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I'm currently doing a design for the foundation of a six storey building using pre-cast concrete square piles 0.45m x 0.45m x 18.2m long. I have searched through several references and found out that the required spacing ranges from 2 to 3 times the diagonal dimension of the pile. I would like...

Hello everyone! I would just like to know what is the allowable maximum deflection according to AISC. I'm quite confused what to use between L/360 for liveload only or L/240 for deadload and liveload combination. Also, i have read some that uses L/150 using liveload. Thanks....

ERV is correct... From your illustration, the bracing would be directly supporting the parapet. Thus the reaction from your parapet are the loads to be used to design your bracing. However, since your bracing are covered, then loads determined through components and cladding should also be...

Thanks JAE for your reply. I have checked on the original slab and its still adequate to carry the additional load. Now, I'm trying to do some cost evaluation. Part of it is to reduce the strength of concrete if possible. My question is: What is the lowest possible concrete strength (fc') for...

Good day! I am currently doing a design for temperature reinforcement for a suspended slab topping. The scheme is to use welded wire mesh 6mm in diameter for temperature bars to control cracking. To compute for the bar requirement, I used As = 0.002bt for Grade 33. However, my concrete topping...

Thanks for all your inputs. Here's a follow up question. 1) Wouldn't the camber section behave like an arc transmitting stresses axially instead of by flexure? 2) Or would it only behave that way at a certain camber height over length ratio? If so, how much is that ratio...

I would like to know if: 1.) Pre-cambering of light gage purlins can increase its bending capacity? 2.) Can it also help reduce deflection? 3.) What is the tolerable ratio for camber over the entire beam length?

I am currently working on the design of a shell roof (dome shaped)with beams supporting on each side slicing the dome to 8 pcs curved triangular roof panels. Resulting to an approximately 6m base and 8m x 8m curved sides. The design requires to limit the roof thickness to 75mm. In the analysis...

In the ACI manual, for ferrocement the code recommends that the average net cover of reinforcement is about 2mm. It is also recommended that for thickness greater than 12mm, the net cover shall neither exceed 1/5 the thickness nor 5mm, whichever is smaller in order to insure proper distribution...

The original span of the truss was 17.45meters. During construction stage there was revision on the roof framing which required the truss span to be 23m. Before the revision was final we had the trusses fabricated already. To avoid having the fabricated truss go to waste we tried to redesign the...