00756.13 823 Section 00756 - Plain Concrete Pavement Description 00756.00 Scope - This Work consists of constructing portland cement concrete Pavement as shown and specified. 00756.01 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 00756.02 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. 00756.04 Aggregate Production and Prepaving Conference :
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 of accomplishing Aggregate production.
b.Prepaving Conference - Supervisory personnel of the Contractor and any Subcontractors who are to be involved in the concrete paving Wo rk shall meet with the Engineer, at a mutually agreed time, to discuss methods of accomplishing all phases of the paving Work . Materials 00756.10 Materials - Furnish Material s meeting the following requirements: Bonding Agents .......................................................................................... 02070 Concrete ..................................................................................................... 02001 Curing Materials ......................................................................................... 02050 Dowels .................................................................................................. 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 ............................................................................................ 02510 00756.11 Classes of Concrete - Furnish Class 4000 - 1 1/2 paving concrete unless otherwise shown or specified . 00756.13 Concrete Mix Designs - Prepare and submit either new mix designs or current mix designs for each class of concrete required according to Section 02001. 00756.15 00756.15 Quality Control - Provide sampling, testing, and quality control according to Section 00165, Section 02001, and the following:
a.Concrete Mixture - For all plain concrete pavement, provide personnel according to 00756.30 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 resul ts 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 are 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 meet 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 . 00756.16 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 Contr actor'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 equal t o or greater than the quality level specified in Table 00165 -2 for a PF of 1.00. Each required sample represents a sublot. When the quality level specified in Table 00165-2 yields a PF of less than 1.00 for any constituent, the material is non-specificat ion.
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 - 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 Days according to AASHTO T 22.
1.General - For all classes of concrete, acceptance of hardened concrete will be based on an analysis of compressive strength tests of cylinders cast by the QCT. Test the cylinders at an ODOT certified laboratory.
2.Sampling and Testing - Provide s ampling and testing according to Section 00165.
3.Acceptance - The ASTV shall exceed the ƒ 'c (specified strength) for the mix design. If a set of cylinders has an ASTV less than ƒ'c, the Engineer will review the results to determine if 00756.23 825 the concrete represented by the cylinders shall be removed. In any case, concrete that has an ASTV of less t han 85 percent of the specified strength shall be removed unless otherwise authorized, in writing, by the Engineer. The cost of removal, replacement and all related Work shall be the Contractor's responsibility, subject, if the concrete is allowed to remain in place, to a price adjustment according to 00150.25. If an ASTV falls below the ƒ'c, the Contractor may submit a written plan within 3 D ays of the test for review by the Engineer. The plan shall outline a proposed alternate method of evaluating comp ressive strength. The plan shall provide evidence that a reasonable ƒ 'cr (over-design) was maintained and that there is credible evidence (besides low strength) which warrants consideration of this option. If the Engineer determines that the compressive strength test results are suspect from definable external factors, the Engineer may allow an alternate method of acceptance. Equipment 00756.20 Batch Plant - Provide batch plants according to Section 02001. 00756.21 Mixers - Provide mixers according to Section 02001 except mix concrete in the batch plant mixer. Truck mixers may be used only as allowed in 00756.45. 00756.22 Hauling Equipment - Transport concrete in non-agitating Equipment . Truck mixers may be used to transport concrete only as al lowed in 00756.45. Hauling Equipment shall conform to AASHTO M 157.12 or AASHTO M 157.11.6 when allowed. 00756.23 Paving Equipment - Provide self -propelled paving machines that conform 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 control line and grade from both sides. • 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 concret e. • Equipped with sliding 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 00756.49(a). • Equipped with a positive interlock system to s top 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. 00756.24 826 • 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.
