The Table of Contents for this section is available.
The work covered by this section consists of constructing cast-in-place concrete structures and the cast-in-place concrete portions of composite structures, constructed in conformity with the lines, grades, and dimensions shown on the plans and as specified in these specifications.
All materials shall meet the requirements of Division 10 shown below:
Portland cement concrete Section 1000
Curing agents Section 1026
Joint fillers Article 1028-1
Joint sealers Article 1028-2
Deck drains Article 1054-3
Expansion anchors Article 1074-1
(A) General:
Eight sets of detailed drawings for falsework or forms for bridge superstructure and other components as required by the plans or special provisions shall be submitted to the Engineer for review, comments and acceptance before construction of the falsework or forms is started. Such review shall not relieve the Contractor of full responsibility for the safety, alignment, quality, or finish of the work. (See Standard Special Provisions)
Falsework and forms shall be designed to carry the full loads coming upon them, including a dead load of 150 pounds per cubic foot for concrete, loads caused by equipment and personnel, and for lateral pressures resulting from rate of pours, the setting times, and the effects of vibration on the concrete, so that the finished concrete surface conforms to the proper dimensions and contours and has an even appearance.
All lumber and other material used for forms and falsework shall be sound and in good condition.
Falsework and forms shall be set to give the correct elevation shown on the drawings making proper allowance for shrinkage, deflections, and settlement, and maintained true to lines and grades designated until the concrete is sufficiently hardened.
Where falsework or forms appear to be unsatisfactorily built in any respect either before or during placing of concrete, the Engineer will order the work stopped until the defects have been acceptably corrected.
Falsework and forms shall remain in place after placing of concrete for the periods specified in Article 42017. Falsework and forms shall be removed in an acceptable manner. In no case shall forms or falsework permanently remain in place unless written approval is given by the Engineer.
The Contractor shall provide a means, satisfactory to the Engineer, to check any settlement or deflection that may occur during the placing of concrete in the various portions of the work.
(B) Falsework:
Falsework shall be built on foundations of sufficient strength to carry the applied loads without appreciable settlement. Falsework that cannot be founded on solid footings shall be supported on ample falsework piling.
A method acceptable to the Engineer shall be used to compensate for shrinkage, deflection, and settlement. The Engineer may require the use of jacks in order to readily effect adjustment, if necessary, before or during placing of concrete.
(C) Forms:
(1) General:
Forms shall be of wood or steel except where other materials have been specified by the plans or special provisions or accepted by the Engineer.
(2) Wood Forms:
Forms shall be built mortar-tight of material sufficient in strength with ample studding, walling, and bracing to effectively prevent any appreciable horizontal and/or vertical deflection.
The interior dimensions of the forms shall be such that the finished concrete shall be of the form and dimensions shown on the plans.
Forms, except for surfaces permanently in contact with earth fill, shall be lined with plywood or a material approved by the Engineer. The lining shall have a smooth and uniform texture and shall be of such thickness and rigidity that a concrete surface of uniform texture and even appearance results. Joints between form liners shall be mortar tight and even and maintained so as to prevent the opening of joints due to the shrinkage of the lumber.
Forms shall be filleted at all sharp corners unless otherwise noted on the plans. Wood chamfer strips shall be milled from straight grained lumber and shall be surfaced on all sides.
Forms for all projections shall be given a bevel or draft to insure easy removal.
The shape, strength, rigidity, watertightness, and surface smoothness of forms that are to be reused shall be maintained at all times. Any warped or bulged lumber shall be resized before being reused. Forms which are unsatisfactory in any respect shall not be reused. Plywood sheets showing torn grain, worn edges, patches or holes from previous use, or other defects which will impair the texture of concrete surfaces shall not be used on surfaces exposed to view.
Chamfer strips shall maintain an acceptable alignment and have no broken edges.
Forms previously used shall be thoroughly cleaned of all dirt, mortar, and foreign material before being reused. Before concrete is placed in forms, all inside surfaces of forms which will later be removed shall be thoroughly coated with commercial quality form oil or other equivalent coating which will permit the ready release of the forms and will not discolor the concrete.
Any metal spacers or anchorages which are required within the forms for their support or to hold them in correct alignment and location shall be so constructed or installed in such a way that the metal work can be removed to a depth of at least 1 inch from the exposed surface of the concrete without injury to such surface by spalling or otherwise. The recess thus formed in the concrete shall have a diameter not greater than 1½ times its depth. All such metal devices in exposed surfaces, upon removal of the forms, shall be cut back to a depth of at least 1 inch from the face of the concrete. Cavities produced by the removal of metal devices shall be carefully filled with cement mortar of the same mix used in the body of the work immediately upon removal of the forms, and the surface left smooth and even and as nearly uniform in color as possible. As an exception to the above, metal devices with cross sectional area not exceeding 0.05 square inches on surfaces permanently in contact with earth fill may be broken off flush with the concrete surface and not patched.
The welding of metal devices to either reinforcing steel or structural steel which is a permanent part of the structure will not be permitted except when written approval is given by the Engineer.
(3) Steel Forms:
The provision of Subarticle 4203(C)(2) for wood forms as regards design, mortar tightness, filleted corners, beveled projections, bracing, alignment, texture and evenness of appearance of the resulting concrete surface, removal, re-use, and oiling shall apply to steel forms. The steel used for forms shall be of such thickness that the forms will remain true to shape. Bolt and rivet heads shall be counter-sunk. Clamps, pins, or other connecting devices shall be designed to hold the forms rigidly together and allow removal without injury to the concrete. Steel forms which do not present a smooth surface or line up properly shall not be used. Care shall be exercised to keep steel forms free from rust, grease, or other foreign matter that will tend to discolor the concrete.
Reinforcement shall be furnished and placed as shown on the plans and in accordance with the provisions of Section 425.
No concrete shall be placed until the depth of the excavation and character of the foundation material, the adequacy of the forms and falsework, and the placing of reinforcement and other embedded items, have been inspected and approved by the Engineer. No concrete shall be placed without an Inspector present unless otherwise authorized by the Engineer.
Concrete shall be placed in daylight unless an adequate lighting system for construction and inspection of the work meeting the approval of the Engineer is provided.
In preparation for the placing of concrete all sawdust, chips, and other construction debris and extraneous matter shall be removed from the interior of forms. Hardened concrete and foreign matter shall be removed from tools, screeds, and conveying equipment.
The concrete temperature at the time of placing in the forms shall not be less than 50 F., nor more than 95 F., except where other temperatures are required by Articles 4208, 4209, and 42015.
