00755.00 804 Section 00755 - Continuously Reinforced Con crete Pavement Description 00755.00 Scope - This Work consists of constructing continuously reinforced portland concrete Pavement with metal reinforcement, and associated reinforced concrete Pavement as sho wn and specified. 00755.01 Abbreviations : GPT - Graphic Profile Test LSL - Lower Specification Limit PI - Profile Index SSD - Saturated Surface-Dry SSFC - Stationary Side Form Construction SSTV - Sublot Strength Test Value USL - Upper Specification Limit 00755.02 Definitions : Localized Roughness - An area that exceeds 160.0 inches per mile in a continuous International Roughness Index (IRI) evaluation over a 25.0 foot base length. 00755.04 Aggregate Production and Prepaving Confer ence :
a.Aggregate Production Conference - Supervisory personnel of the Contractor and any Subcontractors or Supplier s who are to be involved in the Aggregate production Work shall meet with the Engineer, at a mutually agreed time, to discuss methods o f accomplishing Aggregate production.
b.Prepaving Conference - Supervisory personnel of the Contractor and any Subcontractors who are to be involved in the concrete paving Work shall meet with the Engineer, at a mutually agreed time, to discuss methods of accomplishing all phases of the paving Work . Materials 00755.10 Materials - Furnish Materials meeting the following requirements: Bonding Agents .......................................................................................... 02070 Concrete ..................................................................................................... 02001 Curing Materials ......................................................................................... 02050 Dowe ls .................................................................................................. 02510.50 Galvanizing ........................................................................................... 02530.70 Grout .......................................................................................................... 02080 Hot Applied Joint Sealant ...................................................................... 02440.30 Poured Joint Sealant ............................................................................. 02440.11 Preformed Joint Filler s for Concrete ...................................................... 02440.10 Reinforcement ............................................................................................ 0251 0 00755.11 Classes of Concrete - Furnish Class 4000 - 1 1/2 paving concrete unless otherwise shown or specified . 00755.16 805 00755.13 Concrete Mix Designs - Prepare and submit either new mix designs or current mix designs for each class of concrete required according to Section 02001. 00755.15 Quality Control - Provide sampling, testing, and quality control according to Section 00165, Section 02001, and the following:
a.Concrete Mixture - For all continuously reinforced concrete pavement, provide personnel according to 00755.30 to sample and test the mix for temperature, air content, slump, water cementitious ratio, density and yield, from the first load of each placement, whenever there is a visible change in the slump of the concrete, and when a set of cylinders is obtained. If the results of any test are outside of the Specification limits, stop the placement of the load. Correct the load or reject it and do not incorporate it into the Work. Test subsequent loads before any further concrete placement. Correct the subsequent loads if any of the tests ar e still outside the Specification limits. If the load cannot be corrected, reject it and do not incorporate it into the Work. Testing of subsequent loads may return to the specified frequency when the test results from two consecutive loads are shown to me et the Specification limits.
b.Records - Deliver all batch tickets, water -cement ratio calculations, and all other records required to the Engineer upon availability but no later than the morning of the next Day . 00755.16 Acceptance of Concrete:
a.General - Acceptance of concrete will be based on the results of the Contractor's quality control testing according to Section 00165.
b.Aggregate - Acceptance will be based on the Contractor's quality control testing, if verified by the Agency according to Section 00165.
1.Aggregate Gradation - A stockpile contains specification Aggregate gradation when the quality level for each sieve size calculated according to 00165.40 is e qual to or greater than the quality level in Table 00165-2 for a PF of 1.00. Each required sample represents a sublot. When the quality level in Table 00165-2 yields a PF of less than 1.00 for any constituent, the material is non-specification.
2.Non -specification Aggregate Gradation - Stockpiled Aggregates that contain non-specification Aggregate gradation will be rejected by the Engineer unless non -specification material is removed from the stockpile. Do not add additional material to the stockpile until enough non-specification material is removed so that the quality level for each constituent is equal to or greater than the quality level in Table 00165- 2 for a 1.00 PF.
c.Plastic Concrete - Acceptance of the plastic concrete will be based on the tests performed by the Contractor's QCT, according to the tolerances and limits of Section 02001.
d.Hardened Concrete - Acceptance of hardened concrete will be based on statistical analysis, according to Section 00165, of the compressive strength tes ts of the cylinders cast by the QCT. Test the cylinders at an ODOT certified laboratory.
1.Random Sampling and Testing - Obtain samples from each sublot on a random basis. Cast a minimum of 3 cylinders. Cast and cure the test specimens according to AASHTO T 23 in 6 inch x 12 inch single-use plastic molds and test at 28 D ays according to AASHTO T 22. 00755.18 806 (2) Lots - A lot is the total quantity of concrete produced for each mix design with the same Specification limits of all constituents in each stage. Slipformed and non-slipformed concrete will be sampled and evaluated as separate lots. In lots with less than three sublots, the valid individual cylinders each will be considered a sublot and statistically evaluated. Obtain at least one set of cylinders for each lot.
3.Sublot Strength Test Value - The average of the 28-Day compressive strength tests of the three cylinders will constitute the SSTV. Any cylinders in a sublot showing definite evidence (other than low strength) of improper sampling, molding, curing or testing will be discarded, and the average of the strengths of the remaining cylinders will constitute the SSTV. If all three cylinders comprising a sublot are discarded, the lot will be evaluated on the basis of the reduced number of sublots. If the compressive strength of the lowest strength cylinder in a sublot is lower than the average strength of the remaining cylinders in that sublot by more than 10 percent, that cylinder strength will be discarded and the average of the remaining cylinders will comprise the SSTV.
