700-30(f) Examination results

700-30 (f) Examination results

700-32 Section 706

BEARINGS AND PADS FOR STRUCTURES 706.1 DESCRIPTION Install the complete factory produced bearings and pads as designated in the Contract Documents. See SECTION 705 for fabrication of structural steel. B I D I T E M S U N I T S Elastomeric Bearing Pad (**) Each B e a r i n g ( * ) ( * * ) E a c h *Type (Steel Reinforced Elastomeric, PTFE/Elastomeric, Pot, Disc, Steel, Spherical, etc.) ** Size, if applicable 706.2 MATERIALS Provide bearings and pads of the types, dimensions and configurations shown in the Contract Documents that comply with DIVISION 1700 . 706.3 CONSTRUCTION REQUIREMENTS Submit shop drawings for each loca tion, type and model according to SECTION 105 . Show all details of fabrication and installation. With the exception of plain elastomeric pads, which do not require drawings, do not perform any fabrication until shop draw ing are approved by the Engineer. Changes to approved shop drawings are subject to the approval of the Engineer. Submit revised sheets of the same size as those originally approved. Paint steel bearings according to SECTION 714. Install the bearings and pads as detailed in the Contract Documents. Unless shown otherwise in the Contr act Documents, place the bearing plat es on bearing mats or pads that comply with SECTION 1701 . Do not place steel masonry bearing plates upon bridge seat bearing areas that are improperly finished, deformed or irregular, or until elevations have been verified. Set bearing plates level in position as shown in the Contract Documents, and with a full and even bearing upon the masonry. Adjust the nuts on anchor bolts at the expansion ends of spans to permit the free movement of the span. Provide lock nuts or burr th e threads of the anchor bolts. Protect bearings and pads from da mage before installation. Clean the operating surfaces thoroughly before final assembly. Provide protection from contamination or damage by other construction operations during and after installation. 706.4 MEASUREMENT AND PAYMENT The Engineer will measure each bearing and pad of the various types and sizes. Payment for "Elastomeric Bearing Pa d" and "Bearing" at the contract unit prices is full compensation for specified work. 707 - EXPANSION DEVICES

700-33 Section 707

EXPANSION DEVICES 707.1 DESCRIPTION Install finger plate, sliding plate and modular expans ion devices as designated in the Contract Documents. B I D I T E M S U N I T S Expansion Device (*) Linear Foot *Type: Finger Plate, Sliding Plate or Modular 707.2 MATERIALS Provide materials that comply w ith the applicable requirements. Materials for Plate E xpansion Devices .................................................................. DIVISION 1600 Fabric Troughs for Finger Plate/Slidi ng Plate ....................................................... DIVISION 1700 Modular Expansion Devices ................................................................................. DIVISION 1700 Inorganic Zine Paint .............................................................................................. DIVISION 1800 707.3 CONSTRUCTION REQUIREMENT

700-34 The Engineer will confirm the proc edure, opening and alignment prior to concrete placement. After

confirmation, remove the finger plates or sliding plates before concreting. Place concrete around the joint and vibrate so the concrete paste comes up through the air vents and no voids exist under the anchor unit. Start concrete placement at the low end of the joint and work toward the high end. If the br idge has a normal crown, start at the edge and work toward the center from both sides. Three days after concrete placement, the Engineer will check for voids and loose bolts by sounding the anchor plate. Fill any voids by drilling through the anchor plate and pumping in an approved epoxy mortar at a minimum pressure of 75 psi. This work will be subs idiary to the bid item "Expansion Device (Finger Plate or Sliding Plate)". Install the fabric trough and the finger or slidin g plates according to th e Contract Documents. Thoroughly clean the top of the anchor plates to remove dried concrete paste before final assembly. Lubricate anchor bolts with bee’s wax or equivalent and torque the nut according to TABLE 707-1 . TABLE 707-1: FING ER PLATE or SLIDING PLATE TORQUES (ft-lbs.) Size (inches) ⅞ 15/16 1 1 ⅛ AASHTO M 314 Grade 36 176 218 264 387 AASHTO M 314 Grade 55 277 342 415 608 After installation of the finger plates or sliding plates , the Engineer will inspect the plates for alignment. Any plates that the Engineer determines are misaligned so that they may be struck by a snow plow, shall be ground as directed by the Engineer. This work will be subsidiary to the bid item "Expansion Device (Finger Plate or Sliding Plate)". Install fabric troughs below the finger plate or sliding plate and clean the trough of all foreign material after the completion of all superstructure work.