No concrete shall be used which does not reach its final position in the forms within the time stipulated in Subarticle 10004(E).
Surfaces other than foundations on which concrete is to be placed shall be thoroughly cleaned and wetted immediately before placing concrete in order to facilitate bonding.
Placing of concrete shall be so regulated that the pressures caused by the wet concrete shall not exceed those used in the design of the forms.
The external surface of all concrete shall be thoroughly worked during the placing by means of tools of an approved type. During the placing of concrete, care shall be taken that the methods of compaction used will result in a surface of even texture free from voids, water, or air pockets, and that the coarse aggregate is forced away from the forms in order to leave a mortar surface.
Concrete shall be placed so as to avoid segregation of the materials and the displacement of the reinforcement.
Chutes on steep slopes shall be equipped with baffle boards or be in short lengths that reverse the direction of movement.
All chutes, troughs, and pipes shall be made from suitable materials other than aluminum and shall be kept clean and free from coating of hardened concrete by thoroughly flushing with water after each run. The water used for flushing shall be discharged clear of the structure.
Concrete dropped more than 5 feet shall be confined by closed chutes or pipes, except that the 5 foot limit will not apply to walls of box culverts or retaining walls unless directed by the Engineer.
Care shall be taken to fill each part of the form by depositing the concrete as near its final position as possible. The coarse aggregate shall be worked back from the forms and worked around the reinforcement without displacing the bars. After initial set of the concrete, the forms shall not be jarred and no strain shall be placed on the projecting reinforcement or other items embedded in the concrete, except where unavoidable on structures being widened under traffic.
All concrete required to be vibrated shall be compacted by means of approved high frequency internal vibrators or other approved type of vibrators immediately after being deposited in the forms. In all cases, at least 2 vibrators in good operating condition and 2 sources of power shall be available at the site of any structure in which more than 25 cubic yards of concrete is to be placed. The vibrators shall not be attached to or held against the forms or the reinforcing steel. The vibrating shall be done with care and in such a manner that displacement of reinforcement, ducts, or other embedded elements is avoided. The location, manner, and duration of the application of the vibrator shall be such as to secure maximum consolidation of the concrete without causing segregation of the mortar and coarse aggregate, and without causing water to flush to the surface. When concrete is to be placed to a depth in excess of 12 inches and the unit being cast contains one or more horizontal layers of reinforcing steel, the concrete shall be placed in horizontal layers not more than 12 inches thick. Each layer shall be placed and compacted before the preceding layer has taken initial set such that there is no surface of separation between layers. Layers of concrete shall not be tapered off in wedge-shaped slopes but shall be placed with reasonably square ends and level tops.
If additional concrete is to be placed against hardened concrete, care shall be taken to remove all laitance and to roughen the surfaces of the concrete to ensure that fresh concrete is deposited upon sound concrete surfaces and an acceptable bond is obtained. The existing concrete shall be thoroughly wetted for a minimum of 2 hours before additional concrete is placed.
The use of external vibrators for compacting concrete will be permitted when the concrete is inaccessible for adequate compaction provided the forms are constructed sufficiently rigid to prevent displacement or damage from external vibration.
The operation of depositing and compacting shall be conducted so as to form a compact, dense, impervious, concrete of uniform texture which shall show smooth faces on exposed surfaces. If any section of concrete is found porous, cracked, has been plastered, or is otherwise defective, it shall be repaired or removed and replaced in whole or in part as directed by the Engineer at no additional cost to the Department.
Placement of concrete by pumping will be permitted only when approved by the Engineer. Pumping equipment shall be suitable and adequate in capacity for the work and shall be located so that no vibrations result which might damage freshly placed concrete. Pumping equipment including the conduit system that will come in contact with the concrete shall not contain any aluminum or aluminum alloy.
Grout used to lubricate the inner surfaces of the conduit system shall be wasted.
Operation of the pump shall be such that a continuous stream of concrete without air pockets is delivered. When pumping is completed, any concrete remaining in the pipeline which is to be used in the work shall be ejected in such a manner that there will be no contamination of the concrete or separation of the ingredients.
Samples of concrete to be used for test purposes shall be taken from the discharge end of the conduit system unless otherwise permitted by the Engineer.
The slump of the concrete will be determined in accordance with AASHTO T119.
When a slump test is made and the results of the test exceed the specified maximum, a check test will be made immediately from the same batch or truck load of concrete. If the average of the 2 test results exceeds the specified maximum slump, the batch or truck load which contains the batch will be rejected.
420-8 FOUNDATION SEALS FOR COFFERDAMS.
For each substructure unit where a foundation seal is required in the plans, the Contractor shall construct a cofferdam of sufficient horizontal and vertical dimensions to cast the seal as designed and detailed, or as directed by the Engineer. The cofferdam shall be designed and detailed by a North Carolina registered Professional Engineer, and construction of the cofferdam shall be in accordance with plans prepared by such engineer. Seven copies of the plans and one copy of the design calculations shall be furnished to the Engineer for review, comment and acceptance prior to beginning construction of the cofferdam. Where a foundation seal is not required by the plans, but is allowed by the Engineer, the cofferdam shall be acceptable to the Engineer before placing the foundation seal.
Excavation from within the cofferdam shall be by use of a heavy duty digging type clamshell and air lift or other approved equipment as may be necessary to obtain a satisfactory foundation. Blasting will be allowed only if approved by the Engineer. For blasting inside or adjacent to cofferdams to be considered, a professionally prepared drilling, loading, and detonating plan shall be prepared by the Contractor and submitted to the Engineer for review at least 3 weeks prior to the work. If bracing is installed inside the cofferdam before excavation is completed, it shall not restrict excavation operations adjacent to cofferdam walls. Overburden trapped in sheet piling corrugations shall be removed by water jets or other means. Final excavation shall be by air lift to clean the foundation just prior to casting the seal.
Pumping to lower the water elevation inside the cofferdam to facilitate excavation or driving piles will not be permitted.
The Contractor shall engage a competent diver or divers to inspect the excavated area within the cofferdam to assure complete removal of all overburden from sheet piling corrugations and bottom of excavation. After the excavated area has been cleaned, he shall so notify the Engineer. The excavated area will then be inspected by Department divers. If found acceptable, the Contractor will be authorized to proceed with casting the seal. Should Department divers find the excavated area unacceptable and later inspections are necessary, the Contractor may be required to reimburse the Department for the cost of all underwater inspections excluding the first inspection.
