When is Using Rebar Couplers Economic and How much cost is saved?

Using rebar couplers is economic (save cost) when the rod diameter is more than 16 mm. For 8, 10, 12, and 16 mm diameter rods, using rebar couplers is not as cost-effective, but for practical purposes and to ensure earthquake-resistant construction, rebar couplers should be used even for 16 mm rods. Rebar couplers reduce the cost of rods and rod bending, prevent wastage, and result in approximately 5-10% cost savings.

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Rebar Coupler Quality Test:

To test the quality of rebar couplers, tensile strength tests are conducted. If the rod breaks within the rebar coupler during testing, it indicates poor quality of rebar coupler and it is not usable. Type-2 rebar couplers are preferable as they can be used in all types of structures. For Type-2 couplers, failure occurs in the rod outside the coupler, and the strength is equal to the rod’s strength. If the required strength is achieved and failure occurs outside the coupler at maximum load, the rebar coupler quality is satisfactory. For Type-1 couplers, failure occurs at a lower strength than the rod’s strength, and failure happens at the coupler’s end. Such rebar couplers are not suitable for constructing earthquake-resistant buildings and structures.

WHY USE REBAR COUPLERS?

The Traditional methods of lapped joints are not always an appropriate means of connecting reinforcing bars. Lapped joints are dependent upon the concrete for load transfer. The use of laps can be time-consuming in terms of design and installation and the increased amount of rebar creates congestion within the concrete.

Couplers are designed to mechanically join two bars together. By creating an end-to-end bar connection, a continuous load path is created from one bar to another that is independent of the condition and quality of the concrete. Mechanical splices are reliable under conditions of cyclic loading into the inelastic range and prove to be advantageous at the locations where inelastic yielding may occur. BENEFITS OF COUPLERS

Spliced rebar performs like continuous reinforcement due to the mechanical joint, unlike lapping which has a complete dependency on concrete.

Steel wastage is reduced significantly. Using couplers save lap-length steel. A 12m rebar can be divided into 3m or 4m as bars as required, which prevents the wastage of end pieces of steel.

Staggering of bars not required.

Bar cross-sectional area is not reduced.

Couplers are used as a replacement for dowel bars which also saves formwork material.

Steel congestion is reduced due to the elimination of laps.

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Using couplers provides superior cyclic performance as compared to the lap joint.

Easy to install and no torque wrench required. FEATURES OF COUPLERS EN8D material is used for manufacturing couplers. Reinforcing bar couplers with high carbon contents that have high strength and greater thickness are more sustainable and effective. Reinforcing bar coupler helps to increase the pace of execution and the quality of projects. It can simplify the design and construction of reinforced concrete and reduce the amount of reinforcement required, which is now a valuable national resource. No torque wrench is required for assembling, reinforcing bar couplers. Hand tightening of the bar or coupler is sufficient. Our couplers can be used in power plants, bridges, and all types of R.C.C structures CODE SPECIFICATION In India, the structural consultant is free to define the code to which the couplers have used the project. I. ACI: 318 – :

Type 1 joint required to achieve 1.25Fy as a minimum, e.g: For Fe500 the tensile strength expected is at least 625 N/mm2 (Clause 12.14.3.4).

Type 2 is required to comply with the 1.25Fy requirement and also meet the specified tensile strength of the rebar. E.g: For Fe500 the ultimate stress expected from the same is at At least 700 N/mm2. II. BS – Part 1, Section 3, :

Specifies tensile testing and slip test for the joint for acceptance of the sample.

Testing the coupler of a precise type, the permanent elongation after loading to 0.6fy should not exceed 0.1mm. E.g: For grade 460 the tensile strength should exceed 497 N/mm2. III. IS – :

Type 1 – For Fe500 is considered acceptable for use anywhere in the structure if it meets the ultimate strength of 545 N/mm2 which is much lesser than the 1.25Fy. (Clause 8.1 –Table 3).

Type 2 – The condition becomes at least 625 N/mm2 as well. IV. IS – :

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