Hello, I am modeling a floor slab (1 ft thick) with concrete beams (all 24" wide x 36" deep). These beams will be cast monolithically with the floor slab, therefore the beams are modeled as 24" deep. My question is how does STAAD determine the following…

Hello Everyone How can I reduce the development length bars in the beam (Figure 1-1), I'm running to get a result like this beam (figure 2-1) Figure 1-1 Figure 2-1

IN MY OUTPUT FILE BEAM DESIGN RESULTS ARE DIFFERENT COMPARED TO THE ON WHICH IS AVAILABLE WHEN WE DOUBLE CLICK AND GET THE RESULTS, CAN ANY ONE TELL ME WHATS THE REASON? ALSO PLEASE SPECIFY WHY OUTPUT IS WITH SO MANY DIFFERENT COMBINATIONS, IT SHOULD…

I am trying to design the beams for the concrete structure I analysed in STAAD but every I arrive at Beam design, when I click on the "design button", it gives me the error message "Beam forces not imported". I an able to design columns, slabs and footing…

As per code in beam design by manual calculation i am getting spacing of 229 for stirrups , lets say we will consider 230 ,but in staad it gives spacing of 110 mm for 8 dia bar,how? it software is considering ?

Dear sir, After design structure some beams & columns are not shown design. kindly help me with issue . PLEASE CHECK ATTACHED TEST MODEL. also give procedure for Dynamic design in Staad. Thanks. 2772.test model.STD

Hello, I have few queries related to community hall without internal columns, my attached staad file 1. Main beam is of 17.27m length with size 450X725mm. This continuous beam is shown as passed even though L/d ratio is not meeting however it is satisfying…

when i open mdb file of etabs 16 and designing beam its shows "minimum 13 stations are required for beam" what is the meaning of this?

Hello , I have done analysis and tried RC designer . the columns are safe. Beam summary show fails. please help me into this . cross section of beam is large i assume. 8284.COLLEGE PROKECT.STD

Dear sir, I want to camber a steel beam . I am putting the value 750 (length/offset =30000mm/40mm(we need to camber it 40 mm)) and respect value 1.6 but results are still same with deflection 50mm .Why deflection is not decreasing? Kindly also guide…

Why does RAM Structural System round down the Yield Strength fy value? I am located in Canada so if I use american steel then I convert the fy=50 000psi to MPa which is approximately 345MPa. So in the Modeler when laying out the beams I type in 345MPa…

Hello, I am wondering how RAM Steel computes the I_{tr} for composite beams. For example, I have a composite beam with the following properties as computed by RAM: But by hand, I am computing I_{tr} = 941.86, slightly less than RAM. I am guessing…

Hi all, I have a question regarding Beam Results Sign Convention. If there are the query about this one, Please excuse if I ask again. 1. When I try to investigate the result. I noticed that in Beam End Forces Summary Tab (Beam118.jpg), the value…

Hello, I am running my steel design and seismic provisions in the Frame Module and I am getting an odd output for the beam design. I have BRB frames in a K-Brace configuration. When I click view/update I get the following output: Beam Parameters Story…

Hello, I have one question for actual ratio and interaction ratio. here I am attaching two image for same member, when we see actual ratio in unity check for beam no 92 its something 1.278 and when we check this in member design then interaction ratio…

I am having trouble telling RAM where to put a secondary layer of longitudinal reinforcement. If I assign a different value to 2 Layers in the Beam Criteria it appears to assign my values under 2 Layers just to my top bars. I have attached a screen cap…

I am new in staad pro so please answer this question in very easy language....! IN Beam design results... i can't understand this details.. Can any one help me to understand this.... screen shot is attached.......

In this Staad model I followed the example at page 4-114 of the CISC 1994 HANDBOOK (9th Edition), which is quite similar to verification problem 2 (Staad.Pro user manual, 3B.11.2) apart from the different section profile and the different Fy. The result…

hi, we are using a tapered rectangular box section for one of our column, how to create the tapered rectangular box section properties in staad pro.?

Dear bentley & friends, I had modeled the floor beams as composite and gave design parameter for Eurocode but design not performed and I had changed the code to BS and AISC, in this two codes composite design is done but not in eurocode. Why? How…

I am working on regular steel structure design via using STAAD to check member deflection. DFF, DJ1 and DJ2 were well applied to define the deflection requirement and beam length, I am sure STAAD had checked the beam deflection in the code checking. …

I was wondering if there was a way to design girders with a different minimum composite action than my joists. Currently I have the minimum set at 25% for all beams but I want the girders to be designed for a minimum of 50%. Is there a way in RAM to set…