The foundation seal shall be constructed by placing Class S concrete under water by means of a tremie or tremies. A tremie shall consist of a watertight steel pipe having a diameter of at least 10 inches with a hopper at the top. Couplings in tremie pipes shall be watertight screw connections or flanged connections fitted with gaskets. The tremie shall be equipped with a watertight plug on the lower end to permit lowering of the empty pipe to the point of deposit without water entering the pipe. Tremies shall be supported so as to permit proper filling of the hopper and so that the tremie can be slowly raised vertically to start concrete flow and quickly lowered to reduce or stop flow. Details for supporting, raising, and lowering the tremie shall be submitted to the Engineer for review at least 3 weeks prior to placing concrete.
The number and spacing of tremies shall be dependent upon the size of seal. Unless otherwise permitted by the Engineer or required in the plans, at least one tremie shall be used for each 400 square feet or fraction thereof of the horizontal cross-section of the foundation seal. Location of the tremies shall be such that the area covered by each tremie is approximately equal. When more than one tremie is used, concrete shall be alternately or concurrently placed in each tremie such that the concrete surface remains as nearly horizontal as practical at all times.
Placement of concrete under water shall be accomplished so that cement will not be washed out of the mix. Vibration or agitation of the concrete will not be permitted. Concrete shall not be allowed to fall through water. After initial filling of the tremie, the lower end shall be kept embedded in previously placed concrete until the pour is completed. When concrete is deposited in the hopper, the tremie shall be slowly raised to start flow and shall be quickly lowered to reduce or stop flow when concrete reaches the bottom of the hopper.
To assure that the lower end of tremie is not raised above the concrete surface, the tremie pipe shall be marked in feet from the lower end to above the water surface. Periodic soundings shall be taken by the Contractor to the concrete surface to determine elevation of the concrete with respect to end of tremie.
The flow of concrete shall be continuous until the work is completed. The resulting seal shall be monolithic and homogeneous. Elevation references will be set at several points around the cofferdam and it will be the Contractor's responsibility to determine by soundings when to stop placing concrete.
The temperature of Class S concrete at the time of placing shall be not less than 40F. nor more than 75F. Concrete shall not be deposited under water when water temperature is less than 35F. at the water surface.
The cofferdam shall not be dewatered until at least 7 days after concrete has been placed. After the cofferdam has been dewatered, the seal surface shall be cleaned of all scum, laitance, and sediment to expose good sound concrete. Concrete peaks within the footing limits shall be removed such that there is not more than 2 feet difference in elevation between the highest and lowest concrete surface. A trench shall be excavated in the concrete adjacent to cofferdam sheeting to collect and divert seepage water to a suitable sump outside the footing limits. This water shall be removed during placement of footing concrete so that there is no running or standing water within or immediately adjacent to footing forms.
After cofferdam sheeting has been removed, vertical faces of the foundation seal will be inspected by Department divers. Should honeycomb, cracks, crevices, or other defects be evident, the Engineer will determine acceptability of the foundation seal. Should the seal be considered unacceptable, the Contractor will be required to repair the defects in a manner acceptable to the Engineer at no cost to the Department.
420-9 PLACING CONCRETE IN COLD WEATHER.
(A) General:
No concrete shall be placed when the air temperature, measured at the location of the concreting operation in the shade away from artificial heat, is below 35F. without permission of the Engineer. When such permission is granted, the aggregates and/or water shall be uniformly heated to a temperature not higher than 150F. The temperature of the heated concrete shall not be less than 55F. and not more than 80F. at the time it is placed in the forms.
The aggregates shall be free of ice, frost, and frozen particles, and concrete shall not be placed on frozen foundation material.
The Contractor shall protect all concrete by means of heated enclosures or by insulation whenever any of the following conditions occur:
1. The concrete has been placed when the air temperature, measured at the location of the concreting operation in the shade away from artificial heat, is below 35F.
2. The air temperature, measured at the location of the freshly placed concrete in the shade away from artificial heat, is below 35F. and the concrete has not yet attained an age of 72 hours or an age of 48 hours when high-early strength portland cement concrete is used. If the mix contains fly ash or ground granulated blast furnace slag, the contractor shall protect the concrete for 7 days.
The Contractor shall provide and place at locations directed by the Engineer a sufficient number of maximum-minimum recording thermometers to provide an accurate record of the temperature surrounding the concrete during the entire protection period.
The Contractor shall assume all risks connected with the placing of concrete under the cold weather conditions referred to herein. Permission given by the Engineer to place concrete when the temperature is below 35F. and the subsequent protection of the concrete as required herein shall not relieve the Contractor in any way of the responsibility for obtaining the required results.
(B) Heated Enclosures:
Portland cement concrete that is placed when the air temperature is below 35F., and portland cement concrete that has not yet attained an age of 72 hours before the air temperature falls below 35F., shall be immediately enclosed with a housing consisting of canvas or other approved material supported by an open framework or with an equally satisfactory housing, and the air surrounding the concrete shall be maintained at a temperature of not less than 50F. nor more than 90F. for the remainder of the 72 hour period. These same requirements shall apply to high-early-strength portland cement concrete except that the 72 hour period referred to above will be reduced to 48 hours. The time periods referred to above shall not begin until manipulation of each separate mass of concrete has been completed.
The Contractor shall provide such heating apparatus as stoves, salamanders, or steam equipment, and the necessary fuel. When dry heat is used, means of preventing loss of moisture from the concrete shall be provided.
(C) Insulation:
Protection of concrete by the use of insulated forms or insulation meeting all requirements of this Subarticle will be permitted in lieu of the heated enclosure specified in Subarticle 4209(B). Insulation will be required under the same conditions that heated enclosures are required, and shall be placed on the concrete as soon as initial set will permit.
When insulation is to be used for cold weather protection, concrete for sections 12 inches or less in thickness or diameter shall be batched using Type III portland cement without any increase in cement content, or using Type I or II portland cement with the cement content increased to 1.80 barrels per cubic yard. When the mix includes fly ash and cold weather protection is required, the mix shall contain 572 lbs. per cubic yard of cement and a minimum of 172 lbs. per cubic yard of fly ash. When the mix includes ground granulated blast furnace slag and cold weather protection is required, the mix shall contain 465 lbs. per cubic yard of cement and 250 lbs. per cubic yard of ground granulated blast furnace slag.
