Hence, the joint can go through significant degradation of strength and stiffness, and if it fails in shear, or anchorage, the life-safety objective of code cannot be achieved.ġ.4.THINGS TO CONSIDER FOR BEAM COLUMN JOINT
*SEFP Consistent Design**Pile Design**Doc No: 10-00-CD-0007**Date: April 16, 2018*īeam-column joint must transfer the forces, such as moment, shear and torsion, transferred by the beam to the column so that the structure can maintain its integrity to carry loads for which it is designed.Īnother function of the beam-column joint is to help the structure to dissipate seismic forces so that it can behave in a ductile manner.ĭuring an extreme seismic event, the code-based structure is expected to maintain its load-carrying capacity for gravity loads even after the structure deforms into inelastic range so that it does not pose any life safety hazard. I have recently graduated and joined a structural design firm, so kindly guide me, considering me a beginner. Secondly, it would be great if someone can recommend me a book or some good source to understand how to characterize building using performance levels. Any input concerning assignment of hinges to beams, columns and shear walls is highly appreciated. I would like to know what would be a better estimate for relative distances for plastic hinges in case of beams, columns.
While assigning plastic hinges, I have an option of using ASCE 41-17 (Seismic Evaluation and Retrofit of Existing buildings". I will be using ETABS 2017 for performing Pushover Analysis. Until now, I have decided to go with "Displacement Co-efficient method". I'll be performing "Non-Linear Static Pushover Analysis" for my model. = stress in the reinforcement depending on cracked section properties under quasi permanent load combinationĪe = modular ratio, Es/Ecm (normally a value of 7 may be used.I am interested in performing "Performance Based Design" for a 20 story building. = denote strain in the concrete among cracks. The strain that produce crack because of flexure (bending) is demonstrated in expression 7.9 of EN as Crackwidth in concrete is estimated by multiplying crack inducing strain (strain dispersed by the incidence of cracking) with the crack spacing. It signifies that when cracking takes place, some part or the entire of the concrete section should be in tension. Besides, damaging concrete, the cracking also leads to stability issues, and leakage problem in water retaining structures.Ĭracking is supposed to take place in a concrete section when the restraint strain surpasses the tensile strength ability of the concrete. Cracking normally stands for a serviceability limit state problem. As the tensile strength of concrete is weak, so the cracking is inevitable. Cracking in reinforced concrete structures normally occurs because of various factors like bending, shear, twisting, axial tension, and restraint from movement.
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