8−100 texture depth) of the Sand Patch of CT methods is outside the specified depth limits, two additional measurement will be conducted in the vicinity to ascertain non-compliance (i.e., consistently too shallow or too deep). Area that does not meet the specified minimum groove depth or specified MTD will be subject to corrective action by the Contractor. Area that exceed the specified maximum groove depth or specified maximum MTD will be subject to a price adjustment of a 1% reduction of the concrete cost for that area of diamond grinding performed that day. 814.03.10 Application of External Loads. No construction work (including placement of sidewalk, curbing, railing, bituminous pavement, conc rete overlays, grooving, etc.), shall be allowed on the newly placed bridge deck until concrete has cured for a minimum of 14 days and has attained the minimum required 28-day compressive strength. No heavy equipment or traffic of any description will be permitted on the concrete deck until authorized by the Engineer. 814.04 METHOD OF MEASUREMENT. This work will not be measured separately for payment.
814.05 BASIS OF PAYMENT. No separate payment will be made for this work. Rather, payment
will be included with the payment, and at the contract unit price per cubic yard as listed in the Proposal, for "Concrete Superstructure Class HP(AE) Bridge Deck." SECTION 815 [SECTION NOT USED]
816.01 DESCRIPTION. This work consists of placing a Portland cement concrete overlay on a
prepared surface of bridge decks, precast concrete butted box beams, deck slabs, deck planks or other specified concrete substrate at the locations indicated on the Plans or as directed by the Engineer, all in accordance with these Specifications. 816.02 MATERIALS. Portland cement concrete shall be Class HP(AE) and shall conform to all applicable requirements of SECTION 601; PORTLAND CEMENT CONCRETE, of these Specifications, except as modified herein. 816.03 CONSTRUCTION METHODS.
816.03.1 Existing Bridge Decks.
8−101a. Surface Scarification . The surfaces of existing bridge decks upon which a concrete overlay is to be placed shall be scarified in an approved manner. The scarification method and depth of removal shall be as specified on the Plans.
b.Surface Preparation . The blast-cleaning of an area of the deck shall be performed before the 24-hour water soak period preceding placement of the overlay on the area. The blast-cleaning shall be performed by a method approved by the Engineer. The blast-cleaning method used shall be performed in conformance with all applicable air and water pollution regulations and applicable safety and health regulations. All debris, including dirty water, resulting from the blast-cleaning operations shall be immediately and thoroughly cleaned from the blast-cleaned surfaces and from other areas where debris may have accumulated. All dust and other debris shall be removed by flushing with water, vacuuming, or blowing with oil-free compressed air. The blast-cleaned areas shall be protected, as necessary, against contamination prior to the 24-hour presoaking. Contaminated areas and areas exposed more than 36 hours after cleaning shall be blast-cleaned again, as directed by the Engineer and at no additional expense to the State. The prepared surface shall then be soaked with clean water for not less than 24 hours prior to the placement of the Class HP(AE) concrete overlay. The surface shall be maintained in a clean, saturated condition by using polyethylene film or other suitable water impermeable clear covers, until ready to receive the overlay. Before the overlay is applied, all standing water shall be blown off with oil-free compressed air. 816.03.2 Precast Concrete Butted Box Beams, Deck Slabs, or Deck Beams. The surfaces of Precast Concrete Butted Box Beams, Deck Slabs or Deck Planks upon which an overlay is to be applied shall be finished with a roughened surface with amplitude of 1/4" minimum by a method noted on the Plans or as approved by the Engineer. After the placement and curing of the shear key grout and successful post-tensioning of the structural elements is complete, and prior to placing the overlay, the entire area of the deck shall be blast-cleaned in accordance with the requirements set forth in Subsection 816.03.1, Para. b . Epoxy coated steel and any other appurtenances cast into the surface of the precast elements shall be protected from the effect of the blast medium so that damage to the epoxy coating does not occur. Any damage resulting from the Contractor’s failure to adequately protect the steel shall be repaired by the Contractor at no additional cost to the State. 816.03.3 Bonding Grout. When specified in the Plans, a bonding grout shall be applied as follows: After the surface has been cleaned and wetted, and immediately before placing concrete, a thin (approximately 1/8 inch) coating of bonding grout shall be vigorously and thoroughly broomed, brushed or sprayed onto the saturated bridge deck. Bonding grout shall consist of equal parts, by volume, of approved Portland cement, microsilica (solids part) and mortar sand with sufficient water to form a slurry. The water-to-cementitious ratio by weight of the bonding grout slurry shall not exceed 0.40. The consistency of the slurry shall be such that it can be applied with a stiff synthetic bristle broom or sprayed onto the prepared concrete surface in a thin, even coating that will not run or puddle. Bonding grout that has dried or become unworkable, as determined by the Engineer, shall not be incorporated in the work. No retempering will be permitted. 8−102 Bonding grout shall be broomed with push brooms. At all joints and concrete surfaces around or below reinforcing steel, brooming shall be done with straight brooms. Care shall be exercised to ensure that all prepared surface areas receive a thoroughly even coating, and that no excess bonding grout be permitted to collect in pockets. This shall be done to insure the bonding grout is evenly absorbed into the surface. All surfaces to be in contact with new concrete, including the slab, curb, longitudinal and transverse joints, shall be coated with bonding grout. The rate of bonding grout application shall be limited to that surface area which can be covered with new concrete before the bonding grout begins to dry out. The application of the bonding grout shall not be more than 5 feet from the leading edge of the overlay. The Contractor shall take measures to ensure that no drying out of the bonding grout occurs by having sufficient workmen available. In the event drying does o ccur, as evidenced by a light gray color, the Contractor shall remove the bonding grout by sandblasting, or other means approved by the Engineer. Wetting or spraying the wet or dry bonding grout shall not be allowed. 816.03.4 Limitations of Mixing.