Insulated materials shall have a minimum thickness of 1 inch. Overhang forms shall be insulated both on the outside vertical faces and on the underside with a 1 inch minimum thickness of either rigid or blanket type insulation. Insulating materials shall provide a minimum system R value of 4.0 in the up mode as determined by ASTM C236 with a 15 mph wind over the cold side of the material and a minimum differential of 50 degrees Fahrenheit. Results of tests conducted in accordance with ASTM C236 by an acceptable commercial testing laboratory shall be furnished to the Engineer for review, comments and acceptance. Such acceptance shall be secured prior to use of the material. Insulating blankets shall be faced or covered, top and bottom, with polyethylene or similar waterproofing material meeting the test requirements of Article 10263 except that length and color requirements shall not apply. Blankets shall be placed on the concrete in such a manner that they form a waterproof surface for the concrete being protected. Blankets with rips and tears in the waterproofing material that have not been acceptably repaired shall not be used. When the anticipated low temperature expected to occur during the protection period is less than 10F., 2 inches of insulation will be required.
Blanket insulation mats shall overlap at the edges by at least 6 inches. Rigid type insulation sheets shall be tightly butted together and sealed. Particular care shall be taken to provide effective protection of curbs, corners, and around protruding reinforcing steel.
Should the air under the insulation fall below 50F. during the protection period, the Contractor will be required to immediately cover the concrete with canvas and framework or other satisfactory housing and apply heat uniformly at a rate such that the air surrounding the concrete is not less than 50F. for the remainder of the protection period.
In the event that insulating materials are removed from the concrete prior to the expiration of the curing period, the concrete shall then be cured for the remainder of the period in accordance with Article 42016.
Construction joints shall be made only where located on the plans or shown in the placing schedule, unless otherwise approved in writing by the Engineer.
The concrete in each integral part of the structure shall be placed continuously. The Contractor will not be allowed to commence work on any such part unless his concrete supply, forces, and equipment are sufficient to complete the part without interruption in the placing of the concrete.
In case of emergency, construction joints shall be made or the concrete removed as directed by the Engineer.
Construction joints shall be made without keys, except when keys are shown on the plans. Surfaces of fresh concrete at horizontal construction joints shall be rough floated sufficiently to thoroughly consolidate the concrete at the surface.
After placing of concrete has been completed to the construction joint and before placing fresh concrete, the entire surface of horizontal construction joints shall be thoroughly cleaned of surface laitance, curing compound, and other materials foreign to the concrete. Vertical construction joints shall be cleaned of curing compound and other materials foreign to the concrete.
Concrete surfaces on which additional concrete is to be placed shall be thoroughly cleaned and wetted immediately before placing concrete in order to facilitate bonding.
420-11 WIDENING EXISTING STRUCTURES.
Where plans call for widening existing concrete structures, or otherwise require bonding new concrete to old, portions of the existing structures shall be removed as indicated on the plans.
When extending an existing culvert, the following portions of the existing culvert shall be removed: the portions that interfere with the proposed extension, headwalls only as necessary to clear proposed subgrade by a minimum of 1 foot 6 inches, and wingwalls in such a manner that square surfaces the full thickness of the new sidewalls will be provided for bonding new concrete to old. Existing wingwall reinforcing steel exposed by such removal shall be left in place to extend into new concrete a minimum of 18 inches.
Connecting surfaces of the old concrete shall be thoroughly roughened, cleaned of loose material, and wetted for a minimum of 2 hours before placing new concrete.
(A) General:
All joints shall be located and constructed as shown on the plans.
Edges of joints shall be chamfered or edged as shown on the plans or directed by the Engineer.
Immediately after the forms are removed, the expansion joint shall be inspected carefully. Any concrete or mortar in the joint shall be neatly removed.
(B) Filled Joints:
All expansion joint material shall be cork, bituminous fiber, neoprene, or rubber meeting the requirements of Article 10281. When a thickness of more than 1 inch is required, 2 layers may be used to obtain the required thickness.
The joint filler shall be cut to the same shape and size as the area to be covered except that it shall be cut ½ inch below any surface that will be exposed to view in the finished work. At the Contractor's option, the joint filler may be cut the same size and shape as that of the surfaces being joined, and the material on the surfaces that will be exposed to view may be neatly cut back ½ inch after the concrete has hardened. It shall be cut out of as few pieces as practicable and, except as noted above, completely fill the space provided. The pieces in any one joint shall be fastened together in a manner approved by the Engineer. Loose fitting or open joints between sections of filler or between filler and forms will not be permitted. Joints made up with small strips will not be permitted. Two-ply roofing felt shall be placed over all joints in the filler material in vertical expansion joints below top of curbs. The felt shall be placed on the side of the joint adjacent to the new pour.
All joints shall be sealed as called for on the plans.
Joints which are to be sealed with hot-poured rubber asphalt joint sealer shall be dry when sealed and shall be cleaned by brush blast cleaning immediately before sealing. Brush blast cleaning shall consist of sand blasting with the nozzle held at approximately a 45 angle to the surface and continuously kept in motion to minimize cutting of the surface. Brush blast cleaning shall be done so as to provide a firm, clean joint surface free of curing compound, loose material, and any foreign matter.
Equipment for heating hot-poured rubber asphalt joint sealer shall be suitable for the purpose. Direct heating shall not be used. Joint sealer shall be heated in a kettle or rank constructed as a double boiler, with the space between the inner and outer shells filled with oil, asphalt, or other material for heat transfer. Positive temperature control shall be provided. Other methods of indirect heating acceptable to the Engineer may be used.
420-13 DRAINS IN WALLS AND CULVERTS.
Drain holes and weep holes shall be constructed in abutment walls, wing walls, retaining walls, and the exterior walls of culverts as shown on the plans unless otherwise directed by the Engineer, and backfilled in accordance with the provisions of Article 4109 and Article 41010.
Drain holes and weep holes shall be covered at the back face of the wall with hardware cloth of commercial quality, approximately 4 mesh, of aluminum or galvanized steel wire.
420-14 ANCHOR BOLTS AND BEARING AREAS.
(A) Anchor Bolts:
All necessary anchor bolts in piers, abutments, or pedestals shall be accurately set either in the concrete as it is being placed, in formed holes, or in holes cored or drilled after the concrete has set.
If set in the concrete, the bolts shall be accurately positioned by means of templates and rigidly held in position while the concrete is being placed.
Holes may be formed by inserting in the fresh concrete oiled wooden plugs, metal pipe sleeves, or other approved devices, and withdrawing them after the concrete has partially set. Holes so formed shall be at least 4 inches in diameter.
If cored, holes shall be at least 1 inch larger in diameter than the bolt used. Equipment used for coring concrete shall have been approved by the Engineer. Impact tools will not be permitted. Reinforcing steel shall be placed to provide adequate space to core bolt holes without cutting the reinforcing steel.
During freezing conditions, anchor bolt holes shall be protected from water accumulations at all times.