4.Quality Level Analysis - Statistically analyze the SSTV's and determine the PF for each lot of concrete, except that there will be no USL, and the LSL will equal the specified design strength. 00755.18 B ond Breaker - Furnish one of the following bond breakers: Non-woven geotextile meeting the property requirements listed in Table 02320- 4. Liquid curing compound evenly applied as a bond breaker in two applications, at a rate of 1 gallon per 130 to 165 square feet for each application, over the entire surface area. Equipment 00755.20 Batch Plant - Provide batch plants according to Section 02001. 00755.21 Mixers - Provide mixers according to Section 02001 except mix concrete in the batch plant mixer. Truck mixers may be used only as allowed in 00755.45. 00755.22 Hauling Equipment - Transport concrete in non-agitating Equipment . Truck mixers may be used to transport concrete only as allowed in 00755.45. Hauling Equipment shall conform to AASHTO M 157.12 or AASHTO M 157.11.6 when allowed. 00755.23 Paving Equipment - Provide self -propelled paving machines conforming to the following:
a.Placer/Spreader - Provide a placer/spreader that will: • Receive the concrete mixture in its hopper on the Shoulder area. • Deliver the concrete mixture to the slipform paver and uniformly spread at the proper thickness for the full width of the area being paved. • Not segregate the concrete mixture or displace the reinforcing steel.
b.Slipform Paver - Provide a slipform paver that is: Equipped with electronic or hydraulic controls to automatically cont rol line and grade from both sides. 00755.30 Able to vibrate, consolidate and finish the slab to proper grade and Cross Section for the full width and depth of the concrete being placed. Equipped with vibrating tubes or arms to Work in the concrete. Equipped with s liding forms held together rigidly to prevent them from spreading. Equipped with sliding forms long enough so that slumping of the concrete does not exceed 1/4 inch, according to 00755.49(a). Equipped with a positive interlock system to stop all vibration and tamping elements when the forward motion of the machine is interrupted. For projects that have more than 1,000 feet of concrete paving, equipped with an electronic monitoring device that: • Is near the operator's controls visible to the paver operator and Engineer. • Operates continuously while paving. • Displays the operating frequency of each individual internal vibrator for both manual and automatic sequencing. • Records the time of Day , station location, paver track speed and the operating frequencies. 00755.24 Concrete Saws - Provide power driven concrete saws for sawing joints, adequate in number of units and power to complete the sawing at the required rate. Also provide a standby saw on the Project Site . 00755.25 Smoothness Testing Equipment - Provide all Equipment and supplies for determining smoothness according to 00755.55.
a.Straightedge - Provide two 12-foot straightedges.
b.Inertial Profiler - Provide a profiling device meeting the requirements of ODOT TM 772 and certified according to ODOT TM 769. Provide competent and experienced operator(s) for the Equipment, certified with the profiler according to ODOT TM 769. The profiler operator shall meet with the Engineer at a mutually agreed upon time prior to beginning smoothness measurements to discuss all aspects of smoothness measurement on the Project. 00755.26 Concrete Drills - Provide a drilling system consisting of drilling Equipment and drilling supports that: • Is capable of drilling holes of the required diameter and depth. • Can produce holes parallel to the Pavement surface and parallel to the longitudinal joint within a tolerance of ± 1/8 inch. • Can provide hole alignments at mid- depth of PCC Pavement . Labor 00755.30 Quality Control Personnel - Provide technicians having CAgT, CSTT, CCT, and QCT technical certifications. Additional Contractor quality control responsibilities include the following: • Provide and designate an individual who shall be present at the placement site at all times during concrete placements, and who is authorized and responsible for acceptance and rejection of materials. 00755.40 808 • Reject loads which arrive at the Project Site without a batch ticket. • Require the truck driver to record on the batch ticket and initial the amounts of water added in transit and at the Project Site . • Reject plastic concrete that is outside of the specified limits. Construction 00755.40 Weather Limitations - Coordinate all operations involved in constructing the Pavement so the Work will result in a finished Pavement conforming to the Specifications regardless of the daily or seasonal variations in weather, temperature and humidity under which the Work is allowed to proceed. Do not place PCC during periods of rain. Do not place PCC on frozen Bases. Stop placement when descending air temperature falls below 35 °F. Do not be gin placement until the air temperature is 35 °F in the shade and rising and is forecast to remain above 35 °F. Protect the Pavement from weather damage. Protect unhardened PCC from precipitation with protective material. When PCC is placed during cold weather and the air temperature is forecast to drop below 33 °F, prevent the concrete from freezing for a minimum of 7 Days after placement. Remove and replace weather damaged Pavement at no additional cost to the Agency. 00755.41 Preparation of Base :
a.Condition - Before paving operations begin, bring the Base on which the Pavement is to be constructed to a finished condition required by the Specifications. Clean the surface of all loose material. Remove all pooling and flowing water. Place concrete on existing and new asphalt only when the asphalt surface is less than 90 °F.
b.Area - Bring the full width and length of the area on which the tracks of the paving Equipment are to operate to the density and surface tolerance required of the B ase material.
c.Grade - Before paving, verify the line and grade of the Base to ens ure the PCC Pavement can be placed at the thickness shown. 00755.42 Construction Widths - When the Pavement consists of two or more Traffic Lanes, construct at least two Traffic Lanes in one strip Panel unless shown otherwise. If the Contractor propose s a method of placement other than that shown or specified, the Contractor shall pay all costs to implement the change. Any changes require Engineer's approval. 00755.43 Placing Reinforcement :
a.Gener al - Place reinforcement as shown and specified. The Contractor's Equipment hauling reinforcement to the site is not allowed on the concrete Subgrade or Base . The reinforcement shall be straight, clean, and free of scale or other matter which would inter fere with its bonding to the concrete. Place the reinforcement on transverse bar assemblies as shown. Do not use a tube feeder to place the rebar in plastic concrete mix.