700-35 Section 708

FALSEWORK AND FORM CONSTRUCTION 708.1 DESCRIPTION Design and construct safe, adequate falsework to prov ide the necessary rigidity, support the loads imposed and produce the final structure to the lin es and grades shown in the Contract Documents. Falsework is defined to be any temporary structure which supports st ructural members or form work. B I D I T E M U N I T S Falsework Inspection Lump Sum 708.2 MATERIALS Use sound falsework piling to withstand driving, is reasonably straight, and is of sufficient size to provide the strength to safely carry the actual loads imposed. Use sound timber in good condition and free from defects that might impair its strength. All approved metal or wood forms shall present a smooth surface, be mortar tight an d sufficiently rigid to prevent distortion due to the pressure of the concrete and other loads incident to the construction operations, including placement and vibration of the concrete. Do not use aluminum forms in contact with concrete. 708.3 CONSTRUCTION REQUIREMENTS

700-36 Falsework or formwork details for deck construction are not required for all other structural steel,

prestressed concrete girder and reinforced concrete box bridge construction.

700-37 direction (all horizontal or all vertical). Undressed lumber of uniform thickness may be used as backing for the form

lining. Dressed, size d lumber of uniform thickness may be used for all other exposed surfaces. Wooden plyform of adequate thickness, which is supported to meet these requirements, may be used alone in lieu of the lined forms. Maintain forms to eliminate warping and shrinkage. Check dimensions and condition immediately before placing concrete. The Engineer may at any time require the revision or reconstruction of forms to maintain satisfactory work, and may refuse ap proval to place concrete within th e forms until they are satisfactorily constructed. If during or after placing the concrete, the forms show signs of sagging or bulging, remove the concrete to the extent directed by the E ngineer, bring the forms to the prop er position and place new concrete. Metal forms shall be of such thickness that the forms shall remain true to shape, line and grade. Countersink all bolt and rivet heads. Design clamps, pins or other connecting devices to hold the forms rigidly together, and allow removal without injury to the concrete. Exercise care to keep meta l forms free from rust, grease or other foreign matter. Any form which will leave permanent impressions or ridges will not be approved. Before placing the reinforcing steel, o il the inside of all forms for exposed surfaces (except those lined with certain composition materials) with a light, clear, paraffin base oil that will not discolor or otherwise injure the surface of the concrete. Moisten wooden forms with water before placing the concrete. Consider the nature of the work when determining the width and thickness of the lumber, and the size and spacing of studs and wales. Provide th e size and spacing of studs and wales to maintain rigidity of the forms, and prevent distortion of the forms due to the pressure of the concrete. Use either steel or non-metallic form bolts, rods and ties. Use the type that permits the major part of the tie to remain permanently in the structure. Hold forms in place by devices attached to the wales capable of developing the strength of the ties. The Engineer may permit the use of wire ties on irregular sections and incidental construction if the concrete pressures are nominal and the form alignment is maintained by other means. Remove the ties on all exposed surfaces. Remove steel ties to a depth a minimum of ½ inch be low the concrete surface. Non-metallic ties may be remove d flush with the concrete surface. Cut wi re ties back a minimum of ¼ inch below the concrete surface. Fill the cavities on exposed surfaces with cement mortar and leave the surface sound, smooth, even and uniform in color. Tar or roofing cement is acceptable for f illing cavities on unexposed surfaces. Do not use form ties through forms for handrail. Remove wood, or metal spreaders as the concrete is placed. Do not use cofferdam braces or struts that extend th rough the forms for any concrete secti on. An exception may be approved in unusual situations. Where the bottom of the forms is inaccessible, make prov isions so that extraneous material can be removed from the forms immediately be fore placing the concrete. Bevel all exposed edges by using dressed, triangular molding having ¾-inch sides unless provided otherwise in the Contract Documents. Steel traveling forms may be used on reinforced concrete box structures or other applications when approved by the Engineer. Continuance of the use of such forms is based on satisfactory performance. Steel traveling forms may be discontinued at any time the Engine er determines their use is unsatisfactory. If traveling forms are used, provide supports as listed in TABLE 708-1 before loosening and moving the forms. TABLE 708-1: MAXIMUM SPACIN G PERMITTED FOR SUPPORTS spans up to 9 feet 1 support located at center of span spans 9 to 14 feet 2 supports located at third points of span spans over 14 to 18 feet 3 supports located at quarter points of span The maximum longitudinal spacing of the supports is at 4 foot centers. The time the supports must be left in place is specified in TABLE 710-3 . Do not loosen and move the forms until the concrete has been in place a minimum of 14 hours. When concrete is exposed as a result of moving the forms after the minimum 14 hours, but before the stipulated curing time, i mmediately coat the concrete with liquid membrane-forming compound applied according to DIVISION 700 . 708.4 MEASUREMENT AND PAYMENT The Engineer will not measure Falsework Design , Falsework Construction or Forms (design or construction) for payment. 708 - FALSEWORK AND FORM CONSTRUCTION