The anchors shall be bonded with a non-shrink portland cement grout or a grout made with epoxy resin. The grout shall completely fill the holes. Any non-shrink composition compatible with the concrete may be used, subject to prior approval by the Engineer.
(B) Bearing Areas:
Bridge seat bearing areas shall be finished to a true level plane which shall not vary perceptibly from a straightedge placed in any direction across the area.
Bearing plates shall be placed in accordance with the provisions of Article 4406.
420-15 PLACING AND FINISHING BRIDGE FLOORS.
(A) Placing Concrete:
A smooth riding surface of uniform texture, true to the required grade and cross section, shall be obtained on all bridge roadway floors.
The placing of concrete in bridge floors will not be permitted until the Contractor has satisfied the Engineer that he has adequate personnel and equipment to deliver, place, spread, finish, and cure the concrete within the scheduled time; that experienced finishing machine operators and concrete finishers are employed to finish the floor; and that weather protective equipment and all necessary finishing tools and equipment are on hand at the site of the work and in satisfactory condition for use. During the period between April 15 and October 15, the placing of concrete in bridge floors shall begin as early as practical in order that the concreting operations can be accomplished during the cooler hours when forms, beams, and reinforcing steel are at ambient air temperatures.
Unless otherwise permitted by the Engineer, the rate of concrete placement and the use of a set retarder shall be such that the concrete shall remain workable until the entire operation of placing, screeding, rescreeding, surface testing, and corrective measures where necessary has been completed. Use of a set retarder may be waived by the Engineer when conditions clearly indicate it is not needed.
The concrete temperature at the time of placing in the deck shall not be less than 50 degrees F., nor more than 90 degrees F., except where other temperatures are required by Article 4209.
The rate of concrete placement shall not be less than 35 cubic yards per hour.
Supports for screeds or finishing machines shall be completely in place and firmly secured before placing of concrete will be permitted. Supports shall be set to elevations necessary to obtain a bridge roadway floor true to the required grade and cross section, with allowance being made for anticipated settlement. Supports shall be of a type and shall be so installed that no springing or deflection will occur under the weight of the finishing equipment, and shall be so located that finishing equipment may operate without interruption over the entire bridge roadway floor being finished.
Immediately prior to placing bridge floor concrete, the Contractor shall check all falsework and shall make all necessary adjustments. Suitable means such as telltales shall be provided by the Contractor to permit ready measurement by the Engineer of deflection as it occurs.
On continuous steel beam or girder spans the order of casting shall be as shown on the plans. On simple spans, and for any section between construction joints for continuous spans, the concrete in the floor slab may be placed by beginning at the end and working along the roadway or by beginning at the side and working across the roadway. All screeds, screed supports, and screeding methods shall have been approved by the Engineer.
(B) Finishing:
Unless otherwise specified or permitted by the Engineer, mechanically operated longitudinal or transverse screeds shall be used for finishing bridge floor concrete. Vibratory screeds will not be permitted unless specifically approved by the Engineer. Screeds shall be readily adjustable and shall have sufficient rigidity and width to strike-off the concrete surface at the required grade. Strike-off elements of screeds and hand tools used for finishing concrete shall not be made of aluminum.
The Contractor shall furnish personnel and equipment necessary to verify the screed adjustment and operation prior to beginning concrete placement.
Unless otherwise permitted by the Engineer, the use of longitudinal screeds shall be limited to pours of 85 feet or less in length. Sufficient concrete shall be placed ahead of the area being screeded to assure all dead load deflection has occurred before final screeding.
When a transverse screed is used on a span with a skew angle less than 75 degrees or more than 105 degrees, the truss or beam supporting the strike-off mechanism shall be oriented and operated parallel to the skew. The strike-off shall be positioned parallel to the centerline of bridge, and the leading edge of concrete placement shall be parallel to the skew. As an exception to the above, on very wide or heavily skewed spans where the distance between screed supports would exceed 100 feet, the Engineer may allow operation on a reduced skew angle.
Transverse screeds used on spans with skew angles between 75 degrees and 105 degrees may be oriented and operated parallel to the skew or perpendicular to the centerline of bridge.
Prior to beginning concrete placement, adjustment and operation of the screed shall be verified as directed by the Engineer by operating the screed over the entire area to be finished and across all end bulkheads. The floor thickness and cover over reinforcing steel shown on the plans shall be checked, and adjustments shall be made as may be necessary.
During the screeding operation an adequate supply of concrete shall be kept ahead of the screed and a slight excess shall be maintained immediately in front of the screed. Operation of the screed shall be such that a substantially uniform surface finish will be obtained over the entire bridge floor. Workmen will not be permitted to walk on the concrete after screeding. A minimum of 2 work bridges shall be used to provide adequate access to the work for the purpose of finishing, testing, straightedging, making corrections, fogging, applying curing medium, and for other operations requiring access to the bridge floor. The work bridges shall be supported outside the limits of concrete placement, and shall have been approved by the Engineer. As an exception to the above, when special conditions so warrant the Engineer may allow less than 2 work bridges.
Depth checks of floor thickness and cover over reinforcing steel will be made by the Engineer in the fresh concrete directly behind the screed. Sufficient random checks will be made to cover the entire placement area. Should depth checks indicate variations from plan dimensions in excess of 1/2 inch, the Contractor shall take corrective action immediately.
Immediately following the screed and while the concrete is still workable, the Contractor shall test the floor surface for irregularities with a 10 foot straightedge. The testing shall be performed by holding the straightedge in successive positions parallel to the centerline of bridge and in contact with the floor surface. The surface shall be tested approximately 18 inches from the curb line, at the centerline of each lane, and at the centerline of 2 lane bridges. Advancement along the bridge shall be in stages of not more than 1/2 the length of straight edge. The surface shall also be tested transversely at the ends, quarter points, and center of the span. Other locations shall be tested when so directed by the Engineer.
Areas showing depressions or high spots of more than 1/8 inch in 10 feet shall be immediately corrected by filling depressions with fresh concrete or by striking off high spots. Corrections may be made by use of hand tools or a combination of hand tools and rescreeding. The straightedge shall not be used as a finishing tool. Surfaces adjacent to expansion joints shall be given special attention to assure they meet the required smoothness.
The Contractor shall have available on the site fogging equipment which shall be capable of applying water to the concrete in the form of a fine fog mist in sufficient quantity to curb the effects of rapid evaporation of mixing water from the concrete on the bridge floor resulting from wind, high temperature, or low humidity, or a combination of these factors. The moisture from the nozzle shall not be applied under pressure directly upon the concrete and shall not be allowed to accumulate on the surface in a quantity sufficient to cause a flow or wash the surface. The Contractor shall be responsible for determining when the fog mist is to be applied; however, it shall also be applied when directed by the Engineer.
