502Structural Concrete

502.01Description This work shall consist of furnishing and placing Portland

Cement Concrete for structures and incidental construction in accordance with these Specifications and in conformity with the lines, grades, and dimensions shown on the Plans or established, or for placing concrete fill for foundations where called for on the Plans. For Method A Statistical Acceptance, or Method B Statistical Acceptance, the work shall conform to the Contractor’s approved Quality Control (QC) Plan and Quality Assurance

106 - Quality. For Method C, the work shall conform to the Contractor’s Quality Control Plan (QCP), the requirements of this specification and Section 106- Quality.

502.02Classification The Portland Cement Concrete shall be t he class indicated on

the Plans.

502.03Materials Materials shall meet the requirements specif ied in the following

Sections of Division 700, Materials: Portland Cement and Portland Pozzolan Cement 701.0 1 Water 701.02 Air Entraining Admixtures 701.03 Water Reducing Admixtures 701.04 High Range, Water Reducing, Admixture 701.0401 Set Retarding Admixtures 701.05 Curing Materials 701.06 Water stops 701.07 Smooth Surfaced Asphalt Roll Roofing 701.08 Fly Ash 701.10 Calcium Nitrite Solution 701.11 Silica Fume 701.12 Ground Granulated Blast Furnace Slag 701.13 Fine Aggregate for Concrete 703.01 Coarse Aggregate for Concrete 703.02 Alkali Silica Reactive Aggregates 703.0201 Preformed Expansion Joint Filler 705.01 Bridge Drains 711.04

502.04Shipping and Storage The cement shall be completely pr otected from rain

and moisture. Any cement damaged by moisture or which fails to meet any of the specified requirements shall be rejected and removed from the site. Fly ash and Slag shall be stored in weather tight silos. All silos shall be completely empty and clean before material is deposited therein, unless the silo already contains material of the same type and properties. Handling, shipping and stockpiling of aggregates shall be done in such a way as to minimize segregation and breakage. Fine aggregate and each size of coarse aggregate shall be stored in separate stockpiles on prepared bases constructed of the same material as that to be stockpiled, with a minimum thickness of 1 foot. The ground under the prepared bases shall be reasonably graded to drain away from the stockpile and shall be free of brush or other harmful vegetation. The base shall be left in place, undisturbed for the duration of the use of the stockpile. Prepared bases can be salvaged for reuse provided this material is reprocessed. Wood, metal or other approved hard surfaces shall be considered acceptable alternates for the prepared bases described above.

1 Testing Equipment The Contractor shall provide test e quipment, curing

boxes and materials as specified below for use by the Resident, or their representative, exclusively. The equipment shall be available and acceptable to the Resident one week prior to placing any concrete. All costs associated with providing and maintaining testing equipment and curing boxes shall be considered incidental to the Work and no additional payment will be made. The Resident will maintain the test equipment in reasonable co ndition. However, the Contractor shall replace any equipment that becomes unusable due to normal wear and tear or which is stolen or damaged from other than the Resident's neglect or mistreatment. All such replacement costs shall be considered incidental to the work and no additional payment will be made. A Pressure Air Meter meeting re quirements of AASHTO T152 (Type B) and all accessory items required for use with the particular design of apparatus. This shall include one 9-inch mason trowel, one metal scoop 9 inches long x 5 inches wide, one tamping rod conforming to AASHTO T119, one rubber mallet as described in AASHTO T152, one strike off bar (flat straight bar of steel). The air meter shall be functional and shall bear a current calibration certificate issued by a recognized testing laboratory. Current shall mean within the calendar year. B Two thermometers meeting the requirements of AASHTO T309. C "Contractors" rubber tired wheelbarrow. D Two D-handle square end shovels 9 ½ inches wide. E Two pair heavy duty, long cuff, rubber gloves. F Miscellaneous equipment: 16-ounce plastic squeeze bottle, 5-g allon bucket, scrub brush, paper towels, folding rule, and rubber syringe. G Small rod - one tamping rod conforming to AASHTO T277. HCuring boxes for concrete cylinders 1 Furnish, install, operate and maintain a thermostatically controlled curing box for concrete test cylinders for the sole use of the Resident for the duration of the Contract. 2 The curing box shall be placed in a secure location, leveled and not moved without the permission of the Resident. Relocate the curing box to a new location, as directed, whenever considered necessary during the progress of the Work. 3 Furnish and maintain the electrical power and all utility con nections necessary for the operation of the curing box. Monitor and maintain the internal temperature and water level of the box. 4 The Resident shall be provide d with two locks, each with two keys, to be used with the two securing latches. A lock for the switch box, with two keys shall be furnished, as well. 5 The curing box shall be constructed with double walls separated by rigid foam insulation and shall have minimum internal dimensions of 42 inches long by 18 inches wide by 18 inches deep. Curing boxes less than the minimum stated dimensions may be permitted with the approval of the Resident provided they are adequate to handle the volume of cylinders anticipated. The top of the curing box shall be an insulated lid hinged at the back with at least two securing latches on the front, suitable for sealing and locking the curing box. A moisture-proof seal shall be provided between the lid and the body of the curing box. Handles shall be provided at the ends of the box for use in moving the box. 6 The curing box shall be constructed so that the required temperature and humidity within the box can be maintained using an immersible heating element (minimum of 1,000 watts), when the heating element is immersed in water, approximately 4 inches in depth, at the bottom of the box. The heating element shall be located to provide free access for cleaning and for adequate circulation of the surrounding water. The cylinders shall be supported so that they will not come in direct contact with the pool of water and that there will be free circulation of air above the water and around the cylinders. A drain shall be provided at the base of the box to allow draining of the water from the box. The electrical utility connection to the source of power shall be made in a lockable switch box that is securely attached to one end of the curing box. 7 All electrical connections from the curing box to the utility connection shall conform to the latest requirements of the NEC. When the curing box is outside and exposed to the weather, all wiring and fittings shall be of the weatherproof type. The curing box shall be effectively grounded. 8 An approved bimetallic thermometer shall be installed that will measure the internal temperature of the curing box. 9 The curing box shall be suitable for maintaining internal tem peratures as specified in ASHTO T-23.

502.05Composition and Proportioning Concrete shall be composed of a

homogeneous mixture of Portland cement or Portland cement with Fly Ash, Silica Fume, or Ground Granulated Blast Furnace Slag, fine aggregate, coarse aggregate, water and admixtures proportioned according to these Specifications and shall conform to the requirements of Table 1. All material shall be approved by the Department prior to use. TABLE 1 Concrete CLASS Compressive Strength (PSI) Permeability as indicated by Surface Resistivity (KOhm-cm) Entrained Air (%) Notes LSL LSL LSL USL S 3,000 N/A N/A N/A 4,5 A 4,000 14 5.0 8.0 1,4,5 P ----- ----- 5.0 8.0 1,2,3,4 LP 5 ,000 17 5.0 8.0 1 ,4,5 Fill 3,000 N/A 5.0 8.0 4,5 NOTE # 1 Permeability testing for all concrete mixes, excluding those containing fly ash (at 20 percent or greater pozzolan cement replacement), will be done at 56 days. Permeability testing for concrete mixes containing fly ash, at 20 percent or greater pozzolan cement replacement, will be done at 120 days. Concrete expected to be exposed to deicing salts prior to the test date shall be sealed with a protective coating, in accordance with Standard Specification Section 515, Protective Coating for Concrete Surfaces, at no additional cost to the Department. NOTE # 2 Cacium Nitrite shall be added at the rate of 3 gallons per cubic yard. NOTE # 3 Strength and permeability requirements for precast concrete will be shown on the Plans. Permeability testing will only be done on precast concrete when the Plans include permeability requirements. NOTE # 4 Compressive strength testing for all concrete mixes, excluding those containing fly ash (at 20 percent or greater pozzolan cement replacement), will be done at 28 days. Compressive strength testing for concrete mixes containing fly ash, at 20 percent or greater pozzolan cement replacement, will be done at 56 days. NOTE #5 Coarse aggregate for concrete shall meet the requirements of Section

703.02for Class “A” or “AA” or, with Department approval, SP1 or

SP2 (refer to Standard Specification Section 518, Structural Concrete Repair). Each concrete mix design shall be submitted by the Contractor to the Department for approval. No concrete shall be placed on a project until the concrete mix design is approved by the Department. For the first time use of a concrete batch plant or a change i n pozzolan source or type, the Contractor shall conduct a trial batch at the concrete plant utilizing transit mixers. The Contractor shall submit four clearly identified 4-inch diameter x 8-inch high cylinders to the Department, at least 15 days prior to the first placement, for permeability testing. Full documentation shall be submitted with the cylinders and must include actual batch weights and all concrete test properties. The cylinders shall be submitted between the ages of 2 and 7 days. The mix design submitted by the Contractor shall include the f ollowing information: A Description of individual coarse aggregate stockpiles, original source, bulk specific gravity, absorption, gradation, and alkali silica reactivity test results. A combined coarse aggregate blended gradation shall be provided, including the percentage of each coarse aggregate used. B Description of fine aggregat e, original source, bulk specific gravity, absorption, colorimetric, gradation, Fineness Modulus (F.M.), alkali-silica reactivity and sand equivalent test. C Description and original source and amount of cement and pozz olanic material. D Target water cement ratio. E Target water content by volume. F Target strength. G Target air content, slump and concrete temperature. H Target concrete unit weight. I Type, manufacturer, and dosages of air entraining and chemica l admixtures. J Target KOhm-cm Value Approval by the Department will be contingent upon the ability of the mix design proportions to meet concrete strength and permeability requirements and other factors that affect durability. Concrete mix designs shall contain no more than 30 percent fly ash or 50 percent slag pozzolan cement replacement, by weight. Cast-in-place concrete shall contain no more than 635 lbs./yd 3 of cement and not more than 660 lbs./yd3 of cementitious material. Pozzolans are included as cementitious material. ClassS concrete shall contain a minimum of 650 lbs./ yd 3 of cementitious material. All concrete mixes must be designed in accordance with the cri teria of this Section. The design proportions with the fine aggregates designated as a percent of the total aggregate must be stated in terms of aggregates in a saturated, surface dry condition and the batch weights will be adjusted by the Contractor for the actual moisture of the aggregate at the time of use. Self-consolidating concrete (SCC) may be used for Class A, LP or P mixes when approved by the Resident. SCC shall meet the requirements for strength, entrained air and permeability for the respective concrete Class. SCC shall be tested for slump flow in accordance with ASTM C1611; the visual stability index (VSI) shall be 0 or 1. No change in the source, proportions or character of the mix ingredients may be made without notice to the Department and no new mix ingredients shall be used until the Department has approved such ingredients and new mix proportions, if they change. The Contractor shall notify the Resident of any changes to the coarse aggregate blend prior to supplying concrete to the project.