700-38 On structures designated as Category 1 by KDOT, the Engineer will measure falsework inspection by the

Lump Sum. Falsework inspection on Catego ry 2 structures is subsidiary to other items of the contract. If KDOT designated the structure as Category 2, and the Contractor’s operations (use of non-typical supports) cause the falsework to become Category 1, the Engineer will not measure the falsework inspection for separate payment. Payment for "Falsework Inspection" on structures designated by KDOT as Category 1 will be made on the paid invoice amount +5%, not to exceed the "Lump Sum" amount set in the contract and is full compensation for the specified work. 709 - STEEL PERMANENT DECK FORMS

700-39 Section 709

STEEL PERMANENT DECK FORMS 709.1 DESCRIPTION If designated in the Contract Documents, the use of steel permanent deck forms (for forming the roadway slab between the exterior beams or girders) in lieu of conventional removable forms is the Contractor’s option. Do not use steel permanent deck forms where longitudinal deck construction joints are located between stringers, or on the overhang. 709.2 MATERIALS Provide steel permanent deck forms that comply with DIVISION 1600 . 709.3 CONSTRUCTION REQUIREMENTS Submit shop drawings for the steel permanent deck forms to the En gineer for approval according to SECTION 105 . Shop drawings must include the material, dimension details and the Contractor’s erection procedures. Form support hangers must be the non-welded support system. Make no welds to the structural steel, or welds that induce local heat s pots on the structural steel. Field variations shall require the support angle to be field welded to the continuous edge angle an d to the support strap across the struct ural steel flange. If steel permanent deck forms are to be used on concrete girder bridges, the method of attachment must be approved by the Engineer prior to fabrication of the girders. Install the steel permanent deck forms acco rding to the manufacturer’s instructions. Do not locate screed supports directly on the fo rm sheets, form supports or reinforcing steel. Locate transverse deck slab construction joints at the bottom of a flute, and field drill ¼-inch weep holes at 12-inch centers along the line of the joint. Fabricate the corrugated metal sheets for the placement sequence used, with the joints between the sections of sheets overlapped or securely fastened to eliminate differential deflections between the sections. Close the ends of each piece. Pre-closed (tapered) ends or separate end closures may be used. Provide care and protection for the metal form sh eets, supports and accessory items during handling, shipping and storage. Do not damage ends, corners and edges of the form sheets, supports and accessory items during loading, hoisting and unloading operations. If the form units and accessories are to be stored prior to installation, do not place metal form sheets, supports, and acce ssories in contact with the ground. Cover and protect the material. Repair damaged galvanized coating on any form metal that will be permanently exposed, by cleaning and wire brushing the damaged area, followed by painting with 2 coats of zinc rich paint as specified in DIVISION 1800 , no color added. Minor heat discoloration in areas of welds need not be touched up. Before placing concrete, remove and replace any sheets damaged after setting. All reinforcement must have the mini mum specified concrete cover. Cent er bars in the bottom layer of the main reinforcement over the valleys of the form to achieve the minimum concrete cover. The distance from the top of the deck slab to the bottom layer of deck slab reinforcement may not be less than that shown in the Contract Documents. Do not leave loose sheets or miscellaneous hardwa re on the deck forms at the end of the working day. The Engineer will spot check the underside for soundnes s. At the Engineer’s discretion, form removal may be required to perform a visual inspec tion for soundness or surface irregularities. 709.4 MEASUREMENT AND PAYMENT The Engineer will not measure the steel permanent deck forms for payment. 710 - CONCRETE STRUCTURE CONSTRUCTION

