Hi,
IDEA is pretty good tool if the user knows how to use the program.
In given example there is almost no tension in bolts because of high compressive force (ca. 600 kN)
The bolts are probably failing in "concrete" (check forces in bolts/anchors and capacity of your anchors, capacity is...
Hi,
They are still used but mostly in heavy reinforced members like columns where there is no place to lap. Also they are pretty expensive.
https://www.halfen.com/de/786/produktbereiche/bau/bewehrungstechnik/mbt-bewehrungsanschluss/einfuehrung/
Rounding to 5 mm is acceptable (for example 75mm) but rounding to 10 mm is more usual. in your case I would go with 150 mm.
p.s.
Generally the guys tying the bars don't have a tape..:-)
@rapt: well I am planning to work at least 30 to 35 more years (it was intended as a joke). It takes years or even decades to implement something in Eurocodes, now it’s not even sure if UK will continue to work on Eurocodes. For example Eurocode 8 (EN 1998) is not yet valid in all German...
Rapt thanx for the tip. Actually it goes up to 18.4 degrees in some ec countries. Yes it really reduces shear links significantly but it causes sometimes issues with ancoring of the reinforcement on the end support.
P.s. i think i will retire before new Eurocodes are implemented in all...
Something new for me, To combine shear links with shear capacity (actually tension strenght) of concrete. I guess some friction of 2 cracked sections is taken into consideration. In my euro(Code) its not allowed. (But there is similar concept with punching shear in eurocode).
@YuleMsee It's an R.C frame building as you can clearly see, so the walls as seen in the level below do not provide any support.
I believe that those walls will try to provide the support, they look pretty robust so it way even work (with some luck work)
@rapt
I came to same conclusion. At ULS concrete is fully cracked with many micro crackes that are reducing stress in steel caused from shrinking in "big cracks". I believe that I will find same explanation if I find time to look up some papers.( If I do I will post it).
I thank you all for...
@WARose I actually found it in german commentary to EC2, for "normal case" is the addition not necessary, higher requirement should be used (so long the strain between cracks stays under 0,8 promille.
@HotRod10
on the right side of picture are strains after cracking:
strain in concrete
strain...
I ignored the bending because the question ist mostly about shrinkage and adding up effect with bending.
Few interesting views: rebar preventing cracks, rebar reduces cracks, rebar causes cracks with interaction with soil, lets add up creep and restrains... and there is a nice topic if somebody...
so, do we all agree now at least that after cracking (caused by shrinking) the reinforcement within cracks is in tension and within concrete in commpresion?
(since no external forces we have to have equilibrium)
@HotRod10
I am not combining it either, just wanna hear some thoughts.
During the shrinking after the tension strength of concrete is overcome cracks are opening and due the strain reinforcement within cracks is seeing some tension not compression?
My code (EC2) is there pretty straightforward...
I would like to hear some opinions (code independent) about why is bending reinforcement not adding up (or you do add it up)to already calculated cracking reinforcement (caused by shrinking). Talking firstly about foundation slabs.
Thank.
agreed with previous comments. I would add that it seems to be worldwide issue.
We are compared to other industries underpaid, but at least we have the busiest forum here..:-)