b.Deformed Bar Reinforcement - Clip at each transverse bar intersection in a manner that does not allow for displacement. Tie or clip every lap splice as shown. 00755.43
c.Support Devices - Support devices used to hold reinforcement in proper position in the concrete shall: • Hold the reinforcement within 1/2 inch of the position shown. • Consist of transverse bar assemblies . Obtain approval of the proposed support devices before use. If concrete placement operations displace the reinforcement, stop production and place additional support devices.
d.Tie Bars - Place tie bars required for contact -type longitudinal joints by one of the following methods:
1.By drilling the hardened concrete section and then inserting and grouting the tie bars into place. Drill the holes large and deep enough to insert the tie bars with adequate epoxy or non-epoxy grout. Take care not to damage the reinforcement when drilling the holes. Drill after the concrete attains enough strength so no damage to the concrete is caused by the drilling. Replace loose tie bars at no additional cost to the Agency.
2.By inserting the tie bars into the plastic slipformed concrete before vibrating and finishing the concrete. The tie bars may be bent before insertion. Replace any loose tie bars by drilling and grouting, as described in 00755.43(e)( 1), at no additional cost to the Agency.
3.By using threaded mechanical splice couplers from the QPL. Submit splices for approval before using. Rebar splices shall be: • Accompanied by manufacturer's quality complianc e certificate according to 00165.35. • Installed according to manufacturer's recommendations.
e.Dowel Bars - Provide smooth, round, epoxy coated dowel bars. Coat dowel bars with a lubricant or bond- breaking compound approved by the Engineer. Use a fram ework to place dowels that is: continuous across the entire lane width; holds the dowels parallel with each other; holds the dowels parallel with the surface of the Pavement; holds the dowels parallel to the Roadway centerline; and holds the dowels at locations shown. Furnish dowel caps as shown. For dowels placed across an expansion joint, use a dowel bar basket or other system of support that leaves no permanent incompressible members in place within the joint. Maximum alignment tolerance shall be 5 degrees or 3/16 inch in the length of the dowel. Place dowels within 3/8 inch of the center of the slab vertically. Place dowel bars for joint contact at existing concrete Pavement surfaces by drilling the existing concrete section and then inserting t he dowel bars and grouting them in place. Drill the holes large and deep enough to insert the dowel bars with adequate epoxy or non- epoxy grout. Adjust hole 00755.44 810 locations to avoid damaging any existing reinforcement when drilling the holes. Blow the dowel bar holes clean with compressed air before grouting. Center the bar in the hole for the full length of embedment before grouting. Pump the grout into the hole around the bar so the back of the hole is filled first. Do not allow blocking or shimming to im pede the flow of the grout into the hole. If dams are needed, place them at the front of the holes to confine the grout. Place the dams to permit the escape of air without leaking grout. Do not remove dams until grout has cured in the hole. 00755.44 H andling, Measuring, and Batching Materials - The plant site, layout, Equipment and provisions for transporting Material shall be adequate to assure a continuous supply of Material to the Project Site .
a.Aggregates - Stockpile and remove the Aggregate from stockpiles in a manner that holds segregation to a minimum. Do not use Aggregates that become segregated, m ixed with earth or foreign material, or contain lumps of hardened material. Thaw frozen Aggregates or Aggregates containing frozen lumps before use.
b.Batching - Batch Materials according to 02001.40. 00755.45 Mixing Concrete - Mix the concrete according to 02001.40. Mix the concrete in a batch plant mixer, except truck mixers may mix and deliver concrete only to areas inaccessible to paving Equipment . 00755 .46 Placing Concrete :
a.Delivery To Spreader - Deliver the concrete from the hauling vehicles to the placer/spreader hopper on the Shoulder area. Do not permit Equipment hauling concrete on the Subgrade or on the Base , except for a minimum number of approved right angle or near right angle crossings. Correct damage to the Subgrade or Base due to the Contractor's operations to the satisfaction of the Engineer at no additional cost to the Agency. Keep the surface of the Subgrade or Base moist in front of the paving operation.
b.One Lift - Place the concrete in final position by the slipform method in one Lift , so a minimum of finishing will be necessary to provide a dense, homogenous Pavement conforming to true grade and Cross Section , except when 00755.50 applies.
c.Spreading and Finishing Construction - Except for concrete Pavement to be placed and finished at locations inaccessible to slipform paving Equipment , place the concrete with slipform paving Equipment designed to spread, consolidate, screed, and float -finish the plastic concrete in one complete Pass of the machine to provide a dense and homogeneous Pavement surface with a minimum of hand finishing. Use hand screeding and float finishing only on small irregular areas. Consolidate the plastic concrete by internal vibration with transverse vibrating units located within the specified thickness of Pavement sections for the full width of Pavement . A series of eq ually spaced longitudinal vibrating units may be used to supplement or replace the transverse vibrating units. Maintain the frequency of vibration of each vibrating unit above 7,500 cycles per minute. Maintain the frequency or amplitude of vibration to c onsolidate the plastic concrete along the entire length of the vibrating unit and for a distance of at least 1 foot. Vary the frequency or vibration of amplitude proportionately with the rate of travel to result in a uniform density and air content. 00755.47 811 Horizontally space vibrators according to the manufacturer's recommendations or not more than 18 inches, center -to-center, whichever is less. Do not exceed a 9 inch space from the outer edge of the Pavement to the outside vibrator.
d.Continuous Forward Mo tion - Coordinate all operations of mixing, delivering and spreading concrete to provide uniform progress. Operate the slipform paver with as nearly continuous forward movement as possible. Hold stopping and starting the paver to an absolute minimum. If , for any reason, it is necessary to stop the forward motion of the paver, the vibratory and tamping elements shall also be stopped immediately. Apply no external force to the paver.