An adequate supply of suitable coverings which will protect the surface of the freshly placed bridge floor from rain shall be readily available at the site of the work.
After the water sheen disappears from the surface and before the concrete becomes non-plastic, the surface of the floor shall be further finished by burlap dragging, fine bristle brooming, belting, or other acceptable method which will produce a uniform texture acceptable to the Engineer.
After the concrete has been cured in accordance with Article 42016, the finished surface shall be tested by means of an approved rolling straightedge furnished by the Contractor which is so designed, constructed, and adjusted that it will accurately indicate or mark all floor areas which deviate from a plane surface by more than 1/8 inch in 10 feet. All high areas in the hardened surface in excess of 1/8 inch in 10 feet as indicated by testing shall be removed by means of an approved grinding or cutting machine. Where variations are such that the corrections will extend below the limits of the top layer of grout, the Engineer may require the corrected surface to be sealed with an approved sealing agent. If approved by the Engineer, low areas shall be corrected in an acceptable manner. The corrected areas shall have a rough, uniform texture and shall present neat patterns. In all cases a minimum of 2 inches of concrete cover over reinforcement shall be maintained.
Unless otherwise indicated on the plans, bridge floors shall be grooved. Direction of grooves shall be perpendicular to the centerline of bridge. Grooving shall not be started until final straightedging and, when necessary, corrective measures acceptable to the Engineer have been completed. Grooves shall be cut into the hardened concrete using a mechanical saw device which will leave rectangular grooves 1/8 inch wide and 3/16 inch deep. The grooves shall have a center to center spacing of 3/4 inch. The floor surface within 18 inches of the gutter lines and 2 inches of expansion joints shall not be grooved.
All slurry or other residue resulting from the grooving operation shall be continuously removed from the bridge floor by vacuum pick-up or other approved methods. The slurry must be prevented from flowing into floor drains or onto the ground or body of water under the bridge. All residue shall be disposed of off the project.
(A) General:
Unless otherwise specified in the special provisions, the Contractor may use any of the following methods except that membrane curing compounds shall not be used on bridge floors unless permitted by the Engineer in conjunction with the polyethylene sheeting method. The Contractor shall advise the Engineer in advance which method he proposes to use. All material, equipment, and labor necessary to promptly apply the curing shall be on the site before any concrete is placed. All patches shall be cured in accordance with this article. Improperly cured concrete may be considered defective.
When used in this article, curing temperature will be considered to be the atmospheric temperature taken in the shade away from artificial heat, except that it shall be the temperature surrounding the concrete where the concrete is protected in accordance with Article 4209.
A curing day will be considered as any consecutive 24 hour period, beginning when the manipulation of each separate mass has been completed, during which the air temperature adjacent to the mass does not fall below 40F.
The curing period shall be 7 full curing days after the concrete has been placed.
The Contractor shall take all reasonable precautions to prevent plastic shrinkage cracking of the concrete, including the providing of wind screens, fogging, application of an approved temporary liquid moisture barrier, or the early application of temporary wet coverings to minimize moisture loss.
Concrete containing plastic shrinkage cracks will be considered defective and shall be repaired or removed and replaced as directed by the Engineer at no cost to the Department.
(B) Water Method:
The concrete shall be kept continuously wet by the application of water for a minimum period of 7 curing days after the concrete has been placed.
When cotton mats, rugs, carpets, or earth or sand blankets are to be used to retain the moisture, the entire surface of the concrete shall be kept damp by applying water with a nozzle that so atomizes the flow that a mist and not a spray is formed, until the surface of the concrete is covered with the curing medium. The moisture from the nozzle shall not be applied under pressure directly upon the concrete and shall not be allowed to accumulate on the concrete in a quantity sufficient to cause a flow or wash the surface. At the expiration of the curing period, the concrete surfaces shall be cleared of all curing mediums.
When concrete bridge decks and flat slabs are to be cured without the use of a moisture retaining medium, the entire surface of the bridge deck or slab shall be kept damp by the application of water with an atomizing nozzle as specified in the preceding paragraph, until the concrete has set, after which the entire surface of the concrete shall be sprinkled continuously with water for a period of not less than 7 curing days.
(C) Membrane Curing Compound Method:
The entire surface of the concrete shall be sprayed uniformly with a wax-free, resin-base curing compound conforming to the requirements of Article 10262. Clear curing compound to which a fugitive dye has been added for color contrast shall be used on bridge superstructures and substructures, and on retaining walls. Either white pigmented or clear curing compound shall be used on culverts.
The membrane curing compound shall be applied after the surface finishing has been completed, and immediately after the free surface moisture has disappeared. During the finishing period, the concrete shall be protected by water applied by the fogging equipment specified in Subarticle 42016(B).
The surface shall be sealed with a single uniform coating of the specified type of curing compound applied at the rate of coverage recommended by the manufacturer or as directed by the Engineer, but not less than 1 gallon per 150 square feet of area on surfaces other than bridge approach slabs. On bridge approach slabs, the minimum rate of application shall be 1 gallon per 100 square feet of area.
At the time of use, the compound shall be in a thoroughly mixed condition with the pigment uniformly dispersed throughout the vehicle. If the application of the compound does not result in satisfactory coverage, the method shall be stopped and water curing, as set out above, applied until the cause of the defective work is corrected.
At locations where the coating shows discontinuities, pinholes, or other defects, or if rain falls on the newly coated surface before the film has dried sufficiently to resist damage, an additional coat of the compound shall be applied immediately after the rain has stopped at the same rate specified herein.
Any curing compound adhering to a surface to which new concrete is to be bonded shall be completely removed by sandblasting, steel wire brushes, bush hammers, or other approved means.
The concrete surfaces to which the compound has been applied shall be protected from abrasion or other damage which results in perforation of the membrane film for 7 curing days after the concrete is placed. Should the film of membrane compound be damaged or removed before the expiration of 7 curing days the exposed concrete shall be immediately cured by the water method until additional compound is applied or until 7 curing days have expired.
In the event that the application of curing compound is delayed, the application of water as provided in Subarticle 42016(B) above shall be started immediately and shall be continued until application of the compound is resumed or started.
