I would like to get some opinions on this.. I am taking the Civil-Structural PE exam in April, and have been studying the breadth (AM) exam questions using the CERM 8th Edition (published in 2001).. I thought I could squeak by using this old version that I had on hand, but I am considering...
If the bar is fully developed and loaded to its yield load, then the bar(s) will yield adjacent to the plate. The weld at the back of the plate should be sized to meet/exceed the bar yield load too.
Having reinforcement doesnt preclude the need for control joints in any case.. But I admit I was treating as a slab on grade.. The mat is going to be 100m x 100m x 225 mm (330' x 330' x 9"), with some added thickness from the topping slab - not a typical mat to me. Regardless, I would provide...
You need control joints or construction joints to control cracking. For a single, square placement of 200 cubic meters, the side lengths would be (200 m3/0.225 m3)^0.5 = 29.8 m. This is too long to not provide any control joints. Rule of thumb is the joints spacing = 24x(slab thickness) up to...
There is insufficient information here to evaluate the weld group. What are the weld sizes, weld group dimensions/section properties, base metal thicknesses, electrode, weld type (fillet?), base material yield strengths..
Further, it looks like there are (2) weld groups to evaluate. Where is...
If this is in the top of a floor slab, is it near an area of negative moment? If not you may be ok. However in SDC C or higher you have to assume cracked concrete.
Separately, you mentioned your factored load in ASD.. I don't think you can use ASD loads with the strength reduction factors given...
Assuming both members are oriented with their longer dimensions vertical, and the end of the HSS8x4 is away from the round edges of the beam, just use an all around fillet weld.. 1/4” or 5/16” should work, depending on the loads.
I recommend using Blodgett ‘Design of Welded Structures’ method...
