, dolomite, steel slag and porphyry will be considered as having 100 percent two fractured faces unless visual observations indicate an undesirable particle shape is being produced. Design CAAab F 55/None E 75/None C 95/90 B 100/100 a The criteria denotes the minimum allowable percentage of the coarse aggregate with "one/two" fractured faces, such as a "95/90" requirement, means that the coarse aggregate shall have a minimum of 95 percent particles by weight with one fractured face and a minimum of 90 percent particles by weight with two fractured faces. b CAA requirements will be waived for BMD SP095 and SP125 mixtures. 403.2.3 Clay Content. When tested in accordance with AASHTO T 176, blended aggregate particles passing the No. 4 sieve shall meet the following minimum sand equivalent criteria: Design Sand Equivalenta F 40 E 40 C 45 B 50 a Clay content requirements will be waived for BMD SP095 and SP125 mixtures. 403.2.4 Thin, Elongated Particles. For all non-BMD mixtures except SMA, the blended aggregate particles retained on the No. 4 sieve shall not exceed 10 percent, based on a ratio of 5:1 when tested for flat and elongated particles in accordance with AS TM D 4791. Thin and elongated particle testing will be waived on BMD SP095 and SP125 mixtures. 403.2.5 Stone Matrix Asphalt. In addition to other requirements, material for SMA mixtures shall meet the following. Coarse aggregate shall consist of crushed limestone and either porphyry, steel slag or other approved hard durable aggregates in accordance with the quality requirements of Sec 1002, except as follows. The Los Angeles (LA) abrasion, when tested in accordance with AASHTO T 96, shall not exceed 40 percent based on initial ledge approval and source approval. The percent absorption, when tested in accordance with AASHTO T 85, shall not exceed 3.5 percent based on the individual fractions. The amount of flat and elongated particles, measured on material retained on a No. 4 sieve, of the blended aggregate shall not exceed 20 percent based on a 3:1 ratio or 5 percent based on a 5:1 ratio. 403.2.5.1 Filler Restriction. Rigden void content determined in accordance with MoDOT Test Method TM-73 shall be no greater than 50 percent. 403.2.5.2 Fibers. A fiber additive shall be used as a stabilizer in SMA Mixtures. Fibers shall be uniformly distributed by the end of the plant mixing process. The dosage rate for fibers shall be no less than 0.3 percent by weight of the total mixture for cellulose and no less than 0.4 percent by weight for mineral fibers. 403.2.6 Reclaimed Asphalt. A maximum of 30 percent virgin effective binder replacement may be used in mixtures without changing the grade of binder. The asphalt binder content of recycled asphalt materials shall be determined in accordance with AASHTO T 164, ASTM D 2172 or other approved method of solvent extraction. A correction factor for use during production may be determined for binder ignition by burning a sample in accordance with AASHTO T 308 and subtracting from the binder content determined by extraction. The aggregate specific gravity shall be determined by performing AASHTO T 209 in accordance with Sec 403.19.3.1.2 and calculating the G se to which a 0.98 correction factor will be applied to obtain the Gsb as follows: RAP Gsb = RAP Gse X 0.98 403.2.6.1 Reclaimed Asphalt Pavement. Reclaimed Asphalt Pavement (RAP) may be used in any mixture, except SMA mixtures. Mixtures may be used with more than 30 percent virgin effective binder replacement provided testing according to AASHTO M 323 is included with the job mix formula that ensures the combined binder meets the grade specified in the contract. All RAP material, except as noted below, shall be tested in accordance with AASHTO T 327, Method of Resistance of Coarse Aggregate Degradation by Abrasion in the Micro-Deval Apparatus. Aggregate shall have the asphalt coating removed either by extraction or binder ignition during production. The material shall be tested in the Micro-Deval apparatus at a frequency of once per 1500 tons . The percent loss shall not exceed the Micro -Deval loss of the combined virgin material by more than five percent. Micro -Deval testing will be waived for RAP material obtained from MoDOT roadways. All RAP material shall be in accordance with Sec 1002 for deleterious and other foreign material. 403.2.6.2 Reclaimed Asphalt Shingles. Reclaimed Asphalt Shingles (RAS) may be used in any mixture specified to use PG 64- 22 in accordance with AASHTO PP 53 except as follows: When the ratio of virgin effective binder to total binder in the mixture is between 60 and 70 percent, the grade of the virgin binder shall be PG 52-28 or PG 58-28. Shingles shall be ground to 3/8-inch minus. Waste, manufacturer or new, shingles shall be essential free of deleterious materials. Post-consumer RAS shall not contain more than 1.5 percent wood by weight or more than 3.0 percent total deleterious by weight. Post-consumer RAS shall be certified to contain less than the maximum allowable amount of asbestos as defined by national or local standards. The gradation of the aggregate may be determined by solvent extraction of the binder or using the following as a standard gradation: Shingle Aggregate Gradation Sieve Size Percent Passing by Weight 3/8 in. 100 No. 4 95 No. 8 85 No. 16 70 No. 30 50 No. 50 45 No. 100 35 No. 200 25

403.3Composition of Mixtures.

403.3.1 Gradation. Prior to mixing with asphalt binder, the combined aggregate gradation, including filler if needed, shall meet the following gradation for the type of mixture specified in the contract. A job mix formula may be approved which permits the combined aggregate gradation during mixture production to be outside the limits of the master range when the full tolerances specified in Sec 403.5 are applied. Percent Passing by Weight Sieve Size SP250 SP190 BMD SP125 BMD SP095 SP048 SP125xSM(R) SP095xSM(R) 1 1/2 in. 100 --- --- --- --- --- --- 1 in. 90 - 100 100 --- --- --- --- --- 3/4 in. 90 max. 90 - 100 100 --- ---- 100 --- 1/2 in. --- 90 max. 90 - 100 100 --- 90-100 100 3/8 in. --- --- 90 max. 90-100 100 50-80 70-95 No. 4 --- --- --- 90 max. 90-100 20 - 35 30-50 No. 8 19 - 45 23 - 49 28 - 58 32-67 --- 16 - 24 20-30 No. 16 --- --- --- --- 30-60 --- 21 max. No. 30 --- --- --- --- --- --- 18 max. No. 50 --- --- --- --- --- --- 15 max. No. 100 --- --- --- --- --- --- --- No. 200 1 - 7 2 - 8 2 - 10 2-10 7-12 8.0-11.0 8.0-12.0 403.3.2 Anti-Strip Agent. An anti-strip will be allowed by the engineer to improve resistance to stripping. Anti-strip agents and application rates shall be from a list approved in accordance with Sec 1071 . Anti-strip agents shall be required in all mixtures containing flint chat, gravels, individual aggregate fractions containing greater than 5 percent by weight of chert, and asphalt mixtures that have shown poor field performance due to stripping. The liquid anti-strip dosage shall be in the range recommended by the manufacturer and provided in the JMF. 403.3.3 Porphyry Mixtures. For LP and SMA mixtures, at least 50 percent by volume of the aggregate shall be crushed porphyry retained on the following sieves: No. 30 for SP048, No. 16 for SP095 and No. 8 for SP125. Depending on the actual gradation of porphyry aggregate furnished, the amount of crushed porphyry required may vary, however at least 40 percent by weight of crushed porphyry will be required. Steel slag may be substituted for porphyry in LP and SM mixtures, except at least 45 percent by weight of crushed porphyry and/or slag will be required. Other hard, durable, non-carbonate aggregate such as hard chert, crushed gravel, or flint chat may be used in lieu of porphyry and steel slag provided that an approved anti -strip additive is incorporated into the mix and the mixture passes the Hamburg Wheel Track (HWT) test for the total average rut depth and moisture susceptibility in accordance with Sec 403.4.11.3 and Sec 403.4.11.4, respectively. When an SMR mixture is designated, the mixture shall contain aggregate blends with at least 30 percent non-carbonate material in accordance with Sec 403.3.5. 403.3.4 Minimum Stone Matrix Asphalt Binder. The percent asphalt binder for SMA mixtures shall not be less than 6.0 percent unless otherwise allowed and approved by the engineer. 403.3.5 Surface Mixtures. Design level B surface mixtures and SP048NC, except as described in Sec 403.15.3, containing limestone coarse aggregate shall contain a minimum amount of non-carbonate aggregate. The LA abrasion values, AASHTO T 96, of the limestone will determine the type and amount of non -carbonate aggregate required as shown in the table below. The LA abrasion value will be determined from the most recent source approval sample. In lieu of the above requirements, the aggregate blend shall have a n acid insoluble residue (AIR), MoDOT Test Method TM 76, meeting the plus No. 4 criteria of crushed non- carbonate material. Non-carbonate aggregate shall have an AIR of at least 85 percent insoluble residue. Coarse Aggregate (+ No. 4) Minimum Non-Carbonate by Volume Limestone, LA ≤ 30 30% Plus No. 4 Limestone, LA > 30 20% Minus No. 4a Dolomite No Requirement a Use for all SP095 and SP048NC containing limestone.

403.4Job Mix Formula. At least 30 days prior to placing any mixture on the project, the contractor shall submit a mix design for

approval to Construction and Materials. The mixture shall be designed in accordance with AASHTO R 35 or R 46 and shall be tested in accordance with AASHTO T 312 except as noted herein. A detailed description of the mix design process shall be included with the job mix formula (JMF). Representative samples of each ingredient for the mixture shall be submitted with the mix design. Aggregate fractions shall be provided in the same proportions as the proposed job mix formula. A minimum of 150 pounds will be required for any individual fraction. The amount of each ingredient submitted shall be as follows for each mix design to be verified: Ingredient Minimum Amount Aggregate 750 Pounds Hydrated Lime, Mineral Filler and/or Baghouse Fines 20 Pounds) Asphalt Binder 10 Gallons 403.4.1 Proficiency Sample Program. Laboratories that participate in and achieve a score of three or greater in the AASHTO proficiency sample program for T 11, T 27, T 84, T 85, T 166, T 176, T 209, T 304 (ASTM C 1252), T 308 and T 312 will have the mixture verification process waived. The m ix design shall be submitted to Construction and Materials for approval at least seven days prior to mixture production. 403.4.2 Required Information. The mix design shall include raw data from the design process and contain the following information:

fraction.

coarse aggregate and AASHTO T 84 for fine aggregate including all raw data.

asphalt materials.

mb) by AASHTO T 166 Method A of a laboratory compacted mixture compacted at N design gyrations.

gyrations.

after the sample has been short term aged in accordance with AASHTO R 30.

design.

be).

production.