700-40 Section 710

CONCRETE STRUCTUR E CONSTRUCTION 710.1 DESCRIPTION Construct concrete structures according to the Contra ct Documents. When Bridge Deck Grooving is a bid item in the contract, perform the grooving as shown in the Contract Documents. B I D I T E M S U N I T S Concrete (*) (**) (***) (****) Cubic Yard Bridge Deck Grooving Square Yard *Grade of Concrete **AE (air-entrained), if specified ***Aggregate, if specified ****MPC (Moderate Permeability Concrete), if specified 710.2 MATERIALS Provide materials that comply w ith the applicable requirements. Concrete+ ............................................................................................................... SECTIONS 401 & 402 Aggregates for Concre te Not On Grade ................................................................ SECTION 1102 Concrete Curing Materi als .................................................................................... DIVISION 1400 Joint Sealing Compounds ...................................................................................... DIVISION 1500 Type B Preformed Expa nsion Joint Filler ............................................................. DIVISION 1500 Preformed Elastomeric Comp ression Join t Seals .................................................. DIVISION 1500 Bridge Number Plates ........................................................................................... DIVISION 1600 + If Moderate Permeability Concrete (MPC ) is not specified, the concrete shall meet the requirements for Standard Permeability Concrete. 710.3 CONSTRUCTION REQUIREMENTS

700-41 temperature, wind and humidity measur ements approximately 12 inches above the surface of the deck. With this

information, the Engineer will de termine the evaporation rate by using KDOT software or by using FIGURE 710-1 (Figure 2.1.5 from the American Concrete Institute Manual of Concrete Practice 305R, Chapter 2). When the evaporation rate is equal to or above 0.2 lb/ft2/hr, take actions (such as cooling the concrete, installing wind breaks, sun screens etc.) to create and maintain an evaporation rate less than 0.2 lb/ft2/hr on the entire bridge deck. Place concrete to avoid segregation of the materials an d displacement of the reinfo rcement. Do not deposit concrete in large quantities at any point in the forms, and then run or work the concrete along the forms. Deposit the concrete in the forms in horizontal layers . Perform the work rapidly and continuously between predetermined planes. Vi brate through each plane. Fill each part of the form by depositin g the concrete as near to the final position as possible. If the chutes for placement of concrete are on steep slopes, equip them with ba ffle boards or assemble in short lengths that reverse the direction of movement. Do not drop concrete in the forms a distance of more than 5 feet, unless confined by clean, smooth, closed chutes or pipes. Work the coarse aggregate back from the forms and around the reinforcem ent without displacing the bars. After initial set of the concrete , do not disturb the forms, or place any strain on the ends of projecting reinforcement. If placing concrete by pumpi ng, place the concrete in the pipeline to avoid contamination or separation of the concrete, or loss of air by fitting the pump with a concre te brake (e.g. french horn or bladder valve) at the end of the pump boom. Obtain sample concrete for slump and air test requirements at the discharge end of the piping. Do not use chutes, troughs or pipes made of aluminum. Uniformly consolidate the concrete without voids. Accomplish consolidation of the concrete on all span bridges that require finishing machines by means of a mechanical device on which internal (spud or tube type) concrete vibrators of the same type and size are mounted (subsection 154.2 ). Observe special requirements for vibrators in contact with epoxy coated reinforcing steel as specified in subsection 154.2 . Provide stand-by vibrators for emergency use to avoid delays in case of failure. Operate the mechanical device so vi brator insertions are made on a maximum spacing of 12-inch centers over the entire deck surface. Provide a uniform time per inse rtion of all vibrators of 3 to 15 seconds, or until the course aggregate settles below the surf ace of the concrete, unless otherwise de signated by the Engineer. Provide positive control of vibrators using a timed light, buzzer, automatic control. Smoothly extract the vibrators from the concrete at a rate to avoid leaving any large voids or holes in the consolidated concrete. Do not drag the vibrators horizontally through the concrete. Use hand held vibrators ( subsection 154.2 ) in inaccessible and confined ar eas such as along hubguards. When required, supplement vibrating by hand spading with suitable tools to provide required consolidation. Reconsolidate any void s left by workers. Deposit concrete in water, only with approval from the Engineer. Do not place concrete in running water. Use forms that are reasonably watertight to hold concrete deposited under water. Increase the minimum cement factor of the grade of concrete being deposited in water by 10%, obtaining approximately a 6-inch slump. Carefully deposit the concrete in place, in a compact ma ss, using a tremie pumped th rough piping, bottom-dumping bucket or other approved method that does not permit the concrete to fall through the water. Do not pump water from the inside of the foundation form s while concrete is being placed. Do not disturb the concrete after being deposited. If necessary to prevent flood ing, place a seal of concrete through a closed chute or tremie, and allow it to set. Continuously place concrete in any floor slab until complete, unless shown otherwise in the Contract Documents. The method used for transporting concrete batches, ma terials or equipment over previously placed single pour (non-overlaid) floor slabs or floor units, or over units of structures of continuous design types is subject to approval by the Engineer. Do not operate bridge deck finishing equipmen t on previously placed concrete spans until:  A minimum of 72 hours on structures that are fully supported with falsework;  A minimum of 72 hours on structures with concrete girder spans with concrete decks; and  A minimum of 96 hours on structures with steel girder spans with concrete decks. The time delays begin after the day’s pour has been completed. Follow TABLE 710-2 for load limitations after concrete placemen t. Prior to permitting approved traffic on the bridge deck, construct temporary bridge approaches and maintain them in a condition to prevent damage to the bridge ends. 710 - CONCRETE STRUCTURE CONSTRUCTION

