SECTION 609 REINFORCED CONCRETE BRIDGE SLABS
609.01 DESCRIPTION. Construct reinforced concrete slabs on bridges.
609.02 Materials and Equipment.
609.02.01 Steel Reinforcement. Conform to Section 811.
609.02.02 Concrete. Conform to Subsection 601.02 and 601.03.
609.02.03 Joint Materials. Conform to Section 807.
609.02.04 Structural Steel Joints. Conform to Section 812.
609.02.05 Forms. Conform to Subsection 601.02.13.
609.02.06 Concrete Curing Materials. Conform to Section 823.
609.02.07 Welded and Seamless Steel Pipe for Bridge Floor Drains. Conform to
Section 810.
609.02.08 Zinc Oxide-Zinc Dust Primer. Conform to Federal Specification TT-P-
641, Type II.
609.02.09 Finishing Machines. Provide each finishing machine with at least 2
movable footbridges from which to perform finishing and curing. Furnish a self-propelled finishing machine equipped with:
1.one or more augers or other equally effective device to move and position the concrete,
2.a cylinder to compact and finish the concrete, and
3.a pan float. Provide a machine that is readily adjustable so all its devices may be easily operated to satisfactorily position, consolidate, and finish the concrete. Use machines that span the full width of the bridge, are adjustable to grades paralleling the roadway crown, and are of rigid construction to ensure a surface finish true to the lines, grades, and cross sections specified in the Plans or established by the Engineer. Give consideration to setting finishing machine on skew if angle exceeds 15 degrees. Support the machine by rails or tracks of sufficient section modulus to withstand the imposed loads and deflect no more than 1/16 inch between the rail supports. Provide rails or track that are sufficiently rigid to prevent the machine from riding up when finishing concrete of the specified slump. Install the rails outside the limits of the roadway slab, set and maintain them true to grades paralleling the bridge grade, throughout the entire finishing operation.
609.02.10 Hand Operated Internal Vibrators. Conform to Subsection 601.02.
609.03 Construction.
609.03 01.
A.Swinging the Spans. Before placing concrete slabs on steel spans or precast concrete release the temporary erection supports under the bridge and swing the span free on its supports.
B.Lift Loops. Cut all lift loops flush with the top of the precast beam once the beam 609-1 is placed in the final location and prior to placing steel reinforcement. At locations where lift loops are cut, paint the top of the beam with galvanized or epoxy paint.
609.03.02 Forming. Form according to Subsection 601.03.12. Construct falsework
according to Subsection 601.03.11. Construct falsework and forms for multiple slab spans to provide the camber required in the finished structure. Department will allow the use of permanent steel bridge deck forms as follows:
A.Design. Conform to the following criteria for designing permanent steel bridge deck forms:
1.Design the steel forms on the basis of dead load of form, reinforcement, and plastic concrete plus 50 pounds per square foot for construction loads. Do not allow the unit working stress in the steel sheet to exceed 0.725 of the specified minimum yield strength of the furnished material, or to exceed 36,000 psi.
2.Do not allow deflection under the weight of the forms, the plastic concrete, and reinforcement to exceed 1/180 of the form span or 1/2 inch whichever is less, and do not base this deflection on a total loading of less than 120 pounds per square foot. Base the permissible form camber on the actual dead load condition. Do not use camber to compensate for deflection in excess of the forgoing limits.
3.Use the design span of the form sheets as the clear span between edges of support angles plus 2 inches measured parallel to the form flutes. Do not use a fabricated panel length that is less than the distance between edges of beam flanges minus 2 inches.
4.Compute physical design properties according to AISI Specification for the Design of Cold-Formed Steel Structural Members.
5.Maintain the plan dimensions of both layers of primary deck reinforcement from each surface of the concrete deck.
6.Do not consider permanent steel bridge deck forms as lateral bracing for compression flanges of supporting structural members.
7.Except when permitted by the Engineer, do not use permanent steel bridge deck forms in panels where longitudinal deck construction joints are located between stringers.
