PART_H_TECHNICAL_PROVISIONS.pdf

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PART H

TECHNICAL PROVISIONS

The work specified in these Technical Provisions consists of the in-place construction of a Cold Recycled Bituminous Base Course (Cold In-Place Recycling (CIR)), using either reclaimed asphalt pavement (RAP) material and/or reclaimed aggregate material (RAM), combined with virgin aggregates and/or bituminous material. To the maximum extent possible, 100% of the existing asphalt pavement shall be recycled to ensure that the completed recycled base course will be of a consistent material and thickness throughout. This will include, but is not limited to, all existing asphalt pavement adjacent to all concrete curbing, storm sewer inlets, manholes, sanitary sewer manholes, and all utility valve boxes. The existing asphalt pavement in the specified locations must be included in the recycling process in order to construct a bituminous base course with a uniform thickness throughout 100% of the proposed area. Full Depth Reclamation or any variation of Full Depth Reclamation will not be accepted as part of the scope of work for this contract. This scope of work exclusively involves the Cold in Place Bituminous Base Course Recycling (CIR) process as described herein.

Cold-in-place base recycling (CIR) as required for this scope of work is a partial depth recycling process that rehabilitates the upper portion of an existing pavement including part of the base. CIR is only used to stabilize hot mix asphalt and aggregate materials;

it is not used to stabilize the supporting soil material below the pavement structure.

This CIR process requires a specialized milling machine with an injection system where a down cutting head grinds up the old pavement to a controlled depth, usually 4 to 6 inches, and allows for a finer gradation of the recycled mix. The milled material is mixed with a stabilizing agent in a mixing chamber. The revitalized material is placed back down on the roadway as a new base course using a standard hot-mix asphalt paver.

Work performed under this contract and all products and asphalt mixes to be used during the performance of this contract shall conform and adhere to all applicable standards and specifications of the Florida Department of Transportation Standards Specifications for Road and Bridge Construction, latest edition unless otherwise specified in writing on this contract.

COLD IN-PLACE RECYCLED BITUMINOUSMATERIAL MATERIALS

A. ASPHALT EMULSION - The type of asphalt emulsion to be used shall be determined by the mixture design. Bituminous material shall conform to the applicable requirements of the FDOT Standard Specifications for Road and Bridge Construction, Section 916 (Latest edition). A representative from the asphalt emulsion supplier shall be at the job site at the beginning of the project to monitor the characteristics and performance of the asphalt emulsion.

Throughout the job, the representative shall monitor the project and make adjustments to the asphalt emulsion formulation as required.

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Please note that when the mix design calls for stabilization with asphalt emulsion, utilize CSS-1h or CMS-2h, meeting the requirements of AASHTO M 208-01 (2009) and approved by the State Materials Office prior to use.

B. PORTLAND CEMENT - When a blend of asphalt emulsion and Portland cement is used, the Portland cement shall be type I or II and conform to the latest standard requirements of ASTM C150 and AASHTO M85. If cement is added with emulsion no more than 2.5% shall be used on the project unless approved by the County.

C. COLD PULVERIZED MATERIAL - The cold pulverized recycled asphalt pavement (hereinafter referred to as RAP) material shall meet the following gradation requirement prior to the addition of the asphalt emulsion.

STANDARD METRIC

Sieve Size %Passing Sieve Size %Passing 2” 95 51 mm 95

MIXTURE DESIGN

A preconstruction mix design(s) (cost to be included as part of the unit price for recycling services) shall be submitted to the County’s Representative by the CIR contractor using materials obtained directly from the project site prior to construction.

Permission to obtain materials from roadway must be first obtained from the County’s Representative. All core holes must be immediately patched with cold patch. The mix design testing shall be conducted by an AASHTO Materials Reference Laboratory (AMRL) accredited laboratory. Based on RAP consistency throughout project limits, more than one mix design may be required. Mix design formulations shall be conducted in accordance with the following guidelines:

MIX DESIGN PROCEDURES FOR CIR (COLD IN-PLACE RECYCLING) MATERIAL

• SAMPLING AND PROCESSING - Prior to materials sampling in the roadway, obtain approval from the County’s Representative. A traffic control plan may be required for collecting materials. Obtain 6” minimum inside diameter cores from the areas to be recycled. If cores show significant differences in various areas, such as different type or thickness of layers between cores, then separate mix designs shall be performed for each of these pavement segments.

It is recommended to take, at a minimum, one core for each 1000-ft per lane mile and where visual differences in the pavement are noticed. Immediately patch all core holes neatly with asphalt cold patch. Cores shall be cut in the laboratory to the depth specified for the CIR project. Cores shall be crushed in the laboratory.

The mix design shall be performed on this crushed sample. Gradation of the sample after crushing shall be determined by ASTM C117 and C136 (dried at

H-3 no greater than 40°C). Samples shall be prepared with a sample splitter. An alternative method is to dry, screen and recombine the sample in the laboratory to target gradation.

• MIXING - Calculate the amount of RAP required to produce a 61.0 mm to 66.0 mm (2.4 to 2.6 inch) tall specimen by determining the maximum specific gravity of the RAP in accordance with ASTM D2041.

