271 SECTION 505 DESCRIPTION
505.01.01 General. This work consists of furnishing and placing reinforcing steel and welded wire
reinforcement. MATERIALS
505.02.01 General. Material shall conform to the following Subsections:
Bar Steel Reinforcement ......................................................................................................................................... Subsection 713.03.01 Welded Wire Reinforcement .................................................................................................................................... Subsection 713.03.02 Use Grade 420 (60) bar steel reinforcement unless otherwise specified on the plans. Spiral reinforcement may be either bar steel reinforcement or steel wire, of the equivalent size of the bar steel. Use epoxy coatings listed in the QPL. Tie wire shall be commercial quality 1.5 mm diameter (16 gage) minimum, black annealed soft-iron wire, unless otherwise approved. Tie wires used on epoxy coated reinforcing steel shall be coated with plastic or an equal type coating as approved.
505.02.02 Samples. Furnish one extra bar of each diameter for each 90 metric tons (100 tons) or fraction
thereof. Select this bar from the longest bar of each size so that the bar, or a portion of it, can be used to replace any bar of that diameter which is selected to be used as a field sample. Supply field sample of sufficient length to provide for two 750 mm (30 in.) samples of each diameter. Indicate the extra bars on the fabricator’s details.
505.02.03 Specifications for Coating Reinforcing Steel. Coating of bar steel reinforcement shall conform to
AASHTO M284 (ASTM A775). Fabrication and handling of coated reinforcing steel shall conform to AASHTO M317 (ASTM D3963) except as provided herein. Patching or repair material shall conform to AASHTO M284 (ASTM A775) and shall be obtained from the coating manufacturer utilized to initially coat the reinforcemen t. Coating of welded wire reinforcement shall conform to ASTM A884, Class A. When approved in writing, zinc coating conforming to ASTM A993 may be substituted for epoxy coating. The coating fabricator for epoxy coated reinforcing steel shall be certified by the Concrete Reinforcing Steel Institute’s Certification Program for Fusion Bonded Epoxy Coating Applicator Plants. Submit a copy of the Epoxy Coating Certification along with notification of the starting date of coating application. Give notification of the date and location of the coating operation, in writing, at least 10 days before the planned date for beginning the coating operation. Allow the Engineer free access to the plant of the coating applicator for inspection. If the representative so elects, perform preparation of the bars, coating and curing of the bars in the representative’s presence.
505.02.04 Welded Hoop Reinforcing. Fabricate welded hoop reinforcing consisting of bar steel reinforcing
formed into a circular shape with ends connected by complete joint penetration butt welding or resistance butt welding according to Subsection 505.03.05 and the requirements herein.
a.General. Designate in writing a welded hoop reinforcing Quality Control Manager (QCM). The QCM shall be responsible directly to the Contractor for the quality of all welded hoop reinforcing including the inspection of materials and workmanship performed by the Contractor and all subcontractors and submitting, receiving, and approving all correspondence, required submittals, and reports regarding welded hoop reinforcing to and from the Engineer. The QCM shall not be employed or compensated by any subcontractor, or by other persons or entities hired by subcontractors, who will provide other services or materials for the project. The QCM may be an employee of the Contractor. The QCM shall be qualified as an AWS Certified Welding Inspector or approved equivalent and shall have a minimum of 3 years experience in the inspection/oversight of reinforcing steel welding. Provide verification of QCM qualifications at least 10 days before the planned date for beginning the welding operation. 505 REINFORCING STEEL 272 Identify in writing an independent qualified testing laboratory that will be used to perform testing of all welded hoop reinforcing sample sp lices and control bars. The independent testing laboratory shall not be employed or compensated by any subcontractor, or by other persons or entities hired by subcontractors who will provide other services or materials for the project . The testing laborat ory shall have pr oper facilities, including a tensile testing machine capable of breaking the largest size of reinforcing bar to be tested. Testing personnel shall have received formal training for performing the testing requirements of ASTM A370. The labo ratory shall have a record of annual calibration of testing equipment performed by an independent third party that has standards in conformance with the National Institute of Standards and Technology and a formal reporting procedure, including published te st forms.