(D) Polyethylene Sheeting Method:
The exposed finished surface of concrete shall be wetted with water, using a nozzle that so atomizes the flow that a mist and not a spray is formed, until the concrete has set, after which the white opaque polyethylene sheeting shall be placed. Curing shall continue for 7 curing days after the concrete has been placed. Should the sheeting be damaged or removed before the expiration of 7 curing days the exposed concrete shall be immediately cured by the water method until additional sheeting is placed or until 7 curing days have expired.
The sheeting shall provide a complete continuous cover of the entire concrete surface. Sheets shall lap a minimum of 12 inches and shall be securely weighed down or cemented together in such a manner as to provide a waterproof joint.
Should any portion of the sheets be broken or damaged before the expiration of the curing period, the broken or damaged portions shall be immediately repaired with new sheets properly secured in place.
Sections of sheeting which have been damaged to such an extent as to render them unfit for curing the concrete shall not be used.
(E) Forms-in-Place Method:
Formed surfaces of concrete may be cured by retaining the forms in place for a minimum period of 7 curing days after the concrete has been placed.
If the Contractor elects to leave forms in place for a part of the curing period and use one of the other methods of curing included in this article for the remainder of the curing period, the concrete surfaces shall be kept wet during the time the curing methods are being changed.
420-17 REMOVAL OF FORMS AND FALSEWORK.
Forms and falsework for the portions of structures listed in Table 4201 shall not be removed until the concrete has attained the compressive strength shown, as evidenced by nondestructive test methods approved in writing by the Engineer or by compressive strength tests made in accordance with AASHTO T22 and T23. Equipment used for nondestructive tests shall be furnished by the Contractor and shall have been approved by the Engineer.
| |
| Floor slabs and overhangs for
beam and girder bridges | |
| Arch culverts, top slabs of box
culverts, caps and struts of sub- structures, and other members subject to dead load bending | |
| Walls 10 feet or more in height |
Forms for ornamental work, railing, parapets, walls less than 10 feet in height, and vertical surfaces which do not carry loads, shall not be removed until at least 12 hours after the concrete is cast.
Forms for inside curb faces on bridge superstructures may be removed after 3 hours if the concrete has set sufficiently to permit form removal without damage to the curbs.
Forms used for insulation shall not be removed before the expiration of the minimum protective period required in Article 4209.
When forms are removed prior to the end of the required curing period, other curing methods shall be used to complete the required curing. When forms are removed from underneath slabs prior to the end of the curing period, the curing shall be completed in accordance with the requirements of Subarticle 42016(C).
(A) General:
All concrete shall be finished as required by this article except for bridge floors. The type of finish shall be as called for in Subarticle 420-18(B) through 420-18(D), except where the plans or special provisions call for a Class 1 or a Class 2 surface finish.
(B) Ordinary Surface Finish:
Ordinary surface finish shall be applied to all formed concrete surfaces either as a final finish or preparatory to a higher class finish. On surfaces which are to be backfilled or otherwise covered, or surfaces which are enclosed, the removal of fins and form marks and the rubbing of grouted areas to a uniform color, and the removal of stains and discolorations will not be required. Ordinary surface finish, unless otherwise required, will be considered as final finish on all surfaces.
During the placing of concrete, care shall be taken that the methods of compaction used will result in a surface of even texture free from voids, water, or air pockets, and that the coarse aggregate is forced away from the forms in order to leave a mortar surface.
Immediately after the forms have been removed, all pockets, depressions, honeycombs and other defects shall be cleaned and filled with grout as directed by the Engineer. All form ties or metal spacers shall be removed to a depth of at least 1 inch below the surface of the concrete and the resulting holes or depressions shall be cleaned and filled with grout. As an exception to the above, metal devices with exposed cross-sectional area not exceeding 0.05 square inches on surfaces to be permanently in contact with earth fill may be broken off flush with the concrete surface and not patched. Unless otherwise required, fins and other projections shall be removed flush with the concrete surface. Stains and discoloration shall be removed.
Grout for patching shall contain cement and fine aggregate from the same sources and in the same proportions as used in the concrete. Grout shall be cured in accordance with Article 42016. After the grout has thoroughly hardened, the surface shall be rubbed with a carborundum stone as required to match the texture and color of the adjacent concrete.
(C) Unformed Surfaces Not Subjected to Wear:
All unformed surfaces not subjected to wear shall be finished by placing an excess of material in the forms and removing or striking off such excess with a wooden template, forcing the coarse aggregate below the mortar surface. The use of mortar topping for concrete railing caps and other surfaces falling under this classification will not be permitted.
The final finish for caps and railing shall be obtained in one of the following ways:
1. Brush Finish: After the concrete has been struck off as above described, the surface shall be thoroughly worked and floated with a wooden, canvas, or cork float, the operation to be performed by skilled and experienced concrete finishers. Before this last finish has set, the surface shall be lightly stroked with a fine brush to remove the surface cement film, leaving a fine grained, smooth, but sanded texture.
2. Float Finish: The surface may be finished with a rough carpet float or other suitable device leaving the surface even, but distinctly sandy or pebbled in texture.
(D) Sidewalk, Islands, or Stairways on Bridges:
Fresh concrete shall be struck off and compacted until a layer of mortar has been brought to the surface. The surface shall be finished to grade and cross section with a float, troweled smooth, and finished with a broom. If water is necessary, it shall be applied to the surface immediately in advance of brooming. Brooming shall be transverse to the line of traffic.
(E) Class 1 Surface Finish:
In addition to the requirements of Subarticle 42018(B), as soon as the pointing has set sufficiently to permit it the entire surface shall be thoroughly wet with a brush and rubbed with a coarse carborundum stone or other equally good abrasive, bringing the surface to a paste. The rubbing shall be continued sufficiently to remove all form marks and projections, producing a smooth dense surface without pits or irregularities.
The material which has been ground to a paste by rubbing shall be carefully spread or brushed uniformly over the entire surface and allowed to take a reset. After the rubbing is completed the surface shall be cured for a period of 7 curing days. The final finish shall be obtained by a thorough rubbing with a fine carborundum stone or other equally good abrasive. This rubbing shall continue until the entire surface is of a smooth texture and uniform in color.
(F) Class 2 Surface Finish:
In addition to the requirements of Subarticle 42018(B), after the pointing has set sufficiently to permit it the entire surface shall be thoroughly wetted and rubbed with a coarse carborundum stone or other equally good abrasive to bring the surface to a smooth texture and remove all form marks. The paste formed by rubbing as described above shall be finished by carefully stroking with a clean brush, or it shall be spread uniformly over the surface and allowed to take a "reset", after which it shall be finished by floating with a canvas, carpet-faced, or cork float; or rubbed down with dry burlap.
420-19 PROTECTION OF SUBSTRUCTURE CONCRETE FROM RUST STAINS.