502.06Batching Measuring and batching of materials for Struc tural Concrete shall

be performed at an approved batching plant. The plant shall meet the requirements of AASHTO M-157. Batching plants will be inspected annually for approval by either the Department or by the National Ready Mixed Concrete Association. The Contractor shall provide a Certificate of Compliance for e ach truckload of concrete to the Department at the time of the load placement. The Certificate of Compliance shall be a form acceptable to the Department and shall include: Contract Name and Number Bridge Name Manufacturing Plant (Batching Facility) Name of Contractor (Contractor) Date Time Batched/Time Discharged Truck Number Quantity (Quantity Batched this Load) Type of Concrete by Class and Department Mix Design Number Cement Brand or Type, and Shipment Certification Number Temperature of Concrete at Discharge Target Weights per cubic yard and Actual Batched Weights for:

and water added at the project)

502.07Mixing and Delivery

inspected annually by the Department. Delivery and discharge of the concrete from the mixer shall be completed within a maximum of 90 minutes from the time the cement is added to the aggregate, except that in hot weather when the concrete mix temperature exceeds 70°F, or under other conditions contributing to quick stiffening of the concrete, delivery and discharge from the mixer shall be completed within 60 minutes. When approved by the Resident, the use of a retarding admixture (Type D) may be used for increasing the 60 minutes discharge time to 90 minutes, provided concrete temperatures are kept below 80ºF and conditions contributing to quick stiffening of the concrete are not present. With prior approval of the Resident, an approved hydration stabilizing admixture may be used to increase the discharge time.

from the job site and disposed of properly.

502.08Cold Weather Concrete Concrete shall not be placed aga inst frozen surfaces

All frost, ice, and snow shall be removed from all material th at will be in contact with fresh concrete. Unless authorized by the Resident, the mixing and placing of c oncrete shall be discontinued when the atmospheric temperature is below 40°F in the shade and dropping and shall not be resumed until the atmospheric temperature is as high as 35°F in the shade and rising. If authorization is granted for the mixing and placing of concrete under atmospheric conditions different from those specified above, the water shall be heated to a temperature not exceeding 180°F. When either the aggregate or water is heated to above 120°F, they are to be combined first in the mixer before the cement is added. If the atmospheric temperature is below 25°F, the aggregate shall also be heated. Materials containing frost or lumps of frozen material shall not be used. Stockpiled aggregates may be heated using dry heat or steam. Aggregates shall not be heated directly by gas or oil flame or on sheet metal over a fire. When aggregates are heated in bins, steam coil or water coil heating or other methods that will not be detrimental to the aggregates may be used. The heating apparatus shall be capable of heating the mass uniformly and preventing the occurrence of spots of overheated material. The minimum temperature of the mixed concrete shall be in accordance with Table 2, when it is placed in the forms. Salt, other chlorides or other unapproved chemicals shall not be added to the concrete for any reason whatsoever. TABLE 2 COLD WEATHER TEMPERATURE TABLE MINIMUM FORM DIMENSION SIZE Less than 12 inches 12 to 36 inches 36 to 72 inches Greater than 72 inches 60°F 55°F 45°F 40°F MINIMUM CONCRETE TEMPERATURE AS PLACED When permitted by the Resident, footings may be protected by c ompletely submerging them by admitting water inside the cofferdam. Until submersion takes place, the temperature of the concrete and its surface shall be controlled as specified above. Submersion shall proceed slowly and the temperature of the air or water shall be maintained sufficient to prevent ice from forming within the cofferdam for a period of 7 days after the placing of the concrete. When depositing concrete under water, there shall be no ice in side the cofferdam. Permission given to place concrete under the conditions mentio ned above and as described in the Contractor's QCP shall not relieve the Contractor of its responsibility for obtaining satisfactory results. The Contractor shall be wholly responsible for the protection of concrete during cold weather operations and any concrete injured by frost action or overheating shall be removed and replaced at the Contractor's expense.

502.09Forms and False work

securely braced, strutted and tied to prevent motion and distortion while concrete is being placed in them. The forms shall be strong enough to safely support the weight of the concrete and all superimposed loads (such as runways, concrete buggy loads, workers, scaffolding, etc.) placed upon them. Forms shall be built to conform to the dimensions, location, contours and details shown on the Plans. The faces of forms against which the concrete is to be placed shall be dressed smooth and uniform and shall be free from winds, twists, buckles and other irregularities. Stay-in-place forms of any type will not be permitted for any part of slab structures, unless otherwise indicated on the Plans. The placing of concrete in excavated pits and trenches without forms will not be permitted. All corners within the forms shall be fitted with chamfer strips mitered at their intersections, except that chamfer strips will not be required as follows: (1) on corners of slab blocking of interior steel beams and the inside of exterior steel beams; (2) on corners constructed transversely at the underside of the slab of superstructures which consist of a concrete slab on steel beams; (3) on footings not exposed to view; and (4) on all structures when more than 2 feet below the final finished grade line. Chamfer strips shall have a width across the diagonal face between ½ and ¾ inch. The size to be adopted for a given portion of the work shall depend upon the general dimensions. Except where special size chamfer strips are shown on the Plans, the size of chamfer strips shall be uniform on individual projects. Provision shall be made for the chamfering of the top edges of abutment bridge seats and wing walls, tops of piers and retaining walls, tops of through girders, roadway curbs, etc., by nailing chamfer strips inside the forms. Unless otherwise provided, all chamfer strips shall produce plain flat surfaces on the concrete. The forms for beams, girders and spandrel arches shall be so constructed as to permit the sides to be removed without disturbing the supports. All foreign matter within the forms shall be removed before depositing concrete in them. In all cases where metal or composite anchorages or ties within or through the face forms are required to hold the forms in their correct position, such anchorages or ties shall be of ample strength and shall be so constructed that the metal/composite work can be removed to a depth of not less than 1 inch from the face and back surfaces of the concrete without damaging such surfaces. Elevations will be taken on the top flanges of structural beams and girders for determining the depth of blocking necessary for the construction of the forms for the concrete slab, after the following conditions have been satisfied:

including any required flooring beams, stringers and intermediate diaphragms, unless an alternative plan is submitted by the Contractor and approved by the Department.

The Contractor shall submit working drawings for approval of the proposed forms and false work supporting the overhanging portion of the superstructure slab in accordance with Section 105.7. The working drawings shall show the size and location of the supporting members, the proposed loads and the weight of concrete forms to be carried by the members. In the construction of forms and false work for the portion of superstructure slabs overhanging the exterior members of beam and girder spans, forms and supporting devices resulting in point loadings on the exterior members shall not be used. Loads resulting from supporting devices shall be distributed directly to the flanges by means of brackets or braces. All forms shall be inspected and approved by the Department before the placing of any concrete within them.

with form oil or other approved surface treatment. Form surfaces shall be treated before placing the reinforcing steel.

superstructures shall be comprised of members having ample structural sections to resist all loads imposed upon them, with deformations less than: (Span Length) / 360. When the vertical members of false work consist of piles or when framed or other false work is supported upon piles, the piles shall be driven to secure a safe load resistance. When false work is supported upon mud sills, the foundation pressures resulting from the imposed loads upon the mud sills (false work, forms, fresh concrete, scaffolding, etc.) shall not exceed the capacity of the on-site soils. All false work systems shall be designed to support all vertical loading and any differential settlement forces, all horizontal and longitudinal forces, and shall account for any temporary unbalanced loading due to the placement sequence of the concrete. Sufficient redundancy shall be designed into false work systems so that the failure of any member shall not cause a collapse. False work systems adjacent to and/or over traveled ways shall additionally be designed to resist any vibration forces due to traffic and shall incorporate sufficient protection against impact by errant vehicles. False work shall be so constructed that the forms will have a camber, the amount of which will depend upon the deflection anticipated in the design. Forms supported upon false work shall be provided with a satisfactory means for their adjustment in the event of settlement or deformation of the false work due to overloading or other causes. Provisions shall be made for the gradual lowering of false work and rendering the supported structure self-supporting. All false work system computations, plans, and working drawings shall be designed and sealed by the Contractor’s Professional Engineer, who must be licensed in accordance with the laws of the State of Maine. Prior to concrete placement, the Contractor’s Professional Engineer responsible for the design of the false work system shall, after false work inspection, provide a sealed certification that the system was erected in conformance with the Professional Engineer’s plans and design details. This Professional Engineer may be directly employed, or otherwise retained, by the Contractor. No concrete shall be placed until the sealed design computations, plans and working drawings package and the sealed certification of erection of the false work have been submitted to the Resident. The Department shall have no obligation to review or comment on any design, construction, maintenance or removal of false work. No review or comment by the Department, or any lack of review or comment by the Department, shall relieve the Contractor of its responsibility to properly design, construct, maintain in good condition, and remove false work in accordance with the Contract, or shall shift any responsibility to the Department. The Contractor shall be responsible for all damages resulting from the failure of false work. The torsional effect of the false work on permanent structural members, which results from supporting cantilevered concrete sections, shall be analyzed by the Department. If the Department finds that the torsional stresses imposed on any permanent structural member, due to the false work, is unacceptable, the Contractor shall redesign the false work in order to reduce the stresses to an acceptable level, at no additional cost to the Department.