b.Sampling and Testing. Prepare all pre -production, production, and job control sample welded splices to be a minimum length of 1.5 m (5 ft) for reinforcing bars No. 25 (# 8) or smaller and 2.0 m (6.5 ft) for reinforcing bars No. 29 (#9) or la rger, with the welded splice located at the midpoint. Suitably identif y samples prior to shipment with weatherproof markings that do not interfere with the Engineer's tamper -proof markings or seals. Sample splice s that show signs of tampering will be rejected. Remove a minimum of one control bar from the same bar as, and adjacent to the pre -production, production, and job control sample welded splices. Control bars shall be a minimum length of 1 m (3 ft) for reinforcing bar s No. 25 (#8) or smaller and 1.5 m (5 ft) for reinforcing bars No. 29 (#9) or larger. Suitably identif y samples prior to shipment with weatherproof markings that do not interfere with the Engineer's tamper -proof markings or seals. The portion of adjacent b ar remaining in the work shall also be identified with weatherproof markings that correspond to its adjacent control bar. Shorter length sample splice and control bars may be furnished if approved in writing. Identify, and mark as a set, each sample spli ce and its associated control bar. Identify each set as representing a pre -production, production, or job control sample splice. Replace in kind welded hoop reinforcing with portions removed to obtain a sample splice and control bar. Test all pre -production, production, and job control sample splices according to A STM A370. Pre-production, production , and job control sample splices shall rupture in the reinforcing bar either outside of the affected zone or within the affected zone, provided that t he sample has achieved at least 95 % of the ultimate tensile strength of the control bar associated with the sample. Necking of the bar shall be visibly evident at rupture regardless of whether the bar breaks inside or outside the affected zone. The affect ed zone is the portion of the reinforcing bar where any properties of the bar, including the physical, metallurgical, or material characteristics, have been altered by fabrication or installation of the splice. Determine, regardless of where each sample s plice ruptures, the ultimate tensile strength of each control bar. If 2 control bars are tested for one sample splice, the bar with lower ultimate tensile strength shall be considered the control bar.
c.Pre-Production Test s. Perform pre -production testi ng of sample splices and control bars prior to commencing production of welded hoop reinforcing . Fabricate 8 pre -production sample splices for each hoop type including complete joint penetration butt welded splices or resistance butt welded splices that s hall be used in the work. Provide 8 pre -production control bars sampled from the bar reinforcing used to fabricate the sample splices. Fabricate the sample splices using the same materials, position, operators, location, and equipment, and procedures that will be used to fabricate the welded hoop reinforcing. Resistance butt welded sample splices shall have the weld flash removed. Welder qualification tests may be performed simultaneously with the preparation of pre -production samples. If different diameters of hoops for the same size bars are shown on the plans, pre -production samples, as described above, will only be required for the smallest hoop diameter. Fabricate sample splices using the same radius as shown on the plans for these hoops. REINFORCING STEEL 505 273 Unless otherwise directed, provide 4 sets of pre -production sample splic es and control bar sets to the Engineer and have the remaining 4 sets tested using the Contractor's independent testing laboratory. Securely bundle together and identify by lo cation and contract number with weatherproof markings each group of 4 sets from a pre -production test prior to shipment. Bundles containing fewer than 4 sets will not be tested by the Department , nor shall they be tested by the independent laboratory. Test sets of sample splices and control bars according to testing requirements specified above in (b) Sampling and Testing. For each bundle of 4 sets, prepare a Pre -production Test Report. The report shall be signed by an Engineer who represents the laborato ry and is registered as a Civil Engineer in the State of Nevada. Include in the report the following information for each set: contract number, bridge number, bar size, type of splice, physical condition of test sample splice and control bar, notable defec ts, limits of affected zone, location of visible necking area, ultimate strength of each splice, ultimate strength and 95 % of this ultimate strength for each control bar, and a comparison between 95 % of the ultimate strength of each control bar and the ultimate strength of its associated splice. Submit the report to the QCM for review and approval, and then to the Engineer. Test results for each bundle of 4 sets will be reported in writing to the Contractor within 14 days after receipt of the bundle by the Department. In the event that more than 1 bundle is received on the same day, allow an additional 2 working days for reporting of test results for each additional b undle received. A test report will be made for each bundle received.