c.Paving Machine - If a paving machine riding on stationary side forms is used, conform to the following: • The machine used for initial strike-off and consolidation of PCC shall be self -propelled, screening type and shall ride on and be guided by steel side forms or the edge of contiguous PCC Pavement . The machine shall be designed and operated to strike-off, consolidate and compact the PCC to prescribed line, grade and Cross Section . Make provision to prevent chipping or marring previous ly placed PCC. • Vibratory Equipment shall be of the surface pan type or internal type with immersed tube or multiple spuds. The vibrator shall provide full slab width vibration to the concrete. The rate of vibration shall be not less than 3,500 cycles pe r minute for surface vibrators and shall be not less than 7,000 cycles per minute for internal vibrators and as necessary for proper consolidation and compaction. • Floating and finishing machines shall be self -propelled and shall ride on and be guided by steel side forms or the edge of contiguous PCC Pavement . The machine shall provide floating action to the PCC surface by means of screeds, floats, rollers or combinations of them. Screed type machines shall have at least two oscillating type transverse scr eeds. The machines shall have sufficient wheel base length, weight, float surface and adjustments to true up the PCC surface to accurate Cross Section and grade without dragging, marking or defacing the surface. 00756.24 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 . 00756.25 Smoothness Testing Equipment - Provide all Equipment and supplies for determining smoothness according to 00756.55.
a.Straightedge - Provide two 12-foot straightedges.
b.Inertial Profiler - Provide a profiling device meeting the requirements of ODOT TM 772 and certified accor ding 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 me asurements to discuss all aspects of smoothness measurement on the Project. Labor 00756.30 Quality Control Personnel - Provide technicians having CAgT, CCT, CSTT, 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. • Reject loads which arrive at the Project Site without a batch ticket. 00756.43 827 • 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 00756.40 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 seasona l 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, or when descending air temperature falls below 35 °F. Placement shall not resume unt il ascending air temperature reaches 35 °F. Measure air temperature in the shade and away from artificial heat. Protect the Pavement from weather damage. Protect unhardened PCC from precipitation with protective material. When PCC is being placed during cold weather, and the air temperature is forecast to drop below 33 °F, prevent the PCC from freezing for a minimum of 7 D ays after placing. Remove and replace weather damaged Pavement at no additional cost to the Agency. 00756.41 Preparation of Base - Before paving operations begin, bring the Base to the finished condition and shown grade required by the Specifications. If the Equipment used by the Contractor requires additi onal width for support, provide the support necessary to assure the Equipment maintains proper grade and Cross Section. The Base shall be moist before the concrete is placed. When the Base is a treated Base the surface shall be clean and free of all loos e material. Place concrete on existing and new treated Base only when the surface temperature is less than 90 °F. If water is used for cooling, remove all excess water standing in pools or flowing on the surface before placing concrete. Manholes, inlets and other such Structure s shall be completed, adjusted, cured and otherwise prepared, as applicable , and ready to have concrete placed in contact with them. Prepare manhole frames and other independent metal Structure s in the Pavement area with an approv ed bond- preventing agent. 00756.42 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 proposes a method of placement other than that shown or specified, the Contractor shall pay all costs to implement the change. Any changes require the Engineer's approval. 00756.43 Placing Dowel Bars and Tie Bars:
a.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 framework 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 , and holds the dowels parallel to the R oadway centerline. 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 dowe ls 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 the dowel bars and grouting them in place. Drill the holes lar ge and deep enough to insert the dowel bars with adequate epoxy or non- epoxy grout. Adjust hole 00756.44 828 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 will be filled first. Do not allow blocking or shimming to impede 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.
b.Tie Bars - Provide epoxy coated tie bars and place them for contact -type longitudinal joints by one of the following methods: • 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-epox y 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. • By inserting t he 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 above, at no additional cost to the Agency. • By usin g threaded mechanical splice couplers from the QPL. Submit splices for approval before using. Rebar splices shall be: • Accompanied by manufacturer's quality compliance certificate according to 00165.35. • Installed according to manufacturer's recommendation s. 00756.44 Handling, 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 Aggregate s that become segregated, mixed 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. 00756.45 Mixing Concre te - Mix Materials 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 . 00756.46 Placing Concrete - Place the concrete Pavement with a slipform paving machine as described in (a), (b), (c), and (d) below. Concrete Pavement may be constructed between stationary side forms as described in (e) below only when: • Areas of continuous concrete Pavement are less than 1,000 square yards. • Areas are inaccessible to slipform paving Equipment . • In areas of irregular geometry. • In short sections of Pavement which are necessary to facilitate traffic movement.
