502Concrete Structures

502.01.01 General. This work consists of furnishing and placing Portland cement concrete in bridges, approach

slabs, culverts, headwalls, retaining walls, barrier rail, and other designated structures. This work also consists of furnishing and installing expansion joints and elastomeric bearing pads. MATERIALS

502.02.01 General. Material shall conform to the following Sections:

Portland Cement Concrete ..................................................................................................................................................... Section 501 Concrete Curing Materials and Admixtures ............................................................................................................................ Section 702 Joint Material .......................................................................................................................................................................... Section 707 Miscellaneous Metal ............................................................................................................................................................... Section 712 Reinforcement ........................................................................................................................................................................ Section 713 Elastomeric Bearing Pads ...................................................................................................................................................... Section 725 Use concrete of the class or classes designated in the proposal and on the plans. Unless otherwise specified, use Class A or Class AA concrete. Class D may be substituted for Class A concrete or Class DA may be substituted for Class AA concrete. CONSTRUCTION

502.03.01 Depth of Footings. Consider the elevation of the bottoms of footings, as shown on the plans, as

approximate only and changes may be ordered in writing in dimensions or elevations of footings as may be necessary to secure a satisfactory foundation.

502.03.02 Forms. Build forms mortar tight and of sufficient rigidity to prevent distortion due to the pressure of

the concrete and other loads incidental to the construction operations. Thoroughly clean forms previously used of all dirt, mortar, and foreign matter before being reused. Thoroughly coat all inside surfaces of the forms with an approved coating or form oil before concrete is poured in forms. Do not use coating or form oil which leaves film on the surface of the form that can be absorbed by the concrete. When required and immediately before placing concrete, thoroughly wet the forms with water. Submit detailed plans of form work for examination when requested. If such plans are not satisfactory, make the necessary changes as required. Be responsible to obtain satisfactory results with the plans submitted or corrected. Construct the forms to be substantial and unyielding and design so that the finished concrete will conform to the proper dimensions and contours. Design forms to take into account the effect of vibration on the concrete as it is placed. Fillet forms at all exposed corners unless corners are rounded as hereinafter provided. Use triangular molding for fillets with 2 equal sides. In general, the width of the equal sides of moldings shall be 19 mm (3/4 in.); for massive work, such as heavy pier copings and columns, the width shall be 38 to 50 mm (1.5 to 2 in.). Top edges of walls may be filleted or rounded as hereinafter provided for curbs. Round top edges of curbs and slabs with an edging tool to a radius of 12.5 to 19 mm (1/2 to 3/4 in.). When concrete is placed in excavation, provide forms for all vertical surfaces unless otherwise permitted. Provide ports in high, thin walls to permit thorough cleaning before placing concrete. Do not place forms or falsework supports on recently constructed footings or pile caps until the concrete has attained 80% of the required 28 day strength. If the forms develop any defects, such as bulging or sagging after the concrete has been poured, correct that portion of the work in a satisfactory manner. During the erection and after the completion of the forms, protect them in such manner as to preclude shrinkage, warping, curling, and distortion. 502 CONCRETE STRUCTURES 220 Keep the falsework and forms supporting the bottom slab of the superstructure o f box girder structures in place until bridge deck curing and prestressing and grouting operations have been completed . Remove forms for the webs of box girders before the deck slab is poured. Completely remove all interior forms in box girders, except tho se otherwise permitted to remain in place, and clear the inside of the box girder of all loose material and sweep clean. Side forms for beams, girders, columns, railing, or other members of the structure wherein the forms do not resist dead load bending m ay be removed as specified in Subsection 502.03.12 (c). Remove the side forms for arch es, columns, and piers before the members of the structure which they support are poured or placed, so that the quality of the concrete may be inspected. Construct all s uch side forms so that they may be removed without disturbing other forms which resist direct load or bending stresses. The condition of the forms will have a direct bearing upon the amount of finishing required. Use full pieces of forms which extend from the bottom to the top of the wall or post. Form curved surfaces to provide a smooth surface without visible breaks. Construct the forms so that portions, where finishing is required, may be removed without disturbing portions of forms to remain. Construct forms of sufficient strength to carry the dead mass of the concrete as a liquid without a deflection in excess of span length/120, and if such deflection occurs, it will be sufficient cause for rejection of the work. Camber forms for girders and s labs in such amounts as may be required. Use approved form clamps or bolts to fasten forms. Do not use ties consisting of twisted wire loops to hold forms in position during the placing of concrete. Provide positive acting bolts or form clamps of suffici ent strength and number to prevent spreading of the forms. Provide such types that can be entirely removed or cut back sufficiently to allow finishing of the concrete. Use Exterior B -B Class I plywood conforming to the National Institute of Standards and Technology Product Standards, PS 1, Construction and Industrial Plywood for forming of concrete surfaces exposed to view. Furnish and place plywood form panels in 1,200 mm (4 ft) widths and in uniform lengths of not less than 2,400 mm (8 ft), except where the dimensions of the member formed are less. Where form panels are attached directly to the studding or joints, use panels not less than 15.9 mm (5/8 in.) thick. Form panels less than 15.9 mm (5/8 in.) thick, may be used with continuous backing of 25 mm ( 1 in.) nominal thickness surfaced material. Place form panels in a neat symmetrical approved pattern. Place the panel with the long dimension perpendicular to the studs. Plywood for left -in-place forms in box girders may be of any grade and thickness that will satisfy the other requirements of this Subsection. Fabricate metal forms to remain in place for concrete deck slabs from steel conforming to ASTM A653, Grade 275 (40) minimum, having a coating designation of Z500 (G165). Thickness and grade of form sheets and form supports shall be as designated on the shop drawings. Minimum thickness for form sheets shall be 0. 75 mm (22 gage) and for form supports shall be 1.60 mm (16 gage). The following criteria shall govern the design of permanent stay -in-place steel bridge deck forms. Design the steel forms on the basis of dead load of form, reinforcement, plastic concrete, plus 2.5 kN/m2 (50 lb/ft2) for construction loads. The unit working stress in the steel sheet shall be not more than 72.5% of the specified minimum yield strength of the material furnished, and not more than 250 MPa (36,000 psi). The mass of metal forms plus the mass of deck slab, including concrete in form corrugation, shall not exceed the load for the mass of the slab at plan thickness by more than 720 N/m2 (15 lb/ft2), unless otherwise shown on the plans. The dead load deflection of metal forms due to mass of plastic concrete, deck steel reinforcement, and metal forms shall not exceed the following:

502.03.03 Falsework. Design and construct safe and adequate falsework which provid es the necessary

rigidity, supports the loads imposed, and produces the finished structure lines and grades indicated on the plans. Furnish detailed drawings of falsework, along with design calculations showing the stresses and deflections of the load sup porting members, according to Subsection 105.02, for any structure having a clear cast -in-place span of 6 m (20 ft) or greater, or where any falsework clear span length exceeds 5 m (16 ft), or where provisions for vehicular, pedestrian, or railroad traffic through the falsework is made. Include a diagram showing concrete placement sequence with construction joint locations, and details of the methods, sequences and equipment proposed for falsework removal. Such drawings and calculations shall be stamped wit h a seal and signed by an engineer who is registered as a Civil Engineer in the State of Nevada . Joists and form work for pier caps, deck slabs, and deck overhangs shall be considered as falsework and shall be designed as such and submitted for approval according to this Subsection. If such drawings are not satisfactory, have such changes made in them as may be required. Show anticipated total settlement of falsework in the drawings. Total settlement should include falsework footing settlement and joint ta ke up. Anticipated settlements shall not exceed 25 mm (1 in.). For girder bridges, design falsework supporting deck slabs and overhangs with no differential settlement between the girders and the deck forms during placement of deck concrete. Submit a fals ework and formwork removal plan as part of the falsework submittal if falsework and formwork is proposed to be supported or suspended from the structure during removal. Include the following information:

502.03.04 Reinforcement. Furnish and place reinforcing as shown on the plans and according to Section 505.

502.03 05 Cofferdams and Cribs. Carry cofferdams for foundation construction well below the bottom of the

footings and adequately brace and make as watertight as practical. Make the interior dimensions of cofferdams such as to provide sufficient clearance for constructing forms and, whe n no seal is placed, to permit pumping outside the forms. Submit for approval, drawings and design calculations showing proposed method of construction of cofferdams or cribs according to Subsection 105.02. Such drawings and calculations shall be stamped with a seal and signed by an engineer who is registered as a Civil Engineer in the State of Nevada. Do not start cofferdam construction before the submitted drawings are approved. After the completion of the substructure, remove the cofferdams with all sh eeting and bracing to 300 mm (1 ft) below the stream bed. Perform such removal in such a manner as not to disturb or mar the finished concrete foundation.

502.03.06 Pumping Water. Perform pumping from the interior of any foundation enclosure in such a man ner as

to preclude the possibility of the movement of water through any fresh concrete. Do not pump during the placing of concrete or for a period of at least 24 hours thereafter, unless it is done from a suitable pump separated from the concrete work by a watertight wall or other effective means. Do not pump to dewater a sealed cofferdam until the seal has set sufficiently to withstand the hydrostatic pressure. CONCRETE STRUCTURES 502 227 502.03.07 Mixing Concrete. Mix and proportion concrete as specified in Section 501.

502.03.08 Handling , Placing , and Curing Concrete. (a) General. In preparation for the placing of concrete,

remove all sawdust, chips, and other construction debris and extraneous matter from the interior of forms. Remove temporary struts, stays, and braces, which ho ld the forms in correct shape and alignment, pending the placing of concrete, when the concrete placing has reached an elevation rendering their service unnecessary. Entirely remove these temporary members from the forms and do not bury in the concrete. Verify the installation of all embedded items shown on the plans prior to concrete placement. Do not post install items shown as embedded unless the plans indicate post installation. Before placement of major concrete, the Engineer may designate a time and place satisfactory to the Contractor for a pre -pour conference. The pre -pour conference shall be held not more than 2 weeks in advance of the scheduled pour. At such time, requirements will be outlined to be followed in the performance of the work. Do no t use concrete which does not reach its final position in the forms within the time stipulated under Section 501. Thoroughly moisten surfaces on which concrete is to be placed with water immediately before placing concrete. Place concrete to avoid segreg ation of the material and displacement of the reinforcement. The use of long troughs, chutes, and pipes for conveying concrete from the mixer to the forms may be permitted only with written approval. If inferior concrete is produced by the use of such conv eyors, their use will be ordered discontinued and a satisfactory method of placing substituted. Make open troughs and chutes of metal or line with metal. On steep slopes, equip the chutes with baffles or use with short lengths that reverse the direction of movement. Keep all chutes, troughs, and pipes clean and free from coatings of hardened concrete by thoroughly flushing with water after each run. Discharge water used for flushing clear of the structure. When placing operations would involve dropping the concrete more than 1. 2 m (4 ft), deposit it through s teel or other approved pipes . Keep the pipe full of concrete during placing and do not exceed a drop height of 0.3 m (1 ft) from the end of pipe to the surface of the newly placed concrete unless approved. After initial set of the concrete, do not jar the forms or place strain on the ends of projecting reinforcement bars. Consolidate concrete placed in concrete structures, ex cept tremie seal concrete, by means of mechanical vibration subject to the following paragraphs:

502.03.09 Pumping Concrete. Arrange the equipment so that no v ibrations result which might damage freshly

placed concrete. Where concrete is conveyed and placed by mechanically applied pressure, supply suitable equipment and adequate in capacity for the work. Operate pump so that a continuous stream of concrete with out air pockets is produced. When pumping is completed, eject the concrete remaining in the pipeline, if it is to be used, in such a manner that there will be no contamination of the concrete or separation of the ingredients. Do not use aluminum conduit f or concrete pumping.

502.03.10 Concrete Deposited Under Water. If conditions render it impossible or inadvisable, in the opinion of

the Engineer, to dewater excavations before placing concrete, deposit under water, by means of a tremie or a concrete pump, a seal course of concrete of sufficient thickness to thoroughly seal the cofferdam. Carefully place the concrete in a compact mass and do not disturb after being deposited. Maintain still water at the point of deposit. CONCRETE STRUCTURES 502 229 Do not use an aluminum tremie for p lacing concrete. A tremie shall consist of a watertight tube having a diameter of not less than 250 mm (10 in.) with a hopper at the top. When a batch is dumped into the hopper, induce the flow of concrete by slightly raising the discharge end, always kee ping it in the deposited concrete. Equip concrete pump discharge tubes and tremie tubes with a device that will prevent water from entering the tube while charging the tube with concrete. Support such tubes so as to permit free movement of the discharge e nd over the entire top surface of the work and to permit rapid lowering when necessary to retard or stop the flow of concrete. Fill the tubes by a method that will prevent washing of the concrete. Completely submerge the discharge end in concrete at all ti mes. The tubes shall contain sufficient concrete to prevent any water entry. Provide continuous flow until the work is completed and the resulting concrete seal is monolithic and homogeneous. Concrete deposited in water shall be Class A or Class AA with 1 0% extra cement added. The exact thickness of the seal will depend upon the hydrostatic head, bond and spacing of piles, size of cofferdam, and other related factors, but provide a seal not less than 600 mm (2 ft) in thickness. Before dewatering, allow the concrete in the seal to cure for not less than 5 days after placing. If a seal which is to withstand hydrostatic pressure is placed in water having a temperature below 7 °C (45 °F), increase the curing time before dewatering. Do not consider periods of t ime during which the temperature of the water has been continuously below 3 °C (38 °F) as curing time. After the concrete seal obtains adequate strength, dewater the cofferdam and clean the top of the concrete of all scum, laitance, and sediment. Before fr esh concrete is deposited, remove local high spots as necessary to provide proper clearance for reinforcing steel.