d.Production Test Requirements. Perform production tests for all welded hoop reinforcing used in the work. A production test consists of 4 sets of sample splices and control bars remov ed from each lot of completed splices. A lot of welded hoops is defined as 150, or fraction thereof, of fabricated hoops for each specified bar size. If different diameters of hoop reinforcement are shown on the plans, use separate lots for each different hoop diameter. After all welded hoops in a lot have been completed, the QCM shall notify the Engineer in writing that all hoops in the lot conform to these specifications and are ready for testing. Upon notification, the Engineer will randomly select the 4 sample splices to be removed from the lot and place tamper -proof markings or seals on them. The Contractor or QCM shall select the adjacent control bar for each sample splice bar, and the Engineer will place tamper -proof markings or seals on them. Remo ve sample splices and control bars and securely bundle together for shipment to the independent laboratory. Test sample splices and control bars according to testing requirements specified above in (b) Sampling and Testing . Do not test bundles containing fewer than 4 sets of sample splices and control bars. Provide 7 days notice before the samples are tested at the laboratory. Conduct testing in the presence of the Engineer or authorized representative. A sample splice or control bar from any set will be rejected if tamper -proof marking s or seal s are disturbed prior to testing. The independent testing laboratory shall prepare and submit a Production Test Report for all testing performed on each lot to the QCM for review and approval. The report shall be signed by an Engineer who represents the laboratory and is registered as a Civil Engineer in the State of Nevada. Include in the report the following information for each set: contract number, bridge number, lot number and location, bar size, type of splic e, physical condition of test sample splice and control bar, notable defects, limits of affected zone, location of visible necking area, ultimate strength of each splice, ultimate strength and 95 % of this ultimate strength for each control b ar, and a compa rison between 95% of the ultimate strength of each control bar and the ultimate strength of its associated splice. The QCM shall review, approve, and forward each Production Test Report to the Engineer for review before any splices represented by the repo rt are encased in concrete. The Engineer will have 7 days to review each Production Test Report. Should the Contractor elect to encase any splices prior to receiving notification from the Engineer, it is expressly understood that the Contractor shall not b e relieved of the requirements specified in Subsection 105.12. 505 REINFORCING STEEL 274 If 3 or more sample splices from any production test meet the test requirements, all hoops in the lot represented by this production test will be considered acceptable. Should only 2 sample splices from any production test meet the test requirements, one additional production test shall be performed on the same lot of hoops. Should any of the 4 sample splices from this additional test fail to conform to these provisions, all welded hoops in t he lot represented by these production tests will be rejected. If only 1 sample splice from any production test meets the test requirements, all hoops in the lot represented by this production test will be rejected. Whenever any lot of welded hoop reinforcing is rejected, additional welded hoops shall not be fabricated or used in the work until the QCM performs a complete review of the Contractor's quality control process for these splices and written report is submitted describing the cause of fail ure for the splices in this lot and provisions for correcting these failures in future lots. Do not resume fabrication until t he Engineer has provided written notification that the report is acceptable.
e.Job Control Test s. For the first production test performed, and for at least 1, randomly selected by the Engineer, of every 5 additional production tests, or portion thereof, performed thereafter, concurrently prepare a job control lot consisting of 4 sets of sample splices and control bars. Prepare the se job control sets in the same manner as specified for pre -production sample splices and control bars. For each job control lot, ship 2 sets of sample splices and control bars for testing at the independent laboratory. Provide the 2 remaining sets to the Engineer for comparison testing. Securely bundle together and identify the sets by location and contract number with weatherproof markings prior to shipment . All job control sets of sample splices and control bars shall be tested according to the testing requirements specified above in (b) Sampling and Testing. The independent testing laboratory shall prepare and submit a Job Control Test Report for all testing performed on each lot to the QCM for review and approval. The report shall be signed by an Eng ineer who represents the laboratory and is registered as a Civil Engineer in the State of Nevada. Include in the report the following information for each set: contract number, bridge number, lot number and location, bar size, type of splice, physical cond ition of test sample splice and control bar, any notable defects, limits of affected zone, location of visible necking area, ultimate strength of each splice, ultimate strength and 95 % of this ultimate strength for each control b ar, and a comparison betwee n 95% of the ultimate strength of each control bar and the ultimate strength of its associated splice. Test results for each bundle of 2 sets will be reported in writing to the Contractor within 14 days after receipt of the bundle by the Engineer . In the event that more than 1 bundle is received on the same day, allow 3 additional working days for providing test results for each additional bundle received. A test report will be made for each bundle received. Should the Contractor elect to encase any splice s prior to receiving notification from the Engineer, it is expressly understood that the Contractor shall not be relieved of the requirements specified in Subsection
105.12 .