structure involved shall be considered in determining the time for the removal of forms and false work. Forms and false work shall not be removed until concrete cylinders cured with the structure establish that the concrete has developed a minimum of 80 percent of design strength. The Contractor shall cast and break enough cylinders to ensure that all concrete, associated with the forms and Falsework to be removed, has reached the minimum required strength; the test results from these cylinder breaks shall be furnished to the Resident before removal of the forms and false work. When approved by the Resident, the vertical forms of footings , walls, columns and sides of beams and slabs may be removed 48 hours after completion of placement of concrete, exclusive of the time the ambient air temperature is below 45°F and provided the following conditions are met: Immediately after, or as otherwise allowed by the Resident, t he forms are removed, defects in the concrete surface shall be repaired in accordance with Section 502.12 and the repaired area thoroughly dampened with water. The surfaces of exposed concrete shall be cured for the remainder of the 7-day curing period by the application of a curing compound listed on the Department’s Qualified Products List. The curing compound shall be applied continuously by approved mechanical pressure spraying or distributing equipment at a rate necessary to obtain an even, continuous membrane, meeting the manufacturer’s recommendations but at a rate of not less than 1 gallon per 200 ft² of surface. At a minimum, two coats shall be applied using a pressurized sprayer, with the second coat being applied within 30 minutes and at right angles to the first. Hand-pump sprayers, rollers or brushes shall not be used.

the consent of the Resident. The Resident's consent shall not relieve the Contractor of its responsibility for the safety of the Work. In no case shall any portion of wood forms be left in the concrete. As the forms are removed, all projecting metal or composite devices that have been used for holding the forms in place shall be removed in accordance with Section

(A). The holes shall be filled as required in Section 502.12

checked and approved by the Resident. The forms shall be clean of all debris. The method and sequence of placing the concrete shall be approved before any concrete is placed. All concrete shall be placed before it has taken its initial set and, in any case, as specified in Section 502.07. Concrete shall be placed in horizontal layers in such a manner as to avoid separation and segregation. Enough workers for the proper handling, tamping and operation of vibrators shall be provided to compact each layer before the succeeding layer is placed and to prevent the formation of cold joints between layers. Concrete shall not be placed against any surface coated with curing compound unless the curing compound has been removed. Care shall be taken to prevent mortar from spattering on structural steel, reinforcing steel and forms. Any concrete or mortar that becomes dried on the structural steel, reinforcing steel or forms shall be thoroughly cleaned off before the final covering with concrete. Following the placing of the concrete, all exposed surfaces shall be thoroughly cleaned as required, with care not to injure any surfaces. Concrete shall not come in direct contact with seawater durin g placing and for a period of 72 hours thereafter, except as follows: 1 Concrete seals that are located entirely below low tide. 2 Concrete footings constructed in the dry and located entirely below low tide or final ground elevation. 3 Concrete Fill placed under water. Concrete in any section of a structure shall be placed in app roximately horizontal layers of such thickness that the entire surface shall be covered by a succeeding layer before the underlying layer has taken its initial set. Layers shall not exceed 18 inches in thickness and be compacted to become an integral part of the layer below. Should the placement be unavoidably delayed long enough to allow the underlying layer to take initial set or produce a so-called "cold joint", the following steps shall be taken: An incomplete horizontal layer shall be bulk-headed off to produce a vertical joint. Horizontal joints shall be treated as required in Section 502 .10(F). The concrete in superstructures shall be placed monolithicall y except when construction joints are shown on the Plans or are authorized in accordance with approved details submitted by the Contractor. If the concrete in the stems of T-beams is to be placed independent of the slab section, the construction joint shall be located at the underside of the slab and the bond between stem and slab shall be a mechanical one. The bond shall be produced by embedding 2-inch by 4-inch wooden blocks having a length approximately 4 inches less than the width of the stem and placed horizontally at right angles to the centerline of the beam in the top surface of the concrete immediately following the completion of the concrete placement. To provide for the uniform spacing of the blocks and their ready removal when the concrete has taken a set sufficient to hold its form, the blocks shall be firmly nailed upon a board at a spacing of one foot center-to-center. The blocks shall be thoroughly oiled to facilitate their ready removal from the concrete. In arch spans, the order of construction or sequence of the w ork, as shown on the Plans, shall be followed in the placing of concrete. In no case shall the work on any section or layer be stopped or temporarily discontinued within 18 inches below the top of any face, unless the Plans provide for a coping having a thickness less than 18 inches, in which case, at the option of the Resident, the construction joint may be made at the underside of the coping. Concrete in columns shall be placed in one continuous operation, unless otherwise directed. If SCC has been approved for use, it shall be placed from a single discharge point to build hydraulic head and allow the SCC to progressively flow forward until the form is filled. The discharge point shall be moved as the SCC reaches the full height being cast, while maintaining a hydraulic head as the cast progresses. If subsequent loads of SCC are placed on top of a previous layer, a minimal amount of internal vibrating must be introduced to ensure the top layer blends with the previous layer. Fresh concrete threatened with rain damage shall be protected by approved means. Sufficient material for covering the work expected to be done in one day shall be on hand at all times for emergency use. The covering shall be supported above the surface of the concrete. Concrete Fill shall be placed at least to the pay limits show n on the Plans. Forms may be omitted at the Contractor’s option. Vibration of concrete will not be required. The Contractor has the option of placing Concrete Fill under water or in the dry. B Chutes, Troughs, Pipes and Buckets Sectional drop chutes or short chutes, troughs, pipes and buckets, when used as aids in placing concrete, shall be arranged and used in such a manner that the ingredients of the concrete do not become separated or segregated. Wood and aluminum chutes, troughs, pipes or buckets shall not be used. Dropping the concrete a distance of more than 6 feet, unless confined by closed chutes or pipe, will not be permitted. The concrete shall be deposited at, or as near as possible to, its final position. C Vibrating Mechanical, high freque ncy internal vibrators shall be used, operating within the concrete, for compacting the concrete in all structures and precast and cast-in- place piles, except for concrete placed under water. The vibrators shall have a frequency of between 5,000 and 12,000 vibrations per minute and shall be visibly capable of properly consolidating the designed mixture. For each type of vibrator used, a spare vibrator shall be available on the project at all times during the placing of concrete. Sufficient vibrators shall be used to consolidate the incomin g concrete within 5 minutes after placing. Vibrators shall neither be held against forms or reinforcing steel, nor shall they be used for flowing the concrete or spreading it into place. Over-vibrating shall not be allowed. D Dewatering Forms All forms shall be dewatered before concret e is placed in them. Pumping will not be permitted from the inside of forms while concrete is being placed. Moving water shall not be permitted to be exposed to fresh concrete. E Depositing Concrete under Water No concrete shall be deposited under water except for cofferdam seals. Pumping will not be allowed within the cofferdam while concrete is being placed. The concrete shall be placed carefully in a compact mass in i ts final position by means of a tremie or by other approved means and shall not be disturbed after being deposited. Bottom dump buckets will not be permitted. Particular care must be exercised to maintain still water at the point of deposit. Concrete shall not be placed in running water. The method of depositing concrete shall be so regulated as to produce approximate horizontal surfaces. Each seal shall be placed in one continuous operation. When a tremie is used, it shall consist of a tube not less th an 10 inches in diameter. The means of supporting the tremie shall be such as to permit free movement of the discharge end over the entire seal and to permit its being lowered rapidly, when necessary to choke off or retard flow. The tremie shall be filled by a method that will prevent washing of the concrete. The discharge end shall be completely submerged in concrete at all times and the tremie tube shall be kept full to the bottom of the hopper. The flow shall be regulated by raising or lowering the tremie. When the horizontal area of the tremie seal is large, several tremie hoppers shall be provided and positioned strategically to allow placement of concrete near the point where it is needed, to avoid moving concrete horizontally through the water. The number of tremie hoppers and the work plan shall be approved by the Resident. All laitance or other unsatisfactory material shall be remove d from the surface of the seal before placing additional concrete. The surface shall be cleaned by scraping, chipping or other means that will not injure the concrete. The placing and dewatering of seal concrete within cofferdams shall be in accordance with Section 511 - Cofferdams. F Construction Joints Constructi on joints shall be located where shown on the Plans or permitted by the Resident. When the concrete is in seawater, no horizontal construction joint will be permitted between extreme low tide and extreme high tide elevations, except for concrete cores for stone masonry. At horizontal construction joints, temporary gage strips, having a minimum thickness of 1-½ inches, shall be placed horizontally inside the forms along all exposed faces, to give the joints straight lines. The joint shall be so constructed that the surface of the concrete will not be less than ¼ inch above the bottom of the gage strip. Before placing fresh concrete, the temporary gage strip shall be removed, the surfaces of construction joints shall be thoroughly cleaned, drenched with water until saturated and kept saturated until the new concrete is placed. Immediately prior to placing new concrete, the forms shall be drawn tight against the concrete already in place. Concrete in substructures shall be placed in such a manner that all horizontal joints will be horizontal and, if possible, in locations such that they will not be exposed to view in the finished structure. Where vertical construction joints are necessary, reinforcing bars shall extend across the joint in such a manner as to make the structure monolithic. Construction joints through paneled wing walls or other large surfaces which are to be treated architecturally will not be allowed except as shown on the Plans. All vertical construction joints in abutments and retaining walls shall contain water stops as shown on the Plans. The water stops shall be one continuous piece at each location. All horizontal construction joints in abutments and retaining walls shall be constructed using a joint cover, as shown on the Plans. Construction joints in the wearing surface shall be located w here called for on the Plans. No other construction joints will be allowed. All joints shall be formed in the manner detailed on the Plans. The forms shall not be treated with oil or any other bond breaking material that will adhere to the concrete. Sealing slots shall be provided at all joints in the wearing surface that are located directly over a slab construction joint. Construction joints in the w earing surface not receiving a sealing slot shall be brushed with a neat cement paste immediately prior to making the adjacent concrete placement. After the concrete has been cured, sealing slots, when required, shall be sandblasted, or high-pressure (minimum of 4,000 psi) water cleaned, to remove all laitance and foreign material on the surfaces of the slots. The bottom of the sealing slots shall receive an approved bond breaker. The joint shall then be filled within ⅛ inch of the surface with an elastomeric concrete product listed on the Department’s Qualified Products List, in accordance with the manufacturer's recommendations. G Bonding of Cast-In-Place Concrete Slabs Concrete wearing surface slabs placed on cast-in-place superstructure slabs, concrete wearing surface sl abs placed on precast concrete superstructure elements, structural concrete slabs placed on pr ecast concrete superstructure elements, or concrete leveling slabs placed on precast concrete superstructure elements shall be permanently bonded. Precast concrete superstructure elements include, but are not limited to, deck slabs, voided slabs, box beams, bulb tee girde rs and Northeast Extreme Tee