8.Do not weld to any steel girder, stringer, or floor beam; to reinforcement bars in concrete beams; or to form supports fabricated from non-weldable grades of steel. Protect flanges from damage during erection of forms.
9.Submit fabrication, shop, and erection drawings, with design calculations, to the Engineer for review. Clearly indicate on these plans the grade of steel, the physical and section properties for all permanent steel bridge deck form sheets, and the locations where the forms are supported.
10.Adjust the steel forms to grade, from the plan construction elevations, to provide the plan slab thickness with no additional dead load other than that of the steel forms.
11.Fasten laps between sheets to ensure mortar tightness. Consider direction of concrete placement to determine lap orientation.
B.Installation. Install all forms according to approved fabrication and erection plans. On steel members, do not rest form sh eets directly on the top of the girder, stringer, or floor beam flanges. Securely fasten sheets to form supports with a minimum bearing length of one inch at each end. Place form supports in direct contact with the flange of girder, stringer or floor beam. Make all attachments by permissible welds, screws, bolts, clips or other approved means. However, do not weld form supports to flanges of steel. Ensure that welding and welds are 609-2 according to the provisions of AWS D 1.5 pe rtaining to fillet welds, except that the Engineer will allow 1/8 inch fillet welds. Welder certification is not required. Securely fasten all forms to supports while placing them. On concrete beams, show all support hardware that is to be cast into the beam, on the shop drawings. Make attachments to the form supports or to the auxiliary components by permissible welds, screws, bolts, clips, or other approved means. Protect the concrete beam from damage. Clean all form welds of slag and wire brush just before placing the deck concrete. Thoroughly clean, wire brush, and paint any form metal where the galvanized coating has been damaged or where white rust has formed on the metal with 2 coats of zinc oxide-zinc dust primer with no color added, to the satisfaction of the Engineer. It is not necessary to touch up minor heat discoloration in areas of welds. Locate transverse construction joints in the concrete deck slab at the bottom of a flute and field drill 1/4 inch weep holes at not less than one foot on center along the line of the joint. Locate the joint and weep holes at the lowest portion of the concrete soffit.
C.Inspection. The Engineer will carefully obser ve placement of the bridge deck slab. If the Engineer determines that an event such as a delay that may have caused a cold joint or insufficient vibration of concrete during the placement of the concrete warrants inspection of the underside of the deck, remove at least one section of the forms at a location and time selected by the Engineer to provide visual evidence that the concrete mixture and construction procedures are obtaining the desired results. When forms are removed for inspection, do not replace the forms, but repair the adjacent metal forms and supports to present a neat appearance and ensure their satisfactory retention. Upon removal of the forms, the Engineer will examine the concrete surfaces for cavities, honeycombing and other defects. If the Engineer finds irregularities, and determin es that these irregularities do not justify rejection of the work, repair the concrete and give it an ordinary surface finish. If the Engineer determines that the concrete where the form was removed is unsatisfactory, remove additional forms, as necessary, for the Engineer to inspect. Modify methods of construction as the Engineer requires to obtain satisfactory concrete in the slab. Remove or repair all unsatisfactory concrete. Provide all facilities reasonably required for the safe and convenient conduct of the Engineer’s inspection procedures.
609.03.03 Placing and Fastening Reinforcement. Place all steel reinforcement to
within 1/4 inch vertically and horizontally of the position shown and according to applicable requirements of Subsection 602.03. When concrete overlays are included in the original bridge construction, construct according to the tolerance requirements for a new slab. Tie down reinforcing mats securely with wire 0.148 inch or greater in diameter at intervals of no greater than 8 feet in both th e longitudinal and transverse directions to prevent upward movement of reinforcement during construction operations. When tied to the forms, extend the ties through the forms. Do not deposit any concrete until the reinforcement is in place and the Engineer has inspected and approved it, and observed a complete and thorough “dry run” with the finishing machine over the entire slab area to be placed to ensure accurate placement of steel top clearance and proper slab depth. The Engineer may allow splicing the reinforcement according to Subsection 602.03.
