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Hello Engineers, I have a question about a structural member known as a "Grade Beam", which is commonly used to resist differential settlement between footings. I created a simple ETABS model to determine whether the "Grade Beam" should eliminate or resist footings settlement. The results revealed no significant difference between soil stress or footing settlement values in the two cases (with and without "Grade Beam"). So, is it worth adding them to the footings? Or it is a common myth that Engineers used to tell! Much appreciated.

In a building with the seismic design category SDC-D, I consider the building frame system to resist seismic force, which is a special shear wall. But the beam detailing—what would it be? Is it SMF or IMF detailing?

If you found any learning materials, please forward me as well

one of our clients required scaffolding for Boat landing for an offshore platform, I have submitted the design in a normal manner, like designing it for medium duty (2.4 KN/m2) , but the client engineer wants to check it for seawater slam forces and check coupler capacity if its get wet. During high tied Scaffolding may submerge in water, not completely, but partially, Does anybody guide how scaffolding design if it's submerged in water? When scaffolding is submerged in water couplers get wet, which reduces friction between the tube and coupler, so how much will it reduce, is there any test from which we can find its capacity? no person will work during high tied obviously, but our concern is that scaffolding should bear wave forces so that it can be used after tied gets low i did some calculations for slam forces, appreciate if someone review and give valuable feedback specially on coupler capacity thank you

What about expansion and contraction joints?

W/S Yes i did. 220 ft construction joint only

Assalam u alaikum, Please answer my following questions related to cantilever retaining wall. 1. Have you ever designed a cantilever retaining wall? 2. How much was the running length? 3. What type of joints did you provide and at what spacing? Thanks.

Assalaam o Alliakum everyone, I was wondering if someone could refer me some guide/learning material/book/video tutorials to design building by applying response spectrum analysis in ETABS. I am designing a building with extreme torsional irregularity. Seismic Design Category is D and T<3.5T_s so ELF can't be used. I have to apply some dynamic analysis. I know basics of RSA but I want a step-by-step guide to design structure using RSA in ETABs. Any help would be appreciated.

Is it not a standard practice in Pakistani Design Offices to use only earthquake forces for the calculation of drift? "Standard practice in the company" don't justify it as standard practice in Pakistani companies is to use EQ only?

I'm designing a G+5 building which is situated in Lahore. For it's seismic design, the seismic design category is coming out to be D. Is it okay?

Is there any book/resource that has a complete design of a RC building using ACI code?

Hello everyone, I am redesigning an existing car parking shed for pad foundation design. I have modeled it in SAP2000. Joint reactions are contraditory to the presumed load distribution. There should be vertical reactions i.e. Fz as the shed is overhang. However, the reaction Fz in one column is in upward direction whereas in other column is in downward direction. Can anyone here help with reviewing the model and offer the comments what I am missing here. Thanks in advance. Car Parking Shed Model SAP2000 v7 final dated 2-5-24.sdb

Dear Muneeb When I design this beam as simply supported beam it gives large value for shear. Any advice on how to design/model this properly Thanks Tristan

Moreover, what this lateral bracing option do? How to remove lateral bracing and when to apply lateral bracing?

I am modeling some roof beams in SAP 2000. I wanted to know if I can assign lateral bracing to the top flange at the points where purlins are been attached to roof beam present in Design > Lateral Bracing option in SAP 2000? If not, why?

While designing a high-rise structure, I encountered an issue. The client requested the slabs to be designed as post-tensioned flat slabs. However, I am aware that flat slabs are not suitable for seismic-resistant design and should not be used in high seismic zones. Unfortunately, I couldn't find any direct clauses in the codes addressing this issue. If seniors can provide a reference from the code specifying not to design post-tensioned flat slabs in high seismic zones, it would be greatly appreciated.

Very informative post. I like the way you talked about ehsaas rashan program and their benefits for Modern Steel Design

Here is a link. Hope it help https://www.linkedin.com/pulse/seismic-behavior-comparison-infill-wall-strut-models-using-hasılcıo/ or You can use FEMA-356 chapter 7, section 7.5 for linear and nonlinear modelling of infill walls.

Thank you for your valuable feedback. I have checked all the files in that attachment and they used strut to show masonry wall properties. It was helpful but I have to assigned a Multi-linear plastic link element to strut for better NL analysis. and Now I am confused for defining some parameters in the ML plastic link element.

I know that. I was trying to find a book with field examples on how to transfer loads from slabs to beams and walls (if load bearing) and then to footing.

You can find design of spread footings examples in typical concrete handbooks, like Nilson or Macgregor.

Atif, Please see this thread:

In this case, for lateral load resisting system, the system will work as braced frame since braced frame stiffness >> moment frame. The reason why you can’t find an example is that moment frame when provided with braced frame is just adding extra cost - it’s not needed and totally redundant.

Hello I am working of macro modeling in sap2000. I have to model a masonary walls in sap2000 by link elememt method approach . I have to draw the ML plastic and Elastic link but I am confused in some parameters .How can I define the force -displacement for the skeleton curve and what should be the parameters for hystersis ?

Yes, you can. In that case, it will be either a Dual System if the produced lateral load resisting system is enlisted in your lateral load resisting systems table, or it may be a "Combination of two different framing systems" in the same direction. For the 1st case, your table will say whether it is permitted in your seismic zone or SDC and up to which height it is permitted, and for the other type both the framing systems shall be permitted separately in the table. For the latter case, you have to use the lowest R value and the corresponding Cd and Omega value for that lowest R. If your case is not seismic, only wind and if you want to use cross bracing to lower your structure sway, in that case there seems to be no problem. Which code r u using?