700-42 Figure 710-1: Standard Practice for Curing Concrete

10 20 30 40 50 60708090 90F (32C) 80F (27C) 70F (21C) 60F (16C) 50F (10C) 40F (4C) 25 (40) 20 (32) 15 (24) 10 (16) 5 (8) 2 (3) 0 0.10.20.30.40.50.60.70.8100 90 80 70 60 50 40 Air temperature, deg F 15 25 35 Rate of evaporation, lb/sq ft/hr 1.0 2.0 3.0 4.0 kg/m2/hr Deg C 5 To use this chart:

700-43 If the work of placing concrete is delayed and the concrete has taken its initial set, stop the placement, saw

the nearest construction joint approved by the Engineer and remove all concrete beyond the construction joint. On post-tensioned structures construct a stepped joint as shown in the Contract Documents. When the Contract Documents show a construction joint in the wall of the RCB 3 inches above the floor, the Contractor has the option of constructing the joint as shown on the Contract Documents, or constructing the joint level with the floor of the RCB. When the Contract Docu ments show a construction joint in the wall of the RFB 2 inches above the floor haunch, the Contractor has the option of constructing the joint as shown on the Contract Documents, or even with the top of the floor haunch of the RFB. If dowels, reinforcing bars or other tie devices are not required by the Contract Documents, make a key in the construction joint. Construct keyed joints by embedding water-soaked beveled timbers of a size shown on the Contract Documents, into the soft concrete. Remove the timber when the concrete has set. When resuming work, thoroughly clean the surface of the concrete previously pla ced, and when required by th e Engineer roughen the key with a steel tool. Before placing concrete against the keye d construction joint, the joint shall be cleaned of surface laitance, curing compound, and all other foreign material, use of abrasive blasting may be required to achieve the level of cleanliness required. Thoroughly wash the surface of the keyed joint with clean water, and allow the joint to dry to a saturated surface dr y condition immediately prior to placing fr esh concrete against the joint key.

700-44 Obtain reasonably true and even concrete surfaces, free from stone pockets, excessive depressions or

projections on the surface. Strike off w ith a straightedge and float the concrete in bridge seats and walls flush with the finished top surface. As soon as the forms are removed and the concrete is ready to hone, rub the conc rete surfaces that are not in an acceptable condition, or are designated in the Contract Documents to be surface finished to a smooth and uniform texture with a carborundum brick and clean water. Remove the loose ma terial formed on the surface, due to the rubbing with a carbor undum brick as soon as it dries. The finished surface shall be free from all loose material. Do not use a neat cement wash. Give handrails, handrail posts, the deck side, and the top and end of all curbs, except curbs of structures having the top of curb below the final sh oulder elevation of the ro ad, an acceptable troweled or floated finish. This includes the back of the inside rails of side by side struct ures, or any rails easily viewed by the traveling public. Remove the forms as early as possible, and perform the float finish while the concrete is still green. Use mortar during the float finish operation to fill in air and wa ter voids and supplement the float finish. Keep surfaces requiring a rubbed finish moist before and during the rubbing. Do not use a mortar coating after the concrete has cured. Unless otherwise provided in the Co ntract Documents, all reasonably tr ue and even surfaces, obtained by use of a form lining, which are of a uniform color, free from stone pockets, honeycomb, excessive depressions or projections beyond the surface, are cons idered as acceptable surfaces, and a rubbed surface finish is not required. The Engineer may require the use of a dry carborundum brick for straightening moulding lines, removing fins or requiring a rubbed surface finish on all portions of the structure that do not present an acceptable surface even though a form lining is used.