502.03.11 Construction Joints. Make construction joints only where located on the plans or shown in the

pouring schedule, unless otherwise a pproved. Concrete construction joints designated as “construction joint” on the plans are mandatory and shall be incorporated into the work unless otherwise approved in writing. Do not place holes or blockouts in deck slabs unless otherwise shown on the plans or as approved in writing . Where the placing of concrete is delayed until the placed concrete has taken its initial set and for which no expansion joints are provided, plan for in advance and receive approval for construction joints. Place concrete continuously from joint to joint. Make these joints perpendicular to the principal lines of stress and, in general, locate at points of minimum shear. Make joints only as shown on the plans in cantilevered members. Avoid horizontal joints at piers and abu tments, except where specified, and when used do not locate within 600 mm (2 ft) of the normal water level. Unless otherwise specified, strike off construction joints but do not trowel. When making a horizontal construction joint, take care to have the c oncrete as dry as possible, and draw off any excess water or creamy material before the concrete sets. On all exposed surfaces, make the line of the proposed joint truly straight by placing a temporary straightedge on the inside of the form and pouring the concrete so that it will set flush with the edge as provided. Avoid visible joints upon exposed faces, smooth the top surfaces of the concrete adjacent to the forms with a trowel. Where a “feather edge” might be produced at a construction joint, as in th e sloped top surface of a wing wall, use a form work insert to produce a blocked out portion in the preceding layer which produces an edge thickness of not less than 150 mm (6 in.) in the succeeding layer. When the work is unexpectedly interrupted by brea kdowns, inclement weather, or other causes, and the concrete as placed would produce an improper construction joint, either rearrange the freshly deposited concrete, or continue by hand mixing, if necessary, until a suitable arrangement is made for a const ruction joint. When such a joint occurs at a section on which there is shearing stress, provide adequate mechanical bond across the joint by inserting reinforcing steel, or by some other satisfactory means, which will prevent a plane of weakness. In resum ing work, thoroughly clean the surface of the concrete previously placed of dirt, scum, laitance, or other soft or porous materials by one of the following methods:

502.03.12 Removal of Falsework and Forms. (a) General. Do not use a method of form removal likely to

cause overstressing of the concrete. Do not remove forms and their supports without approval. Remove supports in such a manner as to permit the concrete to uniformly and gradually take the stresses due to its own mass and such that s upports not yet removed remain stable at all times. Compressive strengths will be determined by Test Methods No. Nev. T428 and ASTM C39 and will be considered information tests only and not acceptance tests as described in Subsection 501.02.0 5. The time and strength requirements placed on falsework removal also pertains to the removal of earth fills used in lieu of falsework. Retain the slopes of the earth fill as originally placed until the same time and strength requirements are met.

502.03.13 Expansion Joints and Waterstops . Construct expansion joints and install waterstops according to

the details shown on the plans, as specified herein, and as recom mended by the manufacturer. Construct bridge expansion joints to the tolerances specified for bridge decks in Subsection 502.03.16. Place joint openings in the locations shown on the plans and construct by the insertion and subsequent removal of appropri ate forming material. Accomplish the insertion and removal of the forming materials without chipping or breaking the corners of the concrete. Insure that joint blockouts are free of curing compound, loose material, dirt, dust, grease, oil or other foreign matter at the time the joint material is placed. After installation, flood joints with water and inspect for leakage. If leakage is observed, repair the joint as recommended by the manufacturer and as directed.

502.03.14 Bearing Devices, Elastomeric Bearing Pads, and Bearing Sur faces. Construct bridge bearing

devices, assemblies, bearing pads, and items such as plates, bars, anchor bolts, expansion devices, and fixed devices in accordance with details and with materials shown on the plans. Structural steel and cast steel shall conform t o Section 506, for those items. Elastomeric bearing pads shall conform to Section 725. Coat bearing devices as required in the contract documents, and in accordance with approved working drawings. If indicated on the plans, hot -dip galvanize devices after fabrication according to Section 715. Submit working drawings for bearing devices and laminated bearings pads for review and approval according to Subsection 105.02. Do not fabricate bearings until the working drawings are approved. Include on the working drawings the NDOT contract number, bridge number shown on the plans, location on bridge, complete fabrication details, material designations, and supplier/manufacturer identification. Supply plain (all elastomer) bearings or laminated bearings (consistin g of layers of elastomer restrained at their interfaces by bonded steel laminates) as indicated on the plans and in accordance with this Subsection and Section 725. Bearings shall be individually cast with fully molded edges. Corners and edges of molded pa ds may be rounded at the option of the fabricator. Radius at corners shall not exceed 10 mm (3/8 in.) and radius of edges shall not exceed 3 mm (1/8 in.). Plain pads may be cut from large sheets. Perform cutting in such a manner as to avoid heating of the material and to produce a smooth edge without tears or jagged areas. Laminated bearings shall consist of alternating steel laminates and internal elastom er laminates with top and bottom elastomer covers. Steel laminates shall have a nominal thickness of 0.0747 inch (14 gage). Unless otherwise shown on the plans, internal elastomer laminates shall have a thickness of 12.5 mm (1/2 in.). Top and bottom elasto mer covers shall each have a thickness of 6 mm (1/4 in.). The elastomer cover to the steel laminates at the sides of the bearing shall be 3 mm (1/8 in.) for bearings heights of 150 mm (6 in.) or less and 6 mm (1/4 in.) for other bearing heights. If guide p ins or other devices are used to control the side cover over the steel laminates, exposed portions of the steel laminates shall be sealed by vulcanized patching. Construct and finish concrete surfaces to provide a true and even surface for bearing devices , assemblies, and bearing pads. For bearing devices, assemblies, or masonry plates to be placed (not embedded) directly on concrete, construct the concrete bearing area slightly above grade and finish by grinding or other approved means to a true level pla ne which shall not vary perceptibly from a straightedge placed in any direction across the area. For elastomeric bearing pads, wood float finish the concrete surfaces on which pads are to be placed to a level plane which shall not vary more than 1.5 mm (1/ 16 in.) from a straightedge placed in any direction across the area. Construct the finished plane to within 3 mm (1/8 in.) of the elevation shown on the plans. Set bridge bearing devices, assemblies and bearing pads in the positions as shown on the plans and with full and even bearing on the masonry or grout pads. Do not place bridge bearings on masonry bearing areas or grout pads which are irregular or improperly formed. Set bearing devices and pads level, unless noted otherwise. Set expansion devices to conform to the temperature at the time of erection or to the setting specified. CONCRETE STRUCTURES 502 235 Drill the holes and set the anchor bolts, except where the holes are formed or the bolts are built into the masonry. Set the bolts accurately and fix with Portland cement grou t, completely filling the holes. Adjust the location of the anchor bolts in relation to the slotted holes in the expansion shoes to correspond with the temperature at the time of erection. Adjust the nuts on the anchor bolts at the expansion ends of spans to permit free movement of the span. Unless otherwise noted, apply a layer of graphite grease to surfaces designed for sliding movement when placing such devices in the structure.