In order to prevent unpainted structural steel from staining substructure concrete, all final exposed areas of the concrete shall be protected from rust stains until the bridge floor is cast and expansion joints are sealed. The method proposed for protecting the concrete shall have been approved by the Engineer.
In lieu of the above, the Contractor may allow the unpainted structural steel to stain the concrete and, after bridge floors are completed, shall remove the stains by methods and cleaning agents approved by the Engineer.
420-20 PLACING LOAD ON STRUCTURE MEMBERS.
Beams or girders shall not be placed on concrete substructures until the concrete in the substructure has developed a minimum compressive strength of 2,400 psi.
In addition to the requirements of Article 4109, backfill or fill for retaining walls, abutments, piers, wing walls, or other structures that will retain material shall not be filled to an elevation higher on one side than the other until the concrete has developed the minimum specified strength for the class of concrete required for the structure.
Backfill for arch culverts and box culverts shall not be carried to an elevation higher than 1 foot above the top of footing or bottom slab until the concrete has developed the minimum specified strength for the class of concrete required for the culvert.
Time and strength requirements for erection of forms and construction of superimposed bridge substructure elements shall be as follows:
1. Elapsed time between placing footing concrete and erecting column forms shall be a minimum of 12 hours.
2. Elapsed time between placing footing concrete and placing column concrete shall be a minimum of 24 hours.
3. Elapsed time between placing column concrete and beginning erection of cap forms shall be a minimum of 72 hours or earlier if column concrete has attained a compressive strength of at least 1,500 psi.
4. Elapsed time between placing column concrete and placing cap concrete shall be a minimum of 96 hours or earlier if column concrete has attained a compressive strength of at least 2,000 psi.
Neither vehicles nor construction equipment will be permitted on a bridge deck until the deck concrete has developed the minimum specified 28 day compressive strength and has attained an age of at least 14 curing days. Construction equipment will be allowed on bridge approach slabs after the slab concrete has developed a compressive strength of at least 3,000 psi and has attained an age of at least 7 curing days. A curing day shall be as defined in Subarticle 42016(A).
The minimum compressive strengths referred to above shall have been evidenced by nondestructive test methods approved in writing by the Engineer or by compressive strength tests made in accordance with AASHTO T22 and T23. Equipment used for nondestructive tests shall be furnished by the Contractor and shall have been approved by the Engineer.
Construction equipment, materials, or other construction loads shall not be placed on any part of the structure unless permission has been received from the Engineer. Seven copies of the Contractor's proposed plans for placing construction loads on the structure shall be submitted to the Engineer for review, comment and acceptance.
Heavy equipment shall not be operated over any box culvert until it has been properly backfilled and has a minimum cover of 3 feet.
(A) General:
The quantity of concrete to be paid for will be the number of cubic yards of each class which has been incorporated into the completed and accepted structure except as indicated below. The number of cubic yards of concrete will be computed from the dimensions shown on the plans or from revised dimensions authorized by the Engineer. When the foundation material is rock, the number of cubic yards of footing concrete will be computed by the average end area method using the lower limits established for foundation excavation. The volume of concrete displaced by piles other than steel piles will not be included in the quantity to be paid for.
(B) Foundation Seal Shown in the Plans:
(1) General:
When a foundation seal is shown in the plans, all concrete shall be measured in accordance with Subarticle 420-21(A) except for seal concrete and footing concrete.
(2) Seal Concrete:
The number of cubic yards of seal concrete will be computed by the average end area method from measurements within the limits described below.
The horizontal limits for measurement will be defined by vertical planes coinciding with the neat line dimensions of the seal shown on the plans.
The upper limits for measurement will be the top of seal elevations determined after all laitance and concrete peaks have been removed as directed by the Engineer. However, no measurement will be made for concrete more than an average of 6 inches above the top of seal elevation shown on the plans or above the revised top of seal elevation authorized by the Engineer due to redesign.
When the seal is supported on rock foundation, the lower limits for measurement will be the actual rock elevations determined by soundings after the foundation has been approved by the Engineer.
When the seal is supported on a foundation other than rock, the lower limits for measurement will be the bottom of seal elevation shown on the plans or the revised bottom of seal elevation authorized by the Engineer due to redesign. However, a tolerance of not more than an average of 6 inches overexcavation will be allowed. Soundings will be taken by the Engineer to determine the actual lower limits of excavation.
(3) Footing Concrete:
The number of cubic yards of footing concrete will be computed by the average end area method from dimensions shown on the plans or from revised dimensions authorized by the Engineer due to redesign. However, a tolerance of not more than an average of 6 inches additional thickness will be allowed for irregularities in the top surface of the seal.
(C) Foundation Seal Not Shown in the Plans:
(1) General:
When a foundation seal is not shown in the plans but is allowed by the Engineer, all concrete shall be measured in accordance with Subarticle 42021(A) except as otherwise provided in this subarticle.
(2) Seal Concrete:
Measurement and payment will not be made of any seal concrete.
(3) Footing Concrete:
The number of cubic yards of footing concrete to be paid for will be the same quantity that would have been measured for payment if a foundation seal had not been placed.
(4) Pier Column Concrete:
The number of cubic yards of pier column concrete to be paid for will be the same quantity that would have been measured for payment if the bottom of the footing had been located at the elevation of the bottom of the approved foundation seal.
(D) Grooving Bridge Floors:
The quantity of grooving bridge floors to be paid for will be the actual number of square feet of bridge floor which has been grooved and accepted. In measuring this quantity, measurement will be made along the surface of the bridge floor and will be limited to that portion of the bridge floor which has been grooved in accordance with the plans and specifications or as directed by the Engineer.
The quantity of concrete, measured as provided in Article 42021, will be paid for at the contract unit price per cubic yard for "Class _______________ Concrete".
The quantity of grooving bridge floors, measured as provided in Subarticle 42021(D), will be paid for at the contract unit price per square foot for "Grooving Bridge Floors".
The above prices and payments will be full compensation for all work covered by this section including but not limited to furnishing and placing concrete except for seal concrete placed when a foundation seal is not shown in the plans but is allowed by the Engineer, joint filler and sealer, curing agents, deck drains, expansion anchors, and any other material; erecting and removing all falsework and forms; protecting concrete in wind, rain, low humidity, high temperatures, or other unfavorable weather; constructing joints; constructing weep holes; finishing concrete; curing concrete; protecting concrete from rust stains; and grooving bridge floors.
Payment will be made under:
Class __________Concrete Cubic Yard
Grooving Bridge Floors Square Foot