609.03.04 Expansion and Fixed Joints. Place all joints according to the details
specified in the Plans or as directed. Correct improperly placed joints to the satisfaction of the Engineer even when the correction requires removal and replacement.
A.Open Joints. Place open joints in the locations specified in the Plans and 609-3 construct them by the insertion and subsequent removal of a template of approved material. Accomplish the insertion and removal of the template without chipping or breaking the corners of the concrete. Do not extend reinforcement across an open joint.
B.Steel Joints. Accurately shape the plates, angles, or other structural shapes at the shop, to conform to the configuration of the concrete slab. Ensure that the surface in the finished plane is true and free of warping. Employ methods in placing the joints to keep them in correct position during placement of the concrete. Set the opening at expansion joints to the temperature adjustment specified in the Plans. Avoid impairment of the clearance. When placing concrete, make adjustments in the joint widths to accommodate temperature changes.
C.Cold-Applied or Hot-Applied Sealing Compound. Ensure that all joints to be sealed are free of cracked or spalled areas. Chip cracked areas back to sound concrete. Ensure that the faces of all joints to be sealed are free of all foreign matter, curing compound, oils, greases, paint, dirt, free water, and laitance. Thoroughly clean all joint faces by sandblasting or by means of a mechanical rotary wire brush. Immediately before sealing, blow out the joint with air from an air compressor equipped with an oil and water trap. Use an air compressor of such capacity as will maintain 90-psi pressure when air is delivered to the joint through a nozzle no more than 1/4 inch in diameter. When any sealing compound has not bonded to the joint wall or face, remove it and clean and reseal the joint. Place all cold-applied sealing compound with a manufacturer recommended applicator, and follow the manufacturer’s mixing and placing instructions. Provide a copy of these instructions and the specifications for the applicator to the Division of Materials.
D.Preformed Neoprene Joint Seals. Ensure that all seals are true to the joint alignment. Ensure that seals are recessed 3/8” + 1/8” below the surface of the concrete roadway or the armored edges. Ensure that all joints to be sealed have clean armored or concrete surfaces, free of concrete spalls, excessive corrosion an d/or dirt and debris. Remove and replace any seal that is damaged during installation. Remove any seal that is improperly positioned in the joint and reinstall it at the proper elevation. Install the seals in structures i mmediately after expiration of the curing period. Install all seals secure ly and ensure that they are free from any objectionable curling or twisting in the joint groove. Apply joint adhesives in accordance with the manufacturer’s recommendations. When specified for longitudinal joints in structures, install the seals in practical lengths, without field sp licing unless deemed necessary by the manufacturer.
E.Neoprene Expansion Joints. Furnish neoprene expansion joint consisting of any one of the manufactured joint seals specified in the Plans. Determine which of the specified joint seals will be used and obtain written approval of joint details, prior to placing the deck concrete. Submit shop drawings for approval according to Subsection 607.03.01. Ensure that these drawings, along with joint details, include a layout plan of the joint units to be used. Also include procedures for setting expansion joint width, so the opening will be the specified width at 60 F. The Engineer will approve of details of installation and his decision will be final. Include the details and material specifications for the manufactured neoprene expansion joints and incidental accessories, sealants, and adhesives with the shop drawings for approval. Before beginning work on the joint, furnish the manufacturer’s written installation instructions. 609-4 Comply with the manufacturer’s installation instructions, apply sealants and adhesives, and install joint units as shown on the approved shop drawings and as specified in this section. When the Engineer requests, obtain technical assistance from the supplier of the joint. Failure of the joint supplier to provide adequate technical assistance may be cause for removal of the joint seal from the Department’s List of Approved Materials. Remove all forms and debris from the joint opening. Ensure that concrete or metal surfaces where the neoprene expansion joints are to be set are dry; clean and free from dirt, grease, and contaminants; level; and sound with no broken or spalled concrete. Ensure that adjacent joint seats are on a straight plane with each other. Furnish and install the neoprene strip sealing element in one continuous unbroken length for the entire joint length. For the strip seal type joint, ensure that the locking groove in the metal extrusion is clean and free of any dirt or corrosion before installing the neoprene strip seal element. Bond the strip seal in place with the manufacturer’s recommended adhesive which meets the Engineer’s approval. Where longitudinal joints cross transver se joint seals, provide a seal by flattening and extending the longitudinal joint neoprene seal element under the transverse joint pad. When this procedure is not practical, use a separate neoprene apron, bonded to the longitudinal seal element. Ensure that the finished joint presents a smooth, neat appearance. Wipe or scrape away excess sealant before it becomes hard. Upon completion of an entire joint, grind any uneven concrete or armored edge.
