Search results for query: *

I believe the Bluebook would be for a restrained top web too - the resistance value for this case (150mm stiff length bearing >Clim from end with 254UC107). However, using the allowable stress methods in BS 5975 using Table J.1 of Appendix A for the increased effective length (hopefully...

Oops, classic... - hopefully see attached!!https://files.engineering.com/getfile.aspx?folder=196587c4-31ae-46b7-b0d0-dd96c94ce7dc&file=Sketch_09-10-24.PDF

Hello. I have been assisting in the design of an unrestrained column section which is supported continuously on the bottom flange and subject to a point load (see sketch attached), and would like to calculate the design resistance of the web due to the transverse force. Currently, I have...

Thanks for the response. Yes I feel like one of the reasons it looked 'wrong' was more the congestion of reinforcement rather that the overall dimensions. Appreciate the insight.

Hello all, I'm an avid Linkedin doom scroller of all things engineering (sad, I know..). Just wondering what other Engineers thoughts are on the below with more experience in larger (and taller) projects than I? Background - Steel fixer posting pictures of pre-fixed cages for a high rise...

I would guess that given the relatively large load and low bending stiffness of a 19mm plate the structural behaviour would be more like a cable and the stress would come from membrane forces due to deflection (assuming supports cannot move).

Would be interested to hear the justification on taking restraint from the rafters?

Thanks George. I think both replies have made the penny start to click where it's more of a decision based on effective depth and moving the critical section further from the joint, rather than the capacity of the joint itself.

I would typically check moments at the base of the wall, as this is the section which is being designed. I would argue not to design for forces at the centre line as these become reliant on member thickness - say a 1m thick base slab would result in much higher design forces? Would you agree...

Can't say I have experience of designing a 60m truss, but I would suggest sticking to the code.. they exist for a reason! 6m bay spacing may be more appropriate? On Georges point - I always think having some form of bracing / ties between bottom cords of large span trusses is a good idea.

Firstly, I appreciate that there are a few threads similar to this - but i'm hoping this is a little more specific. Exam question: At what point (Design moment / utilisation ratio or other) are haunches / haunch bars required on a 90 degree reinforced concrete joint? Either Wall to Wall or...

Is this a design for a retaining wall? Taking a section cut through your 'critical point' and taking moments looking left or right will get your answer :) Happy to discuss further if there's a sketch to look at, I may (probably) have got the wrong end of the stick!

Hi! Beginner here with <1 year experience using Finite Element Software. I am wanting to model my own custom connections i.e extended end plate moment connection (more out of curiosity than to be used in anger yet) within SCIA Engineer. To model the 'contact' (from the information readily...