- HOW TO SET REINFORCEMENT DIAMETER IN ETABS 9.7.4 HOW TO
- HOW TO SET REINFORCEMENT DIAMETER IN ETABS 9.7.4 SOFTWARE
- HOW TO SET REINFORCEMENT DIAMETER IN ETABS 9.7.4 CODE
HOW TO SET REINFORCEMENT DIAMETER IN ETABS 9.7.4 SOFTWARE
One should always check the time period used by the software ETABS can overestimate the seismic force by more than 2 times. So, there is no need to use the value of time period that is lot less than Ta. To quote the FEMA 451 document: ''Because this formula is based on lower bound regression analysis of measured building response in California, it will generally result in periods that are lower (hence, more conservative for use in predicting base shear) than those computed from a more rigorous mathematical model". You should investigate if the storey under consideration is braced, or un-braced (10.10.5.2), and decide appropriate design moments of columns.ĮTABS has a tendency to select a time period of the building that is considerably less than the value obtained by the approximate method, Method A, of the section 1630.2.2 of UBC 97. See section 10.10.6.5 and its commentary of ACI 318-08 which deals with minimum eccentricity of long columns. You should always check the design moments that ETABS uses for columns if you want to bring down the cost of construction.ĮTABS always performs analysis of frame as if it is un-braced. Some of the observations made during extraction of results from ETABS (v 9.7.4), for design of reinforced concrete members, are being share in this article.,ĮTABS always considers the minimum eccentricity for selecting the design moment of columns irrespective of the probable behavior of the column, whether short or long column. *Comments/Observations regarding modelling in ETABS* The design shear for beam-column joint depends upon the relative strength of beam and column at the joint. 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. I am interested in performing "Performance Based Design" for a 20 story building.
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