Number of specimens: 4 per emulsion content for a total of 4 for long-term stability and 4 for moisture testing for the 3 emulsion contents. Two specimens are required for Rice specific gravity; test at the highest emulsion content in the design and back calculate for the lower emulsion contents.

Recommended emulsion contents: 2.0%, 2.5%, 3.0%, 3.5%. Choose three emulsion contents that bracket the estimated recommended emulsion content.

Add moisture that is expected to be added at the milling head, typically 1.5 to 2.5 percent.

If any additives are in the mixture, introduce the additives in a similar manner that they will be added during field production.

Mixing of test specimens shall be performed with a mechanical bucket mixer.

Mix the CIR RAP millings thoroughly with water first, then mix with emulsion.

Mixing shall occur at ambient temperature. One specimen shall be mixed at a time. Mixing time with emulsion should not exceed 60 seconds.

• COMPACTION - Specimens shall be compacted immediately after mixing.

Place paper disks on the top and bottom of the specimen before compaction.

Specimens shall be compacted with a Superpave gyratory compactor (SGC) in a 100 mm mold at 1.25° angle, 600 kPa ram pressure, and 30 gyrations. The mold shall not be heated.

• CURING AFTER COMPACTION - Extrude specimens from molds immediately after compaction. Carefully remove paper disks.

Place specimens in 60°C forced draft oven with ventilation on sides and top.

Place each specimen in a small container to account for material loss from the specimens. Specimens for maximum specific gravity determination should be dried to constant weight (less than 0.05% weight loss in 2 hours). Care should be taken not to over-dry the specimens. Cure compacted specimens to constant weight but no more than 48 hours and no less than 16 hours. Constant weight is defined here as 0.05% change in weight in 2 hours. After curing, cool specimens at ambient temperature a minimum of 12 hours and a maximum of 24 hours.

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• MEASUREMENTS - Determine bulk specific gravity (density) of each compacted

(cured and cooled) specimen according to ASTM D2726.

Determine specimen heights according to ASTM D3549 or equivalent.

Alternatively, the height can be obtained from the SGC readout.

Determine Rice (maximum theoretical) specific gravity, ASTM D2041, except as noted in Item 4 of this procedure, and do not break any agglomerates which will not easily reduce with a flexible spatula. Perform the supplemental dry-back procedure to adjust for uncoated particles.

Determine percent air voids in accordance with ASTM D3203 for each design emulsion content.

Determine corrected Marshall Stability by ASTM D1559 at 40°C after 2 hour temperature conditioning in a forced draft oven.

• MOISTURE SUSCEPTIBILITY - Perform same conditioning and volumetric measurements on moisture-conditioned specimens as on other specimens.

Vacuum saturate to 55 to 75 percent, soak in a 25°C water bath for 23 hours, followed by a one hour soak at 40°C. Determine corrected Marshall Stability.

The average moisture conditioned specimen strength divided by the average dry specimen strength is referred to as retained stability.

• EMULSION CONTENT SELECTION - The properties of the specimens at design emulsion content shall meet the properties in Table 1.

• REPORT - The report shall contain the following minimum information:

Gradation of RAP; amount and gradation of virgin aggregate or additional RAP, if any; recommended water content range as a percentage of dry RAP;

optimum emulsion content as a percentage of dry RAP and corresponding density; air void percentage; absorbed water percentage; Marshall Stability and Retained Stability at design moisture and emulsion contents; Raveling percentage; and Thermal Cracking initiation temperature. Include the mix design emulsion designation, supplier name, plant location, and emulsion testing results detailed in Table 4.

Mix design(s) shall meet the Mix Design Performance Criteria of Table 1 and be approved by the County’s Representative prior to construction.

Table 1 – Mix Design Performance Criteria 100 mm specimens shall be prepared in a Superpave Gyratory compactor. The mixture should meet the following criteria at the selected design asphalt emulsion content:

Property Criteria Purpose

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Compaction effort, Superpave Gyratory Compactor AASHTO T312

1.25° angle, 600 kPa stress, 30 gyrations

Density Indicator

Density, ASTM D2726 or equivalent Report Compaction Indicator

Gradation for Design Millings, ASTM C117 Report *Marshall stability, ASTM D6926, D6927, 40°C 2,500 lb min.

stability Stability Indicator

**Resistance of Compacted Bituminous Mixture to Moisture Induced Damage AASHTO T283 - 07

Retained stability based on cured stability

70 % min. Ability to withstand moisture damage

* Cured stability tested on compacted specimens after 60°C (140°F) curing to constant weight.

**Vacuum saturation of 55 to 75 percent, water bath 25°C 23 hours, last hour at 40°C water bath

OTHER ADDITIVES – If necessary, additives may be used to meet the requirements in Table 1. In the case that an additive is used, the type and allowable usage percentage must be described in the submitted design recommendation.

ADDITION OF IMPORTED CRUSHED RECLAIMED ASPHALT PAVEMENT (RAP)

MATERIAL - If available, imported RAP material may be added at the discretion of the County’s Representative if the RAP material meets the requirements in Table 2. The crushed RAP shall be free from vegetation and all other deleterious materials, including silt and clay balls. It shall meet the requirements for Deleterious Materials given in Table 2. The crushed RAP shall not exceed the maximum size requirement and when blended with the design millings, shall produce a product which meets the specifications given in Table 1.