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 00756.46 829 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 .
c.Spreading and Finishing Construction - 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. U se 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 seri es of equally 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 vibrat ion to consolidate 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. 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 Fo rward Motion - 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 mini mum. If, for any reason, it is necessary to stop the forward motion of the paver, immediately stop the vibratory and tamping elements. Apply no external force to the paver.
e.Stationary Side Form Method - Place the PCC between stationary side forms by means that will prevent segregation of constituents of the PCC, displacement or deformation of the forms or Base , forming of piles, and unequal consolidation. Spread and distribute the PCC with a mechanical concrete spreader which will fill all corners and spaces with PCC and leave it at such height that after consolidation and finishing it will be at specified grade and Cross Section . Spread and vibrate the PCC against and along the forms, and in the vicinity of joints comprising load transfer devices, with care to avoid displacement of the forms or devices. Use shovels or muckrakes, not rakes, for hand spreading and distributing. Do not foul the PCC with foreign matter. After being placed, strike-off, vibrate and consolidate the PCC with Equipment conforming to the requirements of 00756.23. If more than one machine is required to properly handle production, the vibrating of PCC shall normally precede or accompany the fir st or leading machine only. Perform the operations above within 15 minutes after the PCC is placed. The operations shall be continuous until the surface has been worked the equivalent of not less than two P asses of a single screed machine. In each Pass of the machine, maintain a roll of PCC ahead of the screed for the 00756.47 830 entire width of Pavement being placed. The strike-off, vibrating and consolidating shall leave a surface of uniform texture, true to grade and Cross Section . Equipment shall be in good mechanical condition at all times and be adjusted for wear at the direction of the Engineer. Keep forms and other controls of line and grade clean and true to line and grade.
f.Provision for Joints and Other Devices - While placing concrete, make provis ion for constructing joints, placing dowels, tie bars, and other devices as shown and directed, and as provided in 00756.43 and 00756.48.
g.Reject Concrete Material - Reject concrete if it: • Is not in place within 1 hour after being mixed (90 minutes w hen delivered in ready mix truck). • Has begun to take an initial set before placement. • Has been retempered with water.
h.Protect Surface - Equip supports of the slipform paver, and other Equipment which ride on previously placed Pavement to meet the req uirements of 00756.60, 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.
i.Hand Operated Equipment - Use shovels and muckrakes, not rakes, for hand s preading and distributing. 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 on each side of construction and expansion joints and any other areas as directed.
j.Illumination - During hours of darkness, adequately illuminate work areas at no additional cost to the Agency. 00756.47 Test Strip - At the beginning of paving operations, construct one initial test strip of concrete Pavement at least 0.1 mile long at the specified paving width. Do not perform further paving until the test strip is evaluated according to 00756.55. An additional tes t 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 00756.55. 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. 00756.48 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 expansi on. They shall be transverse or 00756.49 831 longitudinal, as shown or directed. Extend all joints and joint filler to Pavement edges or to each other. Joints shall 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 - If the Contractor elects to pour the entire width of Pavement at one time, construc t the longitudinal joint as shown. 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 regardless of age, 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 the Contractor elects, and be controlled by guides to true line. Restore curing agents brok en or damaged by the sawing operations.