include Cracking Tolerance Index (CT Index), Long-Term aged Cracking Tolerance Index (CTIndex, Long-Term Aged), Hamburg Wheel Tracking (HWT) Testing, Rutting Tolerance Index (RT Index) and Moisture Susceptibility results from the HWT test or Tensile Strength Ratio (TSR). 403.4.3 Approval. No mixture will be accepted for use until the JMF for the project is approved by Construction and Materials. 403.4.4 Job Mix Formula Modification. The JMF approved for each mixture shall be in effect until modified in writing by the engineer. When unsatisfactory results occur or should a source of material be changed, a new JMF may be required. 403.4.5 Design Gyrations. The number (N) of gyrations required for gyratory compaction shall be as follows: Design Ndesign F 50 E 75 C 80 or 100 BSM/BSMR 100 BMD SP095B/C and SP125B/C 60 Min a a NDesign for BMD SP095 and SP125 may exceed 60 gyrations. 403.4.6 Mixture Characteristics. When compacted in accordance with AASHTO T 312, the mixture shall meet the following criteria. 403.4.6.1 Air Voids (Va). Design air voids for BMD SP095 and SP125 mixtures shall be between 3.0 and 5.0 percent. For SM/SMR and SP048 mixtures, the design air voids shall be 4.0 percent. Design air voids for SP190 and SP250 mixtures shall be 3.0 percent. 403.4.6.2 Voids in the Mineral Aggregate (VMA). BMD SP095 mixtures shall have minimum volume of effective asphalt of 12.0 percent and BMD SP125 mixtures shall have a minimum volume of effective asphalt of 11.0 percent. The minimum VMA for BMD SP095 and SP125 mixtures shall be equal to the minimum volume of effective binder (V be) plus the design air voids. Mixture VMA Minimum (percent) SP250 12.0 SP190 13.0 BMD SP125 Vbe Minimum + VaDesign BMD SP095 Vbe Minimum + VaDesign SP048 16.0 SMA 17.0 403.4.6.3 Voids Filled With Asphalt (VFA). The minimum VFA for BMD SP095 and SP125, SP190, and SP250 mixtures shall be 72 percent. SMA and SP048 mixtures shall have a minimum VFA of 75 percent. 403.4.7 Dust to Binder Ratio. For all mixtures except SMA and SP048, the ratio of minus No. 200 material to effective asphalt binder (Pbe) shall be between 0.8 and 1.6. For SP048, the ratio of minus No. 200 material to effective asphalt binder (P be) shall be between 0.9 and 2.0. 403.4.8 Moisture Susceptibility. For all asphalt mixtures, the mix design shall demonstrate a tensile strength ratio (TSR) greater than 85 percent, or greater than 80 percent when an approved anti-strip agent is used, when the mixture is compacted to 3.7 inches with 7.0 ± 0.5 percent air voids for non-SMA mixtures and 6.0 ± 0.5 percent air voids for SMA mixtures, and tested in accordance with AASHTO T 283. For BMD SP095 and SP125 mixtures, the HWT moisture susceptibility tests may be used in lieu of TSR and tested in accordance with MoDOT TM-100. The HWT moisture susceptibility criteria shall be in accordance with Sec 403.4.11.4. 403.4.9 Draindown. AASHTO T 305, Draindown Test, shall be performed on all SMA mixtures prior to job mix approval. The mixture shall be stabilized in such a way that the draindown of the asphalt binder shall not exceed 0.3 percent by weight of mixture. 403.4.10 Voids in Coarse Aggregate. The percent VCA MIX of SMA mixtures shall be less than or equal to the VCA DRC as determined using AASHTO T 19. This may be calculated using the following equations: VCADRC = 100 x (GCAγw - γs) / GCAγw VCAMIX = 100 - (Pbp x Gmb / GCA) Pbp = Ps x PAbp Where: G CA = bulk specific gravity of the combined coarse aggregate (AASHTO T 85), γs = unit weight of coarse aggregate in the dry-rodded condition

γw = unit weight of water (62.34 lb/ft3) , Pbp = percent aggregate by total mixture weight retained on No. 4 sieve and PAbp = percent aggregate by total aggregate weight retained on No. 4 sieve*. *Use No. 8 sieve for SP095xSM 403.4.11 Performance Testing Requirements for BMD SP095 and SP125 Mixtures. Acceptable test results meeting the criteria of the following performance tests shall be submitted with the mix design for approval. Test specimens shall be compacted to an air void content of 7.0 ± 0.5 percent. 403.4.11.1 Cracking Tolerance Index (CT Index) Testing. The CTIndex testing shall be completed in accordance with ASTM D8225 and at a test temperature of 25 ± 0.5 C. BMD SP095 and SP125 mixtures shall meet the following criteria. Mix Type Minimum CTIndex Minimum CTIndex,(Long-Term Aged)a BMD SP095 and SP125 Mixtures 50 15 a Long-Term Aged defined as loose mix aging for 20 hours at 115 C. 403.4.11.2 Rutting Tolerance Index (RTIndex) Testing. The RTIndex testing shall be completed in accordance with ASTM D8360 and at a test temperature of 50 ± 1 C and should meet the following criteria for the contract binder grade of the mixture. Binder Contract Gradea Minimum RTIndexb 58-28H / 64-22 50 64-22H / 70-22 65 64-22V / 76-22 80 a Determined by the binder grade specified in the contract. b The RTIndex test value shall be reported, but the Hamburg wheel track test (HWT) rutting requirement shall govern mixture acceptance. 403.4.11.3 Hamburg Wheel Track (HWT). HWT testing will be completed in accordance with AASHTO T 324 at test temperature of 50 ± 1 C and 2.44 inch specimen height. All HWT testing shall be conducted with 20,000 passes along with the raw data. Binder Contract Gradea Minimum Wheel Passes Maximum Rut Depth (mm) 58-28H / 64-22 7,500 10 64-22H / 70-22 15,000 10 64-22V / 76-22 20,000 10 a Determined by the binder grade specified in the contract. 403.4.11.4 Hamburg Wheel Track (HWT) Moisture Susceptibility Requirements. If elected by the contractor for BMD SP095 and SP125 mixtures or when required by the mix design, one of the following moisture susceptibility criteria may be used in l ieu of TSR using total rut depth, s lope ratio (SR), and stripping inflection point (SIP) to determine passing moisture resistance using the HWT. The HWT test shall be completed to 20,000 passes regardless of the contract grade for calculating the SR and the SIP in accordance with MoDOT TM-100. Parameter Stripping Criteria Outcome Total Rut Depth Less Than or Equal to 4 mm Passes Stripping Test Slope Ratio (SR) Less Than 2.0 Passes Stripping Test Stripping Inflection Point (SIP) Greater Than 15,000 passes Passes Stripping Test

403.5Mixture Production Specification Limits.

403.5.1 Gradation and Deleterious Content Control. The gradation of the aggregate shall be determined from samples taken from the hot bins on batch-type or continuous mixing plants or from the composite cold feed belt on drum mix plants. The gradation may also be obtained by sampling the mixture and testing the residual aggregate. The deleterious content of the aggregate shall be determined from samples taken from the composite cold feed belt. Aggregate samples shall be taken in accordance with AASHTO R 90. The RAP shall be sampled from the RAP feeding syst em on the asphalt plant. The contractor shall determine the gradation on the aggregate reclaimed from the RAP by either extraction or binder ignition. The results shall be used to determine specification compliance for the combined gradation. 403.5.1.1 Stone Matrix Asphalt Tolerances. In producing mixtures for the project, the plant shall be operated such that no intentional deviations from the job mix formula are made. The maximum deviation from the approved job mix formula shall be as follows for SMA mixtures: Sieve Max. Tolerance SP095 SP125 3/4 in. --- --- 1/2 in. --- ±4 3/8 in. ±4 ±4 No. 4 ±3 ±3 No. 8 ±3 ±3 No. 200 ±2 ±2 403.5.1.2 Mixture Tolerance. For all other SP mixtures, the percent passing the first sieve size smaller than the nominal maximum size shall not exceed 92.0 percent, a tolerance not to exceed 2.0 percent on the No. 8 sieve from the table in Sec 403.3.1, and within the range listed in Sec 403.3.1 for the No. 200 sieve The deleterious content of the material retained on the No. 4 sieve shall not exceed the limits specified in Sec 1002.2. 403.5.2 Density. The final, in-place density of the mixture shall be 92.5 to 98.5 percent of the theoretical maximum specific gravity for all mixtures except SMA. SMA mixtures shall have a minimum density of 94.0 percent of the theoretical maximum specific gravity. The theoretical maximum specific gravity shall be determined from a sample representing the material being tested. Tests shall be taken not later than the day following placement of the mixture. The engineer will randomly determine test locations. 403.5.2.1 Non-Integral Shoulder Density. Non-integral shoulders with subgrade or base density controls per Sec 209 shall meet the specified density requirements for the mixture. For non- integral shoulders constructed on an existing older paved shoulder, or on a subgrade or base that does not require Sec 209 subgrade preparation, density requirements shall be in accordance with Sec

401.7.8All compaction shall be completed within the compaction temperature range of the asphalt mixture in accordance with

Sec 403.15. 403.5.2.2 Integral Shoulder Density. When shoulders are placed integrally with the traveled way, density tests shall be taken on the traveled way for density pay factors. The rolling pattern for an integral shoulder shall be the same as that used for the mainline traveled way unless compaction causes pavement distress. If distress occurs, the contractor shall immediately notify the engineer and develop a rolling pattern that provides optimum density and performance. After a rolling pattern has been shown to achieve optimum density, it shall be used in place of density testing unless material, location, subgrade condition, or temperature changes. The engineer may require additional density tests to confirm that optimum density is obtained. All compaction shall be completed within the compaction temperature range of the asphalt mixture in accordance with Sec 403.15. 403.5.2.3 Unconfined Longitudinal Joint Density. Density along unconfined longitudinal joints shall be in accordance with Sec

