450PORTLAND CEMENT CONCRETE PAVEMENT

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If the equivalent average 28-day compressive strength of the cores is less than 90% but greater than or equal to 75% of the specified 28-day compressive strength, the lot will be accepted with a price reduction, as defined in Subarticle 450.08(b). If the equivalent average 28-day compressive strength of the cores is less than 75% of the specified 28-day compressive strength, the lot shall be removed and replaced in accordance with the details shown on the plans without additional compensation.

450.07Method of Measurement

The amount of concrete pavement to be paid for under this section shall be the number of square yards {square meters} of pavement completed and accepted, measured in place and calculated to the nearest square yard {square meter}. The width will be the width of the pavement shown on the typical cross section of the plans plus additional widening where called for or directed by the Engineer in writing. The width will be the outside-to-outside measurement of the pavement including any area covered by integral curb or concrete median strip. The length will be measured along the surface of the centerline. Reinforced concrete bridge end slabs will be measured in square yards {square meters} and will be paid for separately. The number of inertial profilers measured for payment will be the actual number of units ordered and accepted.

450.08Basis of Payment, Price Adjustments and Pavement Replacement

The square yardage {square meters} of concrete pavement and bridge end slab, measured as provided above, will be paid for at the contract unit price bid per square yard {square meter}, which payment shall be full compensation for furnishing and placing all materials, including any reinforcing steel and supports, anchor concrete, sleeper slab concrete, structural steel (except bridge joint armor plates), dowels, and all other joint material, any additives, and for all materials, equipment, tools, labor, and incidentals required to complete the work (including the finishing, grooving, or tining of the surface). No additional payment over the contract unit bid price will be made for any pavement which has an average thickness in excess of that shown on the plans. Integral curb, measured as provided above, will be paid for at the contract unit price per linear foot {meter} which shall be payment in full for all materials and work required in completing the item. The ordered and accepted inertial profilers, measured as noted above, will be paid for at the contract unit price bid which shall be full compensation for furnishing the unit and includes all equipment, tools, labor, calibration, maintenance, services, supplies, chart paper, and incidentals necessary to complete these items of work.

The descriptions of "mainline lot and non-mainline lot" are given in 450.02(h)2 and 450.02(h)3 respectively. Mainline lots will be designated for acceptance and payment based on smoothness, concrete strength, and pavement thickness. Non-mainline lots will be designated for acceptance and payment based on concrete strength and pavement thickness.

The Mean Roughness Index shall be measured as noted in Subarticle 450.04(b). When the MRI is more than 65 inches per mile {1.0 m/km}, per section, a unit price reduction will be assessed. When the MRI is less than 40 inches per mile {0.6 m/km} per section, a unit price increase will be added. The price adjustments are given in Table 1.

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TABLE I Mean Roughness Index Inches/Mile/Section {meters/Kilometer/Section} Contract Price Adjustment Percent of Pavement Unit Bid Price Under 35 {Under 0.6} 105 35 to less than 45 {0.6 to less than 0.7} 105 – (MRI -35)/ 2 {105 – (MRI – 0.6)/ 0.02)} 45 to less than 65 {0.7 to less than 1.0} 100 65 thru 90 {1.0 thru 1.4} 100 – (MRI – 65)/1.25 {100 – (MRI – 1.0)/0.02} Over 90 {Over 1.4} Unacceptable Where diamond grinding is performed to bring the Mean Roughness Index to 65 inches per mile or less, payment for the test section will be a maximum of 100 % of the contract price.

Where the thickness of pavement, measured as described in Article 450.05, is deficient from the required thickness, payment will be made at an adjusted price as shown in the following table.

PRICE ADJUSTMENT FOR DEFICIENCY IN PAVEMENT THICKNESS Deficiency in Pavement Thickness Price Adjustment Greater than 0.00" to less than or equal to 0.20" 100 % Greater than 0.20" to less than or equal to 0.30" 90 % Greater than 0.30" to less than or equal to 0.40" 80 % Greater than 0.40" to less than or equal to 0.55" 70 % Greater than 0.55" to less than or equal to 0.75" 60 % Greater than 0.75" Replace Pavement Testing Unit

Payment for concrete pavement will be adjusted based on compressive strength as described in Article 450.06. If the average equivalent 28-day compressive strength of the cores is 85% or greater but less than 90% of the specified 28-day compressive strength, the lot will be accepted with an 85% price adjustment. If the average equivalent 28-day strength of the cores is 75% or greater but less than 85% of the specified 28-day strength, and the Engineer deems the concrete to be structurally acceptable, the lot will be accepted with a 50% price adjustment.

