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Showing results for tags 'Etabs'.
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Hello Everyone, Once a masonry wall is modeled in etabs, how can I see the stresses in the wall? I modeled a sample masonry wall of 5 Mpa and wanted to know when the wall in story 1 fails (compressive strength of 5 Mpa is exceeded) after adding one floor after another.
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Check this video: -
IRJET-V5I249 (1).pdf
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Hi I wish to know how to draw curve beams in vertical plane. Refer attachment for more information. Regards Krishneel Rafter.pdf
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At circled point, i don't want beam to be connected to wall, instead it should be connected to another beam as shown without the joint which connects it to wall. The problem is that the joint coincides there....See picture
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HI EVERYONE, I need to know that how to model a beam in etabs, when slab on both sides of it is at different levels? for reference section of Beam is attached. Second question is, in this case do we need some special detailing if yes then what is it. THANKS
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I have modelled a roof of a guard room comprising of folded plates having irregular geometry. For meshing I used Automesh option & further sub-divided it in 12inch size mesh. But, after viewing the results it was evident that the mesh in different panel was not properly connected. Does that effect the results after analyzing? Also how should I assign strips for getting the design of the folded plate from etabs? Please, share a model having folded plates in it & what is the proper way to mesh such elements? The model is attached herewith for your kind perusal. Please fix the model & share it with me. G.R.EDB Guard.Room.EDB
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Hello I design flat slab in ETABS and cracks width in the slab larger than maximum allowed by standard. Is it posible to provide larger amount of the reinforcement, which ETABS will use to check the cracks instead of the required reinforcement which ETABS calculated for flexural design? Have a nice day.
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Kindly recommend articles or books regarding the basics of the these softwares. Mainly describing the user interface, tools and some practical examples. -
Hi, everybody befor i goes to my question i would like to express my great respect to all group members specially the founders. My question is i have designend a mixed use building using Etabs version 9.6 the reinforcement results have seen exactly with out any overstress and axial compressive ratio warning, but when i was checked it on Etabs 2015 almost all the columns and beams becam over stressed and compressive ratio exceed warning measseg, pleace can you help me why and what new design consideration was added in the latest Etabs. Thank you in advance.
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I am designing a 10 storied industrial building . Architect used a slanted wall in the front elevation of the building for aesthetic reason. But for structural framing I need to model this shear wall in ETABS. Is is possible in ETABS or I have to use any other software?- 6 replies
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Hi, I was wondering why in some cases when i want to check torsional irregularity in etabs and use Story Max/Avg Drift from Modal explorer, the software shows both Y and X direction ratio for Earthquake in X direction Or vice versa. as far as i know when checking for EX with plus and minus Eccentricities, it should only report ratios for X direction not Y! i should mention that this happen only in few cases!! in most of the time software report only X direction ratio for EX! thanks in advance for your time.
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Assalam o alaikum, Is there any suitable software available for concrete and steel quantities take of for all members like slab, column, beam, shear wall and foundation? especially which may work in conjunction with ETABS/SAP2000/SAFE. I found suggestions of some seniors to use SAFE for slab footing beam quantities but I want some specialized software where I can export my model of etabs or safe for quantity estimation? I just want to avoid time consumption for this purpose and speed up the process. Has any one listen about BLUEBEAM REVU software? I have heard about it but dont know in details.
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Hello dear Seniors, i am new to etabs i was designing a multistory plaza and when i ran the analysis following error occurred Warning: Area load transfer, Check StoryX, F659. Total loss = ....... i have tried to re mesh my model using default meshing but it does not help can any one tell me whats wrong with my model. Please see the below picture for more info on the same issue Note: if i design the model while these error are present majority of my beams and columns fail, if i try to increase their sections to the max even then they dont satisfy......
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Attached are two screenshots of the analysis of a continuous beam. One represents drop of loads from slabs with incorrect meshing(Auto meshing) and the other represents with correct meshing(manual meshing). Apparently, there is a big difference in the analysis results of the two mentioned by the circles. I posted it here to get further elaborations from the members to understand ETABS in a better way. Hope we can dig it more.
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I just had an analysis review of a three storied moment resisting frame structure. While analyzing a continuous beam supported on another beam, I noticed that the equivalent loads show in upward direction rather than downwards(as can be seen in the attached snapshot). The shear and moment diagram seems to be fine though. I know that I messed up with the meshing which has messed up the drop of the loads but should it also mess up the direction of the equivalent loads? Or is it that I am looking at the problem from a wrong way? Please help me in this confusion.
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brick mansonry Brick Mansonry design in ETABS
Rahulkld posted a topic in Journal/ Articles/ Tutorials
Is there any tutorials or references to design and analyse brick masonry in ETABS/SAP2000??? -
Dear fellows! I have observed that some senior engineers have not been using stiffness modifiers in their designs. What is the concept behind i am not clear . As we design RC for strength, section is cracked and to cater for this cracked section, property modifiers are used as per ACI 318-11 10.10.4 (stiffness requirement) ACI 318-11 8.7 (stiffness requirement) UBC97 1630.1.2 (modelling requirement) so why whole section is considered in design. is there any other logic which i couldn't understand. Regards
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As you know, we are forced to convert the ETABS results to executive drawings. This is a time consuming job. Is there any software that accept ETABS outputs and generate drawings? Specially for a reinforced concrete structure.
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Assalam o alaikum, I was reading ETABS concrete frame design manual ACI 318-08. In beam design section, it gives two formulae which I am unable to find in books. One formula for stress block depth and one formula for negative steel calculation. I have highlighted the formulae in below images. The manual design using these formulae and conventional formulae gives the same result. But kindly guide me from where I can get derivation of these formulae or theory behind this.
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Hi all, I'm new here so I am not sure whether this question was already tackled on previous posts (pardon me). The thing is, I'm recently bothered by how I model my structure in etabs. My modelling practice is that I model the entire structure including the column pedestal (which is underground) and set the supports as hinged. Now I remembered that the base shear acts on the ground surface, how will I set the base shear to disregard the underground structure? Will I not have any mistakes when I run it for seismic analysis?
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I m currently analysing multi story building on Etabs, I need to apply 4 and 6 inch wall load and would like to know how that can be done. in this building maine no load bearing 4 inches and 6 inches ki walls use kari hain load assign kaise hoga walls pe ye samajh nhi arha line load apply karun ya area type load please help
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I'm designing a flat slab structure with perimeter cladding that is to be anchored to the edges of the slab. The external cladding has a total weight per meter run of 5 KN/m. How can I apply this load to the slab edges so as to model the true behavior of the slab under loading in order to get accurate results from the analysis? -
Please clarify the following confusions one by one:- 1. If we run P-delta analysis in ETABS, then should we ignore stiffness property modifiers for beams and columns? I have heard that if we perform P-delta analysis and apply stiffness modifiers at the same time then the moment magnification process is doubled...? 2. ETABS considers selenderness of a column by applying moment magnification factors. If we run P-delta analysis also, does it mean that the selenderness of column is being over-estimated? I mean once the moments are magnified in P-delta analysis process and again through moment magnification process? Please help me understand the software myth and clarify above confusions.
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