The structure supporting the cast-in-place slab shall be clea ned to remove all laitance, dust, dirt, debris, oil, grease, bituminous material, paint, and other foreign matter. When the supporting structure is composed of cast-in-place concrete, the Contractor shall scabble the entire surface of the structure and then sandblast, or high-pressure (minimum of 4,000 psi, typical) water clean, the entire supporting structure. When the supporting structure is comprised of precast elements, the Contractor shall sandblast, or high-pressure water clean, the entire surface of the supporting surface elements. The final cleaning of the supporting structure shall be performed within the 24-hour period preceding the placement of the cast-in-place slab. All debris resulting from the cleaning operation shall be thoroughly removed using compressed dry air from the cleaned surfaces and adjacent areas. Air lines shall be equipped with effective oil traps. Prepared areas of the supporting structure that have not received the cast-in-place slab within 36 hours of being cleaned shall be recleaned. No surface preparation of a new supporting structure shall begin before completion of the specified curing period. After cleaning of the structure supporting the cast-in-place slab has been satisfactorily completed, the supporting structure and all porous surfaces to be in contact with the new slab shall be thoroughly saturated with water for a minimum of 12 hours prior to placement of the slab. Remove all standing water immediately prior to placement with oil-free compressed air and protect the supporting structure from drying, so that the concrete remains in a saturated surface dry condition. The following is further required when placing concrete weari ng surface slabs: In addition to the cleaning prescribed above for the supporting structure, the faces of curb and barrier walls, or other median devices, up to a height of one inch above the top elevation of the wearing surface, shall be cleaned to remove all curing compound, laitance, dust, dirt, debris, oil, grease, bituminous material, paint and all other foreign matter. The cleaning shall be performed by dry sand blasting or high-pressure water cleaning. Bonding grout for wearing surface slabs. All horizontal surfaces in contact with the wearing surface shall receive a coating of bonding grout. The vertical faces in contact with the wearing surface shall be broomed up to the elevation of the top of the wearing surface with bonding grout. Stiff bristled street brooms shall be used to brush the grout onto the surface. The coating shall not exceed ⅛ inch in thickness. The rate of progress in applying grout shall be limited so that the grout does not become dry before it is covered with new concrete. During delays in the surfacing operations, should the surface of the grout indicate an extensive amount of drying, the grout shall be removed by methods approved by the Resident and the area shall be re-grouted. The bonding grout shall have Portland cement and fine aggregate proportioned 3 to 1, respectively, by volume. The grout mix design shall be included in the QCP. The fine aggregate shall be the same source as used in the concrete. The cement and fine aggregate shall be measured separately in appropriately sized containers. The fine aggregate shall be deposited in an approved mechanical mortar mixer before adding cement. Water shall be added in sufficient quantity to allow flow of the grout without segregation of the grout ingredients. No water shall be added to the bonding grout after initial mixing. The grout shall not be allowed to separate before placement. The cement to water contact time of the grout shall not exceed 30 minutes before it is placed. Any grout that has dried or become unworkable before application, as determined by the Resident, shall not be incorporated into the work. The use of retarding admixtures for increasing the discharge time limits will be allowed. The Resident may approve the batching of bonding grout at an approved commercial concrete batch plant. In this case, mixing and delivery shall be in transit truck mixers.

slab structures, including, but not limited to, concrete deck slabs, wearing surfaces, simple slab spans, and slabs on precast superstructures, shall be commenced if the combination of ambient air temperature, relative humidity, wind speed, and plastic concrete temperature result in a surface moisture evaporation rate theoretically equal to, or greater than, 0.1 lb./ft²/hr. of exposed surface (Refer to the Rate of Evaporation from Concrete Surface Chart). If the surface moisture evaporation rate rises to 0.15 lb./ft²/hr. of exposed surface, the Contractor shall implement the remedial action described in the approved QCP. The temperature of the concrete shall not exceed 75°F at the time the concrete is placed in its final position. The maximum temperature of the surface on which concrete will be placed shall be 90°F. The Contractor shall provide all equipment and perform all measurements and calculations in the presence of the Resident to determine the rate of evaporation, the cost of which shall be incidental to related items.

502.11Expansion and Contraction Joints Expansion and contraction joints shall be

located and constructed as shown on the Plans. Water stops shall be one continuous piece at each location. Joint cover, as shown on the Plans, shall be applied to all joints where water stops cannot physically be installed, as determined by the Resident.

502.12Repairing Defects and Filling Form Tie Holes in Concret e Surfaces After the

forms are removed, all surface defects and holes left by the form ties shall be repaired. All fins and irregular projections shall be removed from the f ollowing: Surfaces which are visible in the completed work; surfaces to be waterproofed; and the portion of vertical surfaces of substructure units which is below the final ground surface to a depth of 12 inches, not including underwater surfaces. In patching surface defects, all coarse or fractured material shall be chipped away until a dense uniform surface, exposing solid coarse aggregate, is obtained. Feathered edges shall be saw cut away to form faces having a minimum depth of one inch perpendicular to the surface. All surfaces of the cavity shall be saturated thoroughly with water, after which a thin layer of neat cement paste shall be applied. The cavity shall then be filled with thick, reasonably stiff mortar, not more than 30 minutes old, composed of material of the same type and quality and of the same proportions as that used in the concrete being repaired. The surface of this mortar shall be floated before initial set takes place and shall be neat in appearance. The patch shall be water cured for a period of five days. The holes left by form ties shall be filled with a mortar simi lar to that described above, but with the addition of a non-shrink additive. If the removal of defective concrete materially impairs the so undness or strength of the structure, as determined by the Resident, the affected unit shall be removed and replaced by the Contractor at its expense. The holes left by form ties, on the portions of substructure c oncrete that are to be permanently covered in the finished work, may be filled with an acceptable grade of plastic roofing cement. Holes in the bottom of slabs caused by supporting hangers need not be filled.

502.13Finishing Concrete Surfaces Neat cement paste, dry cem ent powder or the

use of mortar for topping or plastering of concrete surfaces will not be permitted. A Float Finish A float finish for horizontal surfaces shall be achieved by placing an excess of concrete in the form and removing or striking off the excess with a template or screed, forcing the coarse aggregate below the surface. Creation of concave surfaces shall be avoided. After the concrete has been struck off, the surface shall be thoroughly floated to the finished grade with a suitable floating tool. Aluminum and steel floats are not allowed. Float finish, unless otherwise required, shall be given to al l horizontal surfaces except those intended to carry vehicular traffic and those of sidewalks. B Structural Concrete Slab Structures Structural concrete slab structures include, but are not limited to, structural concrete deck slabs, wearing surfaces, slabs on precast superstructures, top and bottom slabs of box culverts, approach slabs, rigid frame structures and simple slab spans, as applicable. Screed rails shall be set entirely above the finished surface of the concrete and shall be supported in a manner approved by the Resident. Where shear connector studs are available, welding to the studs will be permitted. No welding will be permitted directly on the stringer flanges to attach either screed rail supports or form supports of any type. Screed rail supports set in the concrete shall be so designed that they may be removed to at least 2 inches below the surface of the concrete. Voids created by removal of the upper part of the screed rail supports shall be filled with mortar having the same proportions of sand and cement as that of the slab. The mortar shall contain an approved additive in sufficient proportions to produce non-shrink or slightly expansive characteristics. Screed rail supports for slab structures with integral concrete wearing surfaces or bonded concrete wearing surfaces shall be removed immediately following screeding operations and repaired prior to final finishing. The rate of placing concrete shall be limited to that which c an be finished without undue delay and shall not be placed more than 10 feet ahead of strike-off. The Contractor shall furnish a minimum of two work bridges be hind the finishing operation, supported on the screed rails, each of which shall be capable of spanning the entire width of the deck and supporting at least a 500 pound load without deflection to the concrete surface. These work bridges shall be used by the Contractor for touch-up and curing cover application and shall be available for inspection purposes. When the overall length of the structure is 60 feet, or less, only one work bridge will be required. An approved bridge deck finishing machine complying with the following requirements shall be used, except as otherwise specified, for finishing structural concrete slab structures. The finishing machine shall have the necessary adjustments, built in by the manufacturer, to produce the required cross section, line and grade. The supporting frame shall span the section being cast in a transverse direction without intermediate support. The finishing machine shall be self-propelled and capable of forward and reverse movement under positive control. Provisions shall be made for raising all screeds to clear the screeded surface for traveling in reverse. The screed device shall be provided with positive control of the vertical position. The finishing machine shall be self-propelled with one, or mo re, oscillating screeds or one, or more, rotating cylinder screeds. An oscillating screed shall oscillate in a direction parallel to the centerline of the structure and travel in a transverse direction. A rotating cylinder screed shall rotate in a transverse direction while also traveling in the same direction. Either type of screed shall be operated transversely in overlapping strips in the longitudinal direction not to exceed 6 inches. One, or more, powered augers shall be operated in advance of the screed(s) and a drag (pan type) float shall follow the screed(s). For concrete placements less than 6 inches in depth, vibratory pan(s) having a minimum of 3,000 vibrations/minute shall be operated between the oscillating screed(s) or rotating cylinder screed(s) and the power auger(s). For concrete placed more than 3 ½ inches in depth, hand-operated spud vibrators shall be used in addition to the machine vibratory pan(s). The transversely operated rotating cylinder(s) of the bridge deck finishing machine shall be rotated such that the direction of the rotation of the cylinder(s) at the surface of the concrete is in accordance with the manufacturer's recommendations. Concrete immediately in front of the power auger(s) of a brid ge deck finishing machine shall be placed or cut to a depth that is close to the center of the rotating auger(s). The advance auger(s) shall strike off the concrete to approximately ¼ inch above the final grade. The concrete shall then be consolidated with the vibrating pan(s) and then finished to final grade. If the drag float does not seal the surface of the concrete, an additional float finish shall be applied immediately following strike-off. A small handheld pan vibrator shall be required at edges and adjacent to joint bulkheads. In lieu of the handheld pan vibrator equipment, the Resident may approve small spud vibrator(s). Lightweight, vibrating, screeds may be used on bonded concret e wearing surfaces and leveling slabs where concrete placements are specified to be less than 20 feet in width, and shall have the following features:

which the rate of travel can be increased, decreased or stopped.

