RCC column design using etabs - SMRF design using ACI code
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- เผยแพร่เมื่อ 24 ก.ค. 2024
- CORRECTION : TAKE SHEAR REINFORCEMENT Av FROM ETABS IN (in^2/in) UNITS FOR USING THE TIES SPACING FORMULA PROVIDED IN THE VIDEO
Just see the units
Spacing (in) = [#Legs × Area ties (in^2) / [ Av by etabs (in^2/in) ]
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in^2 cancels in^2 leaving 1÷(1/in) OR simply "in" which is unit of spacing required .
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Man, You are just amazing
CORRECTION : TAKE SHEAR REINFORCEMENT Av FROM ETABS IN (in^2/in) UNITS FOR USING THE TIES SPACING FORMULA PROVIDED IN THE VIDEO.
RCC column design using etabs - SMRF using ACI code - Special moment resiting frame design building frame system
much appreciated
Awesome work... Please make a video on design and detailing of the shear wall including assigning pier labels, boundary elements check, types of methods available in ETABS. When designing lift core please explain all walls in lift should be assigned the same pier labels or different. Please explain in that video.. Thank you bro
Yes before shear wall i had to go through many practice problems and code limitations and modeling techniques to provide authentic tutorial with code references and detaiking preferences so that understanding is easy with strong code supports .
@@EngineeringLearningPlatform I appreciate your work brother... Keep going
@@structurefreek1713 please share with others too :)
@@EngineeringLearningPlatform I share with my friends all the time.
The tie legs you used to calculate spacing is 4 legs, but the detailing you used 6 legs,
Waiting 😄
Ausssalamualaikum
great
Dear highly appreciate ur effort.
Pls correct the shear rebar size calculation. It Should have been rebar area required ( as evaluated by Etabs) divided by the product of no of rebar legs and bar spacing.
Yes the etabs output should have been in in2/in rest is okay . Just did the mistake in units
I have added correction in video's description
Just see the units
Spacing (in) = [#Legs × Area ties (in^2) / [ Av by etabs (in^2/in) ]
in^2 cancels in^2 leaving 1÷(1/in) OR simply "in" which is unit of spacing required .
Still the formula for Av bar spacing should be inverse.
It should be Av required ( from Etabs) divided by Av (proposed)
Spacing = Providing bars / Required bars
Bro #5 Bar is too dificult to bend at site...WE usually use #3 stirrups
Yes, but we use #5 too if the shear is too high or increase cross section .
Bro you haven't uploaded the video on shear wall design yet..How much time will it take?
Will take 2,3 days i am taking some interviews
Bro why haven't you selected beams alongwith columns while selecting SMRF in design preferences? Moment resisting frame resists lateral loading by flexural actions of columns and beams....I think if you have selected only columns then software will design and detail columns for ductility only but beams should also be selected while assigning SMRF or IMRF....Please reply
Since the concern is to design column . And selecting beam for smrf will not change the beam's strength but will change steel in beam which is not our concern here
appreciate it.. but I want to ask there is no design for beam - column joint ( stirrups)??
and want to ask about sum moment of resistance of column should be higher than the sum of beams by 1.2
the moment of resistance of beams depend on the reinforcement for beams so it should be designed on etabs and not increase it any more??
@@s-esmail yes this check is know as strong column weak beam check which is already applied in this video at 26:00 . Yes the joint details should be done . Which is in other words stirrups and tie spacing at supports . That is what we calculate . However we may increase spacing of stirrups and ties in mid spans/Height respectively
@@EngineeringLearningPlatform what I understand that the stirrups you calculate only at h/6 above and below the joint (h :height of the floor) as i think
but what about the joint it self??
Yes the joint detailing will also follow this .
Sir I want to take classes to learn etabs completely which plate is best for it, and want to learn it with ACI codes
Check our udemy course
can u provide a link for these smrf detailing requirements?
ACI 318 code chapter 21
Hi bro. i have a question, you design the column in accordance to the SMRF requirements by ACI and you leave the beam design, is there a need also for a design of beam reinforcement and ties in accordance to SMRF req.? If yes, do you have video for it? Also in designing a residential house is it still required to design it using SMRF if the location in on zone 4? its a 3storey residential house. Please reply and thanks for the video!
Yes there are special requirements of beams as well refer to chapter 21 of ACI 318 . Yes SMRF is used in zone 3 and 4 .
@@EngineeringLearningPlatform do you video for it bro? Meaning etabs will not provide us detailing of steel reinforcement in the software using SMRF? Thanks for the reply. Also on safe do i need to use meshing if i have strap foundation? As i know it can detail the foundation using strip method and will provide correct values for reinforcement and no need for special detailing like this on SMRF right?
@@markcanicula Yes etabs doesn't, no its similar to IMRF beam on which i have made video already, you can see in etabs playlist, but the main difference is only of the numbers betweem smrf and imrf, else method is same, no auto mesh us more than enough in safe . No special seismic requirements . Just check pressure if foundation using SMRF service combos
@@EngineeringLearningPlatform yeah your correct there is no need for SMRF in foundation. Just soil pressure. Is punching shear a serviceablity requirements or strength? So i need to use slab mesh on SAFE or no need? Thanks!
@@markcanicula Its a strength requirement .
Hi sir. I set column to be DESIGN after the analysis all column pass showing all Longitudinal rebar area but when i check the column by right clicking it, the rebar areas on each case and each part appears, the area appear is NOT THE MAXIMUM there are value higher than what appear. What u think is the problem? Any experience? Thanks and more powers.
Which Etabs version are you using
@@EngineeringLearningPlatform 2016
@@engrgep this seems to be a problem with your cracked version. It's not normal
@@EngineeringLearningPlatform thanks. I see some write up in the internet that for column DESIGN we need really to check one by one after the analysis and design to ensure all columns are safe.
You said the nominal capacity of the beam x 1.2 should be less than column flexural strength. But here u r checking in Dcon10. Where is the nominal capacity without any factor?
The etaba option already checks that itself using space frame criterion and shows O/S if 1.2x of beams flexural capacity exceed columns flexural capacity at a joint