 The range of price adjustment based on smoothness is 105 % to 80 %.  The range of price adjustment based on pavement thickness is 100 % to 60 %.  The range of price adjustment based on compressive strength shall be 100 % to 50 %. If more than one price adjustment is required, the product of the price adjustments (percentage price adjustments multiplied together) will be applied to the contract price for the pavement.

The pavement shall be removed and replaced without extra compensation if the following price adjustments occur:  The Mean Roughness Index is greater than 120 inches per mile per section;  The deficiency in pavement thickness exceeds 0.75 inches;  The equivalent average 28-day compressive strength is less than 75% of the required compressive strength;  The product of the price adjustments for pavement thickness and compressive strength in the pavement is less than 50 %. Other conditions of deficiency may result in a requirement that the pavement must be removed and replaced without additional compensation. SLABJACKING OF PORTLAND CEMENT CONCRETE PAVEMENT 266

450-A * Cement Concrete Pavement, ___ inches {mm} Thick – per square yard {square meter} 450-B Reinforced Cement Concrete Bridge End Slab - per square yard {square meter} 450-C Integral Curb - per linear foot {meter} 450-H Smoothness Testing – Certified Inertial Profiler – per Each

* Plain, Reinforced, Plain High Early Strength, Reinforced High Early Strength, Continuous Reinforced SLABJACKING OF PORTLAND CEMENT CONCRETE PAVEMENT

452.01Description

The work covered by this Section consists of the raising and leveling of concrete pavements that have settled by the injection of grout under the pavement using hydraulic pressure to raise the pavement to its designated grade. Due to the variations in quantities that can be experienced in this type work, the quantities for the items in this Section cannot be accurately determined before the work is done; therefore, the items in this Section shall be excluded from those items which may have their unit price adjusted as allowed by Subarticle 104.02(a). At any time during the life of the project, should any process or work herein be deemed ineffective or unnecessary by the Engineer, the Engineer may order any and/or all work under this Section stopped, reduced, and/or eliminated. In such case, the Contractor will be paid for all work ordered and performed. No claim will be considered because of elimination or reduction of work under this Section.

452.02Materials

Materials furnished for use shall conform to the appropriate requirements of Division 800, Materials, and the requirements noted in this Article.

The grout used in slab jacking shall consist of one of the mixtures shown in Table I with the materials complying with the following: Type I,III, IL, IP, or IS Cement - Section 815 Calcium Chloride - Section 805 Type I Fly Ash - Section 806 Modified to waive the Loss on Ignition requirement Water - Section 807 Admixtures - Sections 808 and 809 Limestone Dust - Limestone dust shall be thoroughly dry, free of lumps, meeting the following gradation requirements: Size % Passing by Weight {Mass} No. 30 {600 µm} Sieve 100 No. 100 {150 µm} Sieve 90 - 100 No. 200 {75 µm} Sieve 65 - 100 Fine Sand - Fine sand shall comply with the appropriate requirements of Section 802 allowing the use of manufactured sand from limestone, sandstone or granite, or natural silica fine sand meeting the following gradation requirements: SLABJACKING OF PORTLAND CEMENT CONCRETE PAVEMENT 267

Size % Passing by Weight {Mass} No. 10 {2.00 mm} Sieve 95 - 100 No. 60 {250 µm} Sieve 40 - 90 No. 200 {75 µm} Sieve 0 - 50 Percent Silt 0 - 25 Percent Clay 0 - 12 Percent Organic Material 0 - 3 Sand shall be non-plastic as determined by AASHTO T 89 and T 90.

452.03Construction Requirements

The equipment for slab jacking of concrete pavement shall be that customarily used in the slab jacking of concrete pavement consisting of at least the following:

Unless approved otherwise by the Engineer in writing, all slab jacking shall be performed between the dates of April 1 and November 1. Slab jacking operations may not be started unless the air temperature, in the shade and away from artificial heat, is at least 35 °F {2 °C} and rising. Slab jacking shall stop if the temperature is 40 °F {4 °C} and falling or when the subgrade contains an abnormal amount of moisture as evidenced by standing water on the pavement or in joints or cracks. To accelerate setting and provide early strength to mixes utilizing Type I, Type IL, Type IP or Type IS cement, calcium chloride shall be used in the proportions tabulated below for respective temperature ranges. Atmospheric Temperature % Calcium Chloride by Weight {Mass} Of Type I, IL, IP or IS Cement 35 – 55 °F {2 - 12 °C} 5 56 – 69 °F {13 - 20 °C} 4 70 – 79 °F {21 - 26 °C} 3 80 – 89 °F {27 - 31 °C} 2 90 °F {32 °C} and above 1 When Type III cement is used, 0-2 % calcium chloride may be required as needed to accelerate setting in cold weather.