403.16.1 and Sec 403.23.6

403.5.3 Asphalt Content. The asphalt content (AC) shall be within ± 0.3 percent of the approved mix design. 403.5.4 Voids in the Mineral Aggregate. The VMA shall be within – 0.5 and + 2.0 percent of the minimum required for each type of mixture at N des gyrations. 403.5.5 Air Voids. Air voids shall be within ± 1.0 percent of the approved mix design at Ndes gyrations. 403.5.6 Tensile Strength Ratio. The TSR shall be greater than or equal to 80 percent as determined from loose mixture taken from the asphalt plant and tested in accordance with AASHTO T 283. 403.5.7 Aggregate Properties. Aggregate properties from Sec 403.2 on the combined aggregate during production shall be no less than 2 percent below the minimum for FAA, no less than 5 percent below the minimum for CAA, no less than 5 percent below the minimum for clay content and no more than 2 percent above the maximum for thin, elongated particles. Samples are to be taken from the combined cold feed whether from a drum-mix plant or a batch plant. Samples are to be taken in accordance with AASHTO R 90. Testing of aggregate consensus properties for BMD SP095 and SP125 mixtures are waived. 403.5.8 Fibers. The fiber proportioning and delivery system for SMA mixtures shall have an accuracy of 10 percent by weight of the material actually being measured in any given period of time. 403.5.9 Moisture Content. The asphaltic concrete mixture, when sampled and tested in accordance with AASHTO T 329, shall not contain more than 0.5 percent moisture by weight of the mixture. 403.5.10 Contamination. The asphaltic concrete mixture shall not be contaminated with deleterious agents such as unburned fuel, objectionable fuel residue or any other material not inherent to the job mix formula. 403.5.11 BMD SP095 and SP125 Mixture Testing. BMD SP095 and SP125 mixtures performance testing shall have favorable QC/QA comparisons and meet the minimum criteria described herein. 403.5.11.1 Cracking Tolerance Index (CT Index). Minimum CTIndex shall be 50 for BMD SP095 and SP125 mixtures. 403.5.11.2 Mixture Stability. Minimum Rutting Tolerance Index (RTIndex) or maximum rutting measured by the Hamburg Wheel Track (HWT) test shall be in accordance with the following: Contract Binder Gradea Minimum RTIndexb Maximum Average Rut Depth by HWT (mm)c 58-28H / 64-22 50 12.5 mm @ 7,500 Passes 64-22H / 70-22 65 12.5 mm @ 15,000 Passes 64-22V / 76-22 80 12.5 mm @ 20,000 Passes a Determined by the contract binder grade specified in the contract. b HWT testing may replace RTIndex testing for contract compliance. A minimum RTIndex may be established during production for correlation with HWT results; however, this is permitted only when the measured HWT rut depth during production is 10 mm or less. If the HWT rut depth is 10 mm or less, the lower RT Index value shall govern. Mixtures failing to meet the minimum RTIndex or the correlated minimum RTIndex shall be tested using the HWT. c Raw data for the HWT shall be provided for 20,000 passes for all mixtures regardless of binder contract grade. Maximum HWT rut depth of 12.5 mm of rutting shall be determined at the required number of passes for the contract asphalt binder grade. 403.5.11.3 Moisture Susceptibility of BMD SP095 and SP125 Mixtures. Moisture susceptibility shall be measured by TSR or by HWT tests. T he TSR shall be greater than or equal to 80 percent as determined from loose mixture taken from the plant and tested in accordance with AASHTO T 283. Alternatively, the moisture susceptibility shall pass one of the following criteria in the following table from the HWT test for maximum average rutting, slope ratio (SR), or stripping inflection point (SIP) in accordance with MoDOT TM-100. Hamburg Wheel Track (HWT) Moisture Susceptibility (Stripping) Criteria Parameter Stripping Criteria Outcome Total Rut Depth Less Than or Equal to 4 mm Passes Stripping Test Slope Ratio (SR) Less Than 2.0 Passes Stripping Test Stripping Inflection Point

403.5.11.3.1 Moisture Susceptibility for the Acceptance of other Hard Durable Aggregates in Porphyry Mixtures. HWT shall be used during production to evaluate moisture susceptibility for acceptance when other hard durable aggregates are use d in lieu of either crushed porphyry or steel slag.

403.6Field Laboratory. The contractor shall provide a Type 3 field laboratory in accordance with Sec 601 . The contractor shall

furnish the bituminous mixture equipment to perform all required test methods for QC and QA work. The gyratory compactor shall be evaluated in accordance with AASHTO PP 35. An approved list will be maintained by Construction and Materials. All other equipment shall be capable of performing tests in accordance with the approved test methods.

403.7Bituminous Mixing Plants. Bituminous mixing plants and preparation of material and mixtures shall be in accordance with

Sec 404.

403.8Hauling Equipment. Trucks used for hauling bituminous mixtures shall be in accordance with Sec 404.

403.9Pavers. Bituminous pavers shall be self-contained units, provided with an activated screed or strike-off assembly, heated if

necessary, and capable of spreading and finishing asphaltic concrete in lane widths applicable to the specified typical sections and thicknesses shown on the plans.

403.10Construction Requirements

.1 Weather Limitations. No mixture shall be placed on any wet or frozen surface. No mixture shall be placed when either

the air temperature or the temperature of the surface on which the mixture is to be placed is below 40 F. Temperatures shall be obtained in accordance with MoDOT Test Method TM 20.

.2 Substitutions. With approval from the engineer, the contractor may substitute a smaller nominal maximum size mixture

for a larger sized mixture. Specifications governing the substitute mixture shall apply. Except for a single surface layer, t he total pavement thickness shall be maintained when the substitute mixture layer is reduced as allowed in Sec 403.13 by increasing the thickness of other layers or courses. The contract unit price for the original mixture shall be used.

403.11Field Adjustments of Job Mix Formulas. When test results indicate the mixture produced does not meet the specification

requirements, the contractor may field adjust the job mix formula as noted herein. Field adjustments may consist of changing the percent binder as listed on the original appro ved job mix by no more than 0.3 percent. Additional fractions of material or new material will not be permitted as field adjustments. The engineer shall be notified immediately when any change is made in th e cold feed settings, the hot bin settings or the binder content. A new G sb shall be calculated using the new aggregate percentages. The gradation of the adjusted mixture shall meet the requirements of the mixture type specified in the contract. When the binder content is adjusted more than 0.3 percent, the mixture will be considered out of specification, and a new mix design shall be established.

.1 Field Mix Redesign. When a new mix design will be required, the contractor will be permitted to establish the new mix

design in the field. The mixture shall be designed in accordance with AASHTO R 35 or AASHTO R 46 and shall meet the mix design requirements, balanced mix design requirements (if required), including TSR or HWT moisture susceptibility requirements. A representative sample of the mixture shall be submitted with the new mix design to the Central Laboratory for mixture verification. The amount of mixture submitted for verification shall weigh at least 50 pounds.

.1.1 Approval. New mix designs established in the field shall be submitted for approval to Construction and Materials. Upon

approval, Construction and Materials will assign a new mix number to the mixture.

.1.2 Resume Production. No mixture shall be placed on the project until the new field mix design is approved

403.12Application of Prime or Tack. The prime coat, if specified, shall be applied in accordance with Sec 408. A tack coat is

required on all existing pavement and shoulder surfaces that will be overlaid with a bituminous mixture. A tack coat is also required between all lifts of bituminous pavements placed within the driving and turn lanes, unless otherwise speci fied in the contract. All construction requirements of a tacked surface shall be in accordance with Sec 407 , and specified herein. The tack coat shall be applied uniformly and shall completely cover the surface upon which the bituminous mixture is to be placed. Placement of a bituminous mixture shall not be placed upon a tacked surface that is not uniformly covered or surfaces that have experienced excessive loss of tack due to tracking. Re -application of tack due to excess tracking or non -uniform coverage shall be at the contractor’s expense.

403.13Spreading and Finishing. The base course, primed or tacked surface, or preceding course or layer shall be cleaned of all

dirt, packed soil or any other foreign material prior to spreading the asphaltic mixture. If lumps are present or a crust of mixture has formed, the entire loa d will be rejected. The thickness and width of each course shall conform to the typical section in the contract. The contractor may elect to construct each course in multiple layers. The minimum compacted thickness as a weari ng surface shall be 1 inch for SP048, 1.5 inches for SP095, 2 inches for SP125, 3 inches for SP190, and 4 inches for SP250. For leveling courses, the minimum compacted thickness can be reduced by 0.25-inches.

.1 Uneven Lanes. For roadways constructed under traffic, uneven pavement lanes shall not be left in place for more than

seven days, unless approved by the engineer.

.2 Segregation. No segregation will be permitted in handling the mixture at the plant, from the truck or during spreading

operations on the roadbed. All layers shall be feathered out, by hand raking if necessary, in transitioning the depth of the surface to meet present grades at bridges or ends of projects, to provide a uniform, smooth riding surface free of irregularities. Where only the top layer of the surfacing continues across a bridge, the bottom layers shall be feathered out. In situations whe re there is a dispute in the existence of segregation, the area in question will be tested in accordance with MoDOT Test Method TM 75. Mixture production shall immediately cease if either criteria of MoDOT Test Method TM 75 fail. Segregated mixture shall be removed and replaced to the limits determined by the engineer.

.2.1 Paver Mounted Thermal Profiling (PMTP). PMTP data shall be required behind the asphalt paver on the roadway

for BMD SP095 and SP125 mixtures in accordance with Sec 406. For all other asphalt mixtures, a material transfer vehicle (MTV) shall be required.

.3 Release to Traffic. If the asphaltic concrete construction consists of more than a single layer, each layer shall be

compacted as specified and allowed to cool to the ambient temperature before the next layer is placed. The contractor shall k eep traffic off the asphaltic concrete until the surface of the asphaltic concrete is 140 F or below and the asphaltic concrete has cooled sufficiently to prevent flushing of the asphalt binder to the surface, marking or distorting the surface or breaking down the edges.

.4 Draindown. Evidence of asphalt binder separation or draindown at delivery will be cause for rejection

.5 Shoulder Substitution. When a Sec 403 mixture is specified for traffic lanes, the same mixture may be used for the

adjacent shoulder, subject to the density requirements in Sec 403.5.2.

403.14Spot Wedging and Leveling Course . The engineer will specify the locations and thickness of spot wedging and the

thickness of leveling course to obtain the smoothest possible riding surface. This procedure may result in spot wedging operations over small areas with feather-edging at high points and ends of wedge areas. Rigid control of the placement thickness of the leveling course shall be required. Leveling course, consisting of a layer of asphaltic concrete of variable thickness used to superele vate curves and eliminate irregularities in the existing base, shall be spread uniformly to the specified profile grade and cross section. The mixture shall be uniformly spread and compacted, with only minor segregation as accepted by the engineer. Type SP125 or finer mixtures, as applicable, shall be used for the spot wedging and for the leveling course.

403.15Compaction. After the asphaltic mixture has been spread, struck off and surface irregularities adjusted, the asphaltic

mixture shall be compacted thoroughly and uniformly by rolling to obtain the required compaction while the mixture is in a workable condition. Excessive rolling, to the extent of aggregate degradation, will not be permitted. Rollers shall not be used in the vibratory mode when the mixture temperature is below 225 F. When warm mix technology is used, as approved by the engineer, rollers shall not be used in the vibratory mode when the mixture temperature is below 200 F.

