@JAE,
I apologize that I havent mentioned correctly. Actually there are number of these and daily contractor is casting 5000-8000 cu.m without taking any measure to control Heat of Hydration.
@SlideRuleEra / EDub24
Thanks alot for sharing the references.
Just want to add. Is there any specific...
Dear All, Thanks for adding your valuable inputs.
In my case, contractor is pouring 1.4meter deep foundation raft and more than 10meter by 10meter in area in one go. He is not using any thermo-couples to control heat of hydration as he exclaim than there is no guidance regarding volume of...
In Specific, I am concerned about Mass concreting in RAFT. If there is no concrete volume limit, So how do we limit Heat of Hydration ?
Upto my knowledge, we cannot provide control/contraction joints in Raft.
Dear Eng-Tips Members,
I would like to know if there is any limit on Maximum Volume of concrete that can be cast in one go?
Other than providing construction/Contraction/Control joints in hot weather, are there any other specification that limit maximum volume of concrete cast in one batch ...
Dear Sandman21, daranguiz and other, Please find attached below the ledge detail we came up with. I am still unsure about the big slotted hole we are providing. Any comments would be highly appreciated. Thanks.
@sandman21, thanks. I will look into it. do you have any example that you can share on similar problem that would be helpful.
@daranguiz . I am designing anchor bolts for shear force as you indicted. I am precisely concerned about what size slotted hole should be. what guidelines are used to...
@daranguiz Available space ? I am providing expansion joint based on lateral loads. What do you mean by vertical loads ? Can you explain. Thanks in advance.
Dear Buggar, Do you have any calculation that you can share for such bridges. like you were mentioning for Marine Dolphin.
That would be really helpful.
Thanks all for your reponse.
@bridgebuster : Dear Bridgebuster, I am also thinking the same as this large movement is increasing my ledge size alot. As 300X2=600mm slotted hole.
The only reason I thought is that I worked out the building displacement at Ultimate LimitState i.e. with modifier...
Dear All,
I have designed the bridge between two building. Fixed at one end and roller at the other. The bridge at the roller end, rests on a concrete ledge. I have provided the expansion joint based on the formulation of ASCE for building separation. I have certain queries on it :
1- Is...
Dear all,
I am trying to design shearwalls through ETABS with temperature load applied over shell. At various location, spandral section fails in Shear due to temperature and piers (sometime in shear, mostly in flexure). (See Attached Image)
Certainly all the problem in Shearwalls are due to...
Dear Jae and Kootk,
Thanks alot to both of you for adding value to this post with your kind comments. Was really helpful.
JAE/KootK my case is that sometime I see walls piers Or spandrel failing in shear, when I am using modifier PIER=0.7 and Spandrel=0.35. Then I lower these value for PIEr to...
Dear JAE,
Thanks for your response. As you mentioned that i should be careful that I don't end up under-designing something. How about walls, mostly when I assigned opening I usually find small piers corner failing at the edges. What If want to alter its stifness so that It can transfer load to...
Dear Members,
I would like to have your feedback on the use of stiffness modifier. We generally use the value dictated by ACI committee as to model the cracked behavior, which are
Compression Member : Wall, Column, Pier = 0.7
Flexure Member : Beam, Spandrels = 0.35
Slab = 0.25
What if i want...
Dear Kootk, Thanks for a detailed response.
May be I am trying to get away with one way shear check as it might result in increasing thickness or providing shear link. Secondly, I checked with alot of engineers who designed raft considering one way action and the structure is still sound...
yes Kootk, it took me a while to realize that he is just getting the shear at distance 'd' from support. What do you interpret from the Code clause I shared.