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. 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.Transverse Contraction Joints - Form transverse contr action joints by sawing to the required dimensions shown. Saw transverse contraction joints at the earliest possible time following placement of the concrete to prevent uncontrolled cracking without damaging the Pavement or joint. Repair any damage to th e curing Material during the sawing operations immediately after the sawing is completed.
e.Sealing Sawed Joints - Fill sawed longitudinal weakened plane joints and transverse contraction joints with poured joint filler. Thoroughly clean joints at the time of sealing. Ensure the curing period for joints is complete before allowing construction Equipment and vehicles on the Pavement . 00756.49 Surface Finishing - After the concrete has been given a preliminary finish by the finishing devices i n 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 00756.55(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 t o 00756.55(b)(1)(a). 00756.51 832 Following hand floating, use a 12 foot proof (grout) rod. Each Pass of the proof rod in the longitudinal direction, over the entire surface of the Pavement placement, shall overlap the previous Pass by half of its width. Check the t ransverse direction as required. Use of a proof rod on areas to be graphically profiled will be waived if it is successfully demonstrated that required Pavement profile surface is otherwise produced which conforms to 00756.55(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 t he surface. Avoid overlaps of the texturing. Texture the surface parallel to the Roadway centerline and full R oadway width. 00756.51 Modification of Strike -off, Consolidation, Final Floating, and Surface Finishing - Where the width of Pavement is narr ow, tapering or of irregular pattern, not lending itself 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 concrete 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 surface according to 00756.49. Keep the surface free from laitance, soupy mortar, marks or irregularities. • Finish the surface according to 00756.49. 00756.52 Edge Tooling and Filling - Tool edges at longitudinal contact joints and construction 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. Perform tooling of the edges of concrete Pavement so that a nominal 5/8 inch radius is produced. Perform tooling of edges at construction joints so that no more than a 1/8 inch radius is produced. Fill any areas of minor honeycomb or other minor defect in composition of the concrete along the exposed sides of concrete with a s tiff mortar of cement and Fine Aggregate , and apply to the moistened concrete to the satisfaction of the Engineer. Remove and 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 from the QPL provided the area is prepared according to grout manufacturer's directions and the filling is neat and blends inconspicuously with adjoining concrete. 00756.53 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: 00756.55 833 (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.
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 moistu re-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 cement longitudinal seams.
3.Cotton or Jute Mats - Before placing, saturate the mats with water and keep fully wetted during the curing period. 00756.54 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 or transverse cracks which are visible without magnification will be considered unacceptable and be repaired or removed as determined by the Engineer. Perform all remedial Work at no additional cost to the Agency. 00756.55 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 longitudinal 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 machine methods and for all Traffic Lane s and ramps. Other areas shal l not deviate by more than 1/4 inch. Longitudinal 12-foot straightedge testing is not required for Pavement accepted under 00756.55(b).
1.Transverse Joints - Test with the 12 foot straightedge parallel to the centerline, as directed. The Pavement surf ace shall not vary by more than 1/8 inch.
b.International Roughness Index Smoothness Testing & 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 ODO T TM 772. Before paving commences on the Project, demonstrate the inertial profiler operation by conducting calibration test ing according to ODOT TM 772, 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 mor e test strips as described in 00756.47. 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 length. 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. 00756.55 Run the profiles for each Day's production as soon as possible without damaging the surface. Analyze the Daily Surface Test profiles according to 00756.55(c)(2), and give the pr ofiles 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 accor ding 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 markings, at 3 feet and 9 feet offsets from 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 Engineer 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. Analyze profiles according to 00756.55(c), give the results to 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 m ile 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 after No Work Areas 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 00756.55(a).
2.Me thod of Analysis - Determine IRI and areas of Localized Roughness for each wheel path according to ODOT TM 772, with the limits established per 0756.55(c). Maximum 00756.56 835 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 00756.49, 00756.51, and 00756.55 show the Pavement does not conform to the prescribed limits of deviation, the following shall apply:
1.Failure to Meet S traightedge Requirements:
a.Plastic C oncrete - If the requirements of 00756.49 or 00756.51 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.
b.Hardened Concrete - If the requirements of 00756.51 or 00756.55(a) are not met, correct according to 00756.55(e)(2)(a) or 00756.55(e)(2)(b) and retest.