.1 Rolling. Any displacement occurring as a result of starting, stopping or changing direction of a roller, or from other

causes, shall be avoided. Excess liquid, to prevent adhesion of the mixture to the rollers, will not be permitted. Diesel fuel, fuel oil or other detrimental products shall not be used as wetting agents. Along forms, curbs, headers, walls and other places not accessible to the roller, the mixture shall be thoroughly compacted with hot hand tampers, smoothing irons or with mechanical tampers.

.2 Defective Mixture. Any mixture that becomes loose and broken, mixed with dirt or is in any way defective shall be

removed and replaced with fresh, hot mixture, which shall be compacted to conform with the surrounding area. Any area showing an excess or deficiency of asphalt binder shall be removed and replaced.

.3 Other Non-Traffic Areas. All mixtures used for other non-traffic areas such as surfacing medians and similar areas with

subgrade or base density controls per Sec 209 shall meet the specified density requirements for the mixture. For non- traffic areas constructed on an older existing pavement or on a subgrade or base that does not require Sec 209 subgrade preparation, density requirements shall be in accordance with Sec 401.7.8. Temporary bypasses to be maintained at the expense of the contractor shall be thoroughly compacted in accordance with Sec 401.7.8. All compaction shall be completed within the compaction temperature range of the asphalt mixture in accordance with Sec 403.15.

.4 Density Measurement. Measurements for determining the in-place density of the mixture shall be taken no later than the

day following placement. Measurements not obtained within the prescribed time limits shall be subject to the requirements of Sec

403.22. If a core is taken, material from underlying layers that remain adhered to the core shall be removed in a manner that does

not harm the integrity of the specimen. If the contractor elects to place a lift of mixture greater than six times the nominal maximum aggregate size, cores shall be cut in half and the density of each half determined separately.

Joints. Transverse joints shall be formed by any method that will produce a dense, vertical section for use when laying is

resumed. When a transverse vertical edge is to be left and opened to traffic, a temporary depth transition shall be built as approved by the engineer. The joint formed when the fresh mixture is placed shall be dense, well sealed, and the grade, line and surface texture of the succeeding surface shall conform to that of the joined surface. If directed by the engineer, the transverse joint shall be painted with a light coating of liquid asphalt. Hand manipulation of the mixture shall be minimized to avoid unsightly sur face texture.

.1 Joint Composition. Longitudinal joints shall be formed by the use of an edging plate fixed on both sides of the finishing

machine. Care shall be taken to obtain a well bonded and sealed longitudinal joint by placing the hot mixture in a manner ensuring maximum compaction at this point. If directed by the engineer for properly sealing the longitudinal joint, a light coating of bituminous material shall be applied to the exposed edge before the joint is made. The minimum density of all traveled way pavement within 6 inches of a longitudinal joint, including the pavement on the traveled way side of the shoulder joint, shall not be less than 2.0 percent below the specified mat density when unconfined. The density of the longitudinal joint when confined will be included in the evaluation of the remainder of the mat. Each side of the joint shall be flush and along true lines.

.2 Joint Offset. The longitudinal joint in any layer shall offset that in the layer immediately below by a minimum of 6

inches; except, the joints in the completed surfacing shall be at the lane lines of the traveled way or other required placement width outside the travel lane. The placement width shall be adjusted such that pavement marking shall not fall on a longitudinal joint.

403.17Quality Control

.1 Quality Control Operations. The contractor shall maintain equipment and qualified personnel to perform all QC field

inspection, sampling and testing as required by this specification. All contractor personnel included in the QC operation sha ll be qualified by the MoDOT TechnicianCe rtification Program. Under no circumstances will unqualified personnel be allowed to perform QC sampling or testing. Personnel will be disqualified if acceptable methods and procedures are not followed.

.1.1 Asphalt Test Results. The contractor shall record all test results and furnish a copy, including all raw data, to the

engineer no later than the beginning of the day following the test. The contractor shall maintain all test results in an orga nized format and shall be availabl e to the QA inspector at all times. Scale readings and other measurements not directly recorded by electronic media shall be recorded in an organized format. Printouts from gyratory compactors and asphalt content devices shall be retained as part of the testing records.

.2 Bituminous Quality Control Plan. Prior to approval of the trial mix design by the engineer, the contractor shall submit

a QC Plan to Construction and Materials for approval. The QC Plan shall include:

representative. Contact information should be recorded for these individuals.

determination.

.2.1 Third Party. The third party shall be independent of the contractor, MoDOT consultants and all project subcontractors

or suppliers on each specific project. All testing of material for dispute resolution shall be performed by an approved labor atory. Approved laboratories shall be AASHTO Accreditation Program certified in the areas of the material being tested.

.2.2 Plant Calibration. Plant calibration shall be performed by the contractor in accordance with Sec 404, and records shall

be made available to the engineer.

.2.3 Retained Samples. All samples taken by the contractor, including but not limited to tested aggregate, volumetric, BMD

loose mix and density samples, shall be retained for the engineer for a minimum of seven days after the contractor’s tests ar e complete and accepted unless otherwise instructed. These samples shall be maintained in clean covered containers, without contamination, readily accessible to the engineer. The retained sample's identification shall consist of, but is not limited to:

.2.3.1 Gradation and Deleterious Content Samples. For each gradation and deleterious sample taken, the contractor shall

retain for the engineer, the portion of the sample not tested after reducing the original sample to testing size.

.2.3.2 Loose Mix Sample. All loose mix samples for determination of volumetrics, asphalt binder content and TSR shall be

taken either from the roadway or at the asphalt plant. Samples for BMD testing shall be taken from the asphalt plant. Sampling will be performed randomly as designated by the engineer. A companion loose mix sample shall be taken, identified and retained for the engineer.

.3 Quality Control Laboratory. All QC mixture testing shall be performed in an approved laboratory

.3.1 Calibration Schedule. The contractor shall calibrate or verify all significant test equipment associated with tests

covered in this specification. Intervals as set by the contractor shall not exceed the following limits: Equipment - Test Method (AASHTO) Requirement Interval (Month) Gyratory Compactor - T 312 Calibrate – 1.16 ± .02° internal angle 12a Gyratory Compactor - T 312 Verify 1c Gyratory Molds - T 312 Check Critical Dimensions 12 Thermometers - T 209, T 166, T 312 Calibrate 12 Hamburg Wheel Track – R 18 Calibrate 12 Performance Testing Load Frames - R18 Calibrate 12 Water Baths Verify Temperature 12 Vacuum System - T 209 Check Pressure 12 Pycnometer (Flask) - T 209 Calibrate Daily Binder Ignition Oven - T 308 Verify 12b Nuclear Content Gauge – T 287 or MoDOT TM 54 Drift & Stability – Manuf. Recommendation Mechanical Shakers - T 27 Check Sieving Thoroughness 12 Sieves Check Physical Condition 6 Weighted Foot Assembly - T 176 Check Weight 12 Mechanical Shaker - T 176 Check Rate & Length of Throw 12 Liquid Limit Device - T 89 Check Wear & Critical Dimensions 12 Grooving Tool - T 89 Check Critical Dimensions 12 Ovens Verify Temp. Settings 12 Balances Verify 12b Timers Check Accuracy 12 a Calibrate and/or verify after each move. b Verify after each move. c Includes ram pressure, LVDT, frequency of gyration, and external angle.

.3.1.1 Inventory. An inventory of all major sampling, testing, calibration and verification equipment, including the serial

number or other identifying number shall be maintained.

.3.1.2 Calibration Records. Calibration and verification records shall include but are not limited to:

of items such as standard masses, proving rings, standard thermometers, balances, etc.).

.3.2 Record Retention. Test records shall be maintained to permit verification of any test report. Records pertaining to

testing, equipment calibration and verification, test reports, internal quality systems review, proficiency sample testing, t est technician training and evaluation and personnel shall be retained in a secure location for a minimum of three years.

.3.3 Test Method Availability. A current copy of all test methods and procedures shall be maintained in the QC laboratory

at all times for reference by the technicians. Examples of report formats and procedures may be found in AASHTO R 18.

403.18Quality Assurance. All QA field inspection, sampling and testing will be performed by a qualified MoDOT technician

The QA inspector shall have free access to any and all testing equipment used by the mixture producer and any workbooks, records or control charts maintained by the mixture producer for the QC process. The QA inspector shall also have sufficient access to the plant grounds to assure compliance with the approved QC Plan.

.1 Assurance Testing. The engineer will independently sample and test the mixture from the location designated by the QC

plan (asphalt plant or from the roadway) at the frequency listed in Sec 403.19.3. The independent sample will be of sufficient size to retain half for possible disputes. Further testing of this sample will be under the direction of the engineer. The retaine d portion of the QC samples for mixture properties, gradation, and deleterious content will be tested at a frequency no less than once per week. The engineer's test results, including all raw data, will be made available to the contractor when completed and no later than the next working day. For BMD SP095 and SP125 mixtures sampled at the plant, the contractor shall assist the engineer in sampling and fabricating BMD test specimens at the frequency listed in the applicable portions of Sec 403.19.3. QA shall conduct independent BMD testing at the provided random tonnage.

.2 Core Chain of Custody. QA density cores shall be sealed in approved tamper -evident containers immediately after

extraction in the presence of the engineer.

.3 Aggregate Comparison. Comparison for aggregate will be considered favorable when the contractor’s QC results and

the engineer’s QA test results of a retained sample compare within the following limits. For BMD SP095 and SP125 mixtures, field testing requirements of aggregate consensus properties will be waived and conducted only as necessary to determine mix issues.

.3.1 Gradation. Gradations shall apply to all asphalt mixtures

Sieve Size Percentage Points 3/4 inch and larger 5.0 1/2 inch 5.0 3/8 inch 4.0 No. 4 4.0 No. 8 3.0 No. 10 3.0 No. 16 3.0 No. 20 3.0 No. 30 3.0 No. 40 2.0 No. 50 2.0 No. 100 2.0 No. 200 1.0

.3.2 Coarse Aggregate Angularity. Angular particles shall be within 5 percentage points

.3.3 Fine Aggregate Angularity. Void content shall be within 2 percentage points

.3.4 Sand Equivalent. Sand equivalency shall be within 8 percentage points

.3.5 Thin, Elongated Particles. Flat, elongated particle content shall be within one percentage point

.3.6 Deleterious. The total and individual deleterious content shall not exceed the specification limits

.4 Federal Highway Administration Requirements. Performance and acceptance of QC/QA testing under these

specifications shall not eliminate any FHWA requirements for acceptance of the material.

403.19Acceptance of Material. Acceptance of bituminous mixture will be based on lots. Material will be sampled from either the

asphalt plant or the roadway behind the paver in lots or sublots on a random basis through the use of a random number system and evaluated using a Quality Level Analysis (QLA). A QLA will determine payment based on a combination of the total PWL (PWL t) determined for each pay factor item for each lot of material produced.