609.03.05 Drainage. Install deck drains at the locations shown or as directed and
place them before placing the bridge deck slab. Paint all drain pipes according to Subsection
607.03.23 Provide transverse drainage of the roadway surface by means of a suitable crown
or cross slope in the floor slab. Effectively drain gutters using weep holes or drain scuppers constructed at locations and in the manner specified in the Plans. Install drain scuppers to prevent drainage water from staining exposed surfaces of girders and abutment walls. In general, extend drain pipes through the concrete slab to a distance of no less than one inch below the slab or underlying beam. Provide the under surface of cantilever brackets and overlapping slabs with a V groove (drip strip) 1/2 inch in depth at a point no more than 6 inches from the outside face of the overhang for the purpose of arresting flow of moisture to prevent staining.
609.03.06 Weather Limitations and Placing Concrete. Do not place any concrete
within deck slabs during the months of January or February, except for barriers, plinths, curbs, walks, etc, without Engineer approved cold weather plan. Place all deck concrete according to Subsection 601.03.09. Any time the ambient temperature is anticipated to be 85 F or higher, place concrete in the deck slab during evening hours after ambient temperatures cool to below 85 F and cease placement before temperatures rise above 85 F. Cool forms and beams tops by water spray if their temperature exceeds 85 F. Always protect deck placement from rain water being introduced into the concrete and from rainwater surface damage. Cease deck placement immediately or cover it for complete protection when rain occurs.
609.03.07 Depositing, Consolidating, and Striking Off Slab Concrete. Wet the
reinforcing steel and forms with water prior to placing concrete. Deposit the concrete between the curbs or between the longitudinal joints when specified in the Plans to the full depth of the slab, and consolidate it. Consolidate by means of hand-operated internal vibrators according to Subsection 601.03.09. Us e a spade in addition to vibrating, if required, to ensure that no honeycomb, voids, or air pockets exist against the forms. Continue consolidating the concrete until there is complete contact between the reinforcing steel and the concrete, and until mortar flushes to the top surface. When using permanent steel bridge deck forms, place emphasis on proper vibration of 609-5 the concrete to avoid honeycombing and voids, especially at construction joints, expansion joints, and valleys and ends of form sheets . Obtain the Engineer’s approval of pouring sequences, procedures, and mixtures. Continuously place concrete in any slab between expansion joints or between construction joints as specified in the Plans. Prevent displacement of reinforcement during placing of concrete. Place concrete in the sequence as specified in the Plans and in the absence of such designation, place as directed. Obtain written approval to change the pouring sequence. Provide sufficient work capacity to place concrete at a minimum rate of 25 cubic yards per hour. When, in case of an emergency, it becomes necessary to introduce a construction joint, form it by means of a vertical bulkhead constructed to produce a keyed joint and located as approved by the Engineer. In placing concrete around steel shapes, place it only on one side of the shape until it flushes up over the bottom flange of the shape on the opposite side, after which place it on both sides to completion. Do not place concrete railings monolithic with the slab. On continuous, composite design structures, keep concrete in slabs plastic for a sufficient length of time to allow the structure to deflect to the natural deflected shape. Place the concrete in each integral unit of the superstructure continuously. Do not begin placing concrete without sufficient approved material on hand nor without sufficient forces and equipment to complete that unit without interruption. Avoid joints in the concrete due to work stoppage. Form construction joints, when necessary, according to Subsection 601.03.10. Place concrete in slab spans in one continuous operation for each span. Place concrete in transverse strips the entire width of the bridge. Place concrete for the full depth and ensure that the width of strips is such that concrete in any one strip does not take its initial set before placing the adjacent strip. When expansion devices such as rockers, expansion dams, and similar fixtures have been rigidly fixed to hold them in correct alignment, immediately release them upon completion of concrete placement in the portion of the structure in which they are installed. Immediately following consolidation of the concrete, strike off the surface to crown and cross section with the finishing machine. Move the machine in the direction that work is progressing. Maintain a slight excess of conc rete at all times so no low spots are left in front of the finishing machine. Prevent the excess concrete from tearing the surface. After finishing, do not work, walk on, or disturb the concrete in place except as described in this section. In general, do not add water to the surface of the concrete to assist in finishing operations. If the Engineer allows the application of water to the surface, apply it as a fog spray using approved spray equipment.
