How to model mat foundation with lots of steel embedment plates on top of slab, in STAAD Foundation Advanced? (embedment plates with 6 inch long studs are covering approx. 75% of of slab area). Is there any trick to account for the difference in material…

How to model mat foundation with lots of steel embedment plates on top in STAAD Foundation Advanced? (embedment plates with 6 inch long studs are covering approx. 75% of of slab area). Is there any trick to account for the difference in material properties…

I found this statement " Envelope points that fall directly under a column or a pedestal are not designed." in another forum in here and it was made by a moderator, I believe. I cannot find any other information as to WHY it will not design the reinforcement…

Hello, Could you please send me the excel spreadsheet for importing data to Staad foundation advanced. I do not have it in the software folder in my computer. It would be really helpful!! Thanks

Hi. I am having trouble with Staad Foundation. I created a Tank foundation to analyze. The storage tank roof has a lot of elements such as the W section under the tank roof plate. In Staad foundation we can only consider roof plates, bottom plates, and…

Dear Colleagues, (i take back what i've posted earlier) The method as per the link ( Mat analyzed in STAAD.Pro and designed in STAAD.Foundation Advanced ) would have been useful for structures such as Buildings with Basements, Underground Tanks / Pits…

Hi, I am designing an isolated footing based on ACI318-14 using the attached file below (please refer to "Finalized" job). I noticed that SFA has a different method in calculating for flexure compared to the conventional method. Instead of taking the…

Hi, I received an error like the one in the image below from SFA. Can somebody explain it to me? Why is it that the software is unable to redistribute the pressures? Is it because that all the corners have negative pressures?

Hi, In the attached SFA file and image, I specified that there should be 100% contact for service load combinations (see footing no. 1). However, when I check the area in uplift for these load combinations, the footing still experiences loss of contact…

Hi, In the SFA file below, please look at "Interior" job. When I verified the one-way shear capacity, I computed it to be Vc=348.29kN but the software calculated it to be Vc=335.04kN. My calculations are found below: Vc = 0.17 * (1) * (2000mm) …

Hi, I have set my isolated footing design to remain in full contact with the soil. However, when I check the eccentricity of the factored loads, it is beyond the kern which is 1/6 of the footing dimension. 1) Why does SFA give out such design when…

Hi, In the design of footings against shear and moments, we determine the volume of pressure underneath the critical section. How does SFA compute this when there is a negative pressure? Does it redistribute the pressure so all corners have positive…

Hi, Why is it that the stability check of footings in SFA is only performed for service load combinations?

Hi, In my SFA, please refer to "Preliminary Design - Isolated" job. I have set that the minimum contact area for both service and ultimate load cases should be 100%. However, for Isolated Footing 1, I noticed that there is still negative pressures underneath…

Hi, How does SFA compute for the one-way shear? I tried to manually compute it but I obtained 5.1kN while the software computed 4.8kN. 8015.Isolated Footing - Axial.sfa

Hi, I am designing an isolated footing in SFA. I just want to clarify some things with regard to the calculations used by the software: 1) In the shear calculation, the calculated effective depth does not match hand calculation. Hand calculation shows…

I have designed isolated foundation in staad , The sizing of foundation is coming very high , eventhough my foundation pressure is very less ie) 40 kN/m2 , allowable is 200 kN/m2. In-terms of sliding and overturning , i am getting minimum of 3.02…

Hi, I am designing isolated footings. However, the flexure rebars' spacing are not consistent with the calculation sheet and the drawing. How do I resolve this? What spacing value should I follow? [CE 196] - Isolated.sfa

Hi, How does SFA determine the mass of reinforcement steel? Where can I find the steel density value/s that SFA uses?

Hi, Is there a way to transfer the shear and moment diagrams to Excel?

Hi, I want to define my own set of load combinations. How do I add more load combinations?

Hi, In SFA, the software checks the maximum spacing for a cracking condition. Do we always have to follow this maximum spacing for cracking condition? If not, what are the justifications for not following this ACI provision?

Hello, I am going to use ETABS to analyze a structure and STAAD Foundation to design its footings. I just have a series of questions regarding this: 1. What is the step-by-step procedure on how to obtain the column reaction loads from ETABS which…

Hi, In the design of combined footings, what is the minimum reinforcement ratio being used by the software for the transverse reinforcements (see image)? Is it the minimum temperature and shrinkage reinforcements?

Hello, I am verifying the computed corner pressures of a combined footing with 3 columns subjected to different magnitudes of axial loads and moments. However, I am getting a large discrepancy between the hand calculation and software results. Loading…