Search results for query: *

Ive got a cantilevered conc deep beam with a backspan (2x stories high), and will be providing hanger reinforcement along the cantilevered section, running vertically up from the lowermost slab to the next level. Can this hanger reinforcement be lapped or does it need to have couplers...

Thanks Agent666, appreciate it. Do you have any thoughts on my second query re: justifying the load path without any supplementary tie reinforcement?

As I have understood then, in summary - The minimum lateral connection at the interface b/w the wall and slab (considering floor load only) is given by: 5% of G+Q_combination for robustness 3% of G+0.3Q for seismic And minimum lateral connection to justify lateral bracing or restraint at the...

Also thanks KootK, missed your response!

Thanks steveh49 and slickdeals. In our case, the slender column design has been based on single curvature and minimum moments, which are the governing moments at the ends of the column. An effective length factor ke<1 has been adopted. When combined axial plus moment are assessed at mid-height...

As far as slender column design is concerned (assuming braced column), the moment amplification can often be extremely sensitive to the concrete cover. Even increasing the cover from 30mm to 60mm to account for the joggle in the reinforcement at the slab level can have a significant impact. Can...

Will locate the tie reinforcement over the width of the column and extend it far enough into the slab to mobilise enough diaphragm reinforcement. To determine the amount of diaphragm reinforcement engaged, thinking of a strut and tie model where say a 45 degree strut angle fans out in two...

Thanks for providing such a comprehensive summary Agent666, just what I was looking for. Taking 5% of total axial compressive load seems intuitive to me. A few follow up queries: 1. Would it be reasonable to extend the tie reinforcement a lap length inboard from the slab edge, in order for...

Thanks for all the feedback everyone

Is this clause only applicable to edge/corner columns that are part of a moment resisting frame building, or edge/corner columns in general? The SRIA Guide to Seismic Design & Detailing of Reinforced Concrete Buildings in Australia appears to suggest that it is only applicable to OMRF and IMRF...

Any further comments on my previous post folks? Also, when designing the column top and bottom connection for this minimum load, can we rely on the existing longitudinal column reinforcement that extends and is fully developed through the slab joint to resist this load (via shear friction...

Hi everyone, Just touching base on this again to hopefully close out - any further comments or insights on my latest queries would be much appreciated. Thank you all

Thanks blihpandgeorge, thats great. Do others also agree that it can be based on the load being transferred from the floor? Is there any general guidance outside of the code which I can refer to that explains the logic for this?

With reference to section 6.2.3 and 6.2.5 under Structural Robustness in AS1170.0, does the 5% of the value of G and G+ycQ refer to the total vertical load from all slabs above the connection in question, or just the vertical load from a single slab?

Thanks Ron, sounds like a plan! Do you know what order of magnitude crack widths these sheet membranes can typically tolerate? Is it even necessary to check compatibility of sheet applied waterproofing membranes with crack widths? Or are they generally robust enough by default? From the...

Thanks everyone for your feedback and insights. To give a little more context - this is not a remedial measure, and not considering a liquid applied membrane or filler. We have a hydrostatic slab (below the water table level), which will need to be fully tanked. A sheet applied membrane will...

How do others approach this? And what crack widths are acceptable for say a hydrostatic slab if a waterproofing membrane is present?

Yes understand the origin of this load - Ronan Point I believe had a significant role to play. Yes, the structure is monolithic and will be adequately tied at the column/slab interface. But how does the facade/partition walls being weaker than the slab have anything to do with justifying...

Thanks HTURKAK. The column is actually being restrained by slab only (no perimeter beams), however seems a bit excessive for the slab to be designed for a 34kN/m2 load applied over a 6m x 6m tributary area. Would be struggling to make this work without incurring significant cost on every...

When designing key elements for an applied load of 34kN/m2 (such as corner columns on a high-rise) as a way to satisfy robustness and avoid disproportionate collapse, what effective column length do you consider? Is it acceptable to check the column capacity based on a single story height, or do...