609.03.08 Working the Surface. Following the striking off or screeding, randomly
check the surface for irregularities and mortar ridge s, at least every 50 feet of bridge length, with an approved 10-foot straightedge operated parallel to the centerline of the bridge and slab surface. Eliminate all variations greater than 1/8 inch. After the concrete slab has cured, the Engineer will again check the slab for variations exceeding 1/8 inch. Perform any corrective action that the Engineer deems necessary. After completing the finishing operation, ensure that the surface of the concrete presents a uniform appearance; conforms to th e required grade and cross section; and is free from surplus water, rough and porous spots, irregularities, depressions, and other objectionable surface features resulting from improper finishing.
609.03.09 Finish with Burlap Drag. If the Contract does not require texturing, finish
the slab using a burlap drag. Use a burlap drag of double thickness, at least 3 feet wide, and long enough to span between curb faces. Lay the burlap on the slab surface and drag it in the direction the slab is being placed, keeping approximately 2 feet of its width in contact with the slab surface. Keep the burlap drag damp, clean, and free from hardened concrete. 609-6
609.03.10 Texturing. Texture the surface by forming transverse grooves. Form the
transverse grooves by approved manual tools such as rakes with spring steel tines. Form the grooves in the concrete at an appropriate time during concrete set, so that in the hardened concrete, the grooves will be between 0.09 to 0.13 inch in width, between 0.12 and 0.19 inch in depth, and be spaced at random intervals between 0.3 and 1.0 inch. Terminate the grooves approximately 18 inches from faces of the curbs, concrete barrier walls, or other vertical walls. Regardless of the method used to form the grooves, ensure that the grooves are relatively smooth and uniform, are formed without tearing the surface or without bringing pieces of the coarse aggregate to the top of th e surface, and are formed to drain transversely. Correct any individual areas of hardened grooved concrete that do not conform to these requirements by the cutting of acceptable grooves in the hardened surface with an approved cutting machine or by other approved methods.
609.03.11 Waterproofing Membranes and Surface Courses for Slabs. When a
waterproofing membrane overlay or special su rface course is specified in the Contract, prepare the slab surface according to the procedures designated in the Contract. Do not texture the surface and do not apply a liquid membrane forming curing compound when the slab is to be waterproofed or receive a surface course.