700-45 Table 710-1: Minimum Cure Times and Curing Mediums

Type of Work Minimum Cure Time (days) Curing Medium and Use Bridge decks (full-depth decks with multi-layer polymer overlays) Bridge subdecks (decks with overlays) 14 Wet Wet burlap covered with white polyethylene sheeting during the 14-day period. Bridge decks (full-depth decks with no overlay) Bridge Overlays Wet Plus Curing Membrane Wet burlap covered with white polyethylene sheeting during the 14-day period. After the wet cure period, apply 2 coats of Type 2 white liquid membrane forming compound. Place the first coat within 30 minutes of removing the sheeting and burlap. Spray the second coat immediately after and at right angles to the first application. Protect the curing membrane against marring for a minimum of 7 days. The Engineer may limit work during this 7-day period. Other unformed or exposed surfaces 7 Curing Membrane Apply 2 coats of Type 2 white liquid membrane forming compound. Place the first coat immediately after completion of the concrete finish just as the surface water disappears. Spray th e second coat immediately after and at right angles to the first application. Protect the curing membrane against marring for a minimum of 7 days. The Engineer may limit work during this 7-day period. Should the compound be subjected to continuous damage, the Engineer will require wet burlap, white polyethylene sheeting or other approved impermeable material to be applied at once for the remainder of the cure time. Formed sides and ends of bridge wearing surfaces and bridge curbs Other formed surfaces 4 Formed Formed surfaces will be considered completely cured upon the Engineer’s permission to remove the forms, providing the forms have been in place for a minimum of 4 days. If forms are removed before the end of the 4-day cure period, cure the surface with an application of Type 1-D liquid membrane forming compound.

700-46 material to the entire concrete surface. For bridge decks with superelevation, place a minimum of 1 soaker hose along

the high edge of the deck to keep the entire deck wet during the curing period. If the concrete surface temperature is above 90ºF, do not use polyethylene sheeting in direct sunshine during the day for the first 24 hours of the specified curing period ( TABLE 710-1 ). White polyethylene sheeting may be used at night to maintain the required damp condition of the burlap. When polyethylene sheeting is used over the burlap at night during the first 24 hours and the concrete surface temperature is above 90ºF, place the polyethylene sheeting a maximum of 1 hour before sunset, and remove the polyethylene sheeting within 1 hour after sunrise. After the first 24 ho urs, the polyethylene sheeting may be left in place continuously for the remainder of the curing period provided the burlap is kept damp. Construction loads on the new bridge subdeck, new one-co urse deck or any concrete overlay are subject to the limitations in TABLE 710-2 . The use of supplemental cementitious materials will require additional time before specified loading is allowed. *Maintain the specified wet cure at all times ( TABLE 710-1 ). ** All haunched slab structures. *** Submit the load information to the appropriate Engineer. Information that will be required is the weight of the material and the footprint of the load, or the axle (or truck) spacing and the width, the size of each tire (or track length and width) and their weight. ****An overlay may be placed using pumps or conveyors until legal loads are allowed on the bridge. Δ Increase time period by 3 days when supplementa l cementitious materials are us ed October 1 thru April 30.

700-47 If at least 25% of the traveled way of the deck need s ground to correct surface variations, grind the entire

