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Accounting for K in column design as per ACI 318
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"Vu" which is reported in the shear design output does not match the shear force Fy from the member end force output
Accounting for K in column design as per ACI 318
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A Floor Slab has been Modeled using 4-Noded Plate Elements. Why are the Moments as well as Reinforcement Appearing on the Top and not the Bottom of the Plates
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As part of the concrete column design output STAAD.Pro plots the Pn and Mn
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Concrete Design as per IS:456-2000 Code: Technical details for the "BRACING" Parameter.
EC2 code is not available in the batch mode of concrete design
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I am trying to define a Slab Design brief from within the RC Designer. The Main Reinforcement tab refers to directions like X and Y
If using an American code for code check, is there any parameter to define the material factor or is it already included
In STAAD the bending moment and shear forces are reported at 12 subdivision in a beam. I want to know how to obtain design result at column face for beam design(flexure) and shear at “d” distance.?
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IS: 456 Column Design Philosophy
LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 2 IS BEYOND THE MIDPOINT OF MEMBER
My input file contains 2 load cases - case 1 and 2. For member 43, case 2 produces a larger value of shear force along local Y axis than case 1
RFACE parameter in IS456 code
What do These Expressions Mean "LONG. REINF.", "TRANS. REINF.", "TOP", "BOTT."
Why is concrete design on an element output report reinforcement in terms of "SQ.MM/MM"
Why is it that the concrete column interaction diagram is not plotted in the output although track 2 was specified
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Accounting for K in column design as per ACI 318
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Current Revision
Wed, Mar 22 2023 12:29 PM
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Revision #2
Wed, Mar 22 2023 11:52 AM
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Revision #1
Fri, Jan 8 2016 4:11 PM
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