505.02.05 Headed Bar Reinforcement. Headed bar reinforcement, consisting of frict ion welded or integrally
forged heads onto 1 or both ends of bar reinforcement, shall conform to ASTM A970 , including appendixes , and the details shown on the plans. Prior to performing any manufacturing, submit the manufacturer's Quality Control (QC) manual for the fabrication of headed bar reinforcement. The QC manual shall include pre -production procedures for the qualifica tion of materials and equipment, methods and frequencies for performing QC procedures during production , calibration procedures a nd calibrat ion frequency for all equipment, a system for the identification and tracking of friction welds with provisions for permanently identifying each weld and the parameters used to perform it, welding procedure specification (WPS) for friction welde d headed bar reinforcement , and a system for marking headed bar reinforcement. Be responsible for Quality Control . Perform inspection and testing prior to, during, and after welding or forging, and as necessary to ensure that materials and workmanship con form to the specifications . REINFORCING STEEL 505 275 The manufacturer shall keep a daily production log for the manufacture of headed bar reinforcement for each day of production lot. The log shall clearly indicate the production lot numbers, the heats of bar material and head material used in the manufacture of each production lot, the number of bars in each production lot, welding or forging records, including tracking and production parameters for welds or forgings, and results of all tests performed. A production lot of fr iction welded or integrally forged headed bar reinforcement is defined as 150 reinforcing bars, or fraction thereof, of the same bar size, with heads of the same size and type, produced from bar material of a single heat number and head material of a singl e heat number. Start a new production lot if the heat number of either the bar material or the head material changes before the maximum production lot size of 150 is reached. Submit the daily production log within 7 days following the manufacture of heade d bar reinforcement. Furnish manufacturer certificates of compliance accompanied by a copy of the mill test report. Forging of heads or integrally forged headed bar reinforcement shall conform to ASTM A788. Welding, welder qualifications, and inspection of welding shall conform to the requirements for friction welding in ANSI/AWS C6.1. Perform welding or forging at an established and permanent fabrication facility. Fit equipment used to perform friction welding with an effective in -process monitoring s ystem to record essential production parameters that describe the process of welding the head onto the bar reinforcement. Record the friction welding force, forge force, rotational speed, friction upset distance and time, forge upset distance and time, and other elements of the production process. Record the data from this in -process monitoring and preserve the data for a minimum of 1 year after manufacture of the friction welded headed bars and provide the data upon request. Alternative head dimensions di fferent from those specified on the plans may be allowed upon approval. Design the alternative head dimensions using the concrete compressive strength shown on the plans and in conformance with these specifications. Alternative head dimensions will not be considered for approval unless it can be demonstrate d that the alternative heads have been successfully produced and have had at least 2 years of satisfactory service in conditions similar to this application. Furnish documentation satisfactory to the Engi neer that the alternative head dimensions are suitable for the intended application. Alternative head dimension documentation shall include calculations and te st reports showing t he alternative head is capable of resisting the nominal tensile strength of the reinforcing bar when the bar reinforcement with the welded or forged head is embedded in concrete , shear or bending forces do not cause premature failure of the alternative head or crushing failure of the concrete under the alternative head .
a.Accep tance Tests. Perform acceptance tests at the manufacturer's plant or at a qualified laboratory with traceability to the National Institute of Standards and Technology (NIST), and in the presence of the Engineer, unless otherwise directed in writing. Test samples will be randomly selected from each production lot of friction welded or integrally forged headed bar reinforcement, which is ready for shipment to the job site. Give notification in writing at least 7 days prior to conducting tests. Test a minimu m of 3 samples of friction welded or integrally forged headed bar reinforcement from each production lot. Conduct 1 tensile test on each sample. Tensile tests shall conform to the requirements of "Tensile Test Criteria" specified in Section 7 of ASTM A970, except that at rupture, there shall be visible signs of necking in the reinforcing bar at a minimum distance of 1 bar diameter away from the head to bar connection. If 1 of the test specimens fails to meet the specified requirements, perform 1 retest on 1 additional sample, selected by the Engineer, from the same production lot. If the additional test specimen, or if more than 1 of the original test specimens, fail to meet these requirements, all friction welded or integrally forged headed bar reinforceme nt represented by the tests will be rejected. Tag all headed bar reinforcement of each bar size from each production lot to be shipped in a manner that each production lot can be accurately identified at the job site. All unidentified headed bar reinforce ment received at the job site will be rejected. 505 REINFORCING STEEL 276 CONSTRUCTION
505.03.01 Bending Diagrams. Before placing plan reinforcing steel, furnish 2 sets of reinforcing steel bending
and cutting diagrams. Furnishing the bending and cutting diagrams shall not be con strued to mean that the bending and cutting diagrams will be reviewed for accuracy. Be solely responsible for the accuracy of the diagrams. Submit 5 sets of proposed changes to plan reinforcing steel, separate from the bending and cutting diagrams. Allow 30 days for review and approval of such proposed changes. Additional contract time will not be given for proposed changes requiring corrections and re -submittal. Do not place reinforcing steel affected by proposed changes until given approval.
