SECTION 506 — REINFORCED OR PLAIN CEMENT CONCRETE PAVEMENTS, R.P.S.


506.1 DESCRIPTION — This work is construction of normal strength or high early strength cement concrete pavement, reinforced or plain, under restricted performance specifications (RPS).
Acceptance of materials and construction will be on a lot-by-lot basis, as specified in Sections 105 and 106, pertaining to restricted performance specifications.
Prepare a quality control plan, as specified in Section 106.03(a)2.a and submit it for review at the start of the project. Include quality control sampling and testing frequencies. Perform quality control testing and report results to the Inspector.


506.2 MATERIAL — Section 501.2


506.3 CONSTRUCTION — As specified in Section 501.3, except:

(c) Concrete Mixture. Delete this section.

(f) Placement and Initial Strike-Off of Concrete. Vibrator type and use requirements do not apply.

(j) Final Strike-Off, Consolidation, and Finishing.

1.a Machine Method. Replace with the following:
Do not add water to the concrete surface to assist in finishing. However, if permitted due to unusual conditions, apply water as a fog spray, using spray equipment.

1.b Manual Method. Replace with the following:
Finish by manual methods when machine methods cannot be used or when directed.

3. Straightedge Testing and Surface Correction. Delete this section for mainline pavement.

(p) Surface Tolerance. Test the surface of pavement at the longitudinal joints as specified in Section 501.3(p)1.
All other surface tolerance testing will be as follows:

1. Mainline Pavement. Indicated pavements other than ramps, acceleration and deceleration lanes, approach slabs, bridge decks, shoulders, medians, or other pavement surfaces as directed.
After concrete has hardened, test pavement surface on a lot-by-lot basis using a profilograph, in accordance with PTM No. 424, and have the trace analyzed for acceptance. Furnish, calibrate, and operate the profilograph in accordance with PTM No. 424 and in the presence of the Inspector.

Prior to profilograph measurements, remove objects and equipment from pavement and sweep it clean of any debris. The profile trace will be analyzed by the Inspector according to PTM No. 424. The locations of existing bumps in excess of 0.4 inch will be marked on the profile trace. After testing is complete, replace curing covers, if used. Provide necessary traffic control and identification of stationing.
Furnish paving equipment and employ methods that produce a riding surface having a profile index of 10 inches per mile or less, except as specified herein. Initial profile indexes up to 15 inches per mile may be accepted with applicable Price Adjustments. The profile will terminate 15 feet from any bridge approach pavement or existing pavement that is jointed by the new pavement.
During initial paving operations, either when starting up or after a long shutdown period, test pavement surface with the profilograph as soon as concrete has cured sufficiently to allow testing. Repair membrane curing damaged during the testing operation. Initial testing will be used to aid the Contractor and the Engineer in evaluating the paving methods and equipment.

If the initial pavement smoothness, paving methods, and paving equipment are acceptable to the Engineer, proceed with the paving operation. Profiles of each day's paving will continue to be run after initial testing and after quality control is established within required limits. Paving may proceed, at the discretion of the Engineer, prior to approval of profilograph traces, but in no case allow more than 48 hours to elapse after completion of the previous day's paving without profile approval.

A daily average profile index will be determined for each lot.

The lot will be measured and the average profile index determined for each lot. A lot is defined as 5,600 square yards of full-width pavement, starting with the beginning of mainline pavement, and a sublot will be as defined in Section 506.3(t)1. If the final section paved at the end of the project is less than 5,600 square yards, but greater than 300 square yards, this section will be considered a lot.

A profile index for the entire project will be determined and recorded as the project profile index.

If the average daily profile index exceeds 10 inches per mile, provide a plan for corrective action. If an average profile index of 15 inches per mile is exceeded in any daily paving operation, discontinue the paving operation and do not resume until corrective action is taken. In the event that paving operations are discontinued as a result of the average profile index exceeding 15 inches per mile, subsequent paving operations will be tested in accordance with the initial testing procedures.