502.03.15 Concrete Patching and Repair . After removal of forms, cut back all metal ties except those to be

used to aid future forming, evaluate finished surfaces , and correct defects. Excessive defects or defects that affect the member’s structural integrity, as determined by the Engineer, will be sufficient cause for rejection of all or a part of the structure. If it is determined that a defect is a cosmetic or minor defect, patch as described herein. C hip loose or broken material away until a dense, uniform surface exposing solid coarse aggregate is obtained. Cut away feather ed edges to form a face perpendicular to the surface being patched. Thoroughly saturate all surfaces of the cavity with water. Coat contact surfaces with an approved bonding agent. Bonding agent may be mixed with mortar in lieu of coating the contact surfa ces. Patching mortar shall consist of 1 part Portland cement and 2 parts mortar aggregate by volume. Add only enough water to the mortar to permit placing and packing. Use white cement or other approved tinting materials on all surfaces where an “ordinary finish” is the final finish. For patching large or deep areas, add coarse aggregate to the patching mortar. Thoroughly tamp the patching mortar into place. Mortar may be placed pneumatically when approved. Float the surface of the mortar with a wooden fl oat before initial set takes place. The patch shall present a neat and workmanlike appearance. Cure the patched surface by one of the methods described in Subsection 501.03.0 8. If it is determined that a defect is a major defect, submit an engineering evaluation and repair proposal for approval. Allow 14 days for proposal review and final disposition. Do not commence repairs to major defects before receiving written approval of the proposal. Include the following information in the proposal:

502.03.16 Finish of Horizontal Surfaces. Construct concrete bridge decks and approach slabs to the

requirements of this Subsection. Strike off and consolidate concrete to provide the proper grade and cross section and finish to a smooth, even surface. Do not produce variations that will prevent drainage from any part of the deck. Correct the surface by grinding the high areas as specified herein. Use an edging tool at nonarmored deck edges. The term finishing equipment as used in this Subsection refers to both finishing machines and fini shing bridges. Limit the rate of placing concrete to that which can be finished before the beginning of initial set. Do not place bridge deck concrete until the Engineer is satisfied that the rate of producing and placing concrete will be sufficient to co mplete the placing and finishing operations within the scheduled time, that a sufficient number of experienced finishing equipment operators and concrete finishers are employed, that fogging equipment and all necessary finishing tools and equipment are on hand at the site of the work and in satisfactory condition for use. Set up and demonstrate proper working condition of the finishing equipment to permit inspection during the daylight hours before each pour. Provide adequate lighting facilities if it is de termined that concrete placement and finishing operations may not be completed during daylight hours. Should settlement or other unanticipated events occur, which in the opinion of the Engineer would prevent obtaining a bridge deck conforming to the requi rements of these specifications, discontinue placing of deck concrete until satisfactory corrective measures are provided. In the event satisfactory measures are not provided before initial set of the concrete in the affected area, discontinue the placing of concrete and install a bulkhead at a location determined by the Engineer. Immediately remove all concrete in place within the affected area. Unless otherwise specified in the plans, after placing and consolidating the concrete, use a finishing machine to perform concrete strike off, finishing and texturing. Use a self propelled mechanical finishing machine capable of forward and reverse movement under positive control. The finishing machine shall be equipped with a rotating cylindrical single or double drum screed not more than 1.5 m (5 ft) in length, operating transversely to the bridge centerline. It shall have the necessary adjustments to produce the required cross section and grade and shall allow all screeds to be raised and lowered under positive c ontrol. The upper vertical limit of screed travel shall permit the screed to clear the finished concrete surface. Use hand tools operated from finishing bridge to supplement the finishing machine as specified or otherwise permitted. Provide at least one f inishing bridge of rigid construction, free of wobble and springing under operation and easily moveable. Provide additional finishing bridges as necessary to complete finishing operations without undue delay or as otherwise directed. Support finishing equ ipment on adjustable steel rails or pipes set to elevations to provide a bridge deck surface true to the required grade and cross section. Provide rails that will not result in any appreciable deflection due to the mass of the finishing equipment under ope ration. Locate rails beyond the perimeter of concrete placement such that finishing equipment may operate without interruption over the entire bridge deck being finished and permit the screed of the finishing machine to fully clear the ends of concrete to be placed. Unless otherwise permitted, locate rail supports completely outside the pour area such that support hardware is not required to be left within or CONCRETE STRUCTURES 502 237 removed from the placed concrete. Do not weld the rail supports to any portion of the structure. Set rail elevations with an allowance for anticipated settlement, camber, and falsework deflection. Verify the adjustment and operation of deck finishing equipment and support rails by moving the finishing bridge and finishing machine over the full length of the deck section to be placed and traversing the float completely across all end bulkheads before placement of concrete is begun. Unless otherwise permitted, operate the finishing machine to place and strike off bridge deck concrete along a line parallel to the bridge abutments or piers. Do not place concrete more than 3 m (10 ft) ahead of strike off. Complete strike off and consolidation within 15 minutes after the concrete is placed. When the plans specify that decks may be hand finished, strike off pla ced concrete to the appropriate grade and cross section using a metal or metal -clad template. Concrete surfaces under sidewalks and railings may be struck off by hand to the appropriate grade and left unfinished. When the plans specify that decks may be h and finished, follow concrete strike off with hand operated longitudinal floating to obtain a smooth riding surface using wooden float boards that are ribbed or trussed to provide necessary rigidity. Operate the longitudinal floats, with the long axis of t he float parallel to the centerline of the bridge roadway. Operate the float with a combined longitudinal and transverse motion planing off the high areas and floating the material removed into the low areas. Lap each pass of the float’s previous pass by h alf the length of the float. Continue floating until a smooth riding surface is obtained. Maintain float boards free of twist and true at all times. Finish the surface adjacent to the curb or barrier rail to a smooth troweled texture approximately 300 mm (12 in.) from the face of the curb or barrier rail on the low side or sides of the deck as approved. After floating, and in advance of the curing operations, texture the concrete surface with a drag strip of burlap or other suitable material. Immediately following completion of the deck finishing operations, cure the concrete in the deck as specified in Subsection 501.03.0 8. Unless th e bridge deck and approach slabs are overlayed with a bituminous surface , furnish and operate a California type profilogra ph which meets the requirements of Subsection 402.03.03. Measure the finished concrete surfaces as well as the adjacent 10 m (30 ft) of the approach surface according to Test Method No. Nev. T446, Part II “Determination of High Points” with the exception t hat the high points shall not exceed 6 mm (0.25 in.). Remove all high areas in excess of 6 mm (0.25 in.) from the hardened concrete surface by abrasive means until the measured deviations, as indicated by reruns of the profilograph, do not exceed 6 mm (0.2 5 in.). There shall be a minimum 2 profiles per lane, each 1 m (3 ft) from the lane lines and one profile for each shoulder approximately 1 m (3 ft) from the curb or rail face. All profilograph runs shall be made in a direction parallel to and in the dire ction of traffic. In addition, when a straightedge 3.6 m (12 ft) long is laid on the finished surface at right angles to the centerline and extending from edge to edge of traffic lane, the surface shall not vary more than 3 mm (0.01 ft) from the lower edge of the straight edge. When a straightedge 3.6 m (12 ft) long is laid on the finished surface parallel with the centerline of the bridge deck and approach slabs, the surface shall not vary more than 3 mm (0.01 ft) from the lower edge of the straightedge. When the bridge deck and approach slab concrete are indicated to be covered by bituminous surfacing or other surfacing 25 mm (1 in.) or more in thickness, the concrete surfaces shall not vary more than 9 mm (0.03 ft) from the lower edge of a 3.6 m (12 ft) long straightedge placed transversely to traffic between lane lines. The concrete surface shall also not vary more than 9 mm (0.03 ft) from the lower edge of a 3.6 m (12 ft) long straightedge placed parallel with the centerline of the bridge deck and appro ach slabs. Place plantmix bituminous surfacing and correct all high areas according to Subsections 402.03.0 5 and 403.03.04. Perform grinding in accordance with Subsection 409.03.1 2. Produce ground areas of uniform texture and of neat and approximately rec tangular patterns which extend laterally to the nearest lane line or edge and longitudinally to lines normal to the centerline. Restore proper drainage by feathering the grinding as directed. Apply a grooved finish to concrete bridge decks and approach slabs as described herein unless otherwise indicated in the plans. Groove the concrete deck slab after the concrete deck has been cured and has attained a 21 MPa (3,000 psi) compressive strength and after any grinding to meet surface tolerances. 502 CONCRETE STRUCTURES 238 Perform grooving using diamond blades, mounted on a multi -blade arbor on a self -propelled machine which has been built for grooving concrete pavement. Provide a machine with a depth control device, which will detect variations in the pavement surface and adjust t he cutting head height to maintain the depth of groove specified. The grooving device shall have devices to control alignment. The machine shall have a recoverable water system. Cut the grooves parallel to the centerline of the bridge. Run grooves continu ous to not less than 300 mm (12 in.) nor more than 375 mm (15 in.) from the deck edge, parapet, gutter, or barrier rail on each side of the bridge deck. Terminate grooves a maximum of 300 mm (12 in.) from expansion joints or any devices imbedded in the pav ement, such as metal joints, access plates, etc. Line up the grooves across construction joints or stopping points to produce grooves that are continuous across the entire surface. Make grooves of rectangular cross section and of sufficient thickness and resilience to result in grooves spaced 19 mm (3/4 in.) on center, 2 to 3 mm (3/32 to 1/8 in.) wide and 3 to 5 mm (1/8 to 3/16 in.) deep in the finished concrete surface. Provide an experienced technical representative to assist the Contractor and Engineer during the initial operation and/or subsequent operations if necessitated by special conditions, including, but not limited to, location, alignment, dimensional control, coverage and groove spacing consistency. Construct the top and face of the finished parapet and curb true and straight, and the top surface of uniform width, free from humps, sags, or other irregularities. When a straightedge 3.6 m (12 ft) long is laid on top of the face of the curb or on the face of the parapet, the surface shall not var y more than 3 mm (0.01 ft) from the theoretical grade or alignment in 3.6 m (12 ft), except that proper allowance shall be made for curves and camber.

502.03.17 Formed Surfaces Requiring Finishing. Give all exposed surfaces of structures an ordinary surfa ce

finish unless otherwise specified or directed. Finish exposed surfaces of structures to 0.3 m (1 ft) below finished grade. Surfaces designated to receive an exposed aggregate finish need not be finished. The inside of the culvert barrels, except for a horizontal distance into the ends equal to the height when the end of culvert may be seen from a traveled way, will not be defined as an exposed surface.