505.03.02 P rotection of Materials. Protect reinforcing steel at all times from damage. When placed in the
work, keep the reinforcing steel free from detrimental substances such as loose rust, dirt, detrimental scale, paint, oil, or other foreign substance. Clean detr imental substances from reinforcing steel by an approved method. Thoroughly inspect the coated steel after delivery to the job -site, and again after installation in the forms, to ensure that it is not damaged; and when there is damage, that it has been pr operly patched. Promptly patch sheared ends and other cuts or exposed areas before detrimental oxidation occurs. Repair all damage, visible to the unaided eye, caused during shipment, storage, or placement of coated bars at the job -site with patching mate rial conforming to Subsection 505.02.03. The total damaged surface area (prior to repair with patching material), shall not exceed 2%. The total bar surface area covered by patching material either at the shop or at the job -site, shall not exceed 5%. Bars exceeding these limits will be rejected and shall be replaced. Properly store coated bars. If stored outside for more than 2 months, store off the ground, and cover for protection against both moisture and ultraviolet light, in such a manner that condens ation does not form on the bars. When handling coated bars, use systems with padded contact areas. Pad bundling bands. Lift bundles with a strong -back, multiple supports, or a platform bridge so as to prevent bar to bar abrasion from sags in the bar bundle. Do not drop or drag bars or bundles.
505.03.03 Bending. Cut and bend reinforcing steel to the shapes shown on the plans. Fabrication tolerances
for straight and bent bars shall be according to ACI 315. Cold bend all bars, unless otherwise permitt ed. Do not bend bars embedded in concrete, except as shown on the plans or as specifically permitted. When the dimensions of hooks or the diameter of bends are not shown on the plans, provide them according to ACI 318. Ship reinforcing steel in standard bu ndles, tagged and marked according to the Manual of Standard Practice of Concrete Reinforcing Steel Institute. Submit a bending procedure for approval before field bending any bars. Splice bars which are damaged or broken according to Subsection 505.03.05 . Submit the method of splicing for approval. Perform field bending to the following minimum diameters unless smaller diameters are approved: Metric English Minimum Bending Diameter Bar Size No. Bar Size # mm (in.) 13 ................................ ......................... 4 ................................ ...................... 75 (3) 16 ................................ ......................... 5 ................................ ..................... 100 (4) 19 ................................ ......................... 6 ................................ ..................... 125 (5) 22 ................................ ......................... 7 ................................ ..................... 150 (6) 25 ................................ ......................... 8 ................................ ..................... 200 (8) Above 25 ................................ ............... Above 8 ................................ . Bending and straightening not recommended. Perform bending with a smooth continuous application of force. If a hickey bar is used in straightening a bar, perform by progressively moving the hickey bar around the bend.