609.03.12 Curing. Immediately after finishing and while the surface is slightly damp,
apply Type II (white pigmented) membrane-forming curing compound to the slab between the curb lines. Do not dilute or alter the compound, but thoroughly agitate it immediately before applying it. When the compound is too viscous to apply, warm it in a water bath to approximately 100 F before applying it. Apply the compound uniformly using an approved pressure sprayer at a rate of one gallon per 120 square feet. If the Engineer deems the application is not uniform as it progresses, apply the compound in 2 applications, each at a minimum rate of one gallon per 240 or less square feet. Start the second application after completing the first application. The Engineer will determine the total quantity of compound actually applied to the slab and compute the actual rate of application. When the Engineer determines the total actual application rate is less than one gallon per 120 square feet actual coverage, apply additional compound immediately and uniformly over the entire surface at a rate the Engineer directs. When the Contract does not require texturing, reduce the total rate of application to one gallon per 150 square feet. If the Engineer deems the application is not uniform as it progresses, apply the compound in 2 applications, each at a minimum rate of one gallon per 300 square feet. Start the second application after completing the first application. When the Engineer determines the total actual application rate is less than one gallon per 150 square feet actual coverage, apply additional compound immediately and uniformly over the entire surface at a rate the Engineer directs. Prevent the compound from being applied to reinforcing steel, concrete surfaces to be bonded to other concrete, or any other surfaces not specifically designated to receive the compound. When having inadvertently applied the compound to areas or surfaces not designated, remove by sandblasting or other approved methods. After applying the compound, and as soon as possible without damaging the surface texture, cover the slab between the curb lines with curing blankets or a double thickness of burlap and keep the slab continuously wet until the required compressive strength is attained as determined by testing field cured cylinders . If other operations are not delayed, the Engineer may require 7 days wet cure regard less of cylinder strengths. If using curing blankets, place and maintain blankets and apply water as specified in Subsection 601.03.17.
609.03.13 Surface Finish. Finish exposed areas of curbs, railings, and plinths, as
specified in Subsection 601.03.18.
609.04 Measurement.
609.04.01 Concrete. The Department will measure the quantity in cubic yards
609-7 according to the Record Plans. The Department will base the final quantity on the design quantity. The design quantity includes beam haunches. The Engineer will not measure differences between the theoretical and actual haunch heights for payment. When there is an error or omission in the design quantity in excess of 2 percent, the Department will adjust the design quantity accordingly. The Department will adjust quantities resulting from authorized dimension changes. The Department will not subject these quantities to the 2 percent limitation. The Department may measure the depth of concrete cover above the top mat of steel reinforcement in inches according to KM 64-313. The Department will not measure the depth of concrete cover above the top mat of st eel reinforcement as a separate pay unit, but will use it to calculate an adjusted Contract quantity for Concrete. The Department will not measure furnishing inspection facilities, joint construction, or stenciling for payment and will consider them incidental to this item of work.
609.04.02 Steel Reinforcement. The Department will measure the quantity according
to Subsection 602.04.
609.04.03 Drain Pipe. If this item is a separate pay item, the Department will measure
the quantity in linear feet. If this item is not a separate pay item, the Department will not measure the quantity for payment and will consider it incidental to Structural Steel.
609.04.04 Structural Steel. The Department will measure the quantity, including
drainage systems and structural steel expa nsion joint systems, according to Subsection
607.04 The Department will not measure paint, fittings, and connections for payment and
will consider them incidental to this item of work.
609.04.05 Neoprene Expansion Dams. The Department will measure the quantity in
linear feet.
609.04.06 Joint Sealing. The Department will measure the quantity according to
Subsection 606.04.08.
609.05 PAYMENT. The Department will make payment for the completed and accepted
quantities under the following: 609-8 Code Pay Item Pay Unit 08100-08105, 02555 Concrete, Class(1) See Subsection 601.05 08150 Steel Reinforcement See Subsection 602.05 08160 Structural Steel See Subsection 607.05 02998 Masonry Coating See Subsection 601.05 08820, 08821 Drain Pipe, Size Linear Foot 08469-08472 Neoprene Expansion Dam, Size Linear Foot 08540 Joint Sealing See Subsection 606.05
1.The Department will adjust the Contract quantity for Concrete by the Schedule for Adjusted Quantity for Depth of Cover Deficiency (KM 64-313). The adjusted quantity is equal to the theoretical slab volume of concrete times the ratio of the area in square feet, which is not within the specified tolerance to the plan slab area in square feet, times the factor listed in the Schedule for Adjusted Quantity for Depth of Cover Deficiency. The Department will not make additional payment for depth of cover in excess of the specified thickness. Schedule for Adjusted Quantity for Depth of Cover Deficiency Depth of Cover Deficiency (inches) Quantity Adjustment Factor 0.00 to -0.25 0.00 -0.26 to -0.50(4) 0.06 -0.51 to -0.63 0.12 -0.64 to -0.75 0.25 -0.76 to -0.88 0.50 -0.89 to -1.50 (1) -1.51 or greater (2) 0.00 to +0.50 0.00 +0.51 to +0.63 0.12 +0.64 to +0.75 0.25 +0.76 to +0.88 0.37 +0.89 to +1.00 0.50 +1.01 or greater (3)
1.Construct a concrete overlay at no expense to the Department. The Department may apply a factor of 1.00 to small isolated areas in lieu of a concrete overlay.
