- HOW TO SET REINFORCEMENT DIAMETER IN ETABS 9.7.4 HOW TO
- HOW TO SET REINFORCEMENT DIAMETER IN ETABS 9.7.4 CODE
The joint should be Constructible: Congestion of reinforcement is the main concern. The shear strength of the joint must enable the transfer of moment and shear through it. If bars can transfer moment, they can also transfer shear as far as monolithic construction is concerned. This implies that the size of the column must be such that bars can develop their tensile forces. It means that longitudinal bars must have adequate development length for hooked bars. Longitudinal bars of beams, or slab, must be able to develop their yield stress, so that the beam/slab can transfer moment to joint.
HOW TO SET REINFORCEMENT DIAMETER IN ETABS 9.7.4 CODE
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.
HOW TO SET REINFORCEMENT DIAMETER IN ETABS 9.7.4 HOW TO
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. Nothing is relevant IMO LOL.I am interested in performing "Performance Based Design" for a 20 story building. It seems to me that they are talking when we modeled walls with line elements with rigid arm or brace replacements!!!.Īppreciate your thoughts on wall stiffness modifiers. this is all to do with wall configuration, external force distribution along height hence ratio of inplane shear/flexural deformations.the CODE seems well behind than what we can do now with all sophisticated programme like ETABS. I do not think the deflection will be 1/0.7. but if we blindly input 0.7 for all f11,f12 and f22. So after modifying these f11,f12 modifiers, we should get similar deformation. this means that the flexual deformation at the top(consider a cantilevered wall for argue sake) will be 1/0.7 times larger than totally elastic when taking account for cracking.
So blindly setting stiff modifier is troublesome.ĬODE typically states, 0.7Ig? for wall in ACI, right?. The other issue for wall is, most of the case, only the bottom couple of storeys are cracking, rest might stay elastic. If the wall is one straight wall, tweaking f11, f12,f22 would make sense in a way.(I would not touch m11, m22 modifier because this usually cause local vibration when doing RSA) I still do not believe the validity of setting these with the same value tho.Īnyway, my point is, if you have c-shaped wall or box-shape core wall, what would you do? there is flange effect etc and the whole section will be working as one section.For the flange, really, the axial stiffness should be modified. Fine.īut for walls that modeled with shell elements, the problem is more complex. For beam/line elements, it is quite simple, I33 or whatever can be set to be 0.35.
0 kommentar(er)