505.03.04 Placing and Fastening. Accurately place all bar reinforcement in the positions shown on the plans
and firmly hold during the placing and setting of concrete. When the spacing of bars exceeds 3 00 mm (12 in.) in either direction, tie all intersections. When the spacing of bars is 300 mm (12 in.) or less in both directions, tie alternate intersections. REINFORCING STEEL 505 277 Maintain distance from the vertical and horizontal forms by means of stays, blocks, ties, hange rs, or other approved supports. Hold reinforcing bars from contact with the forms or between layers of bars by use of precast mortar blocks of approved shape, dimensions and compressive strength of not less than 21 MPa (3,000 psi). Fabricate metal chairs w hich are in contact with the exterior surface of the concrete of either galvanized steel, or with steel tips plastic coated to at least 19 mm (3/4 in.) into the concrete, or of stainless steel conforming to ASTM A493, Type 430. Do not use pebbles, pieces o f broken stone, brick, metal pipe, or wooden blocks. Do not place concrete until reinforcement is inspected and approved. Concrete placed in violation of this provision may be rejected and its removal required. If welded wire reinforcement is shipped in r olls, straighten into flat sheets before placing. For epoxy coated reinforcing steel, use compatible types of bar supports to minimize damage to the coating on the bars during field placing. Make bar supports of dielectric material or coat with dielectric material. If precast concrete blocks with embedded tie wires or precast concrete doweled blocks are used, epoxy coat or plastic coat the wires or dowels. Epoxy coat reinforcing bars that are used as support bars. In walls reinforced with epoxy coated bars, epoxy coat spreader bars. Make proprietary combination bar clips and spreaders that are used in walls of corrosion resistant material or coat with dielectric material. Coat wire bar supports with dielectric material, such as epoxy or plastic, for a dista nce of at least 50 mm (2 in.) from point of contact with the epoxy coated reinforcing bars. The following requirements shall apply to epoxy coated and plastic coated wire bar supports:
1.Keep the wire surface free of contaminants that affect the adhesion of the epoxy coating or plastic coating to the wire.
2.Apply the epoxy coating by the electrostatic spray method, fluidized bed, or by flocking.
3.Apply the plastic coating by spraying, dipping, or as a powder.
4.Provide coating thickness at least 125 μm (5 mil).
5.It is not expected that epoxy coated or plastic coated wire bar supports will be completely free of damage. Hanger marks on the coated bar supports, resulting from the coating application process, are acceptable and will not be c onsidered as damaged coating. Make the repair of damaged coating with patching material and according to the material manufacturer’s recommendations. The patching material shall be compatible with the epoxy coating material or plastic coating material and be inert in concrete.
6.Furnish a Certificate of Compliance for each shipment of coated wire bar supports. When permanent corrugated metal forms are used, make the bar supports resting on the metal forms of a dielectric material or coated with a dielect ric material whether the reinforcing steel is epoxy coated or not. Epoxy coat reinforcing bars that are used as support bars and resting on the metal forms. Epoxy coat or plastic coat the portion of wire bar supports which are in contact with the metal for ms for a distance of at least 19 mm (3/4 in.) from the point of contact. Position reinforcing in concrete deck slabs on approved metal or plastic supports or chairs or on precast mortar blocks to maintain accurately the specified clearance to the surface of the concrete. Do not space metal support units greater than 1.2 m (4 ft) in either direction when supporting bar sizes No. 16 (#5) and larger. For No. 10 or 13 (#3 or #4) bars, do not space more than 0.9 m (3 ft) in either direction. Do not space plasti c or mortar support units greater than 0.9 m (3 ft) in either direction for all bar sizes. Do not tack weld reinforcing bars, unless authorized in writing. For reinforcing placement in other than deck slabs, do not space support units (steel, plastic, mo rtar) more than 1.2 m (4 ft). Use bar support units sufficient in number and adequate in strength to carry all imposed loads without measurable deflection or displacement of the reinforcing steel. More closely space bar supports than the above maximums as necessary to meet these requirements. Do not cut reinforcement which has been placed, inspected , and approved unless authorized in writing. Repair any unauthorized cutting of reinforcement satisfactorily. Use approved methods and materials in the repair. Such repair may include complete removal and replacement. 505 REINFORCING STEEL 278 If approved, place any additional reinforcement or other embedded items in the bridge rail to facilitate construction. Epoxy coat additional reinforcement according to Subsection 505.02.03. Use non -corrosive embedded items or protect them by an approved coating. Design temporary support systems for rebar cages. Submit detailed plans and calculations for examination when requested. If such plans are not satisfactory, make the necessary changes as required until satisfactory results are obtained.
505.03.05 Splicing. Furnish all reinforcement bars in the full lengths indicated on the plans. Do not splice bars,
except where shown on the plans without written approval. Stagger splices as far as possib le. Splice by lapping, welding, or by mechanical splicing. Do not lap splice reinforcing bars No. 43 (#14) and No. 57 (#18).
a.Lapped Splices. Place the reinforcing bars in contact and wire them together in such a manner as to maintain the alignment of the bars and to provide minimum clearances. Do not lap splice at locations where the concrete section is not sufficient to provide a minimum clear distance of 50 mm (2 in.) between the splice and the nearest adjacent bar. Do not reduce the clearance to th e surface of the concrete. The required length of lapped splices shall be as shown on the plans. Overlap sheets of welded wire reinforcement sufficiently to maintain a uniform strength and securely fasten at the ends and edges. Do not edge lap less than one mesh in width.