Table 2 - Imported Crushed RAP Criteria Property Method Limit

Deleterious Materials: Clay Lumps and Friable Particles in Aggregate, %

ASTM C 142 or

AASHTO T112

0.2% maximum

Maximum size and Distribution ASTM C 136 or

AASHTO T 27

5% retained on 2” sieve

ADDITIONAL AGGREGATE - Based on the results of mix design testing or other requirements, the CIR contractor shall determine if additional aggregate is required to comply with mix design performance criteria specified in Table 1. Any additional aggregate shall meet the criteria specified in Table 3, and it shall be graded to produce a pavement layer which meets the mix design performance criteria specified in Table 1.

Table 3 - Additional Aggregate Criteria

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Los Angeles abrasion value, % loss AASHTO T96 40% maximum

Sand Equivalent,% ASTM D2419 60% minimum Maximum size and Distribution ASTM C 136 or AASHTO T 27 Section 334-2.2

Water absorption % AASHTO T 85 5% maximum

EQUIPMENT AND RESOURCES

All equipment used in the performance of the contract on County property shall be properly maintained in order to protect the operator and the public. All equipment used by the contractor is subject to inspection by the County’s Representative. Any equipment deemed inoperable, unsafe, or improper for the desired use shall be removed from the work site.

The Contractor shall utilize equipment of a type and in sufficient quantity to perform the work in a satisfactory manner within the time specified herein. Maintain all equipment in a satisfactory operating condition and in accordance with the FDOT Standard Specifications for Road and Bridge Construction, Section 100 (Latest edition). The Cold In-Place Recycling shall be conducted with the equipment specified herein.

A. MILLING MACHINE - A self-propelled, bi-directional, down-cutting, lateral/horizontal mixing, cold milling machine that is capable of pulverizing the existing bituminous material in a single pass to the specified depth (6 inches).

The machine must have a 10.5 foot minimum width cutting mandrel with the ability to accommodate a 12.5 foot mandrel as specified by the County’s Representative. The machine shall have automatic depth controls to maintain the cutting depth to within ± ¼ in (6 mm) of that specified, and shall have a positive means for controlling cross slope elevations. A 30 foot non-contact averaging beam must be used on the mill. The use of a heating device to soften the pavement will not be permitted. Up-cutting machines shall not be permitted, and machines that only provide vertical mixing will not be permitted.

The milling machine must be equipped with a liquid metering device capable of adjusting the flow of asphalt emulsion to compensate for any variation in the speed of the machine. The metering device shall deliver the amount of asphalt emulsion to within ± 0.2 percent of the required design amount by weight of pulverized bituminous material (for example, if the design requires

3.0 percent, the metering device shall maintain the emulsion amount between 2.8 percent and 3.2 percent). The asphalt emulsion pump should be of sufficient capacity to allow emulsion contents up to 3.5% by weight of pulverized bituminous material. Also, automatic digital readings will be displayed for both the flow rate and total amount of pulverized bituminous material and asphalt emulsion in appropriate units of weight and time.

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Milling equipment shall be equipped with means to effectively limit the amount of dust escaping the removal operation and shall be operated to minimize the amount of dust being emitted from the machine. Pre-wetting of the pavement may be required.

B. BITUMINOUS PAVER - A self-propelled high density paver having tamper bar compaction, electronic grade and cross slope control for the screed shall be utilized. The equipment shall be of sufficient size and power to spread and lay the mixture in one smooth continuous pass to the specified section and according to the plans. A 30 foot non-contact averaging beam must be used on the bituminous paver. To reduce material segregation, the bituminous paver must utilize a hopper insert.

C. ROLLERS - All rollers shall be self-propelled. The number, weight and types of rollers shall be as necessary to obtain the required compaction. At least one pneumatic-tired roller shall have a minimum gross operating weight of not less than 50,000 lbs. (22,600 kg). Pneumatic rollers must have properly working scrapers and water spraying systems. At least one double drum vibratory steel-wheeled roller shall have a gross operating weight of not less than 20,000 lbs. (9,000 kg) and a width of 78 inches (1980 mm). Double drum vibratory rollers must have properly working scrapers and water spraying systems.

D. CEMENT DELIVERY EQUIPMENT - Ensure cement is spread uniformly and accurately during the recycling process with a cement spreader. The cement spreader shall be equipped with a bag house, curtains and capable of spreading 25 tons at one time before being reloaded. Cement will not be allowed to be spread with spreader bars from a tanker. Minimize the amount of airborne cement dust to the satisfaction of the Engineer and in accordance with OSHA regulations.

CONSTRUCTION METHODS

A. WEATHER LIMITATIONS – Cold In-Place base recycling operations shall be completed when the atmospheric temperature measured in the shade and away from artificial heat is 50°F (10°C) and rising. Also, the weather shall not be foggy or rainy. The weather forecast shall not call for freezing temperature within 48 hours after placement of any portion of the project.

B. REMOVAL OF VEGETATION – Grass, vegetation and other deleterious material shall be removed from the edge of the existing pavement to prevent contamination of the pulverized bituminous material during the milling operation.

