Class a lap splice code#

An experimental program consisting of sixteen simply supported beams divided into four groups is considered. It is focused on observing the effect of some factors such as reinforcement bar diameter and ratio, splice length and casting position on the beam flexural behavior. This research studies the bond between HSSCC and spliced tension bars in beams.

Limited attention has been directed toward the bond between High Strength Self-Compacted Concrete (HSSCC) and spliced bars in beams. From here, Self-Compacted Concrete (SCC) appears for the first time. Test results indicated that the proposed bar splice sleeve have adequate capacity to fully develop reinforcing bars while being simpler to use and more economical than current splice sleeves.Ĭonstruction using concrete is spreading widely and there is a need for concrete that is capable of flowing under its own weight without mechanical vibration or compaction and fill the places between reinforcement and the complicated form shapes. 29) bars were tested using different sleeve lengths. The design method of the proposed splice sleeve and experimental investigation conducted using two alternatives of the proposed bar splice sleeve are presented. The objective of this paper is to introduce a reinforcing bar splice sleeve that accommodates current production tolerances in addition to being economical and easy to produce. These sleeves require very tight tolerances in precast production to ensure the alignment of the spliced bars, which usually results in using larger and more costly sleeves than needed. Several grout-filled sleeves are currently being used to splice reinforcing bars of the adjacent precast components. Precast components need to be fully connected to ensure the integrity, serviceability, and durability of the completed structure. Over the last few decades, the use of precast concrete components have been significantly increasing in building and bridge construction due to their quality, durability, and speed of construction. It is also observed that lap splice length (ls) decreases when the concrete strength (f’c) increases. It is also found from that bars of higher yield strength (f¬y) requires larger lap splice length (ls). AASTHO and BNBC design codes also exhibit same splice length for 36 mm Φ bar or smaller. Lap splice length (ls) increases when the bar diameter (d¬b) increases. AASTHO and BNBC design codes recommend smaller lap splice lengths (ls). CEB - FIP MODEL recommends larger splice length for larger bars than 12mm Φ bar.

Class a lap splice code#

After analyzing the sample calculations and graphs it is concluded that among all codes, ACI code recommends the larger splice length for12mm Φ bar. In this thesis parametric study was performed where compressive strength of concrete (f’c), yield strength of the reinforcing bars (fy) and bar diameters were the parameter. In this study we reviewed ACI (2002), BNBC (1993), AASHTO (2007), CEBFIP Model (1990) and EURO Code 2(2003) design codes and compared the variation of lap splice length.

Various design codes have provided many laws to calculate lap splice length. In this study tension and contact lap splices are considered. Non-contact lap-spliced bars should not be spaced too far apart. Contact splices in which the bars touch and are wired together are preferred because they are more secure against displacement during construction.

One is contact and the other one is non contact. The length of the lap varies depend on concrete strength, the rebar grade, size, and spacing. A lap is when two pieces of rebar are overlapped to create a continuous line of rebar. Properly designed splices are a key component in a well-executed design. Splices of reinforcing bars are unavoidable. Just as it is physically impossible to place all concrete in one continuous operation, it is impossible to provide full-length, continuous reinforcing bars throughout any sizeable structure. Due to practical limitations, the actual structure must be built piece-by-piece, story-by-story, and connected together.