502.03.18 Ordinary Surface Finish. Repair the surface of all holes left by form ties and other holes 6 mm

(0.25 in.) or more in largest diameter according to Subsection 502.03.15. Produce a surface true and even, free from stone pockets, depressions, or projections beyond the surface. Knock off or grind flush all fins and projections. Fill offsets greater than 3 mm (0.125 in.) or taper back to present a smooth appearance. Make patches of such color and appearance that will blend with the surrounding surface. Except as provided herein, remove all form bolts and any metal placed for convenience to a depth o f at least 25 mm (1 in.) below the surface of the concrete. Remove rock pockets and other unsound concrete. Clean and fill the resulting holes or depressions with mortar. Remove all f orm bolts projecting into the cells of box girders flush or below the sur face of the concrete. Finish the surfaces to produce smooth even surfaces of uniform texture and appearance, free of unsightly bulges, depressions , and other imperfections. Sand areas which do not exhibit the required smooth, even surface of uniform text ure and appearance with power sanders or other approved abrasive means until smooth, even surfaces of uniform texture and appearance are obtained. The use of power carborundum stones or disks may be required to remove bulges and other imperfections. 502.0 3.19 Fine Surface Finish. Before applying fine surface finish, prepare the surface according to Subsection 502.03.18. Use a fine surface finish (bonded grout) product listed in the QPL. Furnish a certificate of compliance according to Subsection 106.05, technical data sheets, material analysis data, the manufacturer’s recommendations for methods of placement and equipment, and Material Safety Data Sheet (MSDS). Deliver certificates and information at least 20 working days in advance of providing the fully cured test panel for evaluation as specified below. Prepare and package manufactured concrete surface finishing material at the factory. The material shall be ready for application. Do not thin or dilute the material after the material has been shipped. CONCRETE STRUCTURES 502 239 Label all containers listing the exact title of the specification, the color of the material, the type of finish and texture, manufacturer’s name, date of manufacture, manufacturer’s batch or lot number , and expiration date for the batch or lot. The label shall show precautions concerning the handling and application of the material. Deliver the coating to the job site in sealed containers bearin g the manufacturer’s original labels. Store material in airtight, upright containers according to Subsection 106 .08 and at atmospheric temperatures between 10 and 32 °C (50 and 90 °F). A minimum of 24 hours prior to application, store the product according to manufacturer’s recommendations. A minimum of 30 days prior to application, provide a fully cured 1.2 m x 2. 4 m (4 foot by 8 foot) concrete test panel that is of the same type of concrete that will be coated. Prepare the surface to receive the fine surface finish according to the manufacturer’s recommendations and as specified herein. The color of the material shall be as shown on the plans. Prepare surfaces and a pply the material to the test panel according to the manufacturer’s recommendations. Several test panels with different shades of color or variance of shades on the same test panel may be required to mak e a final color selection. Do not apply fine surface finish to structures designated for coating until the color is approved in writing. Once a color has been selected, do not deviate from the color specific to the manufacturer’s product or the application rate used on the test panel. Do not apply the material unless surface and atmospheric temperatures are at least 7 C (45 F) and rising. Do not apply if the surface and atmospheric temperatures are above 35 C (95 F). Do not apply if rain, snow, or freezing temperatures are imminent within 24 hours. Do not apply in winds that can cause the application of material to be compromised. Additional surface and atmospheric temperature limitations may be required per manufacturer’s recommendations. Thoroughly c lean concrete surfaces just before applying fine surface finish. The concrete surfaces shall be free of efflorescence, chemical compounds, form waxes, release agents, curing compounds, oil, flaking coatings, and other deleterious substances. The applicatio n of a 10% solution of muriatic acid or a 25% zinc sulfate solution to clean and lightly etch the surface is permitted; or an abrasive method may be used as approved. Thoroughly rinse the concrete surface with potable wa ter after cleaning and allow the co ncrete surface to dry. The material shall be applied to a dry concrete surface that has aged or cured for a minimum of 28 days. Thoroughly mix the material in its original container. Remov e skins prior to mixing or use. Apply the material according to the manufacturer’s recommendations and with manufacturer certified personnel. Spray the material to provide a uniform appearance in color and texture that is tightly bonded to the concrete surface. The material shall show no evidence of sagging, running, w rinkling, or other film defects. Construct the fine surface finish with qualified personnel at an application rate and with the number of coats specified in the manufacturer’s recommendations. Apply the manufacturer’s compatible prime coat if specified by the manufacturer for porous surfaces or in hot, windy conditions. Apply the material by spray, using conventional spray equipment with a 6 mm (0.25 in.) round spray head. Supply material by either a surge pump with a 12 to 1 ratio or an auger type pump, with air pressure sufficient to achieve uniform texture. Replace worn spray heads as required to achieve a uniform finish. The fine surface finish shall adhere to the concrete surface without chipping, flaking, or peeling. Material that does not adhere to the concrete surface or does not attain the desired surface appearance will be rejected. Entirely remove unacceptable fine surface finish from the concrete surface . Thoroughly clean and properly prepare the concrete surface and reapply the fine surface finish until the desired surface finish is achieved. If the concrete surface is to receive reflective markers, install markers by one of the following methods:

502.03.20 Formed Exposed Aggregate Finish. Give forms for surfaces which are to receive an exposed

aggregate finish a minimum of 2 coats of retardant of sufficient strength to cause a 6 mm (0.25 in.) total etch to the finished surface. Remove forms from all concrete surfaces requiring an exposed aggregate finish within 14 days after placement of the co ncrete. Soon after stripping the forms, wash the concrete to remove all loose material and otherwise clean to provide the specified 6 mm (0.25 in.) etch as approved. Sandblasting will be permitted for blending purposes only. Should major amounts of sandb lasting be required, treat the entire area as approved. Accomplish sandblasting, if permitted or required, as soon after completion of the washing phase as is practical. Seal exposed aggregate surfaces with a clear non -silicone product with solids complet ely dissolved. Use a non-staining product which does not form a surface residue after curing. The solids shall become an integral part of the masonry and shall be of a non -diminishing type. Products which require agitation will not be accepted. Apply the sealer at the rate recommended by the manufacturer, and as approved. Construct a 0.6 m (2 ft) by 0.6 m (2 ft) exposed aggregate test panel before placing concrete. This panel will be used to test the acceptability of the exposed aggregate finish and upon approval, shall become a referee panel and the property of the Department. Replace rejected panels with new samples, for approval. Exposed aggregate surfaces shall conform to the referee panel.

502.03.21 Application of Loads . Do not allow traffic, construction equipment, or construction materials on any

portion of a conventionally reinforced structure until the concrete has attained a minimum age of 10 days and the required 28 day strength. Do not allow traffic, construction equipment, or materials on any portion of a post -tensioned structure until the concrete has attained a minimum age of 14 days and the required 28 day strength and all post -tensioning and grouting has been completed. Do not allow traffic, construction equipment, or materials on approach slabs until the concrete has attained a minimum age of 7 days and 80% of the required 28 day strength. Upon approval, light construction equipment and materials may be carried on bridge decks provided the concrete has been in place for not less t han 24 hours and that curing is not interfered with and the surface texture is not damaged. In cold weather, increase the above specified time requirement one day for every day the curing time is increased as prescribed in Subsection 501.03.09 (b). 502.0 3.22 Permanent Concrete Barrier Rail. Construct concrete barrier rail of the type shown on the plans by either of the following methods:

502.03.23 Portable Precast Concrete Barrier Rail. Construct new portable precast concrete barrier rail or use

State -furnished if so specified. Construct portable precast concrete barrier rail according to the plans and these specifications. 502 CONCRETE STRUCTURES 242 The barrier rail shall be true, straight, and free of lumps, sags, and other irregularities. When a straight edge 3.6 m (12 ft) long is laid on top of the barrier rail, the surface shall not vary more than 6 mm (0.25 in.) from the edge of the straight edge. When a straight edge 3.6 m (12 ft) long is laid along the face of the barrier rail, the surface shall not vary more than 12.5 mm (0.5 in.) from the edge of the straight edge. Allow inspection of the barrier rail prior to delivery. Obtain State -furnished portable precast concrete barrier rail from storage, at locations specified. In either case, remove and stockpile all materials at the locations specifie d when the portable precast concrete barrier rail is no longer required, and said portable precast concrete barrier rail shall remain or become the property of the State. Reflectorize portable precast concrete barrier rail by placement of a two -way reflec tor in the center of each barrier rail section and located on top of the rail. Color of the reflectors shall conform to the MUTCD. Use reflective markers listed in Subsection 625.02.02.