.1 Random Numbers. The engineer will generate random numbers

.2 Lots. A lot shall consist of no more than 6,000 tons. The maximum sublot size shall be 1,000 tons and each lot shall

contain no less than four (4) sublots. Sublots from incomplete lots shall be combined with the previous complete lot for determination of pay factors. When no previous lot exists, the mixture shall be treated in accordance with Sec 403.23.9.4.1. A new lot shall begin when the asphalt content of a mixture is adjusted in accordance with Sec 403.11, if there is an asphalt binder grade change, or an additive source change.

.3 Test and Pay Factor Items. As a minimum, the contractor and engineer shall test in accordance with the following tables

Table 1 testing requirements shall apply to BMD SP095 and SP125 mixtures. Table 2 testing requirements shall apply to all non- BMD asphalt mixtures. The number of random tests per sublot may be increased per the contractor’s QC plan. The QC plan shall state the test and testing frequency. All random tests shall be used in the pay factor determination. Where multiple test methods are allowed, the contractor shall designate the test method to be used in the QC Plan. Final payment will be based on the indicated pay factor items. Table 1 - Balance Mix Design for SP095 and SP125 Mixtures Tested Property PWL Pay Factors Test Method Contractor Frequency Engineer Frequency Mat Density (% of theoretical maximum density) a Yes MoDOT Test Method TM 41 or AASHTO T 166d 1 Sample / Sublot; as needed for joints and shoulders 1 Sample / Lot Asphalt content Yes AASHTO T 164, or MoDOT Test Method TM-54, or AASHTO T 287, or AASHTO T 308 1 / Sublot 1 / Lot Va, Ndes b Yes AASHTO T 312 and R 35 1 / Sublot 1 / Lot VMA, Ndes b No AASHTO T 312 and R 35 1 / Sublot 1 / Lot CTIndexc No ASTM D 8225 @ 25 ± 0.5º C 1 / 6,000 tons 1 / 12,000 tons Unconfined Longitudinal Joint Densitya No MoDOT Test Method TM 41 or AASHTO T 166d 1 Sample / Sublot 1 Sample / Lot RTIndex or HWT No ASTM D 8360 / AASHTO T 324; @ 50 ± 1º C 1 / 6,000 tons 1 / 12,000 tons Moisture Susceptibility: TSR or HWTe No AASHTO T 283 / MoDOT Test Method TM-100 1 / 12,000 tons 1 / 48,000 tons Cold feed or hot bin gradation No AASHTO T 27 1 / 2 Sublots 1 / Lot Mixture Temperature No --- 1 / Sublot 1 / Day Temperature of Base and Air No --- As Needed As Needed a Core samples shall consist of one core. Up to two additional cores may be obtained at the same offset within six feet of the randomly selected location. If more than one core is obtained, all cores shall be used and combined into one sample. b Based on the average of a minimum of two compacted specimens. c Payment will be based upon the table in Sec 403.23.7. d AASTHO T 331 shall be required when absorptions of the specimens are greater than 2.0 percent and may be substituted for AASHTO T 166. e HWT shall be used to evaluate moisture susceptibility for acceptance when other hard durable aggregates are used in lieu of either crushed porphyry or steel slag. Table 2 – Non-BMD Asphalt Mixtures Tested Property Pay Factor Test Method Contractor Frequency Engineer Frequency Mixture temperature No ---- 1/Sublot 1/day Temperature of base and air No ---- As needed As needed Mat Density (% of theoretical maximum density) by contractor Yes MoDOT Test Method TM-41 or AASHTO T 166e 1 Sampleb/Sublot As needed for joints & shoulders. 1 Sample/Lot Unconfined Joint Density No MoDOT Test Method TM-41 or AASHTO T 166e 1 Sampleb/Sublot 1 Sample/Lot a Based on the average of a minimum of two compacted specimens. b Core samples shall consist of one core. Up to two additional cores may be obtained at the same offset within six feet of the randomly selected location. If more than one core is obtained, all cores shall be combined into one sample. c Payment will be based on the table in Sec 403.23.5. d Other methods may be approved by establishing correction factors for RAP from the same source. e AASTHO T 331 shall be required when absorption of the specimens are greater than 2.0 percent and may be substituted for AASTHO T 166. f In addition to TSR testing, HWT shall be used to evaluate moisture susceptibility for acceptance when other hard durable aggregates are used in lieu of either crushed porphyry or steel slag.

.3.1 Test Method Modification

.3.1.1 Binder Ignition Modification. Asphalt content determination in accordance with AASHTO T 308, Section 6.9.1

shall be modified by adding the following: If the calibration factor exceeds 1.0 percent, lower the test temperature to 800 ± 8 F and repeat test. Use the calibration factor obtained at 800 F even if it exceeds 1.0 percent. If RAP is used, the binder ignition oven shall be calibrated in accordance with MoDOT Test Method TM 77. At the engineer’s discretion, testing may be waived when production does not exceed 200 tons per day. The contractor shall certify the proper proportions of a previously proven mixture were used.

.3.1.2 Rice Test. When the water absorption of any aggregate fraction is greater than 2.0 percent, the test method for

determining theoretical maximum specific gravity, AASHTO T 209, shall be modified as follows: After completing the procedure in accordance with Section 9.5.1 or 9.5.2, drain water from the sample. To prevent loss of fine particles, decant the water through a paper towel held over the top of the container. Spread the sample before an electric fan to remove surface moisture. Weigh at 15- minute intervals, and when the loss in mass is less than 0.05 percent for this interval, the sample may be considered to be s urface dry. This procedure requires about 2 hours and shall be accompanied by intermittent stirring of the sample. Break conglomerations of mixture by hand. Take care to prevent loss of particles of mixture. Calculate the specific gravity of the sample by substi tuting the final surface-dry mass for A in denominator of Equations 2 or 3. Cold feed or hot bin gradation and deleterious content No AASHTO T 27 and AASHTO T 11 1/2 Sublots 1/Lot Ground shingles No AASHTO T 27 1/12,000 tons with a minimum of 1/project 1/project FAA, CAA, Clay Content and Thin, Elongated Particles from material sampled from the cold feed or hot bin No AASHTO T 304, ASTM D 5821, AASHTO T 176 and ASTM D 4791 1/12,000 tons with a minimum of 1/project/mix type 1/project Asphalt content Yes AASHTO T 164, or MoDOT Test Method TM-54, or AASHTO T 287, or AASHTO T 308 1/Sublot 1/Lot Asphalt content of RAP No AASHTO T 164d 1/4 Sublots 1/project VMA @ Ndes gyrations Yesa AASHTO T 312 and R 35e 1/Sublot 1/Lot Va @ Ndes gyrations Yesa AASHTO T 312 and R 35e 1/Sublot 1/ Lot VFA @ Ndes gyrations Noa AASHTO T 312 and R 35e 1/Sublot 1/ Lot Theo. max SG of the mixture No AASHTO T 209 1/Sublot 1/ Lot TSR of the in place mixturef Noc AASHTO T 283 1/12,000 Tons or fraction thereof 1/48,000 Tons or 1/project combination

.3.1.3 Mixture Bulk Specific Gravity. Determining bulk specific gravity using paraffin-coated specimens, AASHTO T

275, shall not be used when required by AASHTO T 166. Alternate methods are AASHTO T 331 and ASTM D1188. The surface of specimens prepared for testing by these methods may have the surface texture removed by sawing a minimal amount. Specimens shall be securely held in a jig or other clamping device to eliminate distortion and retain a face parallel to the originals urface. Measurements for lift thickness shall be made prior to sawing.

.3.1.4 BMD SP095 and SP125 Mix Sampling and Specimen Fabrication. BMD loose mix shall be sampled at the plant

by the contractor during production in accordance with AASHTO R 97 and split to the appropriate size in accordance with AASHTO R 47. After QC has been notified of the random sample, the first truck shall be sampled as directed by the engineer. If the random number for multiple tests overlap, the contractor shall complete the first testing requirements and then immediately proceed with the second testing requirements. The contractor shall wait 30 minutes after sampling loose mix before fabricating specimens for CT Index, RTIndex and HWT (including HWT moisture susceptibility) testing. Loose mix temperatures shall not drop below the molding temperature. The 30 minutes shall start when all the material for the loose mix sample has been obtained and the time this occurs shall be recorded. All specim ens shall be fabricated as soon as possible after the 30 -minute delay. QC and QA samples shall be sampled and fabricated at separate random times. The following table details the minimum number of specimens required for QC or QA testing: Test Method Minimum Number of Specimense Cracking Tolerance Index (CTIndex) 5 Compacted Specimens Rutting Tolerance Index (RTIndex) a,b 3 Compacted Specimens Retained Loose Mix c 125 lbs % Asphalt Content 1 Sample Theo. Max SG of mixture, Gmm 1 Sample % Air Voids 2 Compacted Specimens Retained Loose Mixc 30 lbs Tensile Strength Ratio (TSR)d 250 lbs a Retained loose mix for Hamburg verification of mixture not meeting minimum RTindex thresholds. b HWT may be used in lieu of the RTIndex tests or a RTIndex correlation. Four (4) compacted 62 ±1mm specimens shall be fabricated. c Retain loose mix material for dispute resolution. The loose mix shall be stored in a climate-controlled environment. d HWT may be used in lieu of TSR tests in accordance with MoDOT TM-100. e Compacted test specimens shall be allowed to cool to 77 ± 5 F prior to determining the air void content. After sample fabrication, the samples shall be stored in a climate-controlled environment and tested within 7 days.

.3.1.5 Performance Test Reporting. CTIndex testing shall be performed on five compacted specimens. All five results shall

be reported. The average CTIndex shall be calculated after discarding the highest and lowest CTIndex values. The average CTIndex shall be used to determine acceptance. RT Index testing shall be performed on three compacted specimens and the average result used to determine acceptance. HWT testing shall be performed on four compacted specimens and the average result used to determine acceptance. Compacted specimens for CT Index, RTIndex and HWT testing shall be selected at random. After sample fabrication, the samples shall be stored in a climate-controlled environment and tested within 7 days from when the specimens were compacted. Compaction temperature, times in and out of the oven, gyratory specimen weights and times, and sample identification shall be recorded.

.3.2 Miscellaneous Applications

.3.2.1 Small Quantities. Small quantities are less than 6000 tons for each separate mixture. This applies to individual

projects, individual projects in combination contracts or projects with short discontinuous sections The contractor has the option to use all testing frequencies in accordance with Sec 403.19.3 or the following shall apply:

in an approved laboratory.

Index, RTIndex, HWT and TSR) are not required for BMD SP095 and SP125 mixtures.

exceed 1000 tons and at a frequency of no less than two per day if production exceeds 1000 tons. Independent or retained sample QA tests shall be performed at least once per project, as indicated.

