Recent content by nicam

What are the support conditions? and where are the supports?

The loads are quite small, what is the slab thickness, span etc. you should just call a local engineer. we don't work out such stuff for people asking on an internet forum. as you mentioned kg's I assume you're from Australia?

TX Structural i think you are a bit hush on software, sure the garbage in garbage out saying is true, but we engineers have had many years of training to understand the garbage in garbage out theory. The don't trust software argument is valid for an untest new software or untrained people. How...

Hi leeo123, So I assume you use 1.2DL + 1.5LL for ultimate and 2.4DL + 1.26LL for service. if so you don't get the software to check strength when your using a service combination. only check deflection. So the ultimate combo for checking strength i.e designing the bars and use the service...

Thanks BAretired!

Hi just an update. Attached photo of my awning! See BAretired the structure is stable! http://files.engineering.com/getfile.aspx?folder=d9571073-3dcf-4935-8169-c3b380684985&file=P5240014.JPG

Hokie66, I perfer Inducta (slabs, RC building & PT3D) much better in my opinion.

only because I wasn't sure if you need to consider the whole cantilever length or just the segment lengths. When designing simple beams I would use the segment length between the restraints but thought the rules are different for cantilevers.

The structure is stable the columns are fully fixed, that's how space gass shows full fixity on the 3D render output. attached is the normal screen view showing bending moments. http://files.engineering.com/getfile.aspx?folder=7e1ca5e1-956a-4e6d-afc9-977d4698d4c5&file=BM.jpg

Hi I'm currently designing a steel awning structure and I'm trying to determine the effective bending length, AS4100 has 3 k factors kt, kl & kr for segment lengths. I know that with cantilever beams kt = 1.1, kl = 2 & kr = 1 for unrestrained members. my awning is attached. the outrigger...

Thanks, if the chairs are still visible would you still consider it a class 2 finish?

Had a job here that the architect specified class 2 formwork finish. The builder is now saying the plastic reinforcement chairs are showing up through the concrete finish. any ideas on how to fix this?

Limit state. Deflection? can't remember but I'm pretty sure We didn't exceed the limits! My boss did the original design, he asked me to verify the design. I think the portals were less then 9m c/c I'll check the model again and come back to you.

no problem! I've designed 55m portals with standard welded beam sections. (building is still standing after 1 year!!)

In Australia under AS3600 we normally use factored loads for concrete 2.4G + 1.26Q