The pavement will be evaluated in sublots using the profilogram to determine pavement sections where corrective work or pay adjustments will be necessary. Within each sublot, correct all areas represented by high points having deviations in excess of 0.4 inches in 25 feet or less.

After correcting individual deviations in excess of 0.4 inches in 25 feet, take corrective action to reduce the average profile index to 10 inches per mile or less. Correct any sublot having an initial profile index in excess of 15 inches per mile to reduce the profile index to 10 inches per mile or less.

On those sublots where corrections are made, the pavement will be tested to verify that corrections have produced a profile index of 10 inches per mile or less.

Make corrections by diamond grinding or by removing and replacing the pavement, as directed by the Engineer. Bush hammers or other impact devices will not be permitted.

Where surface corrections are made, re-establish a uniform surface texture comparable to the surrounding uncorrected pavement in accordance with Section 517. Reapply any protective coating, where applicable, as specified in Section 503.
Complete corrective work prior to determining pavement depth.

To obtain the price adjustment per lot for deficiencies in surface tolerance, average the individual profile indexes for each sublot, and then use Table 506.4-1. The final price adjustment per lot will be determined by using the value obtained from this table as Pp, Payment Percent of Contract Price (profile), in the multiple deficiency formula of Section 506.4(a)4.

Incentive price adjustments listed in Table 506.4-1, Schedule A, will be based on the initial measured profile index prior to any corrective work. The price adjustments in Table 506.4-1, Schedule B, for 100% payment or pay reductions, apply to pavement sections where corrective work has been performed.

2. Other than Mainline Pavement. Section 501.3(p)

(t) Tests for Depth. Replace with the following:
Drill cores, on lots and sublots, in accordance with the criteria listed below. Before final acceptance of the project, proceed as follows:
The mainline pavement, as defined in Section 506.3(p)1, will be divided into 5,600 square yard lots. A full lot consists of four sublots of 1,400 square yards each. If the remaining pavement is less than a full-lot size, the following procedures will be followed:

The areas of other than mainline pavements will be totaled and the procedures outlined for mainline pavement followed.
The Inspector will select one coring location at random within each sublot according to PTM No. 1. Drill cores in accordance with PTM No. 606 and in the presence of the Inspector.
Provide a measuring apparatus meeting the requirements of PTM No. 614. The Inspector will determine the core length in accordance with PTM No. 614.
The lot will be accepted if the average thickness of cores for a given lot is equal to or greater than the design thickness (D), and not more than one test falls below design thickness (D).
An adjustment will be applied, as specified in Section 506.4, if the average thickness of the four cores is above the design thickness minus 1/2-inch and if not more than one test falls below the design thickness minus 1/2-inch.
The lot will be considered defective if two or more tests or the average thickness of the four cores are below design thickness minus 1/2-inch.
Submit every tenth core to the MTD where an evaluation will be made of the entrained air content (PTM No. 623), compressive strength (PTM No. 606), and core length (PTM No. 614) as a check against project record reports. For a partial lot, one core will be randomly selected for testing.

(u) Defective Work. Replace with the following:
Unless otherwise directed in writing by the District Engineer, remove and replace pavement: defective in surface tolerance, as specified in Section 506.3(p); defective in depth, as specified in Section 506.3(t); in which the compressive strength or air content of a lot is less than 55% within specification limits, determined as specified in Section 506.3(w)2; or showing surface defects from rain, improper final finish or honeycombing which, in the Engineer's opinion, cannot be repaired.
Between transverse joints, the minimum length of pavement removal and replacement is 10 feet when constructing reinforced cement concrete pavements or an entire panel when constructing plain cement concrete pavements. For transverse joints resulting from removal of pavement defective in depth at other than existing transverse joints, construct using the methods for joining pavements, as shown on the Standard Drawings. Where replacement extends to an existing transverse joint, satisfactorily salvage the joint or replace in kind as directed.