.3.2.2 Base Widening and Entrances. For base widening mixture and entrance work, the following will apply:

in accordance with Sec 403.15.3.

.4 Dispute Resolution. When there are significant discrepancies between the engineer's and the contractor's test results,

dispute resolution procedures will be used.

.4.1 Cease Work. The contractor's operations may be required to cease until the dispute is resolved if the test results indicate

the mixture is subject to failure.

.4.2 Third Party Resolution. The first step in dispute resolution will be to identify differences in procedures and correcting

inappropriate procedures before moving to third party resolution. If that does not resolve the dispute, either the contractor or the engineer may request the approved QC Plan third party involvement. The recommendations of the approved third party shall be binding on both the engineer and contractor.

.4.2.1 Dispute Resolution for BMD SP095 and SP125 Test Results. If QA and QC results for CT

Index or RTIndex do not compare favorably according to Sec 403.23.9.1.2, the first step will be to identify differences in procedures, including specimen aging. If that does not resolve the dispute, the QA CT Index result shall be averaged with the QC CTIndex result to determine pay. If RTIndex results are in dispute, QC shall fabricate specimens for Hamburg testing in the presence of the engineer using the retained loose mix material. Compacted specimens shall be submitted to a third-party laboratory for HWT testing. Third-party HWT results shall be used to determine acceptance.

.4.3 Third Party Payment. The contractor shall be responsible for the cost associated with the third party testing and

resolution if the final result indicates the engineer's test results were correct. Likewise the Commission will be responsible for the cost associated with the third party testing and resolution when the final result indicates the contractor's results were correct.

.4.4 Other Adjustments. The contractor shall not be entitled to any additional payment for costs incurred due to use of the

dispute resolution procedures such as, but not limited to, those for delay, cessation of operations, costs to subcontractors, etc. The engineer may give consideration to adjustment of working days if warranted.

403.20Surface Smoothness. The finish of the pavement surface shall be substantially free from waves or irregularities and shall

be true to the established crown and grade. The pavement surface shall be thoroughly tested for smoothness by profiling or straightedging in accordance with Sec 610.

403.21General Requirements

.1 Sequence of Operations. To reduce inconvenience to the traveling public during widening or surfacing, the contractor

will not be permitted to place any final surface course until the base widening, the leveling course and the binder course have been completed throughout the entire combination of sections, unless otherwise authorized by the engineer. The proper condition of the base widening, the leveling course and the binder course, at the time of placing the surface course, shall be the contracto r's responsibility.

.2 Pavement Marking. If the contractor's work has obliterated the existing pavement marking on resurfacing projects open

to through traffic, the pavement marking shall be replaced in accordance with Sec 620.

.3 Surfaced Approaches. At locations designated in the contract or as specified by the engineer, approaches shall be primed

in accordance with Sec 408 and surfaced with Type SP125 asphaltic concrete. The asphaltic concrete surface shall be placed in accordance with the details shown on the plans or as specified by the engineer. Approaches shall not be surfaced until after the surface course adjacent to the entrance is completed. Any work required to condition and prepare the subgrade on the approaches will be at the contractor’s expense.

.4 Filling Drain Basins. If shown on the plans, existing drain basins shall be filled to the top of the lip with plant mix

bituminous base course or asphaltic concrete from the pavement edge to the edge of the shoulder. Any difficulty or delay crea ted by this requirement will be at the contractor’s expense.

.5 Pavement Repairs (Blow-Ups). A blow-up will be considered that area where excessive expansion has resulted in distress

to the existing pavement. Blow -ups occurring prior to the application of the tack coat on the existing surface will normally be repaired by the Commission. Blow -ups occurring after the application of the tack coat shall be repaired by the contractor by removing the distressed concrete and replacing the pavement in accordance with Sec 613.

Method of Measurement

.1 Weight Determination. The weight of the mixture will be determined from the batch weights if a batch -type plant is

used, and will be determined by weighing each truck load on scales in accordance with Sec 310 if other types of plants are used. Measurement will be made to the nearest 0.1 ton for the total tonnage of material accepted.

.2 Full Depth

.2.1 The final driving surface area, for the full depth of the pavement, will be used as the area for all underlying bituminous

lifts and will not include the additional quantity needed to construct the 1:1 slope.

.2.2 Final measurement of the completed pavement will not be made except for authorized changes during construction, or

where appreciable errors are found in the contract quantity. Where required, measurement of the pavement complete in place wi ll be made to t he nearest 0.1 square yard. The revision or correction will be computed and added to or deducted from the contract quantity.

.3 Alternate Overlay

.3.1 Field Established Quantity. When bid as an alternate to a Portland cement concrete overlay, the contractor shall

establish the existing roadway profile and set the final overlay profile. The engineer may adjust the final profile as needed. The tons of hot mix asphalt required will be determined by the engineer from the set or adjusted profile. This quantity will be the field established plan quantity.

.3.2 Overlay Measurement. Final measurement of the completed pavement will be based on the field established plan

quantity except for authorized changes during construction. The revision or correction will be computed and added to or deducted from the contract quantity. Measurement of the pavement complete in place will be made to the nearest 0.1 ton.

.4 Pavement Testing. The finished courses shall have the nominal thickness shown on the plans. Tests will be conducted to

ensure that each course is being constructed to proper thickness, composition and density. The contractor shall cut samples f rom any layer of the compacted mixture at locations designated by the engineer. QA samples shall be cut and delivered to the engineer no later than the end of the next day following the laydown operation. If the samples are not cut and delivered as stated, the asphaltic laydown operation may be suspended and a deduction of 5 percent per day of the contract unit price of the representative material may be applied, until samples are cut and delivered to the engineer. Samples may be obtained by either sawing or drilling 4- inch minimum diameter cores. Each sawed sample shall consist of a single piece of the pavement of the size designated by the engineer, but no larger than 12 inches square.

.4.1 Pavement Thickness. Lift thickness may be determined by the average thickness of cores taken for density

measurements for each lot. Total thickness samples for new full depth asphalt pavements shall be obtained after all bituminous construction is completed on the project and shall be taken at locations specified by the engineer. For the purpose of determining the constructed thickness of full depth pavement, cores shall be taken at random intervals in each traffic lane at the rate of one core per 1000 feet or increment thereof, or at any other locations as may be determined by the engineer and measured in accordance with AASHTO T 148. Sections of any asphaltic concrete determined to be 0.5 inches or more, less than the thickness shown on the plans, shall be corrected by the contractor. No payment will be made for any costs incurred by the contractor in correcting pavement deficient in thickness. Each core is representative of the pavement thickness for a distance extending one -half the distance to the next core, measured along centerline, or in the case of a beginning or ending core, the distance will extend to the end of the pavement.

.4.2 Surface Restoration. The surface from which samples have been taken, including those for density measurements,

shall be restored by the contractor with the mixture then being produced no later than the next day of plant operation, if construction is still active. If bituminous construction has been completed, the surface from which samples have been taken shall be restored within 48 hours with an approved commercial mixture or with cold patch mixtures acceptable to the engineer.

403.23Basis of Payment

.1 Aggregate Variation. Due to possible variations in the specific gravity of the aggregates, the tonnage of mixture used

may vary from the proposal quantities. No adjustment in contract unit price will be made because of such variation.

.2 Compacted Samples. Payment for obtaining and delivering samples of compacted mixture from the pavement and

replacing the surface for QA testing, or any additional tests as directed by the engineer, will be made per sample at the fixed price specified in Sec 109. No direct payment will be made for samples taken for QC testing.

.3 Payment for Pavement Repairs (Blow-ups). Payment for repairing blow-ups will be made in accordance with Sec 104

.4 Smoothness Adjustment. The contract unit price for all mixes, except wedge or level course, will be adjusted in

accordance with Sec 610.5. The contract unit prices for asphaltic concrete pavement will be considered full compensation for all materials entering into the construction of the pavement and for the cost of the smoothness testing and correction.

.5 Tensile Strength Retained Adjustment for non-BMD Mixtures. The contract unit price of each 12,000 tons or fraction

thereof for all mixtures, except BMD SP095 and SP125 mixtures, shall be adjusted based on TSR according to the following: TSR Percent of Contract Price Greater than 85% 103 80-85% 100 70-79% 97 Less than70% Remove

.5.1 Moisture Susceptibility Requirements for BMD SP095 and SP125 Mixtures. No TSR price adjustment shall be

provided for BMD SP095 and SP125 mixtures.

.6 Unconfined Longitudinal Joint Density Adjustment. The minimum density of all traveled way pavement within 6

inches of a longitudinal joint, including the pavement on the traveled way side of the shoulder joint, shall not be less than 90.5 percent of the theoretical maximum specific gravity for all dense graded SuperPave mixtures and shall not be less than 92.0 percent of the theoretical maximum specific gravity for SMA mixtures. The density of the longitudinal joint when confined will be included in the evaluation of the remainder of the mat. Pay adjustments due to longitudinal joint density will apply to the full width of the lane paved. The average of joint cores from each sublot will determine specification compliance. If payment reductions are necessary, the lowest PF Total shall apply. Adjustments due to unconfined longitudinal joint density will be in accordance with the following table and apply to the sublot from which the core(s) are obtained. Unconfined Longitudinal Joint Density Field Density (Percent of Laboratory Max. Theoretical Specific Gravity) Percent of Contract Unit Price SuperPave Mixtures >90.5 PFTotal not changed by longitudinal joint density 89.5–90.4 Maximum PFTotal = 100%; Correction Requireda <89.5 Remove and Replace 50 SMA Mixtures >92.0 PFTotal not changed by longitudinal joint density 90.0–91.9 Maximum PFTotal = 100%; Correction Requireda <90.0 Remove and Replace a Correction requires spraying rapid penetrating emulsion on deficient density areas in accordance with JSP2303. All costs associated with correction shall be at the contractor’s expense with no additional payment.

.6.1 Rapid Penetrating Emulsion. Should use of Rapid Penetrating Emulsion (RPE) be necessary for corrective action of

longitudinal joint density, RPE shall be in accordance with MoDOT JSP2303 Rapid Penetrating Emulsion (available at: https://epg.modot.org/index.php/Job_Special_Provisions), except that no payment will be made for use of RPE.