C. MILLING - The existing pavement shall be milled to the required depth and width as indicated. Recycling shall be in a manner that does not disturb the

H-8 underlying material in the existing roadway. The milling operation shall be conducted so that the amount of fines occurring along the vertical faces of the cut will not prevent bonding of the cold recycled materials. Use a small milling machine, if necessary, to mill longitudinally to the required depth as indicated on the plans along all curbs and gutters, radius returns, utilities, inlets, around all manholes and any other structures not accessible or practical to be milled by the milling/mixing machine utilities. The millings produced by the small mill will be the same as the large mill and of equal gradation to produce a uniform recycled pavement layer. Inlets/Catch Basins must be covered during the milling and recycling operation to prevent milled material from entering the catch basin area where it could contaminate and/or block the storm water system.

All milling operations shall conform to the requirements under FDOT Standard Specifications for Road and Bridge Construction, Section 327 (Latest edition).

D. RADIUS – Mill to a depth of six (6) inches, all material in radius. Excavate milled material from radius and replace with new recycled base course material or binder to the required depth and compaction.

E. INTERSECTIONS – Mill and recycle to a depth of six (6) inches all material in intersections as specified by the County. Compact, using acceptable methods, leaving a one and one-half (1.5) inches paving notch along the undisturbed roadway adjacent to and connecting to the project.

F. CURB REVEAL – This contract requires a final curb reveal of a minimum of one and one-half (1 ½ inches) inches before the installation of a one and one-half (1 ½) inches hot mix wearing course.

G. PROCESSING - When a paving fabric is encountered during the CIR operation, the Contractor shall make the necessary adjustments in equipment or operations so that at least ninety percent (90%) of the shredded fabric in the recycled material is no more than 5 in2 (3200 mm2). Additionally, no fabric piece shall have any dimension exceeding a length of 4 inches (100 mm). These changes may include, but not be limited to, adjusting the milling rate and adding or removing screens in order to obtain a specification recycled material.

The Contractor shall be required to remove waste material containing over-sized pieces of paving fabric as directed by the County’s Representative.

Should sub-base failures in recycled areas occur, the County will supply the RAP material and the contractor will be compensated for the removal, mixing, spreading, compaction, etc. of the material at the unit price for base recycling.

H. SPREADING - The material shall be spread using a self-propelled paver meeting the requirements under FDOT Standard Specifications for Road and

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Bridge Construction, Section 330-5 (Latest edition). Heating of the paver screed will not be permitted. The recycled material shall be spread in one continuous pass, without segregation and to the lines and grades established by the County’s Representative.

I. COMPACTION – Compaction of the recycled mix shall be completed using rollers meeting the requirements of the FDOT Standard Specifications for Road and Bridge Construction Section 330-7 (Latest edition). During initial construction, rolling patterns and sequences shall be established through the construction of a control strip produced with the CIR equipment and within the pavement section, to determine the target wet density, using a nuclear moisture-density gauge in accordance with ASTM D2950, backscatter measurement mode. In all cases, the longitudinal joint must first be rolled followed by the rolling pattern established by the test strip. The initial pass for the rolling pattern established by the test strip should begin on the low side and progress to the high side by overlapping of longitudinal passes parallel to the pavement centerline. Initial rolling should not begin until the emulsion has started to break. Rollers shall be operated at speeds appropriate for the type of roller and necessary to obtain the required degree of compaction and prevent defects in the mat. Rolling shall be continued until no displacement is occurring or until the pneumatic roller(s) is (are) walking out of the mixture.

Final rolling to eliminate pneumatic tire marks and to achieve density shall be done by double drum steel roller(s), either operating in a static or vibratory mode. Vibratory mode should only be operated at a speed, frequency and amplitude shown not to damage the pavement. The selected rolling pattern shall be followed unless changes in the recycled mix or placement conditions occur and the established rolling pattern is causing damage to the mat or the required degree of compaction is unachievable. These circumstances require the establishment of new rolling patterns and sequences through the construction of a control strip produced with the CIR equipment and within the pavement section. Rolling shall start no more than 30 minutes behind the paver. Finish rolling shall be completed no more than one hour after milling is completed. When possible, rolling shall not be started or stopped on un-compacted material but with rolling patterns established so that they begin or end on previously compacted material or the existing pavement.

J. RETURN OF TRAFFIC - After the completion of compaction of the recycled pavement layer, no traffic shall be permitted on the completed recycled material for at least one (1) hour. After one hour, rolling traffic may be permitted on the recycled material. This time may be adjusted by the County’s Representative to allow establishment of sufficient cure so traffic will not initiate raveling.

After opening to traffic, the surface of the recycled pavement layer shall be maintained in a condition suitable for the safe movement of traffic.

K. PROTECTION AND DAMAGE – Protect the recycled pavement layer in accordance with the FDOT Standard Specifications for Road and Bridge

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Construction, Section 330-10 (Latest edition). Prime and sand the recycled pavement layer prior to opening the roadway to traffic. Any damage to the completed Cold in Place Recycled bituminous material shall be repaired by the contractor at no additional cost prior to the placement of the hot mix asphalt concrete surface course, or other applicable surface treatment, and as directed by the County’s Representative.