(v) Slip-Form Paving Method. Add this section as follows:

1. Equipment. Use a fully energized, self-propelled, slip-form paving machine, equipped with side forms to support concrete laterally to prevent side slumping. Use a paver that vibrates or tamps concrete for the full width and depth of the layer being placed. Do not apply external tractive force to the machine.

2. Line and Grade. If permitted, control the slip-form paver grade from the finished subbase.

3. Placing Concrete. When placing concrete in two layers, place so the top layer is approximately 2 inches in depth. Place the bottom layer; as required, place reinforcement, including longitudinal tie bolts, in position in the bottom layer. Place the top layer immediately and consolidate the full concrete depth, with vibrating tubes or arms working in the concrete.
If required, place the concrete and spread in one or more layers, other than as specified above, provided the concrete is fully consolidated, the reinforcement is satisfactorily embedded, and a satisfactory finished surface is obtained.
Operate the slip-form paver in a continuous forward movement. Coordinate operations of mixing, delivering, placing, and spreading concrete to provide uniform progress with stopping and restarting of the paver held to a minimum. If the paver's forward movement is stopped, immediately disengage vibrating and tamping elements.

4. Joints. When load transfer units are used, stake in place in advance of paving operations, at the designated locations. Implanting of dowel bars by mechanical means is permitted. Accurately mark the dowel-bar locations to insure sawing the transverse joints over the center of dowels. Saw, cure, and protect transverse and longitudinal contraction joints, as specified in Section 501.3(h) and (i).

5. Edge Slumping. After concrete hardens, test for edge slumping. Maximum deviation under a 10-foot straightedge for the 6 inch width contiguous to the pavement edge is 1/4-inch, except at longitudinal joints. When longitudinal joints are required to facilitate multiple-lane construction, corrections for adjacent lanes, or ramp term or ramp terminals use special forms or other suitable means to prevent edge slumping.

(w) Acceptance. Add this section as follows:

1. Consistency. At the time of placement, the concrete consistency will be measured in inches of slump. Establish a target value for the concrete consistency, as follows:

Concrete Type
Target Value Range For Slump
Pavement (Slip Form)
1-2
Pavement (Fixed Form)
2-3

Select the consistency target value and have the Inspector-in-Charge review it. If the consistency varies from the target value by 1/4-inches but does not vary from the target value by 1 3/4-inches, as shown by tests on any single batch or load, take immediate steps to adjust the slump of succeeding loads. Failure to take action will be cause for rejection of the concrete. A reasonable time will be permitted for the trucks already on the road. If the consistency of any single batch or load varies from the target value by 1 3/4-inches or more, the concrete will be rejected. Determine the slump, in accordance with PTM No. 600.

2. Compressive Strength and Air Content. Concrete will be accepted for compliance with specifications, for compressive strength and air content, and on a lot-to-lot basis, as specified in Sections 105 and 106. Each lot consists of four sublots. The size of each sublot is approximately, but not more than, 1,400 square yards of pavement area.
Samples of the plastic concrete will be obtained at the work site in accordance with PTM No. 1. One compressive strength test and one test for percentage of air content will be made on samples from each sublot. The average of the test results on two cylinders made from the same sample, tested in accordance with PTM No. 604, will constitute the 28-day compressive strength. Cure test specimens in accordance with Subsection 11.1 of PTM No. 611. The result of one sample of concrete obtained and tested in accordance with PTM No. 615 for stone and gravel, and PTM No. 612 for slag coarse aggregate, will constitute the percentage of air content. The concrete will be accepted on the adequacy and uniformity of compressive strength at the age of 28 days, and, with respect to the air content, when the Quality Index (Q) is equal to or greater than 1.20.
Calculate the value of Q by one of the following equations, where X_4 is the average of the four test results. QL is the lower quality index and QU is the upper quality index. "s" is the Standard Deviation as specified in Section 106.03(a)3.a.4.

2.a For Class AA 28-day concrete compressive strength,



2.b. For percentage of air content of Class AA Concrete,
Determine the percentage of material within specification limits as specified in Section 106.03(a)3.