e.Provision for Joints and Other Devices - While placing concrete, m ake provision for constructing joints, placing dowels, tie bars, and other devices, as shown and directed, and as provided in 00755.43 and 00755.48.
f.Reject Concrete Material - Reject concrete if it: Is not in place within 1 hour after being mixed. Has begun to take an initial set before placement. Has been retempered with water.
g.Protect Surface - Equip supports of the slipform paver, and other Equipment which ride on previously placed Pavement to meet the requirements of 00755.60, to prevent marring, edge breaking or chipping of the previously placed Pavement . When concrete is placed adjacent to an existing Pavement , equip that part of the Equipment which is supported on the existing Pavement with protective pads on crawler tracks or use rubber -tired wheels. Offset the track or wheels to run a sufficient distance from the edge of the Pavement to avoid breaking the Pavement edge.
h.Hand Operated Equipment - Use shovels, not rakes, to hand spread and distribute the concrete. Do not foul the concrete with foreign matter, or disturb joint devices during such operations. Furnish hand operated mechanical vibrators satisfactory to the Engineer. Use these vibrators to consolidate the concrete Pavement at least 6 feet each side of construction and expansion joints and any other areas as directed.
i.Illumination - During hours of darkness, adequately illuminate work areas at no additional cost to the Agency. 00755.47 Test Strip - At the beginning of paving operations, construct one initial test strip of concrete Pavement at least 0.1 mile, but not more than 0.2 mile in length at the specified paving width. Use the same Equipment for the remainder of the paving. Do not perform further paving until the test strip is evaluated according to 00755.55. An additional test strip will be required when: • The Contractor proposes using different paving Equipment. Any portion of a test strip fails to meet the smoothness requirements of 00755.55. Change methods and/or Equipment and construct additional test strips until a test strip meets smoothness requirements without grinding or other corrective work. Limit these additional test strips to 0.1 mile in length. If three test strips fail to meet smoothness requirements before grinding, remove all three strips and construct additional test strips at no additional cost to the Agency. 00755.48 812 The Engineer may waive the initial test strip if the Contractor is proposing to use a batch plant mixer and paving Equipment that were satisfactorily used on a n Agency project within the preceding 12 months and the mixer hasn't been altered or moved. 00755.48 Joints :
a.General - Construct joints of the kinds shown and where shown or directed. Joint types in the concrete Pavement will be contraction, construction or expansion. They shall be transverse or longitudinal, as shown or directed. Extend all joints and joint filler to Pavement edges or to each other. Construct all joints at right angles to the surface of the Pavement . Joints sha ll not vary from specified or indicated line by more than 1/4 inch. The tops of joint filler, when required, shall be slightly, but not more than 1/8 inch, below and paralleling finished Pavement grade and Cross Section. Protect top edges of filler from damage by paving operations. All joints which contain preformed filler are to be constructed before the final floating and surface finishing of the concrete, unless otherwise directed.
b.Longitudinal Joints - Longitudinal joints shall be the contact type or weakened plane type as shown.
1.Longitudinal Contact Joints - Construct longitudinal contact joints when concrete is placed against hardened concrete, between strips of Pavement or between a strip of Pavement and a concrete gutter.
2.Longitudinal Weakened Plane Joints - Construct weakened plane joints by sawing to the depths and maximum width shown. Saw longitudinal weakened plane joints at the earliest possible time following placement of the concrete to prevent uncontrolled cracking without damaging the Pavement or joint. Saws may be single or tandem, as th e Contractor elects, and be controlled by guides to true line. Restore curing agents broken or damaged by the sawing operations. If the top width of sawed joints exceeds 1/4 inch, fill the joint with a poured joint filler.
c.Construction Joints - Construct construction joints when there is an interruption of 45 minutes in the concrete placing operations. The new concrete placed against the joint shall conform closely to the proportions and consistency of the previously placed concrete except vibrate and consolidate it to a greater degree and with more care than normal.
1.Continuously Reinforced Pavement - Furnish a self -supported working platform at each construction joint. This working platform shall be at least 4 feet wide and long enough to span the entire width of the Pavement Panel being constructed. Construct and support the platform so it does not rest upon or touch the reinforcing steel. Have the workers use this platform when working in the area around construction joints and do not wal k on the reinforcing steel. Remove any debris or spilled concrete at and beyond the joint, and support the reinforcement in proper position. Form construction joints with a special header board. Take care when forming construction joints to assure that the reinforcement and its supports are not displaced, distorted or otherwise disturbed. When concrete placement resumes, remove the header board so neither the 00755.51 813 reinforcement nor the bond between the reinforcement and the previously placed concrete is disturbed.
2.Other Pavements - Unless otherwise shown, do not construct construction joints within 10 feet of a transverse expansion or contraction joint. If sufficient concrete has not been mixed at the time of interruption to form a slab at least 10 feet long, remove the concrete back to the last joint and dispose of as directed.
d.Terminal Expansion Joints - Locate terminal expansion joints at the ends of runs of continuously reinforced concrete Pavement and construct to the dimensions and details s hown. For the terminal expansion joint, place dowel bars according to 00755.43(f). The concrete in sleeper slabs shall conform to 00755.11. The steel reinforcement shall conform to Section 02510. Vibrate concrete in sleeper slabs until it is completely consolidated and the excavations are completely filled. Construct sleeper slabs at least 24 hours before paving operations, unless otherwise allowed. Cure the surfaces of sleeper slab concrete according to 00755.53 until covered with concrete Pavement . 00755.49 Surface Finishing - After the concrete has been given a preliminary finish by the finishing devices in the slipform paving Equipment , check the surface of the fresh concrete in the longitudinal and transverse direction with a 12-foot straightedge. Correct surface deviations more than allowed by 00755.55(a). Lap each successive check with the previous check path by at least half the length of the straightedge. This longitudinal checking and correction on areas to be profiled for IRI smoothness will be waived if it is successfully demonstrated that a Pavement surface is otherwise produced which conforms to 00755.55(b)(1)(a).