L. FINISHED RECYCLED PAVEMENT LAYER SMOOTHNESS - The completed cold recycled pavement layer surface shall not vary more than ½ in (12 mm) from the lower edge of a 10-foot (3-meter) straight edge placed on the surface parallel and transversely to the centerline at locations selected by the County’s Representative. Irregularities exceeding the specified limit shall be corrected at the expense of the contractor by grinding/cold milling or leveling with hot mix asphalt. The corrected areas shall be retested to determine compliance with smoothness.

M. CURING – Prior to placing the hot mix asphalt concrete surface course, or other applicable surface treatment, the recycled pavement layer shall be allowed to cure until the moisture of the material is reduced to 2.0 percent or less, or until approval of the County’s Representative. Under dry conditions, the Cold In-Place Recycled pavement layer should meet the moisture requirements within 48 hours.

QUALITY CONTROL

A. CONTRACTOR’S RESPONSIBILITY - The contractor shall be responsible for providing field and laboratory quality control testing of materials during construction. The County or its sub consultant may conduct sampling and testing whenever or as often as desired for verification purposes. The contractor shall acquire an adequate amount of material for each sample to be tested in the laboratory so that an ample amount of material is left over in case of the need for resolution testing. Resolution testing will be required and provided at the expense of the contractor if similar laboratory samples tested by the contractor and the County do not coincide within reasonable values as determined by the County’s Representative. The resolution laboratory will be selected by the County and the testing results provided by this lab will be used for materials acceptance purposes. All materials testing laboratories shall be accredited by the AASHTO Materials Reference Laboratory (AMRL) or Construction Materials Engineering Council (CMEC). The contractor shall submit all documentation of field inspection and laboratory testing results required herein to the County’s Representative prior to payment and upon request.

Copies of all delivery tickets and notes regarding any materials brought to the project site shall be given to the County upon delivery to the project site.

These tickets shall be signed by an approved representative of the Contractor at the time of delivery.

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B. CRUSHED RAP MATERIAL SIZING - A sample shall be obtained from the receiving hopper of the paver each ½ mile or as specified by County’s Representative (0.8 km) and screened using a 2 in. (51mm) sieve (or smaller sieve if required) to determine maximum particle size requirement compliance.

The resulting gradations shall be compared to the mix design gradations to determine any necessary changes to emulsion content. Gradation results shall be shared with the County’s Representative by the end of the following day.

Sampling procedures shall be in accordance with ASTM D979 or AASHTO T168.

C. ASPHALT EMULSION – The asphalt emulsion shall be received on the job site within the temperature ranges specified by the emulsion supplier. The emulsion supplier shall provide testing results for each shipment indicating the emulsion is in compliance with the criteria specified in Table 4. The County’s Representative may require the contractor to obtain emulsion samples from each shipping trailer prior to unloading into the contractor’s storage units for quality control testing if desired. The testing shall meet the following requirements:

Table 4 – Emulsion Criteria

*Residue from distillation, % ASTM D244 64.0 to 66.0 % *Oil distillate by distillation, % ASTM D244 0.5% maximum

Sieve Test, % ASTM D244 0.1% maximum **Residue Penetration, 25°C, dmm ASTM D5 -25 to +25%

*Modified ASTM D244 procedure – distillation temperature of 177°C with 20 minute hold.

*To be determined during CIR design phase prior to emulsion formulation and manufacture for project. Penetration value range will be determined and submitted to the County’s Representative for approval prior to project start

D. ASPHALT EMULSION CONTENT AND YIELD – Total emulsion quantity and yield shall be monitored and recorded daily and for each segment in which the target emulsion percentage is adjusted. This information shall be gathered from the calibrated emulsion metering device. Emulsion content adjustments shall be made appropriately when multiple and specific mix designs for different road segments of varying composition exist.

E. WATER CONTENT AND YIELD – Total water quantity and yield shall be monitored and recorded daily and for each segment in which the target water percentage is adjusted. This information shall be gathered from the water metering device. Water content adjustments shall be made appropriately when multiple and specific mix designs for different road segments of varying composition exist. Water content adjustments shall also be made based on mixture consistency, coating, and dispersion of the recycled materials.

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F. MIXTURE TESTING – At the discretion of the County’s Representative and if the recycled pavement layer quality and workmanship seem suspect, the contractor may be required to sample, in accordance with ASTM D3665 and D979, the recycled mixture for determining compliance with design criteria specified in Table 1. If samples of the recycled asphalt pavement mixture are taken after the addition of additives and emulsion, the specimens must be compacted within 15 minutes of sampling and tested as required in Table 1. If the recycled mixture is sampled prior to the addition of additives and emulsion, the sample must immediately be transferred to air-tight plastic container to prohibit loss of moisture. Samples must be mixed in the laboratory with the field additives and emulsion within 24 hours and tested as required in Table 1.

G. DEPTH OF PULVERIZATION (MILLING) - The depth shall be checked and recorded daily and every 1/8 mile (0.2 km) on both outside vertical faces of the cut. Measure depth by placing a rigid measuring device perpendicular to the bottom of the milled surface and near the vertical faces of the cut.