506.4 MEASUREMENT AND PAYMENT — Square Yard

(a) Adjustment for Deficiencies. The contract price will be adjusted for deficiencies in surface tolerance, depth, compressive strength, and entrained air content as follows:

1. Surface Tolerance. Where a deficiency in surface tolerance exists for mainline paving, determined as specified in Section 506.3(p), payment will be in accordance with Table 506.4-1.

2. Depth. Where a deficiency in depth exists, determined as specified in Section 506.3(t), payment will be in accordance with Table 506.4-2.

3. Compressive Strength or Air Content. Where a deficiency in compressive strength or air content exists, determined as specified in Section 506.3(w)2, payment will be in accordance with Table 506.4-3.

4. Multiple Deficiencies. Multiple deficiencies are defined as deficiencies involving more than one material characteristic within the same lot. In case of multiple deficiencies, the contract price paid for the lot will be determined as follows:

where:

Lp = Lot Payment
Cp = Contract price per lot
(contract unit price times lot size)
Ps = Payment Percent of Contract Price (strength) — Table 506.4-3
Pd = Payment Percent of Contract Price (depth) — Table 506.4-2
Pa = Payment Percent of Contract Price (air) — Table 506.4-3
Pp = Payment Percent of Contract Price (profile) — Table 506.4-1, Schedule A when price adjustment is based on the initial profile index prior to any corrective work; Table 506.4-1, Schedule B when price adjustment is based on profile index after corrective work has been performed. When areas of other than mainline pavement are totaled for lot payment, use Pp =100.
TABLE 506.4-1
ADJUSTMENT OF CONTRACT PRICE FOR CONCRETE
PAVEMENT SURFACE TOLERANCE RELATIVE TO SPECIFICATION
LIMITS

Schedule A (Initial or Uncorrected)
Profile Index
(inches per mile per lot)
Payment
Percent of Contract Price
3 or less
105
Over 3 to and including 4
104
Over 4 to and including 5
103
Over 5 to and including 6
102
Over 6 to and including 7
101
Over 7 to and including 10
100
Over 10 to and including 11
98
Over 11 to and including 12
96
Over 12 to and including 13
94
Over 13 to and including 14
92
Over 14 to and including 15
90
Over 15
Schedule B (Corrected)
Profile Index
(inches per mile per lot)
Payment
Percent of Contract Price
10 or less
100
Over 10 to and including 11
98
Over 11 to and including 12
96
Over 12 to and including 13
94
Over 13 to and including 14
92
Over 14 to and including 15
90
Over 15
Corrective work required



TABLE 506.4-2
ADJUSTMENT OF CONTRACT PRICE FOR CONCRETE
PAVEMENT CORES NOT WITHIN SPECIFICATION LIMITS
7-Inch Design Thickness6-Inch Design Thickness
Average Core
Thickness, in.		Payment
Percent of
Contract Price		Average Core
Thickness, in.		Payment
Percent of
Contract Price
3.00 or greater 100.0 6.00 or greater100.0
6.90-6.9993.75.90-5.9993.4
6.80-6.8987.45.80-5.8986.8
6.70-6.7980.85.70-5.7978.7
6.60-6.6975.15.60-5.6972.6
6.50-6.5969.75.50-5.5966.8
Less than 6.50*Less than 5.50 *

*Defective work, as specified in Section 506.3(u).
TABLE 506.4-3
ADJUSTMENT OF CONTRACT PRICE FOR CONCRETE PAVEMENT
COMPRESSIVE STRENGTH OR AIR CONTENT
NOT WITHIN SPECIFICATION LIMITS

Percent Within Specification Limits
Payment Percent of Contract Price
90-100
85-89
75-84
65-74
55-64
Below 55
100
99
94
83
66
*
*Defective work, as specified in Section 506.3(u).

(b) Defective Pavement Left in Place. No payment will be allowed for defective pavement left in place, unless otherwise directed in writing by the District Engineer.

(c) Concrete Pavement Cores. Each
Includes the measuring apparatus which remains the Contractor's property upon completion of the project.

Most Current Supplement

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