Use of lightweight vibratorys creeds will not be allowed for full or partial-depth cast-in-place deck slabs, unless otherwise approved by the Department. When a lightweight vibrating screed is utilized, the concrete shall be placed or cut to no more than ½ inch above the finished grade in front of the front screed. The screed shall be operated such that at least three feet of concrete is in position in front of the screed. Supporting slabs for bituminous wearing surfaces shall be fin ished in accordance with the recommendations of the waterproofing membrane manufacturer. On all concrete wearing surfaces, a one-foot wide margin shal l be finished adjacent to curbs and permanent barriers with a magnesium float. Immediately after screeding and f loating, the surface of the concrete shall be tested for trueness, by the Contractor, with a 10-foot straightedge and all irregularities corrected at once in order to provide a final surface within the tolerance required in Table 3. The surface shall be checked both transversely and longitudinally. The straightedges shall be furnished and maintained by the Co ntractor. They shall be fitted with a handle and all parts shall be made of aluminum or other lightweight metal. The straightedges shall be made available for use by the Resident when requested. In the event of a delay during a concrete placement, all conc rete that cannot receive the final curing cover shall be covered with wet burlap. No vehicles will be allowed, either directly or indirectly, o n reinforcing steel before concrete placement. C Curb and Sidewalk Finish on Bridges Curbs and sidewalks shall receive a float finish. Sidewalks shall, additionally, receive a light broom finish, perpendicular to the sidewalk. When a concrete curb is monolithic with a sidewalk, a 6-inch wide smooth margin shall be made along the top of the curb with a magnesium float. Unless shown on the Plans, the sidewalk area shall not be div ided into sections by transverse grooves. At all transverse construction and expansion joints, except w here steel expansion dams are used, the edges of the joints, on the surface of the sidewalk, shall be finished with a sidewalk edging tool, 2 inches in width, with a ¼ inch radius lip. Finishing shall be completed within 15 minutes of concrete placement. D Form Surface Finish The character of the materials used and the care with which forms are constructed and concrete placed shall be considered in determining the amount of rubbing required. If concrete surfaces are obtained that are satisfactory to the Resident, then the Contractor may be relieved, in part, from the requirement of rubbing.

removal of the forms, the filling of all holes and the repairing of all defects. The surface shall be true and even, free from stone pockets and depressions or projections and of uniform texture. All formed concrete surfaces shall be given an ordinary finish unless otherwise specified. Repaired areas that do not meet the above requirements or are as that cannot be satisfactorily repaired to meet the requirements for ordinary finish shall be given a rubbed finish. When a rubbed finish is required on any part of a surface, the entire surface shall be given a rubbed finish.

soon as its condition will permit. Immediately before starting this work, the concrete shall be thoroughly saturated with water. Sufficient time shall have elapsed before wetting down to allow the mortar used in ordinary finish to become thoroughly set. Surfaces to be finished shall be rubbed with a medium coarse carborundum stone, using a small amount of mortar on its face. The mortar shall be composed of cement and fine sand mixed in proportions as used in the concrete being finished. Rubbing shall be continued until all form marks, projections and irregularities have been removed, all voids filled and a uniform surface has been obtained. A thin layer of paste produced by this rubbing shall be left on the surfaces. After all concrete above the surface being treated has been c ast, the final finish shall be obtained by a second rubbing with a fine carborundum stone using only water. This rubbing shall be continued until the entire surface is of a smooth texture and uniform color. The paste produced by this second rubbing shall be carefully spread with a moist whitewash brush to form a very thin uniform coating upon the surface of the concrete. After the final rubbing is completed and the surface has drie d, it shall be rubbed lightly with clean, dry, burlap to remove excess loose powder and shall be left free from all unsound patches, paste, powder and objectionable marks. This finish shall result in a surface of smooth texture and uniform color. No surface finishing shall be done in freezing weather or when the concrete contains frost. In cold weather, the preliminary rubbing necessary to remove the inert sand and cement materials and the surface irregularities may be done without the application of water to the concrete surfaces. The following portions of concrete roadway grade separations tructures shall be given a rubbed finish unless otherwise indicated in the Contract:

12 inches below the finished ground line.

except that for overpass structures, the piers beyond the outside limits of the roadway pavement, the vertical surfaces on the back which are not visible from the roadway or sidewalk will not require a rubbed finish. If, in the opinion of the Resident, the general appearance of a concrete structure, due to the excellence of workmanship, cannot be improved by a rubbed finish, this requirement may be waived. E Surface Finish After the concrete has cured the surface sh all be tested with a 10- foot straightedge or a lightweight profiler. Areas found to not comply with the tolerance of Table 3 shall be brought into conformity by methods proposed by the Contractor and approved by the Resident at no additional cost to the Department. TABLE 3 SURFACE TOLERANCE LIMITS Type of Surface Maximum deviation of surface in inches below a 10-foot straightedge* Concrete Wearing Surfaces, Curbs, Sidewalks, and Barriers ⅛ inch Concrete Slab Surfaces to be Covered by Membrane Waterproofing or Concrete Wearing Surfaces ¼ inch Concrete Slab Surfaces with Integral Concrete Wearing Surface ¼ inch Concrete Slab Surfaces to be Covered by Earth or Gravel ⅜ inch Concrete Surface of Box Culvert Bottom Slabs ⅜ inch Concrete Surface of Abutments, Piers, Pier Shafts, Footings, and Walls ⅜ inch *Allowance shall be made for crown, camber and vertical curve. F Saw Cut Grooving of Concrete Wearing Surfaces A saw cut g rooved finish shall be applied to concrete wearing surfaces. This work shall be performed using a multi- bladed diamond wet saw using circular saw blades. The Resident may allow the use of a single blade, circular saw tool, where it is determined that such equipment is necessary to complete the work, as required. The equipment the Contractor proposes to use will be subject to the approval of the Resident, prior to use. Saw cutting may begin only after the specified curing period has elapsed. Cut all grooves in a rectangular shape conforming to the following dimensions: Width: 1/8 inch +/- 1/32 inch Depth: 1/4 inch +/- 1/16 inch Unless otherwise specified in the Contract, terminate grooves 4 to 12 inches away from curbs, parapets, drainage structures, bridge joints, medians and exposed edges of the structural concrete slab. During the grooving operations, the Resident will verify, at random, that the minimum grooved depth is being achieved. If the Resident determines that the minimum groove depth is not being achieved, then the Contractor shall stop grooving operations and make all adjustments necessary, as well as any repairs, as required by the Resident. The Contractor shall supply the Resident with two (2) accurate, easily readable, gauges with which to verify groove depth. Deliver the gauges and applicable manufacturer’s instructions for use no later than 7 Days prior to the anticipated start of grooving operations. Slurry, or debris, from the grooving operation will not be allowed to accumulate or harden and shall be prevented from flowing into drains, onto the roadway slopes or water bodies below or adjacent to the bridge. Residue shall be continuously removed. The slurry, or debris, shall be disposed of properly by the Contractor. Only rubber tired vehicles are allowed on the bridge deck after saw cut grooving. Saw cutting concrete produces silica fume dust. Include Saw Cut Grooving of Concrete Wearing Surfaces in the Health and Safety Plan. Saw cut grooves shall be either transverse or longitudinal, as specified in the Contract Documents:

of the roadway using a single pass. The grooves shall be randomly spaced. The random spacing shall range from 1-1/4 inches to 2 inches, with 50 percent of the spacings being less than, or equal to, 1- 1/2inches. The Contractor shall submit a spacing pattern to the Resident for approval. An example of an acceptable random pattern is 1-1/4, 1-1/2, 1-3/8, 1-1/4, 1-3/4, 1-1/2, 2, 2, 1-1/2, 1-1/4, 1-3/8, 2, 1-5/8, 1-1/4, 1-1/2, 1-1/2, 1-3/4, 2, and 1-5/8, with all spaces measured in inches. Spacings should not be based solely on multiples of 1/4 inch, because the result will not be truly random (e.g., do not use a pattern such as 1-1/4, 1- 1/4, 1-3/4, 2, 1-1/2, 2, 2, etc.).

centerline, or working line, using continuous passes. On curved alignments, longitudinal grooves shall be parallel to the centerline of construction or working line.

Spacing of longitudinal grooves shall be 1-1/2 inches. Spacing does not need to be varied.