a.Temperature and Weather Conditions. All weather and concrete temperature requirements shall meet the applicable requirements of Subsection 814.03.3 of these Specifications except as modified below.
b.Cold Weather Concrete. No Class HP(AE) concrete mixtures shall be placed when ambient temperatures are below 45 OF. However, the Class HP(AE) concrete may be placed at 45OF when rising temperatures are forecast and if the forecast indicates temperatures over 45OF for a minimum period of 8 hours after the placement has been completed. If the air temperatures are such that the minimum temperature will not be met, the Contractor may place concrete if the structure is enclosed and external heat is provided in order to meet specified ambient temperature requirement for placement. At temperatures above 85 OF the Engineer may require placements to be made at night or early morning hours, if, in his opinion, a satisfactory surface finish is not being achieved.
c.Inclement Weather. For structures that are not enclosed, all placing operations shall cease when it starts to rain or snow. 816.03.5 Placing and Finishing. Class HP(AE) concrete overlay shall conform to the placement requirements of Subsection 814.03.6 of these Specifications except as modified herein. Concrete placement shall not proceed until the Engineer is satisfied that all necessary steps have been taken to insure adequate compliance with the Specifications and that completion of the operation can be accomplished within the required scheduled time. It s hall be the Contractor's responsibility to allow sufficient time to permit such an inspection by the Engineer.
a.Finishing Machine. The finishing machine shall conform to the applicable requirements of Subsection 814.03.7 of these Specifications, except as modified in this Section. The finishing machine shall have one or more rotating rollers and augers. Prior to placing the concrete, screed rails shall be accurately set to insure finishing of the concrete surface to the elevations shown on the Plans. 8−103Provisions shall be made for raising the screed to clear the screeded surface for traveling in reverse. The bottom face of the screed shall be a metal surface 4 inches wide. The screeds shall be provided with positive control of the vertical position. During the dry test run the finishing machine's screed rails are to be set as close to the final grade as possible to eliminate the need for adjusting the finishing machine by hand at any time during the operation. Bulkheads shall be formed to the required grade and profile prior to placing the modified concrete overlay.
b.Placement and Consolidation. Concrete placement and initial strike-off shall be coordinated so that initial strike-off is never more than 5 feet behind the concrete placement. The direction of placing the concrete shall be as specified on the Plans. The concrete shall be consolidated by means of an approved high frequency (3000 to 7000 vpm) vibratory pan which shall be applied in a manner to secure maximum consolidation of the concrete. Spud vibration will be required in deep pockets, edges and adjacent to joint bulkheads and overlays greater than 3 inches thick. Handheld vibrators shall be equipped with rubber-tipped heads when used to consolidate around epoxy-coated reinforcement. A construction dam or bulkhead shall be installed in case of a delay in the placement operations exceeding 30 minutes duration. During delays of 30 minutes or less, the placement shall be protected with presoaked wet burlap. If the concrete placement is stopped or delayed for 90 minutes or more, further placement shall be discontinued. The thickness of the mixture shall be verified by probes in the fresh concrete. Sufficient depth checks shall be made at regular intervals behind the machine(s) prior to commencement of the curing operation along the full width of the span to insure conformity to the overlay thickness specified on the Plans. Screed rails and/or construction bulkheads shall be separated from the newly placed material by passing a pointed trowel along their inside face. Metal expansion dams shall not be separated from the overlayment. Care shall be exerci sed to ensure that this trowel cut is made for the entire depth and length of rails after the mixture has sufficiently stiffened. Unsatisfactory performance, particularly with respect to the surface smoothness and profile attained, may be cause for rejection of the equipment.
c.Finishing. The finished surface, before texturi ng, shall be uniformly smooth, dense and even. Variations in pavement surface in excess of 1/8-inch above, or below the proper finished elevation, or surface irregularities of more than 1/8-inch in 10 feet will not be accepted. The concrete surface shall be checked in accordance with the requirements of Para. c of Subsection
814.03.7 of these Specifications.