b.Welded Splices. Weld reinforcing steel only if detailed on the plans or if given written approval. Welding shall conform to the Structural Welding Code, Reinforcing Steel, AWS D1.4. A full welded splice shall be welded to develop i n tension at least 125% of the specified yield strength of the bar. A minimum of 15 days before beginning welding, s ubmit 3 copies of procedure qualification records, welding procedure specifications, welders certification and verification of continuous e mployment, and electrode and wire certifications for approval .
c.Mechanical Splices. Use mechanical splicing of reinforcing steel only if detailed on the plans or if given written approval. Mechanical splices may be either the threaded sleeve coupler t ype, the filler metal sleeve coupler type, or the swaged sleeve coupler type. A full mechanical connection shall develop in tension or compression, as required, at least 125% of the specified yield strength of the bar. Use the mechanical connections of a pproved design. Approval will be based upon technical data, including test results, and other necessary proof of satisfactory performance submitted by the manufacturer. Approval will also be based upon the results of tests which the Engineer may wish to pe rform on sample splices and splice material furnished by the manufacturer. Use splicing procedures according to the manufacturer’s recommendations. Make splices using the manufacturer’s standard and other required accessories. Squarely cut ends of reinforcing bars to be spliced. Splice sleeves shall have a clear coverage of not less than 44 mm (1.75 in.) measured from the surface of the concrete to the outside of the sleeve. Adjust or relocate stirrups, ties, and other reinforcement and place addit ional reinforcement if necessary to provide planned clear coverage to reinforcement.
505.03.06 Reinforcing Steel (Doweled). Where called for on the plans, drill holes into existing concrete to the
depth shown. The diameter of the drilled holes shall be no more than 6 mm (1/4 in.) larger than the reinforcing bar. Use any method for drilling the holes, except for core drilling, provided the method selected does not damage the existing concrete and steel reinforcing bars that are to remain. REINFORCING STEEL 505 279 Exercise care i n locating and drilling the holes so as to avoid damage to existing concrete and reinforcing steel bars. Location of the holes may be shifted slightly with approval in order to avoid damaging reinforcing steel. Repair, as directed, any damage caused by ope rations at own expense. Before placing epoxy, b low holes clean with dry, oil free compressed air. Pump the epoxy into the holes in such a manner that the back of the holes will be filled first. Use blocking or shimming to center the reinforcing bar in the holes. Place dams at the front of the holes to confine the epoxy, yet permit the escape of air without leaking epoxy. Do not remove dams until the epoxy has cured in the holes. Use Type IV epoxy conforming to Subsection 728.03.02.
505.03.07 Substitution s. Substitution of different size bars or reinforcing materials will be permitted only with
specific authorization. The substituted bars or reinforcing shall have an area equivalent to the design area or larger. METHOD OF MEASUREMENT
505.04.01 Measuremen t. Reinforcing steel will be measured by the kilogram (pound) and each type, bare or
coated, will be considered separately. No additional allowance will be made for the mass of the epoxy coating or for laps added for the Contractor’s convenience. The esti mated quantities shown on the plans, 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 measu rement is made, the quantities derived therefrom will be the quantities used for payment. If the Contractor requests final measurement and the quantities thus determined are equal to or less than the planned quantities plus authorized changes, the Contrac tor shall reimburse the Department for the Department’s expenses incurred by such final measurements. The calculated masses of the plain and deformed bars will be based on the following: Bar Size Nominal Diameter Mass Metric No. (English #) mm (in.) kg/m (lb/ft) 10 (3) ................................ .............. 9.5 (0.375) ................................ ......... 0.560 (0.376) 13 (4) ................................ .............. 12.7 (0.500) ................................ ........ 0.994 (0.668) 16 (5) ................................ .............. 15.9 (0.625) ................................ ........ 1.552 (1.043) 19 (6) ................................ .............. 19.1 (0.750) ................................ ........ 2.235 (1.502) 22 (7) ................................ .............. 22.2 (0.875) ................................ ........ 3.042 (2.044) 25 (8) ................................ .............. 25.4 (1.000) ................................ ........ 3.973 (2.670) 29 (9) ................................ .............. 28.7 (1.128) ................................ ........ 5.060 (3.400) 32 (10) ................................ ............. 32.3 (1.270) ................................ ........ 6.404 (4.303) 36 (11) ................................ ............. 35.8 (1.410) ................................ ........ 7.907 (5.313) 43 (14) ................................ ............. 43.0 (1.693) ................................ ........ 11.38 (7.650) 57 (18) ................................ ............. 57.3 (2.257) ................................ ....... 20.24 (13.600) Reinforcing steel which requires doweling will be measured by the kilogram (pound). Welded wire reinforcement will be measured by the square meter (square yard) measured along the plane of placement . No allowance will be made for laps. BASIS OF PAYMENT