502.03.24 Precast Concrete Box Culverts. Precast reinforced concrete box culverts may also be furnished in

lieu of the cast -in-place method. Design and construct square or rectangular monolithic precast reinforced concrete boxes conforming to ASTM C1577, as controlled by the height of cover shown on the plans and as specif ied herein. If the cover shown on the plans is less than 3 m (10 ft), design the structure for the full range of live and dead loads from zero to 3 m (10 ft) of cover. If the cover shown on the plans is 3 m (10 ft) or greater, design the structure for the cover shown on the plans plus an additional 1.5 m ( 5 ft) of cover. Where a design height is specified on the plans, design the structure for the height specified. Indicate the design cover and loading in the working drawing submittal. Use the same box desi gn for each individual run. If approved, minor deviations from the design dimensions may be allowed in order to conform to manufacturing processes. Submit design calculations and working drawings for the precast concrete boxes for review and approval acco rding to Subsection 105.02. Include on the working drawings the contract number, the jobsite name of the structure as shown on the plans, bridge number (if applicable), material designations, bill of materials, complete fabrication details, and guidelines for handling, assembly, and fabrication. Calculations and working drawings shall be prepared and stamped by a Nevada Registered Professional Civil Engineer.

502.04.01 Measurement. Concrete will be measured by the cubic meter (cubic yard).

Fine surface finish will be measured by the square meter (square yard). The estimated quantities shown on the plans for concrete and fine surface finish, plus or minus authorized quantity changes, will be the quantity used for payment. The Engineer or the Contractor may, however, request final measurement. Submit request for final measurement in writing. When final measurem ent is made the quantities derived therefrom will be the quantities used for payment. The estimated quantities shown on the plans for reinforced concrete box culverts will be based upon dimensions required for cast -in-place construction, regardless of sai d method being optional. There will be no adjustment of quantities due to the optional use of the precast method. If Portland cement concrete is placed and is shown by test to be below the specified 28 day compressive strength, the Engineer will determine as to whether the concrete shall be removed and replaced or allowed to remain in place. This determination will be based on an evaluation of the durability and other qualities of the concrete necessary to the integrity of the structure. If the concrete is allowed to remain in place, the Department will deduct from money due, or to become due to the Contractor from the Department, a percentage of the unit bid price. This deduction shall be considered to be liquidated damages and shall be at a rate of 3% of the contract unit bid price for each 1% (rounded to the nearest 1%) below 95% of the 28 day compressive strength to a maximum of 30% of the unit bid price, as set forth in the following example. Percent of Specified 28 Day Examples Liquidated Damage Com pressive Strength MPa (psi) Per Unit Bid Price 100 ................................ .. 21.0 (3,000) — 31.0 (4,500) ................................ .... 0 95 ................................ .. 20.0 (2,850) — 29.5 (4,275) ................................ .... 0 94 ................................ .. 19.7 (2,820) — 29.2 (4,230) ................................ .... 3 93 ................................ .. 19.5 (2,790) — 28.9 (4,185) ................................ .... 6 92 ................................ .. 19.3 (2,760) — 28.5 (4,140) ................................ .... 9 91 ................................ .. 19.1 (2,730) — 28.2 (4,095) ................................ .... 12 90 ................................ .. 18.9 (2,700) — 27.9 (4,050) ................................ .... 15 89 ................................ .. 18.7 (2,670) — 27.6 (4,005) ................................ .... 18 88 ................................ .. 18.5 (2,640) — 27.3 (3,960) ................................ .... 21 87 ................................ .. 18.3 (2,610) — 27.0 (3,915) ................................ .... 24 86 ................................ .. 18.1 (2,580) — 26.7 (3,870) ................................ .... 27 85 ................................ .. 17.9 (2,550) — 26.4 (3,825) ................................ .... 30 The reduced price shall apply to all concrete represented by the strength tests below the specified minimum compressive strength. If directed, remove and replace concrete represented by the strength tests below the specified minimum compressive str ength. When a compressive strength test falls below the specified 28 day compressive strength, the Department may determine that an alternate strength test is required or the Contractor may request such test. When the Department determines that an alterna te strength test is required, the Contractor will not be liable for the cost of such test. If the Contractor elects to have an alternate strength test made, the Department will then make such a test; however, should this test fail to indicate that the 28 d ay compressive strength requirements have been met, the cost thereof shall be deducted from any money due or to become due the Contractor. The Cont ractor shall request an alternate strength test no later than 14 days after receiving the failing compressive strength test result. The alternate strength test shall consist of obtaining and testing 3 drilled core samples according to ASTM C42. The test specimens will be taken at a single suitable location, and shall be from the same area represented by the original strength test. The cores will be obtained and the test performed by the Department. The compressive strength used for evaluation of the concrete shall be the average of the compressive strength of the three cores. This calculated value shall be terme d the “result of the core test.” When the result of the core test validates the original 28 day strength test, the quality of the concrete shall be assessed on the basis of the original test. When the core test does not validate the 28 day strength, then t he result of the core test will be used to assess the quality of the concrete. CONCRETE STRUCTURES 502 245 The quantity of concrete involved in fillets, scorings, and chamfers 1,300 mm2 (2 in.2) or less in cross sectional area will be neglected. No deduction will be made for the v olume of concrete displaced by reinforcing steel, expansion joint material, drainage, and weep holes. The volume of concrete displaced by pipes, conduits, ducts (except that no deduction shall be made for prestressing ducts), and forms for voids embedded i n concrete that are in excess of 1,300 mm2 (2 in.2) in cross sectional area will be deducted. Deduction will be made for the volume of timber piles, concrete piles, and cast -in-place piles embedded in the concrete. No measurements or other allowances will be made for work, material, or additional concrete required for the use of stay -in-place metal forms. Tremie seal concrete will be measured by the cubic meter (cubic yard), based on batched volume placed. Concrete bridge deck repair will be measured by the force account according to Subsection 109.03. Permanent and portable precast concrete barrier rail will be measured by the linear meter (linear foot). Portable concrete barrier rail will be measured one time only, for its initial installation, and mo vement of the rail from one location to another shall be considered necessary and essential and shall not constitute grounds for remeasurement. Precast concrete box culverts will be measured by the linear meter (linear foot) of the size specified. Compre ssion joint seals , strip seal expansion joints , preformed joint filler, asphaltic plug expansion joints, expansion join t (special), and expansion joint sealant will be measured by the linear meter (linear foot). Elastomeric bearing pads will be measured by the each. Groove concrete deck slab will be measured by the square meter (square yard). Bridge deck curing compound will be measured by the liter (gallon). BASIS OF PAYMENT

