Lap splice code#

The minimum lap length for compression bars must be 12inches. The lap length for compression lap splice is calculated as per ACI 12.16.1 as Where, ld= development length, which is calculated as per ACI 12.2 ( Without taking into consideration the modification factor).The minimum lap length is 12 inches 3. As per ACI 318, the tension lap splices are classified into two classes Class A and Class B ( Table R12.5.2, ACI 318) for which the lap length are as follows: Where reinforcing bars of two sizes are lap-spliced in tension, industry practice is to use the larger of the tension lap splice length for the smaller bar, or the tension. The objec- tive of the study was to investigate the influence of the distance between the spliced bars on the behaviour of the lap splice.

Lap splice code#

NASA Langley Research Center Hampton, Virginia USA. For lap splice design and construction, the ACI 318 Building Code requires the engineer to indicate locations and lengths of all lap splices on the structural drawings.

Hence, the lap splice, in this case, shows varied interaction depending on the concrete strength, grade of steel reinforcement, location, bar size ,and spacing. RESIDUAL STRENGTH ANALYSES OF RIVETED LAP - SPLICE JOINTS B. This hence results in a continuous line of reinforcement. Any rebar longer than the standard 60 ft length (some rebars may be available in 80 ft lengths) will need to be spliced either by lap splicing or butt splicing. In a tension lap, the force is transferred from the reinforcement bars to the concrete by the bond which in turn force back to the reinforcement. The lap splice length in tension reinforcement is calculated as per ACI 12.15. In conclusion, with the consideration of the current AASHTO LRFD code and the proposed guidelines, a safe and efficient non-circular column to circular drilled shaft connection can be constructed.Also Read: Methods of Splicing Reinforcement Bars 2. Based on the findings from the experimental and analytical investigation, a set of design recommendations is provided for the design of non-contact splices in geometrically dissimilar bridge column to drilled shaft connections. The results of this study provide a basic understanding of the behavior of non-contact lap splices in non-circular columns to circular drilled shaft connections. The Lap Splice spacer bars have holes drilled for 1st and 5th hole placement.

The Lap-Splice Breakaway System securely nests u-channel ground posts (standard 3’6) with top posts and forms a union which is as strong as the posts themselves. Using the validated FEA models, a thorough parametric study was performed to understand the effect of the critical parameters. Breakaway Systems are designed to be used for rapid replaceability of damaged signs in all areas but are especially beneficial in high-impact areas.

Furthermore, a three-dimensional finite element analysis (FEA) was performed on the test specimens, and the finite element simulated results were compared with the test outcomes. The angle of inclined cracks was observed to increase with increasing the non-contact splice distance.

The increase in the non-contact splice distance yielded significant inclined cracks and splitting cracks in the non-contact lap splice zone. The test results showed that the specimens with larger non-contact splice distance generally exhibited lower lateral stiffness and lower capacity. The specimens were subjected to flexure action with both monotonic and cyclic loading. Eleven large-scale column-drilled shaft specimens were tested to investigate the effects of the critical parameters affecting the performance of non-contact lap splices: the non-contact distance between the spliced bars, the lap splice length and the amount of transverse reinforcement in the non-contact lap splice zone. This study presents an experimental and analytical investigation of non-contact lap splices in non-circular bridge column to circular drilled shaft connections. However, there is a concern on the safety and cost-effectiveness of such non-contact lap splices because the guidelines in the current AASHTO LRFD code and studies on this type of connection are limited. But, it is often required to provide a reinforcing steel splicing arrangement with non-contact lap splices due to the limitation of internal space or geometric irregularity for the connection of non-circular bridge columns interfacing directly with circular drilled shafts. Contact lap splices are widely used for the construction of reinforced concrete structures.