2.Failure to Mee t IRI Smoothness Requirements - If testing described in 00756.55(b) shows that the Pavement does not conform to the prescribed limits, the Contractor is responsible for locating areas that require correc tive 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 segments identified for corrective work, and any transverse joint and excluded areas that exceed the requirements of 00756.55(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 specification 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 00756.56 and 00756.93. Mark the areas to be profile ground. For all areas corrected by grinding, restore the required s urface texture, as specified in 00756.49(b), by longitudinal sawing with diamond blade saws.
c.Time Limit - Complete correction of all surface roughness within 14 Calendar Days following notification, unless otherwise directed. Retest th eir entire length, according to 00756.55(b), all segments requiring corrective work with the inertial profiler under the supervision of the Engineer. Perform all corrective work and inertial profiling, including traffic control, at no additional cost to the Agency. 00756.56 Pavement Thickness - Construct the Pavement to the thickness shown. Pavement not so constructed will be subject to replacement according to 00756.57, or to payment at adjusted prices according to 00756.93. 00756.56 836 (a) Sticking Mea surements - 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 P anel 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.
b.Thickness 0.5 Inch Deficient - If a survey depth 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 Requirements - Perform required coring, or coring requested by the Engineer according to A ASHTO 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 survey methods.
1.Corrective Grinding Areas - If corrective grinding required by 00756.55( 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 Engine er may require a core after corrective grinding.
2.Cores Requested By Contractor - If the Contractor believes that a depth measurement determined according to 00756.56(a), or a core obtained according to 00756.56(c), is not representative of the actual Pavement thickness, the Contractor may take a replacement core. Take replacement cores at a location as directed, 10 feet from the depth measurement or core site in question and the same distance from centerline. The replacement core measurement will replace the original depth or core measurement.
d.Thickness Over 1.0 Inch Deficient - If a depth measurement determined according to 00756.56(a) shows Pavement over 1.0 inch deficient, obtain a core at the depth measurement site. If this core, or a core determined by 00756.56(c), 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 replacemen t under 00756.57 or no payment under 00756.93. 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 00756.80 837 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. 00756.57 Deficient Pa vement - Remove and replace Pavement deficient in thickness by more than 1.0 inch, according to 00756.56(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 b e of the specified design, quality and thickness as follows: • 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. Maintenance 00756.60 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. 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 complies 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. The maturity method, AASHTO 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 thermocouples 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.
c.The surface of the conc rete 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 00756.55. Measurement 00756.80 Measur ement - 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 specified thickness Pavement . 00756.90 Payment 00756.90 Payment - The accepted quantities of plain concrete Pavement will be paid for at the Contract unit price, per unit of measurement for the following items: Pay Item Unit of Measurement
a.Plain Concrete Pavement, Undowelled, ____ Inches Thick ............ Square Yard
b.Plain Concrete Pavement, Dowelled, ____ Inches Thick ................ Square Yard In items (a) and (b) t he thickness of Pavement will be inserted in the blank. Payment will be payment in full for furnishing and placing all Material s, and for furnishing all Equipment , labor, and Incidental s necessary to complete the Work as specified. No separate or additional payment will be made for construction joint reinforcement bars, tie bars, dowel bars, curing Materials, or sawcutting. 00756.92 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 00756.93 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 00756.56, payment will be made at an adjusted price accordi ng to the following table: Deficiency in Proportional Part of Contract Thickness (inch) 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 ar ea of Pavement found deficient in thickness by more than 1.0 inch even though such Pavement is allowed by the Engineer to remain in place under the provisions of 00756.57. 00756.95 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 plain concrete Pavement requiring IRI measurement according to 00756.55(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 00756.95 839 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 00756.55(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 le ss. These requirements are met without any corrective action specified in 00756.55(e)(1)(b). A smoothness 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. 00756.95(b) applies when corrective action is taken by the Contractor.
b.Adjustments for Sections Requiring Corrective Work - Segments or partial segments containi ng corrective work according to 00756.55(c) will be subject to the price adjustments described in 00756.95(a), exc ept 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 00756.55(b)(2), the retested average IRI value will be used for payment, excep t that no positive price adjustment will be made for a segment or partial segment containing corrective work. Segments or partial segments containing corrective w ork with an IRI value of more than 95.0 inches per mile are subject to additional corrective action according to 00756.55(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 889–905 of 1,268.