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Showing results for tags 'Stiffness Modifiers'.
Found 13 results
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Al salam alaikum . I have modeled a masonry brick bearing wall in etabs . my question is how to convert the F11 (which is in kn/m) to mpa units to compare it with compression stress of bricks. -
Hi, I need to provide pick up columns to support the landing beam of staircase. The story-level beams will also rest on these columns. The stiffness modifiers prescribed for columns by ACI is 0.7. I was wondering if I can reduce that to (say) 0.35 or less, since I don't want these columns to p...
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As salamu alikum, I have a query related to concrete design. We know that the stiffness modifiers should be considered only for the structural analysis. My query is during designing concrete members (beam and column) which modifiers should we use? Can we use full gross section (Ig=1.0) or same... -
The stiffness modifier for beams = 0.35I column = 0.7I and slabs 0.25I. they are required to consider the cracking of the members. my question is why do we consider 35% of stiffness for beams while code says we can use 70% of stiffness for columns? what is the significance of the numbers 35 , 70 , 2...
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Hello, I need to know please what will be the stiffness modifiers values in ETABS for fully prestressed beam or slab in case of: - Wind Analysis - Earthquake Analysis Thank you in advance.
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Hello I have a question regarding stiffness modifiers in ETABS. The code(ACI318) specifies us to use stiffness modifiers for walls column etc. What if I use 0.35 as stiffness modifier and not 0.7. What is the effect.I know that we have these stiffness modifiers based upon cracking of section an...
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what should we take moment of inertia of shear walls either cracked or uncracked section?
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I want to comment on some modelling issues in ETABS. Though some of these things are discussed elsewhere in the forum, I hope to extract some more useful conclusions. First thing is related to modelling the bending stiffness of flexural members, for strength level loads, that is representative...
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*Comments/Observations regarding modelling in ETABS* *Doc No: 10-00-CD-0006* *Date: May 06, 2017* 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., 1) Minimum Eccentrici...-
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aslamwalekum , when we design reinforced concrete elements , for beam we take 0.35 , for column and wall we take 0.7 and for slabs we take 0.25 as modifiers , but i read in aci that for servicibilty analysis these modifiers has to increase by 43% which means for beam it become 0.5 , for column and s... -
Hi, i am a fifth year student working on my final project, it is a 59 floors + basements tower. I am having a weird problem; after applying the stiffness or property modifiers (0.35 for beams and walls, 0.7 for columns and 0.25 for slabs), i got an instability warning during analysis. After...
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Hi; In ETABS model for designing columns and shear walls(because slabs will be desined on SAFE), I want to reduce m11=m22=m12=f11=f22=f22=0.25 Can I? (Semi rigid diaphragm assigned) thats because I want to design the building at same model for temperature and seimic and wind loads.
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As beam Moment of inertia is 0.35 as per ACI code . if we taking it 35% then where is rest of 65% going ? Kindly give me concept of it , Similarly in Column we are taking it 70% what about remaining 30% ?