deck. Use a self-propelled grinding machine with diamond blades mounted on a multi-blade arbor. Avoid using equipment that causes excessive ravels, aggregate fractures or spalls. Remove from the project and properly dispose of the material. Do not allow the grinding slurry to flow across lanes being used by traffic, onto shoulder slopes, into streams, lakes, ponds or other bodies of water, or gutters or other drainage facilities. Do not place gri nding slurry on foreslopes. After any required grinding is complete and after the specified curing membrane period ( TABLE 710-1 ), give the surface a suitable texture by transverse grooving. Use di amond blades mounted on a sel f-propelled machine that is designed for texturing pavement. Transverse grooving of th e finished surface may be done with equipment that is not self-propelled providing that the Contractor can show proficiency with the equipment. Use equipment that does not cause strain, excessive raveling, aggregate fracture, spalls, disturbance of the transverse or longitudinal joint, or damage to the existing concrete surface. Make the grooving approximately 3/16 inch in width at ¾ inch centers and the groove depth approximately ⅛ inch. Terminate the transverse bridge deck grooving approximately 2 feet in from the base of the rail, and 1 foot from any deck drains or other appurtenances. If after corrective measures are made, more than ½ inch of the deck was gr ound at any location, the Engineer may require a multi-layer polymer conc rete overlay over the whole deck, according to SECTION 729 , at no additional cost to KDOT.

710-3 The determination of the time requirement for the removal of forms commences after all the concrete for the

placement is in place and finished. If high early strength concrete is used, the specified time limits may be decreased as determined by the Engineer, an d agreed upon before placing the concrete. 710 - CONCRETE STRUCTURE CONSTRUCTION

700-48 Table 710-3: Minimum Strength Gain Ti Me Before Removal of Forms &

FALSEWORK (DAYS) Type of Work Span Length (feet) Less than 10 10 or less Greater than 10 10 to 20 20 + to 30 Greater than 20 Greater than 30 Cantilevered Piers - Formwork (supporting the pier beam) supported on column 7Δ [4]* 10Δ [6]* Column Bent Piers - Falsework supporting pier beam** 4 Δ 7Δ [4]* 10 Δ [6]* Forms and Falsework under slabs, beams, girders, arches and brackets*** 4 Δ 7 Δ [4]+ 10 Δ [6]+ 15 Δ [10]+ RCB and RFB top slabs not re-shored 7Δ [4]+ 7Δ [4]+ 10 Δ [6]+ Type of Work Time (Days) Walls, Wing Walls and vertical sides of RCB and RFB structures Do not backfill according to SECTION 204 , until 3 days after forms are removed. 4 Δ [3]* Footing Supported on Piles - minimum cure before erecting forms and reinforcing steel for columns 4 Δ [2]* Spread Footing founded in rock – minimum before erecting forms and reinforcing steel for columns 2 Δ Footing supported on piles - minimum cure before erecting forms and reinforcing steel for columns 4 Δ [2]* Columns for cantilevered piers -

700-49 Reshoring of RCB and RFB (classified as culverts or br idges) top slab will be permitted if the Contractor

uses traveling forms or to reduce the minimum time shown in TABLE 710-2 . At the Preconstruction Conference, submit calculations, sealed by a Professiona l Engineer, to the Engineer that show that the concrete tensile stress is below 0.23 √f 'c (ksi) and the shoring has sufficient capacity. In determining the time for the removal of forms, give consideration to the location and character of the structure, weather and other conditions influencing the set ting of concrete. If forms are removed before expiration of the cure period, maintain the cure as provided in DIVISION 700 . For additional requirements regarding forms and falsework, see SECTION 708 .

700-50 Section 711

REINFORCING STEEL 711.1 DESCRIPTION Place reinforcing steel as detaile d in the Contract Documents. B I D I T E M S U N I T S Reinforcing Steel (*) (**) Pound Reinforcing Steel (Repair) (*) (**) (Set Price) Pound *Grade **Epoxy-Coated 711.2 MATERIALS Provide reinforcing steel, epoxy-coated reinforcing steel, epoxy patching material and reinforcing steel splices that comply with DIVISION 1600 . 711.3 CONSTRUCTION REQUIREMENTS

700-51 (4) Reinforcing Bar Trusses. Place, support and secure bar trusses in proper position. Unless the bar

trusses are designed and fabricated with outstanding legs that are in contact with the forms, support them on metal supports and spacers. If the weight of th e trusses causes the supporting legs of trusses to indent into the forms, use bar supports as auxiliary support for the truss legs. (5) Mesh Reinforcement for Structures. Provide mesh reinforcement of the size and spacing shown in the Contract Documents. Lap the sheets of mesh as indicated in the Contract Documents. The method of placing the mesh and securing it in proper position must be approved by the Engineer. (6) Box Culvert Reinforcing. Use Grade 60 reinforcing steel for road culverts and reinforced concrete box bridges, unless otherwise noted in the Contract Documents.