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Any reason your floor trusses can't span all the way to the external wall? Does it increase span too much? If they could make it then the lower roof could be just built over these trusses. I know this doesn't solve the diaphragm shear issue, but just a thought as to eradicate complicated...

Cheers!!

Thanks, What year is that extracted from, my 2018 code is not so explicit (I wish it was in this case). Cheers

Hi all, Just looking for peoples thoughts/opinions on the following. A project we are involved in calls up in the Spec. "surface finishes shall be in accordance with AS3610....." I take this as only been applicable to formed surfaces as that is within the scope of AS3610. The builder however...

Thanks all. That resource you posted Agent looks good. I'll dig into it...

Thanks BJ1

Thanks all, Yes, I forgot about the 127x52 sections. Speaking to local fabricator he believes they would of been Grade 350. Aluminium? thanks for the heads up Hokie, I will do due diligence to confirm. Thanks Toby

I've just measured onsite a 125x50 RHS section. Does anyone have any information on these as it must be a section size before my time or simply a rare one, maybe imported? My approach at present would be to assume grade 250, or is this too conservative. I'm in Western Australia Cheers Toby

SCI publication P281 deals with curved members on plan aswell.

Buckling...

Not dealt with GFRP before, but a couple further items that I would consider needed attention- 1. FRP suffers from creep, does it not? (happy to be corrected). If it does then common RC theories would need appropriate adjustment. 2. GFRP is anisotropic I believe - Shear strength of the bar...

Hi all, I am just starting on a new 3 Storey project. Office and parking at ground with 2 levels of Residential over. I am designing the floor and its supports over the parking for an Fire resistance level of 120/120/120 (Structural adequacy/Integrity/insulation) I just received a drawing of...

Hi all, Anyone have any data on historic I-beam shapes use in Australia (specifically WA). I am assessing an existing building which has a 360 deep I-beam with a flange width of 140mm which doesn't match todays profiles. Building is circa 1950-60. I'm specifically chasing the steel properties...

CIDECT Design Guide 9 - Should be able to find download with internet search

Agree that changing in stiffness not the best idea. Search for CUREE publication "Seismic performance assessment of flat plate structures". I haven't read the entire thing, but may be useful to you.

Rapt, I wholly agree in the need for integrity reinforcement, I'm just not convinced on the "ductile" part of it. Most of the tests I've read about about (Mitchell and Cook, Melo and Regan) firstly break the slab by getting it to punch, and then proceed to re-apply load (through some form of...

All i was trying to say was that in this case, the ductile mechanism would need to be reliably stronger than the brittle mechanism (owing to the fact that it is a secondary mechanism that only comes into play post brittle punching)

Personally I don't believe ductility is the best terminology to explain the integrity reo requirements. i.e. 1.2G+1.5Q=950kN Predicted Punching Design Capacity = 1000kN Predicted Post Punching Design Capacity = 1000kN Actual Punching Failure = 1200kN (Over-strength) Actual Post punching...

Agent666, Thankyou very much!!!!! I owe you one, just saved me $90 that SAI GLobal wanted for this superseded document...

Hi all, I'm looking at a steel structure designed and constructed in 1985 (AS1250 I believe) and was hoping someone may be able to help us out with steel grades used in that era in Australia. Specifically I'm looking at Equal Angle sections and bolts Thanks in advance Toby