502.14Curing Concrete All concrete surfaces shall be kept we t with clean, fresh,

water for a curing period of at least 7 days after concrete placing, with the exception of vertical surfaces, as provided for in Section 502.09(D) - Removal of Forms and False work, and sidewalks, as provided for in this section. For concrete wearing surfaces and all concrete containing fly ash or slag, the temperature of the concrete shall be kept above 50°F for the entire seven (7) day period. All other concrete and its surfaces shall be kept above 50°F for the first four (4) days of the curing period and above 32°F for the remainder of the period. A

blanket,

burlap blanket. Except as otherwise specified, curing protection for slabs and wearing surfaces shall be applied within 15 minutes after the concrete is screeded and before the surface of the concrete has lost its surface "wetness" or "sheen" appearance. The burlap or the cotton mats shall be pre-soaked, prior to being applied. Polyethylene sheets shall not be placed directly on the concrete, but may be placed over the fabric cover to prevent drying. The covering of concrete wearing surfaces, decks, curbs, and s idewalks shall be kept continuously wet for the entire curing period using a continuous wetting system and shall be located to insure a completely wet concrete surface for the entire curing period, except as noted below. The finished surfaces of sidewalks may be cured using a curing compound listed on the Department’s Qualified Products List. The curing compound shall be applied continuously by approved mechanical pressure spraying or distributing equipment at a rate necessary to obtain an even, continuous membrane, meeting the manufacturer’s recommendations, but at a rate of not less than 1 gallon per 200 ft² of surface. At a minimum, two coats shall be applied using a pressurized sprayer, with the first coat being applied within 15 minutes after finishing is complete, and the second coat being applied within 30 minutes of, and at right angles to, the first. Hand-pump sprayers, rollers or brushes shall not be used. All other surfaces, if not protected by forms, shall be kept t horoughly wet either by sprinkling or using wet burlap, cotton mats or other suitable fabric until the end of the curing period, except as provided for in Section 502.09(D) - Removal of Forms and False work. Polyethylene sheets shall not be placed directly on the concrete, but may be placed over the fabric cover to prevent drying. Use of evaporation retardants, finishing aids or water, to fin ish any concrete surfaces shall not be allowed.

502.15Loading Structures and Opening to Traffic No superstru cture concentrated

loads such as structural steel beams, girders and trusses shall be placed upon finished concrete substructures until the concrete has reached its design strength. No load or work will be permitted on concrete superstructures labs or rigid frame structures until concrete cylinders cured with the slab establish that design strength has been reached. However, after a shorter period, the Resident may permit handwork for form construction and setting stone bridge curb. No curbing or other materials shall be stored on the bridge during the 7-day curing period, except that if handwork is permitted, curb stones may be stored in a line near their final location until ready to be set. Neither traffic nor fill material shall be allowed on superstr uctures of concrete bridges or culverts until concrete cylinders cured with the slab establish that design strength has been reached, dependent upon conditions as specified in Section 502.09 and with the approval of the Resident. No traffic will be allowed on the cured concrete of a concrete wearing surface until 24 hours after the completion of the application of protective coating for concrete surfaces. Concrete approach slabs at the end of structures may be opened to traffic or backfilled if buried, when the design strength has been reached. Foundations for light bases, traffic signals and overhead signs must reach design strength prior to loading.

502.16Bridge Drains and Incidental Drainage All drains shall be accurately placed

at the locations shown on the Plans, or authorized, and adequate means provided for securely holding them in the required positions during the placing of concrete. Bridge drains shall be galvanized in accordance with Section 7 11.04 - Bridge Drains. The Contractor shall furnish an insulator between surfaces of galvanized and weathering steels when erecting the bridge drain support assembly. Epoxy-coated washers shall be used when the support assembly attaches to weathering steel beam webs. Drains or weep holes through abutments and retaining walls sha ll be pipe of the size and shape shown on the Plans and shall be of Schedule 40 PVC pipe. For providing drainage for any moi sture that may collect between the deck slab and the hot mix asphalt roadway surface, approved one inch inside diameter plastic tube drains shall be installed at the low points of the slab surface, adjacent to the end dam or dams. The exact location will be determined in the field by the Resident and the discharge from them shall be such as to clear the bridge seats and any other portion of the structure in their proximity. The tops of the drains shall be depressed ⅜ inch below the surface of the slab and the outlets shall project 2 inches below the underside of the slab. Care shall be exercised such that the drains are open after the installation of the membrane waterproofing, when it is installed.

502.1701 Quality Control, Method A and B The Contractor shall control the quality

of the concrete through testing, inspection, and practices which shall be described in the QCP, sufficient to assure a product meeting the Contract requirements. The QCP shall meet the requirements of Section 106, Quality, and this specification. No work under this item shall proceed until the QCP is submitted to and approved by the Department. The QCP shall address all elements that affect the quality of the structural concrete including, but not limited to, the following:

Consistency and Water/Cement Ratio

The QCP shall include the names and specific qualifications of the individuals meeting these requirements and qualifications:

experience acceptable to the Department.

experience acceptable to the Department.

and with a Bachelor of Science Degree in Civil Engineering or a related Civil Engineering Technology discipline.

Transportation Training and Certification Program (NETTCP).

control practices to assure the quality of aggregates and other mix components and control proportioning to meet the mix design(s). The QCP shall detail the frequency of sampling and testing, corrective actions to be taken, and documentation. The PCT shall periodically inspect all equipment utilized in proportioning and mixing to assure it is operating properly and that proportioning and mixing conforms to the mix design(s) and other Contract requirements. The QCP shall detail how these duties and responsibilities are to be accomplished and documented and whether more than one PCT is required. The QCP shall include the criteria utilized by the PCT to correct or reject unsatisfactory materials. The PCT shall be a MCTCB certified Concrete Plant Technician or a NETTCP certified Concrete Technician.

inspection at the job site to assure that materials meet the requirements of the mix design(s) and specifications. The QCP shall detail frequency of sampling and testing, inspection procedures, corrective actions to be taken, and documentation. The QCP shall detail how these duties and responsibilities are to be accomplished and documented, and whether more than one QCT is required. The QCP shall include the criteria utilized by the QCT to reject unsatisfactory materials. The QCT shall be an ACI certified Concrete Field Testing Technician- Grade I or a NETTCP certified Concrete Technician.

PCT and the QCT. The Contractor shall maintain records of all QC tests and calc ulations. The gradation test data and results shall be reported to the Department before the placement they represent. The Contractor or supplier shall retain split samples of the most recent QC gradations for possible Verification testing by the Department. In addition, the Department will sample the aggregates at the plant monthly to determine specification compliance. If the Department’s gradation tests determine that the aggregate does not meet the specified gradation limits, corrective action shall be required before additional concrete may be supplied to the project. The compressive strength test results shall be reported to the Department by 10:00 A.M. of the first working day following the test. All QC test data shall be signed by the person who performed the test. The Contractor shall record all onsite QC test data and calculations at the time of the placement and present this information, on a form acceptable to the Department, to the Department by 10:00 A.M. of the first working day following the concrete placement. All Method A and B QC testing shall meet the minimum requirements found in Table 4. TABLE 4 METHOD A & B MINIMUM QUALITY CONTROL TESTING REQUIREMENTS * TEST TEST METHOD SAMPLING LOCATION FREQUENCY Gradation AASHTO T-27 & T-11 Stockpile One set per proposed grading before production. One set every 100 yd (Min. 1 set per month) Organic Impurities AASHTO T-21 Stockpile One set per each FA gradation % Absorption AASHTO T-84 & T-85 Stockpile Once per aggregate pe r year Specific Gravity AASHTO T-84 & T-85 Stockpile Once per aggregat e per year Total Moisture in AASHTO T-255 Stockpile One set per day’s Aggregate production Free Water and Aggregate Wt. N/A One per day’s production % Entrained Air AASHTO T-152 On P roject On first two loads and every third load thereafter provided consistent results are achieved Compressive Strength AASHTO T-22 On Project One set per sublot Compressive Strength AASHTO T-22 @ 7days On Project One set per sublot * Additional QC testing will be required any time a process change occurs during a placement, including changes in type or dosage of admixture. Additional testing shall include, but is not limited to, entrained air testing.

02 Quality Control, Method C The Contractor shall submi t a QCP listing the

mix design(s) to be used, the name and location of the production facility, a brief description of the placement and curing process and the name and qualifications of any QCT to be used. A QCT will be required. The Contractor shall provide a Certificate of Compliance for each truckload of concrete to the Department at the time of the load placement.