H. COMPACTED DENSITY – Degree of compaction of the recycled pavement layer shall be monitored for compliance with target wet density established during the initial control strip construction. Wet density shall be determined every 1/4 mile (0.4 km) using a nuclear moisture-density gauge in accordance with ASTM D2950, backscatter measurement mode. Ensure that all nuclear gauges are operated by licensed individuals and have been calibrated within the last 12 months. The acceptable degree of compaction shall be 96 to 98 percent of target wet density. Care shall be taken not to over-roll the mat based on visual observations of check cracking or shoving. A new control strip and target density shall be established if the consistency of the material being recycled changes. The County’s Representative shall be notified prior to the construction of a new control strip.

I. CROSS-SLOPE AND SMOOTHNESS – The recycled pavement layer cross slope shall be checked regularly during spreading. A minimum 2 % Cross- Slope shall be maintained through the length of the project. The recycled pavement layer shall be checked for smoothness regularly behind the paver and after rolling. The smoothness shall not vary more than ½ in (12 mm) from the lower edge of a 10-foot (3-meter) straight edge placed on the surface parallel and transversely to the centerline after rolling is completed.

The edge of the mat should be rolled first and progress to the center or high side to prevent excessive edge sloughing.

Table 5 – Quality Control Testing and Inspection Criteria

RAP Maximum Particle Size ASTM C 136 or

AASHTO T27

Section 334-2.2

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RAP Particle Size Distribution ASTM C 136 or

AASHTO T27

Determined by Mix Design(s)

Emulsion and Water Yield Calibrated Metering Device

Determined by Mix Design(s)

*Mixture Testing **Depth of Milling

Compacted Density

Cross-Slope Smoothness

Table 1 Section 334-

5.7

ASTM D2950

AASHTO T-180

FM 5-509

FM 5-509

Table 1 Determined by Mix Design(s)

96 to 98% of target density

Minimum 2% Maximum 0.5 in (12

mm) deviation from planeness

*Mixture Testing frequency shall be at the County Representative’s discretion **Depth of Milling may need to be adjusted for localized unexpected pavement conditions

ASPHALT RESURFACING - Roads to be resurfaced under this contract are to be resurfaced with one and one-half (1½) inch or two (2) inches of SP 12.5 asphalt (final thickness after compaction), as specified by the County. Specified thickness is across the new pavement mat. No under tolerances (i.e. FDOT tolerances) apply to this contract. No additional compensation will be provided to the contractor for excess material used to achieve minimum required thickness on this contract.

Where required, friction course shall be installed in conjunction with the resurfacing of the roadway with a minimum of one and one-quarter (1.25”) inch of Superpave FC 9.5 overlay (final thickness after compaction). During resurfacing of mainline roadways, the contractor shall also complete the tie-ins to side streets, as directed by the County.

Payment for tie-ins shall be measured, calculated and paid as part of the total square yards of resurfacing for the type of asphalt specified in the delivery order.

All mix designs shall be FDOT approved. The Type SP 12.5 and SP FC 9.5 asphalt mixes shall be Traffic Level C with no more than 30% RAP content, as specified by the County, in compliance with the most current version of FDOT Standard Specifications for Roads and Bridge Construction, Sections 334 and 337. Asphalt rubber binders shall not be used.

A certified asphalt mix design shall be provided to the County prior to starting operations on this contract and must be updated every six (6) months. The contractor will be responsible to demonstrate via lab tests, straight edge verification, density tests and coring, as specified herein, that all work has been completed as specified and in compliance with all applicable FDOT standards.

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The contractor shall provide copy of all asphalt tickets used on any particular area to the County’s Representative on a daily basis along with the Contractor’s Daily Superintendent Worksheet (provided by Orange County Roads and Drainage). Daily average yield per street shall be specified on the daily worksheet. Asphalt tickets shall specify the name of the street the asphalt was used on. The County may require additional documentation to be specified.

WARM MIX ASPHALT (WMA) – The use of warm mix asphalt is permissible as part of this contract at no additional cost to the County. In general, warm mix asphalt mixes are produced at temperatures approximately 30 degrees F (17C) below those temperatures used in the production of Hot Mix Asphalt (HMA). Unless otherwise specified as part of FDOT standard specifications, the ideal temperature for warm mixes will be established that 250 degrees F with a tolerance of 30 degrees +/- (220 to 280 degrees F). Similar to FDOT, the first five loads can be produced at HMA temperatures (310 degrees F +/- 30 degrees). To ensure compliance, the first seven (7) loads will have the temperatures checked. And the remainder of the loads will be randomly checked thru out the day.

Checking the first seven (7) loads will be to verify if the first (5) five loads are produced at HMA temperatures and that the other two (2) loads is to verify has lowered the temperatures to the WMA range.

Warm mixes shall be produced using warm mix technology from an approved list according to the WMA Technology Provider’s Guidelines for dosage rates, plant mixing temperatures and laboratory compaction temperatures.

The WMA mix design for shall contain the mix design, the name of the Warm mix technology, dosage rate, plant mixing temperature and the laboratory compaction temperature.

MINIMUM CORING TEST REQUIREMENTS – When work is performed in Subdivisions, core samples shall be taken every 800 feet staggered across the mat or as determined by the County’s Representative. On main/classified roadways, core samples shall be taken every 1,200 feet or as determined by the County’s Representative. The cost for coring, straight edge verification, lab and density tests shall be included on the unit price for asphalt. The cost for resurfacing shall be inclusive all supervision, quality control, labor, materials, equipment, tools, transportation, supplies, manpower, clean up, tests, incidentals and pay disposal fees necessary to complete the work as specified herein.