2.Remove and replace these areas with concrete of the specified thickness at no expense to the Department.
3.Perform corrective work at no expense to the Department. The Department may require removal of any excess concrete or removal and replacement of the entire slab. The Department may apply a factor of 1.00 to small isolated areas in lieu of corrective work.
4.Quantity Adjustment Factor only applies if the contractor elects to core the bridge deck as per KM 64-313. If the contractor accepts the adjustment based on the pachometer reading this Quantity Adjustment Factor is 0.00. The Department will consider payment as full compensation for all work required under this section. 609-9 SECTION 610 CONCRETE BOX CULVERTS AND CONCRETE HEADWALLS
610.01 DESCRIPTION. Build all concrete box culverts and concrete headwalls
according to the Contract. For box culverts constructed using precast sections, conform to Section 611. For precast headwalls, conform to Section 710.
610.02 Materials.
610.02.01 Concrete. Conform to Subsection 601.02 and 601.03.
610.02.02 Steel Reinforcement. Conform to Section 811.
610.02.03 Concrete Pipe. Conform to Section 810.
610.02.04 Joint Materials. Conform to Section 807.
610.02.05 Masonry Coating. Conform to Section 828.
610.02.06 Concrete Curing Materials . Conform to Section 823.
610.03 CONSTRUCTION. Conform to Subsection 601.03 for all concrete construction.
610.03.01 Footings. Construct footings to the elevation specified in the Plans, and
increase the depth when the Engineer determines that it is necessary to provide sufficient bearing or to prevent undermining. Only rais e footing elevations when encountering solid rock at elevations above those specified in th e Plans and with the approval of the Engineer. Form the outside face of all footings of concrete headwalls for pipe, box, or arch culverts to the full depth of the footing. Do not place any concrete in the foundation until the Engineer has inspected and approved the depth of excavation and character of the foundation material. Whenever the natural foundation material is not sufficiently stable to support the structure or whenever it is anticipated that high water may cause excessive erosion around the footings, the Engineer may order Extra Work to provide the structure with adequate support or protection according to Subsection 109.04. When the condition of excavation for footings is otherwise satisfactory but is such that concrete cannot be placed without mud becoming mixed with the concrete, remove the entire mass of mud and replace it with stable material or prevent infiltration of mud by methods such as a layer of coarse aggregate and geotextile fabric or a layer of plastic material. Perform work by methods other than removing and replacing the entire mass of mud according to Subsection 109.04.
610.03.02 Apron Walls and Headwalls.
A.Apron Walls. The Engineer may require additional depth than that specified in the Plans if necessary to prevent undermining. Form the outside faces of all concrete apron walls for the full depth. When necessary to form the back face or the end of apron walls due to the lack of solid material, do not exceed the excavation limits specified for footing structure excavation. Pave the space between wings when the Engineer directs. In this event, relocate the apron walls so that they are in a straight line between the ends of the wings, or at locations to provide the best protection.
B.Headwalls. Construct headwalls according to the Standard Drawings for Headwall Supplement. When headwalls for pipe culverts are located at the shoulder, construct the top of the headwalls parallel to the shoulder line for both line and grade. 610-1
Source: Kentucky Standard Specifications for Road and Bridge Construction, 2019 Edition. Pages 376–384 of 718.