a.Edge Slump - Correct any edge slump of the concrete in excess of 1/4 inch before the concrete hardens.
b.Textured Finish - Upon completion of the machine floating, straightedge testing, edge tooling and, if necessary, hand floating, and before initial set of the surface concrete, give the surface of the concrete a textured finish. Accomplish the textured finish with a steel -tine tool with 1/8 inch wide tines spaced 3/4 inches apart that will mark the finished surface to a depth of 1/8 to 3/16 inch without tearing the surface. Avoid overlaps of the texturing. Texture the surface parallel to the Roadway centerline and full R oadway width. 00755.50 Stationary Side Form Construction - Cons olidate and finish according to 00755.51.
a.Mandatory SSFC - Use stationary side form construction on the standard reinforced concrete Pavement at the ends of Structure s.
b.Optional SSFC - With the approval of the Engineer, Pavement may be constructed between stationary side forms in: • Areas inaccessible to slipform paving Equipment . • Irregular areas. • Short sections of Pavement which are necessary to facilitate traffic movement. 00755.51 Modification of Stri ke-off, Consolidation, Final Floating, and Surface Finishing - Where the width of Pavement is narrow, tapering, or of irregular pattern not lending itself 00755.52 814 to being constructed by prescribed machine methods, the Contractor will be allowed to perform the strike-off, consolidation, final floating and surface finishing with Equipment , tools, means, labor and methods other than those specified, provided the Work meets with the approval of the Engineer and the following requirements: • Without causing segregation , vibrate throughout the concrete being placed until it is uniformly consolidated. Strike off the concrete with templates or screeds designed and manipulated to shape the concrete to specified Cross Section between the forms, carrying a slight excess of co ncrete in front of the leading edge of templates or screeds at all times. Following the vibrating and strike-off operations, float the concrete. Include transverse floating or other smoothing and finishing actions as necessary. Check and correct the surf ace according to 00755.49. Keep the surface free from laitance, soupy mortar, marks or irregularities. Finish the surface according to 00755.49. 00755.52 Edge Tooling and Filling - Tool edges at transverse joints and longitudinal joints of new Pavement and clean joints of previously placed concrete to remove laitance and mortar resulting from finishing operations, and to provide clean rounded edges without ridges on the surface. Fill any areas of minor honeycomb or other minor defect in composition of the concrete along the exposed sides of concrete with a stiff mortar of cement and Fine Aggregate , and apply to the moistened concrete to the satisfaction of the Engineer. Remove an d replace areas showing serious defects in composition of the concrete with specified quality concrete for full Panel width between longitudinal joints or edges, and for a length not less than 10 feet. Low spots exceeding 1/4 inch in depth, if in hardened concrete, may be filled with an epoxy grout, provided the filling is neat and blends inconspicuously with adjoining concrete. Prepare the area according to the grout manufacturer's recommendations. 00755.53 Curing Concrete - Immediately after the final floating, surface finishing and edging have been completed, and while the concrete surface is still moist, cover and cure the entire exposed surface of the newly placed concrete for at least 72 hours according to one of the following provisions:
a.Liquid Membrane -Forming Compounds - Apply liquid membrane-forming compound uniformly to the concrete by pressure-spray methods at a rate of at least 1 gallon per 150 square feet. Mix the liquid membrane -forming compound thoroughly before and during use. Liquid membrane-forming compounds are not allowed when an asphalt concrete Pavement is placed on the new portland cement concrete Pavement.
b.Other Coverings - Apply the covering to damp concrete as soon as it can be placed without marring the surface. Place the membrane in contact with the surface, extend beyond the sides or edges of the slabs or forms, and weight down as required to hold it in position as a waterproof and moisture- proof covering. Laps shall be sufficient to maintain tightness equivalent to the sheeting and use:
1.Polyethylene Film - Sheeting shall be clear or white.
2.Waterproof Paper - Transverse laps shall be at least 18 inches, and ce ment longitudinal seams.
3.Cotton or Jute Mats - Before placing, saturate the mats with water and keep fully wetted during the curing period. 00755.55 815 00755.54 Longitudinal Pavement Cracks - Within 28 D ays after concrete placement and before opening the Pavement to Public Traffic , the Engineer will perform a Pavement crack survey. Clean the Pavement before the crack survey. Pavement with uncontrolled longitudinal cracks which are visible without magni fication will be considered unacceptable and be repaired or removed as determined by the Engineer. Perform all remedial Work at the no additional cost to the Agency. 00755.55 Surface Tolerance, Testing, and Correction - The surface of finished Pavement shall not deviate from longitudinal and transverse smoothness more than the prescribed limits. Perform straightedge testing and IRI profile testing under the supervision of the Engineer with Equipment furnished and operated by the Contractor as soon as the hardness of the concrete permits.
a.Straightedge Testing and Tolerance - Test the l ongitudinal and transverse smoothness of the Pavement surface with a 12-foot straightedge. The extent of the testing will be as the Engineer determines necessary or expedient. The Pavement surface shall not deviate from the straightedge at any point by more than 1/8 inch for all areas that are constructed by the prescribed m achine methods and for all Traffic Lane s and ramps. Other areas shall not deviate by more than 1/4 inch. Longitudinal 12-foot straightedge testing is not required for Pavement accepted under 00755.55(b).