The mixtures used in slab jacking shall consist of the proportions tabulated in Table I. The consistency may be varied by the addition of water and/or other additives. The quantity by weight {mass} of equivalent 100 % pure calcium chloride to be included in the mixture shall be in accordance with Item 1 above. The calcium chloride, when required, shall be thoroughly pre-mixed in the approximate quantity of mixing water required for a pre-determined batch size before combining with the other ingredients. The consistency of the grout shall be determined by the U.S. Army Corps of Engineers' Test Method No. CRD-C79-58. The quantity of mixing water used shall be that which will produce a grout of such consistency that the time of efflux from the flow cone will be a minimum of eighteen seconds and a maximum of twenty-five seconds for slab jacking. After the initial introduction of a sufficient amount of water into the mixture to obtain the necessary consistency, no additional water shall be added. The grout shall be used within one and one-half hours after introduction of water into the mixture. Dry ingredients may be added to a mixed batch only in the amounts necessary to bring a too thin mixture to the required consistency. In this case the added dry ingredients shall be in the specified ratio. Grout which fails to meet the flow requirements specified above shall not be used in jacking operations. A grout mixture shall be selected by the Contractor from the mixtures shown in Table I below. The Engineer reserves the right to specify a different mixture if the one chosen by the Contractor fails to produce the desired results. SLABJACKING OF PORTLAND CEMENT CONCRETE PAVEMENT 268

TABLE I GROUT MIXTURES MIX PROPORTIONS PERCENT BY VOLUME OF DRY INGREDIENTS GROUT TYPE 1 2 3 4 5 6 Fine Sand 30 50 50 Limestone Dust 50 80 30 Fly Ash 80 30 50 30 Cement 20 20 20 20 20 20

Except as specifically outlined in these specifications, the techniques involved in the slab jacking operation shall be the option of the Contractor as long as the desired results are achieved. Hole drilling patterns for pavement jacking shall be determined by the Contractor in the field based on conditions such as the size or length of the pavement area to be raised, the elevation difference, subgrade and drainage conditions, location of joints and cracks, and similar local circumstances. Extra holes may be required during the jacking process to apply additional pressure in a local area. Holes may be washed with water or blown with air to create a small hole from which the grout slurry can then spread. The injection holes shall be drilled through treated base so the base may be lifted with the pavement. Before slab jacking begins at a location, the Engineer will furnish the Contractor with the profile grade to be attained along with a nearby referenced point of elevation. The Contractor shall pump in a pattern and in the amount required to raise the pavement to within 1/4 of an inch {6 mm} of the designated grade.

During the jacking operation, the discharge end of the grouting apparatus shall not extend below the lower surface of the concrete pavement. Continuous pressures up to 200 psi {1.5 Mpa} will be permitted. Pressures to 300 psi {2.0 Mpa} will be allowed only for short periods. If the pavement is bonded to the subgrade, brief bursts of pressure to 600 psi {4.0 Mpa} will be allowed. After slab jacking has been completed in a hole and the discharge pipe removed, the hole shall be plugged immediately with wooden plugs tapered to fit in the hole to retain the pressure of the grout and stop any waste or return flow of the mixture. When slab jacking to the desired elevation has been accomplished, the temporary plugs shall be removed and the hole filled with an approved stiff cement grout or concrete mixture. Unless approved otherwise by the Engineer, slab jacking operations shall cease as early as necessary to permit the grout to harden at least three hours prior to allowing traffic back on the grouted slab before first darkness. Lifting shall be done using sufficiently sized increments and change in injection locations to keep slab stresses to a minimum and to avoid cracking. Slabs which, in the opinion of the Engineer, have been damaged by the Contractor's operation or lack of control such that their repair or replacement is necessitated shall be repaired or removed and replaced at no cost to the Department.

Any part of the pavement raised above the tolerances listed in Subitem 452.03(b)3.a. above shall, if so directed by the Engineer, be brought to grade by grinding. Should the overjacking be greater than 0.1 foot {30 mm}, the Department at its option may require removal and replacement of the pavement without cost to the Department and to its satisfaction with regard to area involved, method and time of replacement, and materials involved.

Cracks emanating radially from the grout injection holes will be presumed to have been caused by improper injection techniques by the Contractor. For each 5 feet {1.5 m} of such crack measured, the Contractor's pay quantity shall be reduced by 0.25 bag of cement.