Index Adjustment for BMD SP095 and SP125 Mixtures. The contract unit price for each 6,000 tons or fraction thereof for BMD mixtures shall be adjusted based on the average CTIndex results for the tonnage according to the following table provided that acceptable stability and moisture susceptibility results are obtained. The lower adjusted contract unit price from the CTIndex and TSR results shall apply. HWT stability and moisture susceptibility results shall be implemented as a pass/fail basis. BMD SP095 and SP125 SuperPave Mixtures Cracking Tolerance Index (CTIndex) Tensile Strength Ratio (TSR) Percent of Contract Pricea 100 or Greater Greater than 85%b,c 103% 50–99 80-85% 100% 40–49 70–79% 97% a The CTIndex adjustment only applies if the RTIndex or HWT results meet the specification. b The HWT moisture susceptibility testing may be used in lieu of TSR in accordance with MoDOT TM -100. Passing HWT results will equate to a TSR greater than 85 percent. c If an approved liquid anti-strip is used, the TSR shall be greater than or equal to 80 percent to receive full incentive.

.7.1 Stability Requirements for BMD SP095 and SP125 Mixtures. BMD asphalt mixtures shall pass the stability

requirements with a passing RTIndex or HWT rut depth criteria in accordance with Sec 403.5.11.2 to receive CTIndex incentives.

.7.2 Moisture Susceptibility Requirements for BMD SP095 and SP125 Mixtures. BMD asphalt mixtures shall either

meet the above TSR requirements or meet the HWT moisture susceptibility requirements in accordance with Sec 403.5.11.3 to receive CT Index incentives.

.8 Paver Mounted Thermal Profiler Adjustments for BMD SP095 and SP125 Mixtures. The contract unit price for all

BMD mixes will be adjusted in accordance with Sec 406 . The contract unit prices for asphaltic concrete pavement will be considered full compensation for all materials entering into the construction of the pavement and for the cost of the PMTP te sting and correction.

.9 Percent Within Limits. PWL will be based on the mean, standard deviation and quality index of each lot's test results

for density, percent asphalt, percent air voids, and VMA (VMA not applicable to BMD mixtures). The upper PWL (PWL

lower PWL (PWL1) is determined from the table in Sec 502.15.8. Total percent within limits, PWLt, is: PWLt = (PWLu + PWL1) - 100. The mean is: xa = (Σxi)/n Where: xa = Average of the individual values being considered Σxi = The summation of all the individual values being considered n = The number of individual values under consideration The Standard Deviation is: s = (Σ(xi - xa)2/(n - 1))1/2 The Upper Quality Index is: Qu = (USL - xa)/s The Lower Quality Index is: Q1 = (xa - LSL)/s Where: Qu = Upper Quality Index Q1 = Lower Quality Index USL = Pay Factor Item Upper Spec Limit 51 LSL = Pay Factor Item Lower Spec Limit

.9.1 Quality Level Analysis. The engineer will make the QLA no more than 24 hours after receipt of the contractor's test

results, by determining the PWLt for each designated pay factor item.

.9.1.1 Acceptance. The contractor's test results will be used when applicable to determine the PWL, provided the contractor's

QC tests and the engineer's QA tests compare favorably, and provided the engineer's inspection and monitoring activities indi cate the contractor is following the approved QC Plan.

.9.1.2 Comparison. Favorable comparison will be obtained when the engineer's QA test results on a production sample are

within two standard deviations, or the comparison tolerance, whichever is greater, from the mean of the contractor's test results for that particular lot. Comparison tolerances shall be as follows: air voids within ±0.5 percent, asphalt content within ±0.2 percent, density within ±1.3 percent, and, if applicable, VMA within ±1.25 percent (VMA not applicable to BMD Mixtures). For BMD SP095 and SP125 mixtures, QA CT Index results shall be within ± 30 of the nearest QC test result. For the CT Index test, if all QC and QA are greater than 80, then results are considered comparable. QA RT Index results shall be within ±15 percent of the nearest QC test result. QC and QA RTIndex results shall be considered to compare favorably if both QC and QA RTIndex results meet specification requirements. QC and QA HWT results shall be considered to compare favorably if both QC and QA HWT results meet specification requirements. Further comparisons may be made by using F & t testing at a significance level of 1 perce nt as directed by the engineer.

.9.1.3 Outliers. No test result shall be discarded, except individual test results on a lot basis may be checked for an outlier

in accordance with the statistic T in ASTM E 178, at a significance level of 5 percent. If an outlier is found, material from the retained QA sample may be tested, in the presence of the engineer, to determine a replacement test value. The replacement test value shall be used in the PWL determination.

.9.1.4 Roadway/Shoulder Lots. For the purpose of QLA, mixture placed on the traveled way and placed on the traveled

way and shoulders integrally, shall be accounted for in a regular lot/sublot routine. Mixture placed on shoulders only shall be accounted for in a shoulder lot/sublot routine.

.9.1.5 Random Sampling. For the purpose of QLA, all mixture placed on the roadway shall be subject to random testing,

except mixture placed within 6 inches of an unconfined longitudinal joint shall not be subject to evaluation. Random samples taken in the same day may be separated by 200 tons.

.9.2 Pay Factors

.9.2.1 Pay Factors for non-BMD Mixtures (SP048, SP190, SP250, and SMA). The total pay factor (PF

T) for each lot for non-BMD mixtures will be equal to the weighted sum of the pay factors (PF) for each pay factor item for each lot, and is determined as follows: PFT = + (0.25) PFdensity + (0.25) PFAC + (0.25) PFVMA + (0.25) PFVa The PFT for each lot, on the shoulder or otherwise when the density pay factor is not directly included, will be equal to the weighted sum of the PF for each pay factor item for each lot, and will be determined as follows: PFT = + (0.3333) PFAC + (0.3333) PFVMA + (0.3333) PFVa The PF for each pay factor item for each lot will be based on the PWL t of each pay factor item of each lot and will be determined as follows: When PWLt is greater than or equal to 70: PF = 0.5 PWLt + 55 When PWLt is less than 70: PF = 2 PWLt - 50

.9.2.2 Pay Factors for BMD SP095 and SP125 Mixtures. The total pay factor (PF

T) for each lot for BMD SP095 and SP125 mixtures will be equal to the weighted sum of the pay factors (PF) for each pay factor item for each lot, and is determ ined as follows: PFT = + (0.5) PFDensity + (0.25) PFVa + (0.25) PFAC The PFT for each lot, on the shoulder or otherwise when the density pay factor is not directly included, will be equal to the weighted sum of the PF for each pay factor item for each lot, and will be determined as follows: 52 PFT = (0.5) PFVa + (0.5) PFAC The PF for each pay factor item for each lot will be based on the PWL t of each pay factor item of each lot and will be determined as follows: When PWLt is greater than or equal to 90: PF = 0.3 PWLt + 73; When PWLt is greater than or equal to 70 and PWLt is less than 90: PF = 0.5 PWLt + 55; When PWLt is less than 70: PF = 2 PWLt – 50

.9.2.3 Density Pay Factor. The theoretical maximum specific gravity of the mixture, as determined for each sublot and the

bulk specific gravity of no less than one core from each sublot, will be used to perform the QLA for the percent of theoretical maximum density. Thick cores req uired to be cut in half in accordance with Sec 403.15.4 shall effectively double the number of sublots for cores. When density is not used as a pay factor, additional adjustment of the contract unit price will be based on th e table in Sec 403.23.9.4.1(c).

.9.2.4 Asphalt Content Pay Factor. The QLA will be performed using the asphalt content test results from each lot

.9.2.5 Voids in the Mineral Aggregate (VMA not applicable for BMD Mixtures) and Air Voids Pay Factor. Two

gyratory specimens shall be compacted for each sublot and the average of the two specimens will be used to calculate the volumetrics of the sublot. The VMA, VFA, and air voids shall be determined from the gyratory compacted specimens. The VMA and air voids for the QLA shall be those calculated using the combined bulk specific gravity of the aggregate as listed on the approved job mix formula, the average bulk specific gravity of the gyratory compacted specimens and the theoretical maximum specific gravity of the mixture determined for the sublot of material. The aggregate content used for the calculation shall be that determined from field asphalt content testing for that sublot.

.9.3 Removal of Material. All lots of material with a PF

T less than 50.0 shall be removed and replaced with acceptable material by the contractor. Any sublot of material with a percent of theoretical maximum density of less than 90.5 percent or greater than 98.5 percents hall be removed and replaced with acceptable material by the contractor. For SMA mixtures, any sublot of material with a percent o f theoretical maximum density of less than 92.0 percent shall be removed and replaced with acceptable material by the contractor. Any sublot of non-SMA mixtures with air voids in the compacted specimens less than 1.5 percent shall be removed and replaced with acceptable material by the contractor. Any sublot of SMA mixtures with air voids in compacted specimens less than 2.5 percent shall be removed and replaced with acceptable material by the contractor. Any material with TSR results below 70 percent or material not meeting MoDOT TM -100 requirements from the HWT shall be removed and replaced with acceptable material by the contractor. For BMD SP095 and SP125 mixtures, any lots of material with a rut depth greater than 12.5 mm of rutting at the designated number of wheel passes for the contract binder grade shall be removed and replaced with acceptable material by the contractor. For BMD SP095 and SP125 mixtures, any lots of material with a CT Index less than 40 shall be removed and replaced with acceptable material by the contractor. No additional payment will be made for such removal and replacement. The replaced material will be tested at the frequencies listed in the applicable portions of Sec 403.19. Pay for the material will be determined in accordance with the applicable portions of Sec 403.23 based on the replacement material.

.9.4 Miscellaneous Applications

.9.4.1 Small Quantities. Small quantities are defined in Sec 403.19.3.2.1. Unless the contractor has elected to use the normal

evaluation in the Bituminous QC Plan for small quantities, the following shall apply for each separate mixture qualifying as a small quantity:

mixtures, the Bituminous QC plan shall require TSR testing. Price adjustments shall be in accordance with Sec 403.23.5.

Index and RTIndex, tests are not required for BMD SP095 and SP125 mixtures. A three (3) percent of the contract unit price incentive shall be provided for BMD SP095 and SP125 mixtures that meet the HWT stability and moisture susceptibility requirements in accordance with Sec 403.5.11.2 and 53 Sec 403.5.11.3. For the moisture susceptibility incentive to apply, the Bituminous QC plan shall require HWT stability and moisture susceptibility testing.

due to profile, the contract unit price for the mixture represented by each set of cores will be adjusted based on actual field density above or below the specified density using the following schedule: Field Density (Percent of Laboratory Max. Theoretical Density) Pay Factor (Percent of Contract Unit Price) For all SP mixtures other than SMA: 92.5 to 98.5 inclusive 100 90.5 to 92.4 inclusive Correctiona Above 98.5 or Below 90.5 Remove and Replace For SMA mixtures: >94.0 100 92.0 to 93.9 inclusive Correctiona Above 98.5 or Below 92.0 Remove and Replace a Correction requires spraying rapid penetrating emulsion on deficient density areas in accordance with JSP2303. All costs associated with correction shall be at the contractor’s expense with no additional payment.

