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Showing results for tags 'Shearwall'.
Found 16 results
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Should we change stiffness modifiers, if a certain shear wall fails. Suppose I have 10X50 shear wall with 0.7 (for f11, f22) and 1 for f12. Now if these shear wall fails in seismic or wind combo for flexure of shear should we change the modifiers to make it pass.
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Dear All, need guidance on the topic and extracting the area of steel and its checks on the etabs results and further preparing drawings. need detailing guidelines -
The RCC structure below was checked in etabs for UBC-97 stability checks. It passed all the design and stability checks except torsional stability check i-e the ratio of the average displacements of the extreme corners were really high, the highest being 2.4. What can be the possible solution to overcome this issue. The structure consists of basement and G+3 stories.
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I need some guidelines regarding design of Shear Wall in ETabs. I have attached Design Detail of one of the pier of a 30 story building in Islamabad. this pear is at the basement and the analysis is "Dynamic". I have a feeling that the flexure reinforcement required is too little for this type of structure.In most of the cases flexure reinforcement is either controlled by the spacing requirements or the confinement requirements of Boundary Element. The analysis is based on UBC-97. Obj.Docx
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i would like to ask regarding etab shear wall design comparison between etab 9.7.4 and etab 16. I checked the flexure design of a pier in old version the percentage is 0.81% where as in new version it is 1.77% . Huge difference. Old version of etab shows less reinforcement percentage for flexure compared to new version. Any justification regarding will be highly appreciated. Thanks
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AOA i am facing problems in shear wall design .what are the pier and spandral ?what will be the difference when we assign pier or spandral? without assigning these the shear wall design is incomplete . i am taking about etabsv16 someone have document about shear wall design plz provide it thank you
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How to identify the optimum location of shear wall in high rise building?
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Good evening, 1 have a building with all column 2.5m long and 0.5m width, its better to take it as a Shear wall or as a column? and what the technical reason? and whether it significant or not if the beam attach at the both end, what I mean is 1 in the top I at bottom (in plane), zig zag formation due to architectural design, its critical or just simply issue? will the column suffer a great twisting moment? Thanks
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Dear all According to ACI code to acount for global delta design using etabs we perform p-delta analysis but my question is that do we need to design the walls outside etabs or we shall depend only on etabs ?
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Dear all, I am trying to design shearwalls through ETABS with temperature load applied over shell. At various location, spandral section fails in Shear due to temperature and piers (sometime in shear, mostly in flexure). (See Attached Image) Certainly all the problem in Shearwalls are due to temperature. I don't want to increase cross section of spandral or pier at some location just due to temperature load case as it will appears non-uniform with rest of the wall. I have seen stiffness modifier affect distribution of forces and also rigid/semi rigid daiphragm assumption. Can anybody guide how to properly design the shear wall with temperature load applied in ETABS or share any similar experience. Thanks in Advance.
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Can shear failure of structural walls trigger collapse of reinforced concrete building if the building satisfies drift limits and its frame can independently take 50 percent of seismic force in both directions.
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Assalam-o-alaikum! Dear Colleagues, Please see the attached image, showing Uniform Reinforcing Pier Design details of a RC shear wall, designed using ETABS 9.7.4. In addition to providing structural details, the output displays some error messages as well. In this connection, I want to know: 1. What type of design or structural problems do these messages indicate, especially the Design Inadequacy Message? 2. How these error messages can be avoided? Note: It is a 2B+10-storey building, located in seismic zone 2B, and modeled as an IMRF. Material design code is ACI 318-99 and seismic design is based on UBC 97. Regards
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Dears; do we consider slenderness in designing shear walls , say I have 1.5*0.3 m sectio with height of 6 meters?
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hello, plz i need help in designing shear wall i want to ask about the reason that some time the shear wall considered at all like a boundary element it means that the reinforcement along the wall have the same distribution like a boundary element ( transversal and longitudinal reinforcement + vertical reinforcement
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Salam.. i am designing a four storey frame structure having a spread area of 90,000 sft.. mega structure... drift and torsion in in allowable limits but shear wall are fails in shear.. what will be the reason...??/
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How to draw shear wall in etabs?shear wall behaves like a vertical beam against lateral loading do we define it as area section or as beam?