MILLING - Remove existing asphalt concrete pavement by milling to improve the rideability and cross slope of the finished pavement, to lower the finished grade adjacent to existing curb prior to resurfacing, or to completely remove existing pavement, in compliance with the most current version of FDOT Standard Specifications for Roads and Bridge Construction, Section 327. When milling to improve rideability, average depth of cut will be specified. When milling to improve rideability or

H-15 cross slope, remove the existing pavement to the average depth specified, in a manner that will restore the pavement surface to a uniform cross-section and longitudinal profile.

County's Representative may require the use of a string line to ensure maintaining the proper alignment.

Establish the longitudinal profile of the milled surface in accordance with the specifications. Ensure that the final cross slope of the milled surface parallels the surface cross slope shown on the plans, if provided, or as directed by the County's Representative. Establish the cross slope of the milled surface by a second sensing device near the outside edge of the cut or by an automatic cross slope control mechanism. If provided, the plans may waive the requirement of automatic grade or cross slope controls where the situation warrants such action. Multiple cuts may be made to achieve the required pavement configuration or depth of cut. Include in the Quality Control Plan a system to control the cross slope of the milling surface with a minimum frequency of one cross slope measurement every 250 feet (75 m) during milling operations in order to ensure that the slopes are uniform and in compliance with the designed milling slope.

When the difference between the measured cross slope and the designed cross slope exceeds + or - 0.2% for travel lanes (including turn lanes) and = or - 0.5% for shoulders, make all corrections immediately to bring the cross slope into an acceptable range. The County's Representative may periodically verify the Contractor's measurements at the job site. During the milling operations, the County's Representative reserves the right to take ten cross slope measurements per day.

If the average cross slope of the ten measurements varies more than the permissible tolerance, the milling operations will be stopped until appropriate corrective actions are made to bring the cross slope into an acceptable range and the deficient sections shall be corrected accordingly. A detailed correction plan shall be immediately submitted to the County for review. The County's Representative may waive the corrections specified above if an engineering determination indicates that the deficiencies are sufficiently separated so as not to significantly affect the final cross slope. The Contractor will be responsible at his/her cost to provide supporting engineering data for review.

The milling machine shall be capable of maintaining a depth of cut and cross slope that achieves the results specified in the plans and specifications. The overall length of the machine (out to out measurements excluding the conveyor) shall be a minimum of 18 feet. The minimum cutting width shall be 6 feet.

The milling machine shall be equipped with a built-in automatic grade control system that controls the transverse slope and the longitudinal profile to produce the specified results.

Any commercially manufactured milling machine meeting the above requirements shall be accepted prior to starting the project. If after milling has started, the milling machine

H-16 cannot consistently produce the specified results, the milling machine will be rejected for further use.

The use of a smaller milling machine could be permitted when milling adjacent to existing curbs or other areas where it is impractical to use the above-described equipment. The equipment will be subject to the County's Representative's acceptance.

Milling equipment shall be equipped with means to effectively limit the amount of dust escaping the removal operation and shall be operated to minimize the amount of dust being emitted from the machine. Pre-wetting of the pavement may be required. Where traffic will be maintained on the milled surface prior to placing the new asphaltic concrete, the striation patterns shall produce an acceptable riding surface. The County's Representative will accept the traveling speed of the milling machine to produce an acceptable riding surface.

Before opening a milled area to traffic, the pavement shall be thoroughly swept with power broom or other acceptable equipment to remove, to the greatest extent practicable, fine material, which will dust under traffic. This operation shall be conducted in such a manner that will minimize the potential of creating a traffic hazard and minimize air pollution.

Sweeping the milled surface with a power broom is required before placing asphaltic concrete and immediately after the milling to prevent milled material infiltrating into the storm sewer system when the milling operation is near a municipal curb and gutter or a closed drainage system.

The sweeping operation shall include thoroughly removing all milled material from the gutter to prevent it from being swept into inlet openings or grates. Curbs shall not be damaged during the removal operation; any damages shall be immediately repaired at no additional cost to the County. The County's Representative may require the equipment and/or methods be changed to achieve satisfactory results.

Milled surfaces shall have a reasonably uniform texture, shall be within ¼ inch of a true profile grade and shall have no deviation in excess of ¼ inch from a straightedge applied to the pavement perpendicular to the centerline. Variations of the longitudinal joint between multiple cut areas shall not exceed ¼ inch. Areas varying from a true surface in excess of the above stated tolerance may be accepted without correction if the County's Representative determines that they were caused by a pre-existing condition, which could not have reasonably been corrected by the milling operations.

The County's Representative may require re-milling of any area where a surface lamination causes a non-uniform texture to occur. Any unsuitable texture or profile, as determined by the County's Representative, shall be corrected by the Contractor at no additional compensation.

Written assurance of Contractor taking responsibility of roadway shall be required if the Contractor elects not to repave immediately following the milling work. However, in no

H-17 case resurfacing work shall be done more than 24 hours after milling and the Contractor shall be responsible for any damages to the road due to rain or inclement weather.

The Contractor shall not change or modify existing drainage configuration of roads to be paved under this contract. The Contractor will be responsible to restore any modified drainage/road profile to original condition at no additional cost to the County.