1.Transverse Joints - Test with the 12 -foot straightedge parallel to the centerline, as directed. The Pavement surface shall not vary by more than 1/8 inch.
b.International Roughness Index Smoothness Testing and Tolerance:
1.General - Test the longitudinal surface of all Traffic Lane s, ramps, Shoulder s and Bridge s for smoothness by the IRI method according to ODOT TM 772. Before paving commences on the Project, demonstrate the inertial profiler operation by conducting calibration test ing according to ODOT TM 77 2, and running the machine twice over a 0.1 mile section of Pavement with repeating results.
a.Daily Surface Test - The Pavement shall have an average IRI of 65.0 inches , or less . If the average 0.1 mile IRI exceeds 95.0 inches per mile for any segment of Pavement constructed in any Day's production, discontinue paving operations and construct one or more test strips as described in 00755.47. The test strip may be comprised of Pavement placed during the shift, but in no case shall it be less than 0.1 mile in lengt h. Start the profiles that represent a Day's production 50 feet before the beginning of that Day's production and stop 50 feet before the end of that Day's production. Run the profiles for each Day's production as soon as possible without damaging the surface. Analyze the Daily Surface Test profiles according to 00755.55(c)(2), and give the profiles and results to the Engineer within 24 hours of the conclusion of the Day's production.
b.Quality Control Surface Test - Run the profiling device over each Traffic Lane for the full length of the Project. In the presence of the Engineer and according to ODOT TM 772 obtain profiles on the Pavement surface in the right and left wheel path of the Traffic Lane along a line parallel to longitudinal pavement mark ings, at 3 feet and 9 feet offsets form the left edge of the Traffic Lane. Take the profile on transition areas of entrance and exit ramps, as close to the right and left wheel path of the through Traffic Lane as practical. Submit data files to the Engin eer at the completion of each shift in which profiling has taken place. For the Pavement sections tested, provide the raw data files and electronic copies of the profile data in PPF and manufacturer proprietary formats, as required by the Engineer. 00755.55 816 Analy ze profiles according to 00755.55(c), give the results t o the Engineer no later than 24 hours following completion of required smoothness testing. The results consist of a table showing the areas of Localized Roughness in each wheel path, left wheel path IRI, right wheel path IRI, and mean IRI (average of left and right wheel path IRI) at 0.10 mile intervals.
c.Quality Assurance - At the discretion of the Engineer, the Agency may perform q uality assurance of p rofiles on Projects according to ODOT TM 772.
c.Determination of the International Roughness Index:
1.General - Analyze profiles in 0.10 mile segments and partial segments. Begin segments 50 feet into the Project and run consecutively in the direction of travel. A segment ends as a partial segment and a new segment begins when the segment sequence is interrupted by stage construction or by profiled areas excluded from the smoothness requirements. Minimize the number of partial segments. The following areas of Pavement are excluded from IRI smoothness requirements: • Profiles extending beyond the Project ends. • Bridge decks, Bridge approach slab s, and Pavement within 50 feet of Bridge approach slabs. • First and last 50 feet of the paving limits of the Project. • The 50 feet before and aft er no Work a reas within the Project limits. • Ramps and auxiliary lanes, with a posted speed of less than 35 mph. • Shoulders. • First 200 feet of entry ramps and the last 200 feet of exit ramps. • The 25 feet before and after Utility appurtenances in the Traffic Lane. • Continuous portions of Traffic Lanes with less than 0.05 mile between excluded areas. • Portions of the Project with posted speed limits less than 35 mph. Locate IRI profiling excluded areas prior to smoothness measurement. Areas excluded from longitudinal profile measurement shall meet the straightedge requirements of 00755.55(a).
2.Method of Analysis - Determine IRI and areas of Localized Roughness for each wheel path according to ODOT TM 772, with the limits established per 0755.55(c). Maximum averaged IRI is 95.0 inches/mile for 0.1 mile segments and partial segments and 160.0 inches/mile for areas of Localized Roughness.
d.Shoulders and Paved Medians - Test the Pavement with the 12-foot straightedge parallel to and perpendicular to the centerline for Shoulders and paved Medians, as directed by the Engineer. The Pavement surface shall not vary by more than 1/4 inch.
e.Correcting Deficiencies - Should testing described in 00755. 49, 00755.51, and 00755.55 show the Pavement does not conform to the prescribed limits of deviation, the following shall apply:
1.Failure to Meet Straightedge Requirements:
a.Plastic Concrete - If the requirements of 00755.49 or 00755.51 are not met, stop the paving operations until revised methods, changes in Equipment , or correction of procedures are made or proposed for trial, and are approved by the Engineer for trial. Also stop those revisions, changes and corrections if they do not produce a specified surface. 00755.56 817 b. Hardened Concrete - If the requirements of 00755.51 or 00755.55(a) are not met, correct according to 00755.55(e )(2)(a) , or 00755.55(e )(2)(b) and retest.
2.Failure to Meet IRI Smoothness Requirements - If testing described in 00755.55(b) shows that the Pavement does not conform to the prescribed limits, the Contractor is responsible for locating areas that require corrective work. All segments with an IRI value more than 95.0 inches per mile and areas of Localized Roughness are subject to corrective action. Disagreements will be resolved by the Engineer. Correct all areas of Localized Roughness, segments and partial segment s identified for corrective work, and any transver se joint and excluded areas that exceed the requirements of 00755.55(b) , by one of the methods listed below and to the specified limits:
a.Remove - Remove the non -specification concrete Pavement as determined by the Engineer and replace with specificati on concrete Pavement .
b.Grind - Profile with abrasive grinders, equipped with a cutting head comprised of multiple diamond blades , to a maximum depth of 0.3 inches . Areas ground are subject to the requirements of 00755.56 and 00755.93. Mark the areas to be profile ground. For all areas corrected by grinding, restore the required surface texture, as specified in 00755.49(b), by longitudinal sawing with diamond blade saws.
