the galvanized coating of the reinforcing steel that occurs during shipment, storage and installation of the steel shall be repaired. If the extent of damaged coating does not exceed 2% of the surface area in any one (1) foot length, all damaged coating discernible to a person with normal or corrected vision shall be repaired with a zinc -rich formulation in accordance with ASTM A780. If galvanized reinforcing bars are cut in the field, the bar ends shall be coated with a zinc -rich formulation in accordance with ASTM A780. The reinforcing bar Supplier shall furnish zinc -rich paint meeting the requirements of ASTM A780 to the project with the first shipment of galvanized coated steel. The repair material shal l be prequalified and shall be either identified on the container as meeting the requirements of ASTM A780 or shall be accompanied by a Certificate of Compliance. Repair of damaged areas shall be performed in accordance with the repair material manufacturer's recommendations. In the event it is anticipated that the galvanized bars will be stored on the project site, and/or placed in final position without the concrete cover for a period of 90 days or more, then the bars shall be stored in a clean and dry environment to prevent damage to the galvanized coating due to atmospheric conditions. Any temporary storage means used, shall provide adequate ventilation to the bars to prevent the build -up of moisture on the bar surface.
602.7 -BAR SPLICES : 602.7.1 -Lapping: All reinforcement shall be furnished in full lengths as indicated on the Plans. No splicing of bars, except where shown on the Plans, will be permitted without the written approval of the Engineer. La pped splices shall be well distributed or located at points of low tensile stress. The bars shall be rigidly clamped or wired at all splices in a manner approved by the Engineer. Minimum lengths of lap splices unless otherwise noted shall be:
Bar Designation Min. Lap Splice (Ft) #4 Bar 1’-9” #5 Bar 2’-2” #6 Bar 2’-9” #7 Bar 3’-9” #8 Bar 4’-11” #9 Bar 6’-2” #10 Bar 7’-10” #11 Bar 9’-7”
For epoxy coated bars, the minimum lap splice length shall be increased by 50 percent (50%) at locations where concrete cover is less than 3 bar diameters and 20 percent (20%) at all other locations. Lapped splices for corrosion -resistant rebar shall be in accordance with the latest edition of the AASHTO LRFD Bridge Design Specifi cations.
602.7.2 -Welding: Splicing by welding of reinforcement will be permitted only if detailed on the Plans or if authorized by the Engineer in writing. Welding shall comply with the current specifications of the American Welding Society, D1.4, and the weld shall develop an ultimate strength equal to or greater than that of the bars connected. Welding of corrosion resistant reinforcement is not permitted.
356 602.7.3 -Mechanical Splice Connectors: Mechanical splice connectors shall develop in tension or compression at least 125 percent (125%) of the specified yield strength of the bar.
602.8 -METHOD OF MEASUREMENT : Galvanized, epoxy coated or uncoated reinforcing steel or corrosion resistan t reinforcement , will be measured by the pound, based on Plan lengths and numbers of bars, using the unit weights in Table 602.8. The quantity for payment will be the number of pounds calculated and placed as shown on the Plans or directed, complete in pl ace and accepted, subject to adjustment as provided for in subsections 104.2 and 109.2.
TABLE 602.8 Bar Designation Weight Per Lin. Ft. in Lb. Bar Designation Weight Per Lin Ft. in Lb. # 3 0.376 # 9 3.400 # 4 0.668 # 10 4.303 # 5 1.043 # 11 5.313 # 6 1.502 # 14S 7.650 # 7 2.044 # 18S 13.600 # 8 2.670
602.9 -BASIS OF PAYMENT : The quantity, determined as provided above, will be paid for at the contract unit price bid for the items listed below, which price and payment shall be full compensation for furnishing, fabricating, transporting, storing and placing galvanized, epoxy coated, or uncoated reinforcing steel; and the furnishing of all other materials and doing all the work described in a workmanlike and acceptable manner, including all labor, tools, equipment, supplies, and incidentals necessary to compl ete the work.
602.10PAY ITEMS :
ITEM DESCRIPTION UNIT 602001 -* Reinforcing Steel Bar Pound 602002 -* Epoxy Coated Reinforcing Steel Bar Pound 60200 2-* Galvanized Reinforcing Steel Pound 602003 -* Corrosion Resistant Reinforcing Steel Bar, “type” Pound
* Sequence number “type” shall either be stainless or high chromium
357 SECTION 603 PRESTRESSED CONCRETE MEMBERS
603.1 -DESCRIPTION : This work consists of the construction of precast/prestressed concrete members, pretensioned in accordance with these specifications and in conformity with the plan details and notes. This work shall include manufacturing, inspection, handling, storing, tr ansporting and erecting of structural members of precast/prestressed concrete, and, when specified, shall also include precast concrete members which do not contain pretensioning steel components. Concrete floors, curbs, parapets, curtain walls, and diaph ragms shall be cast in place on the project unless otherwise provided for on the plans. When the above elements are specified as precast members, they shall be manufactured in accordance with this specification.
603.2 -MATERIALS : Materials shall meet the requirements specified in the following Sections/Subsections:
Precast/Prestressed Concrete Materials Sections/Subsections +Admixtures Air Entraining Admixtures 707.1 Retarding Admixtures 707.2 Water Reducing Admixtures 707.3 Supplementary Cementitious Materials (SCMs)** 707.4 Specific Performance Admixtures 707.17 Cement ASTM C150, 701.3 Coarse Aggregates* 703.1, 703.2, & 703.3 Concrete Sealant 707.12 Elastomeric Bearing Pads 715.14 Fine Aggregates # 702.1 Hot-Poured Elastic Type Concrete Joint Sealer 708.3 Mixing Water 715.7 Preformed Expansion Joint Filler 708.1 Prestressing Steel 709.2 Reinforcing Steel 709.1 Shear -Key Grout 715.5 Steel Bolts and Nuts 709.23 Welded Wire Fabric 709.4
# When the top surface of a prestressed member is designed as the bridge wearing surface * The maximum size of coarse aggregate shall not exceed the minimum horizontal or vertical clear spacing between pretensioned or reinforcing steel elements divided by 1.33. Lightweight aggregates shall not be used unless their use is permitted by the Engineer in writing. For ClassS -P concrete, a blend of two AASHTO gradations of coarse aggregates can be used. The maximum aggregate size permitted is ¾ inches (19 mm). A coarse aggregate gradation using a #67 aggregate is allowed only if 100% of the material passes the ¾ inch (19 mm) sieve ** The use of a SCM is not permitted when a blen ded hydraulic cement is used. For the purposes of cement material substitution with SCMs, Type IL cement shall not be treated as a blended cement, and a SCM may be used with Type IL cement. For ClassS -P concrete, a combination of up to two SCMs are perm itted, as shown in Table 603.6.3.1. The maximum percent of total cementitious materials permitted in ClassS -P concrete mix designs is shown in Table 603.6.3.1. + Calcium chloride or any admixture containing chlorideion in excess of 0.1 percent by weigh t shall not be used in prestressed concrete members.