If the Contractor chooses to full mill areas designated to be curb-revealed as a convenience, the Contractor will be responsible for restoration of drainage/road profile as stated above. The Contractor will not receive additional compensation for this additional milling or for restoration of the areas to original condition.

Milled material becomes the property of the Contractor. Include the cost of removing existing pavement markers in the unit price for milling. The unit price for milling shall be inclusive of all supervision, quality control, labor, materials, equipment, tools, transportation, supplies, manpower, incidentals and pay disposal fees necessary to complete the work as specified herein.

TEMPORARY MARKINGS – The contractor shall be responsible for all temporary pavement markings required on all areas, where the work is to be accomplished.

Pavement markings shall be restored in the same fashion that they were before the project began, unless otherwise specified by current guidelines for placement of markings or as authorized by the County’s Representative.

The County will only allow the use of paint as temporary markings. All markings shall be in place before the end of the workday and shall be placed according to the Florida Department of Transportation Standard Specifications for Road and Bridge Construction, latest edition. Temporary striping shall be in place to protect traffic overnight. Payment for temporary paint pavement markings will be made by linear foot for yellow and white lines; messages and arrows will be paid as each.

CLEAN UP – The Contractor shall keep the work site free from accumulation of waste materials, rubbish and debris from and about the work site. All tools, construction equipment and machinery, and surplus materials shall be kept under control, and shall leave the worksite clean and ready for occupancy by the County.

The Contractor shall restore to the original condition those portions of the work site, such as staging and stockpile areas, not designated for alteration by the Contract Documents. This shall include returning the area to proper grade and slope as well as replacing sod.

Inlet openings shall be kept free from debris generated during milling and resurfacing operations to prevent excessive accumulations and possible flooding in the affected areas during heavy cycles of rain. Millings will not be blown into drains or storm drain inlets at any time. Failure to adhere to this will result in a request to jet out affected

H-18 pipes and drains at the contractor’s expense or reimbursing the County for the clean-up effort carried out by County personnel.

DELIVERY TICKETS - All delivery tickets and notes regarding any materials brought to the project site to complete this item shall be given to the County upon delivery.

Tickets shall be signed by an approved representative of the Contractor at the time of delivery.

MEASUREMENT AND PAYMENT - All measurement for payment shall be based on the completed work performed in strict accordance with specifications. All work completed under this contract shall be measured by the Contractor in the presence of the County’s Representative. The unit prices submitted on the Bid Item Schedule shall constitute full compensation for the work completed. Maintenance of Traffic, mobilization/demobilization, erosion control, dewatering and other incidentals shall be included in the unit price for services.

• Cold in-Place Recycling, 6” (Square Yard) - , Payment for this item shall be full compensation for all labor, materials, equipment and incidentals necessary for recycling and installation of the bituminous base as specified.

• Emulsified Asphalt (Gallon) - Payment for this item shall be full compensation for all labor, materials, equipment and incidentals necessary to furnish and inject emulsion on recycled base material as specified.

• Portland Cement (Ton) - Payment for this item shall be full compensation for all labor, materials, equipment and incidentals necessary to furnish and add Portland cement to the recycled base material as specified.

• Asphalt (Type SP 12.5 in place @ 1.5”) (Square Yards) - Payment for this item shall be full compensation for all labor, materials, equipment and incidentals necessary to furnish and install 1.5” of asphalt Type SP 12.5.

• Asphalt (Type SP 12.5 in place @ 2”) (Square Yards) - Payment for this item shall be full compensation for all labor, materials, equipment and incidentals necessary to furnish and install 2” of asphalt Type SP 12.5.

• Asphalt (Type SP FC 9.5 @ 1.25”) (Square Yard) - Payment for this item shall be full compensation for all labor, materials, equipment and incidentals necessary to furnish and install 1.25” of asphalt Type SP FC 9.5.

• Milling (Square Yard) - Payment for this item shall be full compensation for all labor, materials, equipment and incidentals necessary to mill existing asphalt pavement prior to resurfacing. This milling is separate from the cold-in-place milling (i.e. dry milling for intersection cut backs).

H-19

• Temporary Paint Pavement Markings 6” (Linear Foot) - Payment for this item shall be full compensation for all labor, materials, equipment, and incidentals necessary to furnish and install 6” temporary paint pavement markings.

o Note: Temporary stop bars are included as part of the “temporary paint pavement markings 6” (linear foot), as described above. All pavement markings shall be 6-inches; therefore, stop bars will be paid as 6-inch lines multiplied by the number of lines needed to complete the marking’s width (i.e., 6-inch line x 4 lines = 24-inch stop bar).

• Temporary Paint Pavement Markings, Messages and Arrows (Each) -

Payment for this item shall be full compensation for all labor, materials, equipment and incidentals necessary to furnish and install temporary paint pavement markings messages and arrows.

• Law Enforcement for Special MOT Operations (Hour) - Law enforcement officials shall be present during nighttime work and any time when controlling traffic at signalized intersections. Hours for Law Enforcement as part of this unit price will be paid as hours on site for the required traffic control, inclusive of all materials, labor, and equipment necessary for these operations or as may be directed by the County’s Representative.