c.Time Limit - Complete cor rection of all surface roughness within 14 Calendar Days following notification, unless otherwise directed. Retest their entire length, according to 00755.55(b), all segments requiring corrective w ork with the inertial profiler under the supervision of the Engineer. Perform all corrective w ork and intertial profiling, including traffic control, at no additional cost to the Agency. 00755.56 Pavement Thickness - Construct the Pavement to the thickness shown. Pavement not so constructed will be subject to replacement accordi ng to 00755.57, or to payment at adjusted prices according to 00755.93.
a.Sticking Measurements - Determine conformance with minimum thickness requirements by random sticking measurements of the plastic concrete according to ODOT TM 775 under the Engineer's observation. Report thickness to the nearest 0.1 inch. Divide the Panel into units and partial units equivalent to a maximum of 200 lane feet. Normally, unit lengths will be 200 feet for one lane, 100 feet for two lanes, 70 feet for three lanes and as appropriate for transition areas. When directed, take one sticking measurement at a randomly selected location in each unit and partial unit. Record measurements to the nearest 0.1 inch. Take the measurements: • After consolidation and screeding and before the float finish. No closer than 2 feet from the Panel edges. Within 10 feet longitudinally and 1 foot transversely from the calculated random location determined by the Engineer. If a sticking is not obtained for a unit or a partial unit, or is not available to represent the area of Pavement remaining after the limits of Pavement over 1.0 inch deficient is determined, the measurement will be assumed to be the same as the preceding or following sticking measurement, that is nearest in distance. 00755.57
b.Thickness 0.5 Inch Deficient - If a sticking measurement indicates the Pavement is 0.5 inch or more deficient in thickness, stop forward paving progress until appropriate adjustments are made or corrective action is taken.
c.Coring Requ irements - Perform required coring, or coring requested by the Engineer according to AASHTO T 24 and repair core holes as directed, at no additional cost to the Agency. Cores will be measured by the Engineer according to AASHTO T 148 and the measurements reported to the nearest 0.1 inch. Core measurements will replace sticking measurements.
1.Corrective Grinding Areas - If corrective grinding required by 00755.55( e) is performed at a sticking measurement site where the measurement is the specified depth or less within a segment or partial segment represented by the profile indexes, the Engineer may require a core after corrective grinding.
2.Cores Requested By Contractor - If the Contractor believes that a sticking measurement or a core is not repr esentative of the actual Pavement thickness, the Contractor may take a replacement core. Take replacement cores at a location as directed, 10 feet from the sticking measurement or core site in question and the same distance from centerline. The replacement core measurement will replace the original sticking or core measurement.
d.Thickness Over 1.0 Inch Deficient - If a sticking measurement shows Pavement over 1.0 inch deficient, obtain a core at the sticking measurement site. If this core, or a core determined by 00755.56(c)(1) , shows Pavement over 1.0 inch deficient, obtain additional cores. Take these additional cores at the same distance from the centerline and at 25 foot intervals each direction from the first core until a core in each direction shows Pavement 1.0 inch deficient or less. These two core locations will be considered the limits of the Pavement more than 1.0 inch deficient. The Pavement Panel between these two cores will represent the area of Pavement subject to removal and replacement under 00755.57 or no payment under 00755.93. When it is suspected by the Engineer that the Pavement in the adjacent travel lanes in the Panel may be more than 1.0 inch deficient for a greater distance than determined by the above procedure, core the Pavement in the adjacent travel lanes in the nearest wheel track (3 feet from the nearest edge) opposite both limit cores. If these cores are more than 1.0 inch deficient, the above procedure shall be followed to determine the limits. 00755.57 Deficient Pavement - Remove and replace Pavement deficient in thick ness by more than 1.0 inch, according to 00755.56(d), at no additional cost to the Agency. If allowed by the Engineer, the Pavement may be left in place without payment. Replacement Pavement shall be of the specified design, quality and thickness as foll ows: • Be the full width of the Pavement Panel involved. • Extend far enough to replace at least a 20 foot length. • Extend to the construction joint if closer than 20 feet to a construction joint. 00755.58 Terminal Anchors - Furnish concrete for anchors according to 00755.11. Furnish steel meeting the requirements for standard Pavement reinforcement as shown. Vibrate the concrete in anchors until it is consolidated and the excavations are filled. Construct anchors at least 24 hours before paving operations. Keep the surfaces of anchor concrete moist and clean until covered with Pavement concrete. 00755.80 819 00755.59 Flexible to Rigid Pavement Transition Systems - Furnish the concrete in Pavement transition systems according to 00755.11. Furnish steel meeting the requirements for standard Pavement reinforcement as shown. Vibrate the concrete in Pavement transition systems until it is consolidated and the excavations are filled. Construct Pavement transition systems at least 24 hours before paving operations. Maintenance 00755.60 Protection of Concrete - Repair or replace any part of the Pavement damaged by traffic or damaged from any other cause before its official acceptance, according to 00170.80. The maturity method, AAS HTO T 325, may be used to estimate concrete strength for opening Pavement to construction traffic. Install at least two maturity thermocouples for each Day's placement in areas where the maturity method will be used for early opening. Install the thermoc ouples near the Day's final placement for areas being evaluated for early opening. When the maturity method is used, the Engineer may verify the maturity method with strength specimens. Establish a new strength -maturity relationship if strength specimens deviate more than 10 percent from the maturity -estimated strengths. Suspend use of the maturity method for opening Pavement s to traffic when the strength- maturity relationship deviates by more than 10 percent until a new strength-maturity relationship is established. Do not operate construction Equipment on newly placed concrete until the requirements of (a), (b), and (c) are met. Do not allow Public Traffic on newly placed concrete until all of the following requirements are met:
a.The Contractor c omplies with 00150.60.
b.The concrete attains a compressive strength of at least 70 percent of the specified 28-Day strength as determined by testing at least three cylinders cured according to AASHTO T 23 (field cure) and tested according to AASHTO T 22.