8−104 Hand finishing with a float may be required along the edge of the pour or on small areas or repair. Edge tooling is required at joints, except next to metal expansion dams, curbs, and previously placed lanes. 816.03.6 Testing. Testing shall be in accordance with the RIDOT Master Schedule for the Preparation of a Project Schedule for Sampling, Testing and Certification of Materials. All compressive strength cylinders shall be field cured at the job site and under the same conditions as the Class HP(AE) concrete overlay. 816.03.7 Curing Concrete. The curing of Class HP(AE) concrete overlay shall conform to the applicable requirements of Subsections 814.03.2 and 814.03.8; Contractor's Plan and Curing, respectively, of these Specifications, except as modified below. No vehicular traffic shall be permitted on the Class HP(AE) concrete surface for a minimum period of fourteen days, or until the minimum specified 28-day design compressive strength is achieved. 816.03.8 Grooving. The final Class HP(AE) concrete deck overlay shall be textured by transverse grooving. Such grooving shall conform to the applicable requirements of Subsection 814.03.9 of these Specifications. 816.03.9 Defective or Damaged Class HP(AE) Concrete. All defective or damaged HP(AE) concrete identified prior to the final acceptance of the work shall be repaired or replaced at the Contractor's expense. Defects shall include, but not necessarily be limited to, insufficient thickness, cracking, tearing, honeycombing, and damage or other imperfections caused by the Contractor's operations. Repair methods shall be proposed by t he Contractor for approval by the Engineer.
816.04 METHOD OF MEASUREMENT. "Concrete Bridge Deck Overlays" will be measured by the number of cubic feet or cubic yards of the concrete actually placed in accordance with the Plans and/or as directed by the Engineer. 816.05 BASIS OF PAYMENT. The accepted quantity of "Concrete Bridge Deck Overlays" will be
paid for at the contract unit price per cubic foot or cubic yard as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, materials, equipment, surface preparation, bonding grout, grooving, and all incidentals required to finish the work, complete and accepted by the Engineer. SECTION 817 REPAIRS TO STRUCTURE CONCRETE MASONRY
817.01 DESCRIPTION. This work consists of making repairs to structure concrete masonry by
removing and disposing deteriorated concrete; furnishing and installing steel reinforcement; 8−105preparing bonding surfaces of concrete; preparing and installing bonding agent; replacing the deteriorated concrete with a specified repair material; and finishing and curing to the lines and grades specified at the locations indicated on the Pl ans, all in accordance with these Specifications and/or as may be directed by the Engineer.
817.02 Materials.
817.02.1 Pneumatically Applied Mortar (Shotcrete). Materials for shotcrete shall conform to the
applicable requirements of SECTION 601, SECTION 602 and SECTION M.02, respectively, of these Specifications, except as modified herein. Shotcrete shall be produced by either the wet mix process or the dry mix process and conform to the following requirements unless otherwise indicated on the Plans: Material or Property Value Compressive Strength at 28 days, f c' (psi) As indicated on plans Maximum Water/Cementitious Ratio 0.45 Minimum Cement Factor (lbs./cy.) 500 Air Content (percent) 5-9 Slump (inches) 1 to 3
a.Mixture Proportions . The Contractor shall determine, recommend and submit a mix proportion for acceptance, 28-day compressive strength results, water-cement ratio and source of materials. The Contractor shall select mix proportions on the basis of compressive strength tests of specimens continuously moist cured until tested at 28 days or different test age if so specified in accordance with ASTM C1604. Shotcrete core specimens shall be sampled from shotcreted test panels not earlier than 3 days after shotcreting. Sampling and testing of shotcrete cores shall be in accordance with ASTM C1604. Combined aggregate gradation (fine and coarse) shall meet either gradation #1 or #2 of Table 1.1 of ACI 506R, Section 1.5 as indicated on the Plans. Premixed and prepackaged concrete products specifically manufactured as a shotcrete product may be provided for the dry mix shotcrete process only as approved by the Engineer. The packages shall contain cement and aggregates conforming to the materials requirement of this Specification and the product must be listed on the Department's Approved Materials List. 817.02.2 Patching Mortar. Patching mortar shall conform to the requirements of ASTM C928; “Rapid Hardening or Very Rapid Hardening Mortar” as indicated on the Plans, and be listed on the Department's Approved Materials List. The mortar shall be a non-shrink type and chloride free. Repair mortars not previously approved must be submitted for approval to the Engineer 45 days before intended use. All materials shall be used in accordance with manufacturer's recommendations. 817.02.3 Reinforcement. All reinforcement shall be galvanized and conform with the requirements of Section M.05 .
Source: Rhode Island Standard Specifications (Bluebook), 2024 Edition. Pages 434–439 of 826.