03 Acceptance Methods A and B The Department will dete rmine the

acceptability of the concrete through a quality assurance program. The Department will take Acceptance samples a minimum of once per sublot on a statistically random basis. Samples will be taken at the discharge point, with pumped concrete sampling taken at the discharge end of the pump line. Acceptance tests will include compressive strength, air content and permeability. Lot Size A lot size shall consist of the total quantity represented by each class of concrete in the Contract. A lot shall consist of a minimum of 3 and a maximum of 10 sublots. If a lot is comprised of more than 10 sublots, sized in accordance with Table 5, then this quantity shall be divided equally into 2, or more, lots, such that there is a minimum of 3 and a maximum of 10 sublots per lot. If there is insufficient quantity in a lot to meet the recommended minimum sublot size, then the lot shall be divided into 3 equal sublots. Sublot Size, General The size of each sublot shall be determined in accordance with Table 5. The Resident may vary sublot sizes based on placement sizes and sequence. Sublot Size, Unit Price Items Sublot sizes will initially be determined from estimated quantities. When the actual final quantity of concrete is determined: If there is less than one-half the estimated sublot quantity in the remaining quantity, then this quantity shall be combined with the previous sublot, and no further Acceptance testing will be performed; if there is more than one-half the estimated sublot quantity in the remaining quantity, then this quantity shall constitute the last sublot and shall be represented by Acceptance test results. If it becomes apparent part way through a lot that, due to an underrun in quantity, there will be an insufficient quantity of concrete to comprise three sublots, then the Resident may adjust the sizes of the remaining sublots and select new sample locations based on the revised estimated quantity of concrete remaining in the lot. Sublot Size, Lump Sum Items Each lot shall be divided into sublots of equal size, based on the estimated quantity of concrete. TABLE 5 Quantity (CY) Recommended Sublot Size (CY) 0-500 50 501-1000 75 1001-2000 100 2001 or greater 250 Determination of the concrete cover over reinforcing steel for structural concrete shall be made prior to concrete being placed in the forms. Bar supports, chairs, slab bolsters, and side form spacers shall meet the requirements of the Concrete Reinforcing Steel Institute (CRSI) Manual of Standard Practice, Chapter 3 Section 3.2.5 Class 1, Section 3.2.6 Class 1A, or Section 3.4, All-Plastic Bar Supports. All supports shall meet the requirements for type and spacing as stated in the CRSI Manual of Standard Practice, Chapter 3. Concrete will not be placed until the placing of the reinforcing steel and supports have been approved by the Resident. If the Contractor fails to secure Department approval prior to placement, the Contractor’s failure shall be cause for removal and replacement at the Contractor’s expense. The Contractor shall notify the Resident, at least 48 hours prior to the placement, when the reinforcing steel will be ready for checking. Sufficient time must be allowed for the checking process and any needed repairs. Compressive strength tests will be completed by the Department in accordance with AASHTO-T 22 and T 23 at  28 days, except that no slump will be taken. Two 4-inch x 8- inch cylinders will be cast per sublot placed. The average of two concrete cylinders per sublot will constitute a test result and this average will be used to determine the compressive strength for pay adjustment computations. Testing for Entrained Air in concrete, at the rate of one test per sublot, shall be in accordance with AASHTO T152. Surface Resistivity specimens will be tested by the Department in accordance with AASHTO TP-95 at an age  56 days. Four 4-inch x 8-inch cylinders will be cast per sublot placed. The average of three concrete specimens per sublot will constitute a test result and this average will be used to determine the permeability for pay adjustment computations. Surface Tolerance, Alignment and Trueness, Plumb and Batter, Finish The Resident will measure the properties of surface tolerance, alignment and trueness, plumb and batter and finish to ensure they conform to the following criteria. If the concrete fails to meet any of these requirements and the Contractor fails to repair or mitigate the identified defects, to the satisfaction of the Resident, then there shall be no positive Quality Assurance Acceptance incentive payments on the respective lots. A Surface Tolerance Surface tolerance of exposed horizontal and sloping portions of the substructure, superstructure slabs, wearing surface, sidewalks, barriers and wingwalls will be measured with a 10-foot straightedge. Surface tolerance limits are given in Table 3, Section 502.13(E). The Contractor shall furnish the 10-foot straightedge. B Alignment and Trueness Alignment and trueness will be measured longitudinally along any vertical surface of any portion of the structure and shall not exceed a deviation of ¼ inch in 3 feet for structures up to 30 feet in length. Structures more than 30 feet in length will be subject to a maximum tolerance of 2 inches. C Plumb and Batter Columns and other vertical surfaces that will remain exposed will be measured to determine actual batter and degree of verticality. Measurements will be taken after every placement. Vertical faces of columns will be measured at a minimum of two faces at right angles to each other. Other vertical surfaces will be measured once every 15 feet along the face of longitudinal walls. All measurements will be made on a per placement basis and will be subject to a tolerance of ¼ inch in 10 feet. D Finish Surface finish of concrete surfaces will be evaluated and repaired in accordance with Sections 502.09, 502.12, and 502.13, for each placement. Rejection by Resident For material represented by an Accepta nce test with test results failing to meet the criteria specified in Table 1, the Department will, at its sole discretion:

concrete meeting the Contract requirements at no additional expense to the Department, or

Level Analysis specification formula.

04 Acceptance Method A A lot size shall consist of the total quantity

represented by each class of concrete in the Contract. A lot shall consist of a minimum of 3 and a maximum of 10 sublots.

05 Acceptance Method B A lot size shall consist of the total quantity

represented by each class of concrete in the Contract. A lot shall consist of a minimum of 3 sublots.

06 Acceptance Method C The Department will determine t he acceptability

of the concrete through Acceptance testing. Acceptance tests will include compressive strength, air content and permeability. Method C concrete not meeting the requirements listed in Table 1 shall be removed and replaced at no cost to the Department. At the Department’s sole discretion, material not meeting requirements may be left in place and paid for at a reduced price as described in Section 502.195.

07 Resolution of Disputed Acceptance Test Results The Co ntractor shall work

cooperatively with the Resident in maintaining Control Charts, as outlined in Subsection 106.4.3, in order to identify potential issues with any test results and take appropriate actions to address these issues before they become disputed issues. In cases where the Department may determine that removal of the affected placement is warranted or that the material is marginally acceptable and may remain in place and paid for at a reduced rate, in accordance with Section 502.1703, Acceptance Methods A and B, this Subsection provides recourse for the Contractor to contest the Department’s Acceptance test results as follows, at no additional cost to the Department: A Compressive Strength There may be cases where the Department’s test results indicate that concrete must be removed and replaced, or that the material is marginally acceptable and may remain in place and paid for at a reduced rate. In these cases, and providing that the Contractor’s QC test results from a NETTCP certified laboratory for the same load are more than 500 psi higher than that of the Department’s test results, the following procedure concerning compressive strength may be undertaken by the Contractor and witnessed by the Department, within 36 days of the placement date (within 64 days of the placement date in the case where fly ash at 20%, or greater, pozzolan cement replacement is used in the concrete mix):

accordance with the requirements of ASTM C42/C42M, Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete. The core strength acceptance and evaluation criteria included in ACI 318 shall not apply.

randomly selected locations to be representative of the entire volume of the sublot. The Resident and the Contractor’s representative shall agree on the sample locations prior to drilling. The specimens shall have a minimum diameter of 4 inches and a minimum length of 8 inches.

laboratory for processing for testing. The cores shall be protected from drying during transport. The Contractor shall make arrangements with the appropriate Department laboratory for testing prior to beginning the coring process.

cored cylinders shall be averaged and then divided by a factor of 0.85. The resulting compressive strength shall be used by the Department in the final determination of the acceptability of the material in question and shall replace the contested test result in computing pay adjustments for the Lot in question. If coring is not done within the 36-day time limit (or 64-day time limit, as applicable), the Department will not allow dispute testing of the sublot.

adequate as a result of the above procedure, then the concrete shall remain in place and payment will be adjusted using the test results from the above procedure. If the Department concludes that the strength of the structural element in question is unsatisfactory as a result of the above procedure, the original acceptance test result will remain in the lot and the Department will direct the Contractor to take appropriate actions, as determined by the Department, and at no additional cost to the Department. B Permeability In cases where the Department’s test results in dicate that the material is subject to removal and replacement according to section 502.192, the fo llowing procedure concerning permeability may be undertaken by the Contractor and witnessed by the Department, within four calendar days of the receipt of the results:

with the requirements of ASTM C42/C42M, Standard Test Method fo r Obtaining and Testing Drilled Cores and Sawed Beams of Concrete. Specimens shall have a diameter of 4 inches and a minimum length of 8 inches.

same load as the original Department specimen for each sublot in question.

laboratory for processing for testing. The cores shall be prote cted from drying during transport. The Contractor shall make arrangements with the appr opriate Department laboratory for testing prior to beginning the coring process.

TP-95. The resulting permeability value shall be used by the De partment in the final determination of the acceptability of the material in question and shall replace the contested test result in computing pay adjustments for the Lot in question.

adequate as a result of the above procedure, then the concrete shall remain in place and payment will be adjusted using the test results from the ab ove procedure. If the Department concludes that the permeability of the affected plac ement in question is unsatisfactory as a result of the above procedure, the original acceptance test result will remain in the lot and the Department will direct the Contr actor to take appropriate actions, as determined by the Department, and at no additional cost to the Department. C Entrained Air In order to dispute the Department’s test results, the Contractor must test material from the same sample as the Department. If the difference between the Department’s and the Contractor’s air tests is equal to or greater than 0.6 percent, then the material shall be retested by both parties. If the difference between the retests is equal to or greater than 0.6 percent, the concrete placement will be suspended immediately. Both air meters will be checked for accuracy by either comparison to a third calibrated air meter or by use of an air meter calibration vessel. If either air meter is found to be out of calibration it shall be replaced immediately. Once it is demonstrated that the QC and Acceptance air meters agree within 0.6 percent, the concrete placement may resume.

502.18Method of Measurement

cubic yard, in accordance with the dimensions shown on the Plans or authorized changes in the Plans, or as one lump sum unit, as indicated in the Schedule of Items. Structural Concrete for any irregular shapes may be measured b y the cubic yard as determined from the theoretical yield of the design mix or in the case of transit mixed concrete, by delivery ticket, as directed by the Resident.

structural concrete items for arriving at a lump sum price will be as follows: 1 Structural Concrete Superstructure Slabs, Structural Concret e Roadway and Sidewalk Slabs on Steel Bridges, Structural Concrete Roadway and Sidewalk Slabs on Concrete Bridges and Structural Concrete Superstructure T-beam Type The limits will be the entire concrete superstructure, outside to outside, both transversely and longitudinally, exclusive of concrete curbs, sidewalks, permanent concrete barrier and concrete transition barriers. 2 Structural Concrete Wearing Surfaces The limits will be the entire concrete wearing surface bounded transversely by the roadway curbs and longitudinally by the extreme ends. 3 Structural Concrete Box Culverts The limits will be the ent ire structure, meaning the bottom floor slab, abutments, wings, superstructure floor slab and headwalls or curbs. 4 Structural Concrete, Approach Slabs The limit will be the e ntire approach slab or slabs, as shown on the Plans. 5 Structural Concrete, Abutments and Retaining Walls, Structural Concrete, Abutments and Retaining Walls (placed under water), Structural Concrete Piers, and Structural Concrete Piers (placed under water) The limits will be the entire concrete substructure unit or units, from the bottom of the footing to the top of the unit, and outside to outside, both transversely and longitudinally, except for the portion to be placed under water, as indicated on the Plans, which will be the limits of the concrete unit or units, outside to outside, transversely, longitudinally, and vertically. 6 Structural Concrete Rigid Frame Structures The limits will be the entire concrete structure, meaning the frame walls and top slab. Included within the limits for payment, unless otherwise shown on the Plans, are bottom slab, wing walls and headwalls. 7 Structural Concrete Culvert End walls The limit will be the entire concrete end wall or end walls, as shown on the Plans. 8 Structural Concrete Curb and Sidewalks The limit will be th e entire concrete curb or sidewalk, as shown on the Plans. 9 Concrete Fill Will be measured for payment by the number of cubic yards of concrete, in place, to the vertical pay limits shown on the Plans. If the Contractor elects to omit forms, then any excavation or concrete placed beyond the pay limits indicated on the Plans shall not be paid for, but shall be at the Contractor’s expense.

steel, reinforcing steel, pile heads, expansion joint material, drains, chamfers on corners, inset panels of 1 ½ inches or less in depth, pipes, weep holes and authorized openings for utilities of ¼ yd³ or less in volume, when any of these items occur in structural concrete which is to be paid for on a cubic yard basis.

definite elevation within rock excavation, as shown on the Plans or otherwise designated, the quantity to be measured will be the number of cubic yards of concrete actually and satisfactorily placed above a plane at one foot below the above specified plan elevation and within the neat lines of the structure as shown on the Plans or on authorized changes in the Plans. If the ledge rock is excavated below the plane at one foot below the plan elevation, without authorization, then this space shall be replaced with concrete of the same composition as required for the structure foundation but will not be measured for payment.