c.The surface of the concrete is protected from scarring or abrasion and kept free of stones, loose mortar and other matter apt to be deleterious to the concrete in the paths of Equipment .
d.The Pavement meets all of the requirements of 00755.55. Measurement 00755.80 Measurement - The quantities of concrete Pavement will be measured on the area basis. The area will be determined by measuring the width and length of each separately constructed Panel of Pavement . The width is the design width or measured edge-to -edge width on the surface of the Pavement , whichever is less. The length is the horizontal measurement from end to end of Pavement along the center line of the strip. The measurement of extra thickness of Pavement , as shown or as ordered, will be determined by conversion on a proportionate volume basis to an equivalent number of square yards of spec ified thickness Pavement . The quantities of terminal anchors and terminal expansion joints will be measured on the length basis, along the center line of each anchor and joint as constructed. The quantities of flexible to rigid Pavement transition system s will be measured on the unit basis where each unit is one lane width. 00755.90 Payment 00755.90 Payment - The accepted quantities of Work performed under this Section will be paid for at the Contract unit price, per unit of measurement, for the following item s: Pay Item Unit of Measurement
a.Continuously Reinforced Concrete Pavement ................................ Square Yard
b.Continuously Reinforced Concrete Pavement ___ Inches Thick .... Square Yard
c.Reinforced Concrete Pavement ...................................................... Square Yard
d.Reinforced Concrete Pavement ___ Inches Thick .......................... Square Yard
e.Terminal Anchors .................................................................................. Foot
f.Flexible to Rigid Pavement Transitions ................................................. Each
g.Terminal Expansion Joint ...................................................................... Foot In items (b) and (d), the thickness of the Pavement will be inserted in the blank when more than one thickness is required under the Contract. Item (e) includes the excavation for the terminal anchor trenches. Item (f) includes the transition panel, excavation, and dowelled expansion joint. Item (g) includes the sleeper slab, excavation for the sleeper slab , and dowelled expansion joint. ACP will be paid for according to 00744.90, and 00745.90, as applicable. Payment will be payment in full for furnishing and placing all Material s, and for furnishing all Equipment , labor, and Incidental s necessary to compl ete the Work as specified. No separate or additional payment will be made for splices due to staged construction, tie bars, dowel bars, curing materials or sawcutting. 00755.92 Price Adjustment for Strength - For each lot of concrete for which a PF is determined, the following will apply: • In no case will the actual payment exceed the Contract Unit Price. • When the PF is less than 1.00, the price adjustment will be determined as follows: Price Adjustment = 0.3 x (PF - 1) x Unit Price 00755.93 Price Adjustment for Variation in Thickness - No additional payment over the Contract unit price will be made for Pavement having a thickness greater than shown or ordered by the Engineer. When the Pavement is found deficient in thickness by more than 0.2 inch, but not more than 1.0 inch, as determined according to 00755.56, payment will be made at an adjusted price according to the following table: 00755.95 Deficiency in Proportional Part of Contract Thickness (I nch) Unit Price Allowed 0.00 to 0.20 100% 0.21 to 0.30 83% 0.31 to 0.40 76% 0.41 to 0.50 73% 0.51 to 0.75 63% 0.76 to 1.00 59% No payment will be made for any area of Pavement found deficient in thickness by more than 1.0 inch even though such Pav ement is allowed by the Engineer to remain in place under the provisions of 00755.57. 00755.95 Smoothness Price Adjustment - No separate or additional payment will be made for smoothness testing.
a.General - A price adjustment based on the results of the IRI will be made for each 0.10 mile segment or partial segment of Traffic Lane CRCP requiring IRI measurement according to 00755.55(b). The price adjustment will be based on the IRI values determined according to ODOT TM 772 for each 0.10 mile segment and partial segment. Partial segments less than 0.10 mile in length will be evaluated with the IRI price adjustment value multiplied by the ratio of the partial segment length to 0.10 mile segment, as determined in 00755.55(b). A 0.10 mile segment, or partial segment is only eligible for a positive price adjustment if the following apply: The IRI in each wheel paths is 65 .0 inches per mile or less. These requirements are met without any corrective action specified in 00755.55(e)(1)(b). A smo othness price adjustment will be made for all segments, or partial segments based on the average IRI value of both wheel paths and the following equations: Averaged IRI (inches/mile) Equation ≤ 35.00 Y = $900.00
35.01 60.00 Y = (- $36 × X) + $2,160
60.01 65.00 Y = $0.00
65.01 95.00 Y = (- $36 × X) + $2,340
> 95.00 Corrective Action Y = The price adjustment for the segment or partial segment X = The averaged IRI value for the segment or partial segment The smoothness price adjustment will be made on the next monthly progress estimate following the satisfactory completion of all corrective work and the submission of all test data for all Traffic Lane paving on the Project. 00755.95(b) applies when correc tive action is taken by the Contractor.
b.Adjustments for Sections Requiring Corrective Work - Segments or partial segments containi ng corrective work according to 00755.55(c) will be subject to the price adjustments described in 00755.95(a), except that no positive price adjustment (bonus) will be due to the Contractor. If a segment or partial segment containing corrective w ork is retested according to ODOT TM 772 and 00755.55(b)(2), the retested average IRI value will be used for payment, except 00755.95 822 that no positive price adjustment will be made for a segment or partial segment containing corrective work. Segments or partial segments containing corrective work with an IRI value of more than 95.0 inches per mile are subject to additional corrective action according to 00755.55(c). The Engineer may waive corrective action in partial segments with the application of a smoothness price adjustment based on an IRI value of 95.0 inches per mile.
Source: Oregon Standard Specifications for Construction, 2024 Edition. Pages 870–888 of 1,268.