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Showing results for tags 'Punching Shear'.
Found 14 results
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when ever I draw model on safe v.8. If punching shear ratio of raft foundation exceed. for example: If punching ratio of column on raft foundation 30" thick is 1.6, then I draw an other 10'x10' slab with same property in 30" thick raft with 33" on that particular column which have punching ratio...
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There are issues which needs to be addressed: 1-Why there is much difference in punching shear results in SAFE and ETABS models considering same parameters in both models.(same modifier, same geometry,same assignment of shell behavior in both cases though SAFE does not have the option of thin...
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Hi, I was modeling a not so regular mat footing in SAFE software.The position of column was changed accordingly per grid but the main problem was when the design strips moment was checked along x direction,the following problem occured as shown in figure because previously the grid was maintain...
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Dear all i have a wall 3.5m by 0.30 m supporting flat slab. 1. Since its definition is a wall then there is no need to check punching.right? 2. If i convert it in SAFE as a frame element column then there is need for punching. please advice
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How to check Punching Shear in a flat slab in SAP2000? Is there some direct command as in SAFE?
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Salam. I am reviewing a flat slab which i received as .fdb, punching shear for flat slab is displayed N/C. what could be the possible reason for? file is attached Slab @ +676 (Z=16').rar
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I am importing first floor slab from Etabs 9.2 to safe 8.0. the problem i am facing is that safe is showing punching shear ratio values of the shear wall on which the slab is resting. Usually when we design foundation safe take wall reactions as a beam with intermediate points and shows N/C as...
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Dears I argued with a senior Engineer about the punching shear check for shear wall; As far as I know : 1. The shear wall will attract high moments. 2. Also in the case of design itself, the controlling case from a combination that contains Earthquake will be the tension axial force not the compres... -
Dears seniors; I have an urgent issue I need your help all. The issue is that I want to make a MAT like in the picture please see the problem interpretation in the picture.
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I have an idea to discuss here related to Punching shear; that is In categorization of columns there are : 1. Interior ,where the distance from each face of a column to the slab edge is at least four times the slab thickness 2. Edge column, where one face of a column in direction of design...
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Dear Esteemed Fellows users of Safe program: Most international codes (including ACI, BS, ...) consider the impact of moments when calculating the punching shear stress in the Flat-Slabs. Referring to the attached picture, Is there any mistake in the sign of the considered moments in the punchin...
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What would be the assumed distribution of punching shear stress due to the transferred moment in flat slab in case of side and corner columns? Refer to the attached file in case of center column. Thank you very much indeed.
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Dear Madams/Sirs: I am looking for the following ACI two supplementary documents: ACI 352.1R-11 and ACI 421.2R-10. Best regards.
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I am designing a 2B+G+24 story building. I made the model in Etabs, and ran it, then exported the base reaction to safe for footing design. It has central core walls. When I ran safe (v8), the only version available with the office. It gave me a bearing pressure of about 14 ksf as opposed to allowab...
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