505.05.01 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. Payment will be made under: Pay Item Pay Unit Reinforcing Steel ................................ ................................ ................................ ................................ ........................... Kilogram (Pound) Reinforcing Steel (Epoxy Coated) ................................ ................................ ................................ ................................ . Kilogram (Pound) Reinforcing Steel (Doweled) ................................ ................................ ................................ ................................ .......... Kilogram (Pound) Reinforcing Steel (Epoxy Coated) (Doweled) ................................ ................................ ................................ ................ Kilogram (Pound) Welded Wir e Reinforcement ................................ ................................ ................................ ......................... Square Meter (Square Yard) Welded Wire Reinforcement (Epoxy Coated) ................................ ................................ ............................... Square Meter (Square Yard) 281 SECTION 506 STEEL STRUCTURES DESCRIPTION
506.01.01 General. This work consists of furnishing, fabricating, casting, machining or otherwise preparing,
transporting, erecting and painting structural steel, steel forgings, castings, deck drains, expansion joint armor, metal covers, sidewalk channels, and other metals . If there are any conflicts between the requirements contained in the AASHTO/AWS referenced specifications and the requirements of the Standard Specifications, Plans, or Special Provisions, the requirements of the Nevada documents shall govern.
506.01.0 2 AISC Certification. The fabricator of the structural steel shall be certified by the American Institute of
Steel Construction’s Quality Certification Program. The category of certification shall be as shown on the contract plans. The AISC Certification i s required for the fabrication of bridge structures only, and not for the fabrication of deck drains, utility hangers, deck protection angles, pier nose angles or anchor bolt assemblies. Each fabricator shall submit a copy of the certification for the spec ified category, before or along with the first submittal of shop drawings. MATERIALS
506.02.01 General. Material shall conform to the following Sections:
Structural Steel ................................ ................................ ................................ ................................ ................................ ...... Section 710 Miscellaneous Metal ................................ ................................ ................................ ................................ ............................... Section 712 Paint ................................ ................................ ................................ ................................ ................................ ...................... Section 714 Galvanizing ................................ ................................ ................................ ................................ ................................ ............ Section 715 Chain -Link Fabric ................................ ................................ ................................ ................................ ................................ ... Section 724 Elastomeric Bearing Pads ................................ ................................ ................................ ................................ ...................... Section 725 Cut and fabricate steel plates for main members, and splice plates for flanges and main tension members, so that the primary direction of rolling is parallel to the longitudinal axis of the member. Cut and fabricate hinge hanger plates so the primary direction of rolling is perpendicular to the longitudinal axis of the member. Welded sections may be substituted for the rolled shapes, provided that the shapes and sect ions to be substituted comply with the following provisions:
a.Provide depth, width, and average thicknesses at least equal to those for the shape or section shown on the plans.
b.Weld flanges to web with continuous fillet welds on each side of web, according to Subsection 506.03.16.
c.Do not reduce the strength classification of the material. Galvanize anchor assemblies including anchor bolts, nuts, washers, plates and pipes after fabrication according to Section 715.
506.02.02 Railing. Galvaniz e steel bridge rail after fabrication and paint to match the bridge, unless shown
otherwise. Galvanize steel pedestrian rail after fabrication and do not paint. Do not paint aluminum bridge rail. For shims for steel railing , use galvanized steel plate s. For shims for aluminum railing , use aluminum alloy. Provide insulating material for insulating the bases of aluminum rail posts from concrete and from steel anchor bolts with an aluminum impregnated light colored caulking compound with the consistency of putty. Provide bolts, nuts and washers of either galvanized steel, stainless steel, or steel, cadmium plated according to ASTM B766, Class 12, Type III.
Source: Nevada Standard Specifications for Road and Bridge Construction, 2014 Edition. Pages 277–286 of 610.