Method A or Method B, quantities of lots and sublots shall be determined as outlined under Section 502.1703 - Acceptance Methods A and B, and under Section 502.19 - Basis of Payment.

accepted, will be measured for payment as one lump sum.

502.19Basis of Payment The accepted work done under structural concrete, of the

classes and for the types of work required, will be paid for at the Contract unit price per cubic yard, or at the Contract lump sum price, for the respective Contract items involved. Payment for both the unit price and the lump sum price items will be full compensation for furnishing and installing bridge drains, pier nose armor, water stops, expansion joint filler, PVC or plastic tube drains, asphalt roll roofing (roofing felt), asphalt for painting or covering various type of joints, all required sandblasting, high-pressure water cleaning, bonding, curing and joint sealing and all incidentals necessary to complete the work satisfactorily. No direct payment will be made for concrete admixtures. No price adjustments will be made to the lump sum bid for the respective items that are bid lump sum, except when quantity changes are directed by the Department. It will be the responsibility of the Contractor to verify the estimated quantities prior to submitting bid documents. Transverse saw cut grooving of concrete wearing surfaces will be paid for at the Contract lump sum price, which shall be payment for furnishing all materials, labor and equipment, including depth gauges and all incidentals, to satisfactorily complete the work. Payment for structural concrete culvert connection shall inclu de drilling and grouting the dowels into the existing headwall and excavation. Reinforcing will be paid for under Pay Item 503.12, Reinforcing Steel, Fabricated and Delivered and Pay Item 503.13, Reinforcing Steel, Placing. Reinforcing steel, railings, stone curbing and any material th at may be required for bridge lighting systems, will be measured and paid for separately as provided in the appropriate sections. Implementation of the QCP and costs associated with acceptance test sampling shall be incidental to related items. All costs associated with obtaining, testing and evaluating dr illed core specimens for dispute resolution will not be paid for directly, but will be considered incidental to related items. Pay adjustments will be made only for cast-in-place concrete. Pay adjustments shall be computed on the actual final quantity for unit price items. Pay adjustments shall be computed on the estimated quantity for lump sum items, except when precast deck panels are used, or when quantity changes are directed by the Department. When precast deck panels are used, the precast deck panel quantity, as computed from the Working Drawings, shall be deducted from the estimated lump sum quantity to determine the new estimated quantity that will be used to compute pay adjustments. When Department-directed quantity changes are made, this quantity shall be added to, or subtracted from, the estimated lump sum quantity to determine the new estimated quantity that will be used to compute pay adjustments. When precast deck panels are used and Department-directed quantity changes are made under the same lump sum item, the combined quantity change shall be added to, or subtracted from, the estimated lump sum quantity to determine the new estimated lump sum quantity that will be used to compute pay adjustments. Pay adjustments will be made according to the formula in Section 502.194. P, the unit value for pay adjustment purposes, is specified in Special Provision Section 502, Structural Concrete (QC/QA Acceptance Methods). P values, as specified in Special Provision Section 502, reflect the price per cubic yard for all pay adjustment purposes.

1 Pay Adjustment for Compressive Strength, Methods A and B Pay factors

Level Analysis as specified in Section 106.

2 Pay Adjustment for Permeability, Methods A and B Pay factors (PF) for

pay adjustments for Permeability will be determined using the Quality Level Analysis as specified in Section 106. Values less than 10 KOhm-cms for Class A concrete or 11 KOhm-c ms for Class LP concrete shall be subject to rejection and replacement, at no additional cost to the Department.

3 Pay Adjustment for Air Content, Methods A and B Pay f actors (PF) for pay

adjustments for air content will be determined using the Quality Level Analysis as specified in Section 106.

4 Pay Adjustments for Compressive Strength, Permeability and Air Content,

Methods A and B The Composite Pay Factor (CPF) for each lot of concrete shall be computed as follows: CPF = [(Compressive Strength PF-1)(0.20)] + [(Air Content PF- 1)(0.40)] + [(Permeability PF-1)(0.40)] The pay adjustment for each lot of concrete shall be compute d as follows: Lot Pay Adjustment = P x CPF x Lot Size There will be no positive pay adjustments for Method B Concret e.

5 Pay Adjustment Method C When the Department determines that Method C

concrete which does not meet the specified limits may remain in place, payment will be reduced in accordance with Table 6. The quantity to which the pay reduction shall apply will be determined by the Resident. TABLE 6: METHOD C PAY REDUCTIONS * Class LP Class A ClassS Class Fill Compressive Strength {Strength Range in PSI and Pay Reduction per CY} 4,750 to 4,999 ($25) 3,900 to 3,999 ($60) 2,900 to 2,999 ($10) 2,900 to 2,999 ($10) 4,500 to 4,749 ($40) 3,800 to 3,899 ($80) 2,800 to 2,899 ($20) 2,800 to 2,899 ($20) 4,250 to 4,499 ($55) 3,700 to 3,799 ($100) 2,700 to 2,799 ($30) 2,700 to 2,799 ($30) 4,000 to 4,249 ($70) 3,600 to 3,699 ($120) 2,600 to 2,699 ($40 ) 2,600 to 2,699 ($40) < 4,000 (Removal) < 3,600 (Removal) 2,500 to 2,599 ($50) 2,500 to 2,599 ($50) < 2,500 (Removal) < 2,500 (Removal) Surface Resistivity {Permeability in KOhm-cms and Pay Reduction per CY} 15-16 ($50) 13 ($25) N/A N/A 13-14 ($75) 12 ($50) N/A N/A 12 ($100) 11 ($75) N/A N/A 11 ($125) 10 ($100) N/A N/A < 11 (Removal) < 10 (Removal) N/A N/A Entrained Air {Air Range in Percent and Pay Reduction per CY} < 3.5 (Removal) < 3.5 (Removal) N/A < 3.5 (Removal) 3.5 to 3.9 ($100) 3.5 to 3.9 ($100) N/A 3.5 to 3.9 ($20) 4.0 to 4.4 ($75) 4.0 to 4.4 ($75) N/A 4.0 to 4.4 ($15) 4.5 to 4.9 ($50) 4.5 to 4.9 ($50) N/A 4.5 to 4.9 ($10) 5.0 to 8.0 Acceptable 5.0 to 8.0 Acceptable N/A 5.0 to 8.0 Acce ptable 8.1 to 8.5 ($25) 8.1 to 8.5 ($25) N/A 8.1 to 8.5 ($10) 8.6 to 9.0 ($50) 8.6 to 9.0 ($50) N/A 8.6 to 9.0 ($15) 9.1 to 9.5 ($75) 9.1 to 9.5 ($75) N/A 9.1 to 9.5 ($20) > 9.5 (Removal) > 9.5 (Removal) N/A > 9.5 (Removal) * A l l R a n g e s A r e I n c l u s i v e Payment will be made under: Pay Item Pay Unit

502.21Structural Concrete, Abutments and Retaining Walls Cubic Yard

9 Structural Concrete, Abutments and Retaining Walls Lump Sum

502.22Structural Concrete, Abutments and Retaining Walls

(placed under water) Cubic Yard

9 Structural Concrete, Abutments and Retaining Walls

(placed under water) Lump Sum

502.23Structural Concrete Piers Cubic Yard

9 Structural Concrete Piers Lump Sum

502.24Structural Concrete Piers (placed under water) Cubic Ya rd

9 Structural Concrete Piers (placed under water) Lump Sum

502.25Structural Concrete Superstructure Slab Lump Sum

502.26

502.261

Structural Concrete Roadway and Sidewalk Slab on Steel Bridges Structural Concrete Roadway and Sidewalk Slab on Concrete Bridges Lump Sum Lump Sum

502.27Structural Concrete Superstructure T-beam Type Lump Sum

502.28Structural Concrete Rigid Frame Structures Cubic Yard

9 Structural Concrete Rigid Frame Structures Lump Sum

502.29Structural Concrete Wearing Surface on Bridges Lump Sum

1 Saw Cut Grooving Lump Sum

502.30Structural Concrete Box Culvert Lump Sum

502.31Structural Concrete Approach Slab Lump Sum

502.32Structural Concrete Culvert End wall Cubic Yard

502.33Structural Concrete Culvert End wall Lump Sum

502.40Structural Concrete Box Culvert Cubic Yard

502.41Structural Concrete Superstructure Slab Cubic Yard

502.42Structural Concrete Roadway and Sidewalk Slab on

Steel Bridges Cubic Yard

502.43Structural Concrete Superstructure T-beam Type Cubic Yar d

502.44Structural Concrete Wearing Surface on Bridges Cubic Yar d

502.45Structural Concrete Approach Slab Cubic Yard

502.46Structural Concrete Culvert Connection Cubic Yard

502.49

502.565

Structural Concrete Curbs and Sidewalks Concrete Fill Lump Sum Cubic Yard