502.05.01 Payment. The accepted quantities, measured as provided above, will be paid for at the contract

price per unit of measurement for the pay items listed below that are shown in the proposal. Payment will be full compensation for the work prescribed in this Section. The headwalls to be cast -in-place at the end of the precas t concrete box culverts will be measured and paid for under the appropriate items of work. Payment will be made under: Pay Item Pay Unit (class) Concrete (Major) ................................ ................................ ................................ ................................ .... Cubic Meter (Cubic Yard) (class) Concrete (Minor) ................................ ................................ ................................ ................................ .... Cubic Meter (Cubic Yard) (class) Concrete, Modified (Major) ................................ ................................ ................................ ..................... Cubic Meter (Cubic Yard) (class) Concrete, Modified (Minor) ................................ ................................ ................................ ..................... Cubic Meter (Cubic Yard) (class) Concrete (Island Paving) ................................ ................................ ................................ ....................... Cubic Meter (Cubic Yard) Tremie Seal Concrete ................................ ................................ ................................ ................................ ....... Cubic Meter (Cubic Yard) Fine Surface Finish ................................ ................................ ................................ ................................ ...... Square Meter (Square Yard) Concrete Barrier Rail (type) ................................ ................................ ................................ .............................. Linear Meter (Linear Foot) Portable Precast Concrete Barrier Rail ................................ ................................ ................................ ............. Linear Meter (Linear Foot) Portable Precast Concrete Barrier Rail (State -Furnished) ................................ ................................ ................ Linear Meter (Linear Foot) Concrete Bridge Deck Rep air ................................ ................................ ................................ ................................ ............. Force Account Precast Concrete Box Culvert (size) ................................ ................................ ................................ ................. Linear Meter (Linear Foot) Compression Joint Seal ................................ ................................ ................................ ................................ ... Linear Meter (Linear Foot) Strip Seal Expansion Joint (movement) ................................ ................................ ................................ ............ Linear Meter (Linear Foot) Preformed Joint Filler (size) ................................ ................................ ................................ .............................. Linear Meter (Linear Foot) Asphaltic Plug Expansion Joint ................................ ................................ ................................ ........................ Linear Meter (Linear Foot) Expansion Joint (Special) ................................ ................................ ................................ ................................ . Linear Meter (Linear Foot) Expansion Joint Sealant ................................ ................................ ................................ ................................ ... Linear Meter (Linear Foot) (type) Elastomeric Bearing Pads ................................ ................................ ................................ ................................ ....................... Each Groove Concrete Deck Slab ................................ ................................ ................................ ......................... Square Meter ( Square Yard) Bridge Deck Curing Compound ................................ ................................ ................................ ................................ ............ Liter (Gallon) 247 SECTION 503 PRESTRESSED CONCRETE AND PRECAST MEMBERS DESCRIPTION

503.01.01 General. This work consists of furnishing and installing prestressing and post -tensioning systems

and other items necessary for the particular prestressing system used, including but not limited to ducts, anchorage assemblies , and local zone reinforcement in precast concrete members or cast -in-place concrete members. This work also consists of furnishing and placing either precast reinforced concrete members or precast prestressed concrete members as indicated on the plans. Where reference is made herein to the “pretensioning method,” the prestressing steel strands or bars are assumed to be tensioned in a casting bed prior to placing concrete in the forms. Where referenc e is made herein to the “post -tensioning method,” the prestressing steel strands or bars are assumed to be tensioned in ducts after the concrete has been placed and has obtained the specified strength. Furnish all components of a post -tensioning system fr om a single supplier. Prestressing steel can be obtained from any supplier as long as all prestressing steel in a tendon is from one supplier. Furnish and place complete precast prestressed concrete and precast concrete members including all concrete, pre stressing steel and items appurtenant to the pretensioning method used, reinforcing steel , and incidental materials in connection therewith. Install prestressing steel, which may be strands or bars, in the concrete. Stress to a predetermined load. Where post-tensioning is used, grout ducts to fill all voids and install protection at end anchorages.

503.01.02 P recast Plant Certification. Produce all precast prestressed concrete members in a fabrication

plant certified by the Precast/Prestressed Concrete Institute ( PCI), unless otherwise approved in writing. The fabrication plant shall have a B3 or B4 Certification as required for the members being produced, unless otherwise approved in writing. Portable pretensioning beds will not be allowed. Submit a co py of the fabrication plant’s PCI Certification and most recent PCI plant audit report before or along with the first submittal of shop drawings.

503.01.03 Personnel Certification s. Provide project personnel meeting the requirements of this Subsection.

For p recast concrete plant f acility Quality Control (QC) , provide an on -site production manager, an on -site Facility Manager for QC, a plant engineer, and on -site QC inspectors/technicians to provide complete QC inspections and testing. Ensure the Facility Manager for QC has at least five years of related experience and a current Precast/Prestressed Institute (PCI) QC personnel Level III certification. Ensure that the QC inspector/technician has current PCI QC Technician/Inspector Level II certification. Submit copies of personnel certifications and qualifications for approval with the precast member shop drawings. Perform all post -tensioning field operations under the direct supervision of a technician certified as a Level 2 Bonded PT Field Specialist thro ugh the Post -Tensioning Institute (PTI). Provide the name of the technician and furnish proof of certification with the prestressing working drawings. Provide an individual certified as either a Certified Grouting Technician through the American Segmental Bridge Institute (ASBI) or a PTI Level 2 Bonded PT Field Specialist to supervise, inspect, and document the entire grouting operation. Provide close observation and control of all grouting operations by the certified technician. Have the certified technic ian on -site at any time when grouting is taking place. Provide the name of the grouting technician and furnish proof of certification with the Grouting Operations Plan. MATERIALS

503.02.01 General. Material shall conform to the following Sections and Sub section:

Portland Cement Concrete ................................ ................................ ................................ ................................ ..................... Section 501 Concrete Structures ................................ ................................ ................................ ................................ ............................... Section 502 Reinforcing Steel ................................ ................................ ................................ ................................ ................................ .... Section 505 Prestressing Steel ................................ ................................ ................................ ................................ ................... Subsection 713.03.0 3