.9.4.2 Base Widening and Entrances. For base widening mixtures and entrance work, BMD testing, QLA and PWL will

not be required. Payment for these mixtures will be made at 100 percent of contract unit price for material that otherwise meets the specifications.

.9.4.3 Single Lift on Unmilled Surface or Leveling Course Work. For resurfacing projects specifying a single lift on an

unmilled surface, surface mixture of 3,000 tons or more, or for leveling course work, the following shall apply to the traveled way mixture. All bituminous mixture QC/QA requirements shall apply, except the density pay factor designated in Sec 403.23.9.2 will not be directly included in the total pay factor. In lieu of that, one density sample shall be taken per sublot and the pay a djustment for density will be made using the table in Sec 403.23.9.4.1(c).

Add Sec 406 as new section: 10/26

406.1Description. This work shall consist of continuous thermal profiling of the asphalt mat temperature behind the trailing edge

of the paver screed plate during placement operations using a Paver-Mounted Thermal Profile System (PMTPS). This work shall be completed in accordance with the general principles set forth in AASHTO R 110 “Standard Practice for Continuous Thermal Profile of Asphalt Mixture Construction”, and specifically as stated in the following sections.

406.2Required Measurements. PMTPS measurements are required on the full width of paving of each asphalt lift required by

Sec 403. Collection of data shall include shoulder pavement when placed simultaneously with the mainline. The shoulder paving data will be filtered out using Veta during data processing. PMTPS data collection is not required in the following exceptions:

mainline), cross -overs, non-continuous turn lanes, loops, bypass lanes, acceleration/deceleration lanes, intersecting streets, roundabouts, and partial lane width widenings.

406.3Equipment Requirements. The PMTPS shall consist of the following components listed.

speeds with an X-Y accuracy of plus or minus 1 inch.

simultaneously with mainline). 54

shall be plus or minus 3.6 F, or plus or minus 2.0 percent of sensor reading, whichever is greater.

accuracy shall be plus or minus 2 inches or less in X and Y directions when intelligent compaction is being used. A base station shall be required at any locations having poor cellular reception to obtain required accuracy. When intelligent compaction is not being used GNSS accuracy shall be plus or minus 4 feet or less in the X and Y directions and ground distance sensor shall be within plus or minus 1/1000 feet.

406.3.1 System Setup on Pavers. Pavers shall be instrumented with the PMTP system for the full paving width and shall collect measurements no less than 3 feet and no greater than 12 feet from the trailing edge of the screed plate. Other objects shall not obstruct surface temperature measurements and GNSS accuracy.

406.4Construction Requirements.

406.4.1 Temperature Verification. Temperature verification shall follow AASHTO R110 -22, Section 6 Calibration. A record of each verification shall be submitted to the SharePoint site prior to the start of the project. 406.4.2 Data Management. PMTP data files shall be compatible with the Veta software. The contractor shall supply the engineer with the manufacturer’s PMTPS Computer Software 14 days prior to beginning work and until ninety days after completion of all work. If Cloud Storage or Cloud Computing is used, the engineer shall be supplied one user ID with full access for the same time- period specified. If cloud storage is not used Raw PMTP data files shall be downloaded once per day and uploaded to the appropriate MoDOT IC -PMTP SharePoint site before the start of the next day’s production. The following data management requirements shall apply:

engineer.

data. 406.4.3 Quality Control. The following shall apply to the Contractor’s Quality Control for PMTP.

the last 2 years to perform the PMTP data collection and file management for the project.

follows:

55

PMTPS Protocol. Appropriate naming convention can be found in the IC-PMTP Document Helper. The completed Veta files shall have the appropriate filters applied with the summary data transferred to the Summary Report. An up-to-date Summary Report shall be provided to the engineer two days prior to the 1st and 15th of each month.

Control Plan shall be submitted to the engineer at least 2 weeks prior to the mainline paving pre -activity meeting. The plan at minimum shall include the following:

station is required. 406.4.4 Quality Assurance (QA) Testing. The engineer will use a Forward Looking InfraRed (FLIR) camera to verify the contractor’s PMTP system. QA tests shall be taken at random locations twice per day. The contractor shall assist the engineer with the placement of the event marker. The QA tests using the FLIR data QA tool shall compare favorably, according to the instructions found in the IC-PMTP Document Helper. If results do not compare favorably, the contractor’s PMTPS shall be verified by the manufacturer. In the case that the PMTPS is required to be sent off to the manufacturer and the contractor is notable to provide a replacement, the contractor will be allowed to continue paving with the verification by the engineer using a FLIR camera for acceptance only. 406.4.5 Thermal Segregation. Thermal segregation will be calculated by using the Differential Range Statistics (DRS) under the parameters of AASHTO R110 in each 150-foot sublot. The Veta analysis with the appropriate filters applied shall exclude the following surface temperature readings from each sublot:

F.

The thermal segregation categories are based on the Differential Range Statistics (DRS), as shown in the table below. Differential Range Statistics (DRS) Thermal Segregation Category DRS ≤ 25.0°F Low 25°F < DRS ≤ 35°F Moderate 35°F < DRS ≤ 50°F Moderate-High DRS ≥ 50°F Severe 56 406.4.6 Incentive/Disincentive. Incentive/disincentive adjustments shall be made for each sublot in accordance with the following: Thermal Segregation Category Adjustment per 150 ft. Sublot Low $40 Incentive Moderate $40 to $0 Incentive (Linear) Moderate-High $0 to -$40 Disincentive (Linear) Severe -$40 Disincentive and Reviewed by Engineer

406.5Loss of Data . If data collection ceases as a result of circumstances reasonably beyond the control of the contractor, the

contractor will be allowed to continue the days paving, but the paved sublots will not be eligible for 406 PMTP Incentive. T he engineer must be notified immediately of the issue and shall determine if the contractor has made a reasonable effort to resolve the issue. A meeting with the engineer shall be held to determine how to proceed if the issue is expected to extend into the next day’s paving. Failure to notify the engineer of the issue at hand will result in the paved sublots to receive a minus $40 deduct. 406.5.1 GNSS Obstructions. Isolated areas of GNSS obstruction may be filtered out of Veta at the contractor’s choice. These areas shall be identified in Veta and brought to the attention of the engineer. Areas excluded from GPS obstruction shall not exceed approximately 5 percent of the total day’s production. It is at the discretion of the engineer to determine if the area exceeds an approximate 5 percent.

406.6Basis of Payment. No direct payment will be made for compliance with this provision.

Add Sec 501.4.1 through Sec 501.4.1.2 as new sections: 10/26 501.4.1 Curing. Concrete cylinders molded in the field shall be cured in accordance with AASHTO R 100. 501.4.1.1 Standard Curing. Concrete cylinders made for assessing the concrete mix design shall be standard cured. Compressive strength testing shall be performed at 28-days in accordance with AASHTO T 22. 501.4.1.2 Field Curing. Concrete cylinders made for assessing construction activities shall be field cured. Compressive strength testing shall be performed in accordance with AASHTO T 22. Construction activities being assessed may involve, but not limited to, the following items:

Delete Sec 610.5.3 and substitute the following: 10/26 610.5.3 Marred Surface Deductions. A minimum deduction of 20 percent of the contract unit price of the paving quantities will be made for marred surface areas as defined in Sec 610.4.8. The deduction will be applied to an area of pavement extending from edge of the pavement to a longitudinal joint or between longitudinal joints in that section of pavement affected. If the length of the section affected is less than 15 feet, the deduction will be computed for 15 feet. For asphalt pavement and overlays, the deduct shall apply to the surface course and all sub-courses placed within the bounds of the marred surface area.

Delete Sec 620.20.3.2.1 and substitute the following: 10/26

.3.2.1 Description. This work shall consist of furnishing and placing chevron and diagonal markings, crosswalks, stop

lines, arrows, words and symbols in accordance with the manufacturer’s recommendations at locations shown on the plans or as directed by the engineer. Glass beads, when required, shall be in accordance with Sec 620.30. 57 Delete Sec 620.20.4.3 and substitute the following: 10/26

.4.3 Where required, measurement of non-linear durable intersection markings will be made per each

Delete Sec 1015.3.1 and substitute the following: 10/26 1015.3.1 Certification. The supplier shall furnish the truck driver a copy of the bill of lading, manifest or truck ticket to be available to MoDOT at the destination prior to unloading. The engineer at the source shall be furnished a copy. The bill of lading, manifest or tru ck ticket shall provide the following information regarding the shipment: type and grade of material, chemical additives, such as polyphosphoric acid (PPA), used in modification or for cross -linking, specific gravity at 60 F, net gallons, consignee, truck number, identification number, weight of truck before and after loading, destination, date loaded, name and location of the source, and a certification statement. The certification statement shall be signed by an authorized representative of the supplier and shall be substantially as follows: "This certifies that the bituminous material in this shipment is in accordance with MoDOT specifications for the grade specified and the weights (masses) shown hereon were obtained on MoDOT approved scales and are correct within the specified scale requirements." Delete Sec 1015.3.7 and substitute the following: 10/26 1015.3.7 Railroad Shipments. For railroad shipments from refineries where inspection is not maintained by MoDOT, the supplier shall sample each car load at the source and submit the sample promptly to the Central Laboratory. A bill of lading or identification sheet shall accompany each sample and contain the following information: car number, type and grade of material, chemical additives, such as PPA, used in modification or for cross -linking, quantity represented, including gross gallons, temperature and net gallons at 60 F, destination of shipment, project number and consignee. A certification statement as specified in Sec 1015.3.1 shall accompany each sample. Approval of the source may be withdrawn if samples submitted are not representative of the material shipped in the car. Delete Sec 1015.10.1 and substitute the following: 10/26

.1 General. Performance graded asphalt binder shall be an asphalt-based binder produced from petroleum residue either

with or without the addition of non- particulate organic modifiers, except Re-refined Engine Oil Bottoms (REOB) and Vacuum Tower Asphalt Extenders (VTAE) shall not be used as modifiers. Polyphosphoric Acid (PPA) may be used at a maximum dosage of 0.25 percent by weight of binder to promote polymer cross -linking and interaction. Higher PPA dosages or other types of modifiers used for cross-linking shall be approved by the engineer. The asphalt binder grade shall be as specified in the contract.

Delete Sec 1049.4.2 and substitute the following: 10/26 1049.4.2 Special Designs. The producer shall request approval of any modified and special designs which differ from the designs in ASTM C 1577. The request for such modified and special designs shall fully describe any deviations from those standards, including a drawing showing wall thickness, concrete design strength, the type, size and placement of reinforcement, and inside or outside dimensions of both of the box sections. Precast split-box designs in accordance with ASTM C1786 with or without modification are not acceptable.