Mam, net upward pressure calculated value as per calculation is 293 kpa that little value varies for moment and one Way shear check and Two Share check , Nice explanation thank you.
@@learngrandeur304 please read the book first before watching this video.... Unfactored load=1600kN..... 10% increase load durring calcuation the area of footing not there . But durring calcuation the net upward pressure have not to take 10% increase value.
While arriving size of footing, it is a concept to assume self weight of footing as 10% of column load. As the weight of footing is nearly equal to weight of earth excavated to the volume of footing, you can ommit the self weight on economical point of view. If you want to add self weight of footing, you may consider little less. While working out it is found that the difference in weight of column and footing embedded in soil and excavated earth is only 3 to 4% of column load considering weight of soil is already included in net sbc of soil. Hence You can take 5% as self weight of footing. This is resonable for isolated footing.
Load on critical section will be 266.67x1.25 =333.33 kN/m and bending moment at face of column will be 266.67x1.25x1.25/2=208.33kN.m/m, plz correct me if I m wrong
in the sizing of the footing, i noticed you used the serviceability limit state and the ultimate limit state for the net upward pressure. In case you have the factored reaction for axial, should one use the factored axial load or unfactor it before applying
You have provided bottom reinforcement in both directions which are O.K, but you need to provide minimum top reinforcement in both direction as well. The four corners of the footing are in tension due to column loading therefore, you need to provide extra reinforcement up to 1m from each corner in both directions. You have not provided close up bars as well as face reinforcements which may be required and based on the code that you are using. Rahman Rahmani
1:34 Mam as u did , for load on footing forumla is 1.1 × working load . But when in question ultimate load is given do we divide it by 1.5 ? And then 1.1× working load ? Pls guide
Sister your explanation is very clear thanks for it but I have another small request if you can please make video for high water table foundation also please
Excellent work. You need to provide min reinforcements at the top in two directions to prevent thermal cracking. Could you please calculate how much reinforcement is required to over come the thermal cracking effects. You also need to provide close up bars on four faces (U-Bars). Since the total depth is 730mm I think you need to provide face reinforcement as well (simply you design a steel cage to put it into the ground and fill it with concrete). Thank you
I agrer with you @jawahar bharani in this case you need to increase the footing size, upward soil pressure must not be greater than the SBC = 200 KN/M^2. It must be Corrected.
please can you help me lost here , i wanted to make sure about the depth of the foundation and concrete thickness ...so the 650 is for the depth so what about the thickness of the concrete ?.....................PLEASE HELP
Why are you multiplying 2.5 times the depth of foooting which is 225mm, after multiplication it will be 650mm so 650mm it means 2.5 ft depth. So cost wise it will become high I think 300mm depth is enough to consider here maam👍.
Mam U HAVE ONLY CALCULATED Spacing between steel bars BUT DIDN'T MENTIONED it in the ROUND NUMBER & IN THE DRAWING Also How much Exactly the Spacing b/w the Reinforcement ,U didn't show. Please answer it. Thank U.
Madam when you did win d load analysis as per is 875-3 you did not explain about the exposure coefficient I.e windward coefficient and leeward coefficient. Please explain those.
I have one doubt in calculating net upward pressure. The pressure ia acting upward while the self weight of footing is acting downward. hence you have not to consider self weight of footing for net upward soil pressure .
Teacher great , you have convey v excellent way of teaching, i watch here in kuwait its so nice , R U teacher in Life , great you from ? Ladies are much intelligent
when designing the footing ,As a structural engineer its his job to design the depth n size of the footing based on Architectural plan . Your video is somewhat like teaching question & answer type what is this ???
@@umashankarjagadish7755 the type of practical structural knowledge you are looking for won't come for free on TH-cam. Join some paid course. This channel is for students and faculties who want to learn more. Be mature and sensible.
Mam, net upward pressure calculated value as per calculation is 293 kpa that little value varies for moment and one Way shear check and Two Share check , Nice explanation thank you.
For calculating net upword pressure you put load of footing 1760 kn but the calculated value is based on 1600 kn
Manda, self weight of footing is assumed 10 percent. Watch full
@@learngrandeur304 please read the book first before watching this video.... Unfactored load=1600kN..... 10% increase load durring calcuation the area of footing not there . But durring calcuation the net upward pressure have not to take 10% increase value.
@@Structure0156yeah u right 👍 load must be 1600 KN instead of 1700 KN.
Yes it has to be corrected
In critical section what value u multiplied with 266.67
i guess the answer is 3. but why ? need to clarify. lots of things is missing explanation.
While arriving size of footing, it is a concept to assume self weight of footing as 10% of column load. As the weight of footing is nearly equal to weight of earth excavated to the volume of footing, you can ommit the self weight on economical point of view. If you want to add self weight of footing, you may consider little less. While working out it is found that the difference in weight of column and footing embedded in soil and excavated earth is only 3 to 4% of column load considering weight of soil is already included in net sbc of soil. Hence You can take 5% as self weight of footing. This is resonable for isolated footing.
Mam ,not including footing load in upward pressure
at 9:35, please confirm if the P-t should be 0.1399 instead of 0.136? thanks
❤❤❤❤omgg thanku you so much dear you make it easy
Load on critical section will be 266.67x1.25 =333.33 kN/m and bending moment at face of column will be 266.67x1.25x1.25/2=208.33kN.m/m, plz correct me if I m wrong
Oh ok, I was calculating per m along the width of footing....
She was making laugh while explaining with her voice 😂😂😂. Nice explain 👍👍👍
I love your clear voice well understood
you are simply THE BEST , much appreciate it !!!!!!!!!!!!!!!!!1
1 word for u..wonderful
Excellent Teaching ..Thank you Madam
1.5 se column load ko into krenge na when we calculating upward pressure, aapne total load se kiya h?
in the sizing of the footing, i noticed you used the serviceability limit state and the ultimate limit state for the net upward pressure. In case you have the factored reaction for axial, should one use the factored axial load or unfactor it before applying
Very clear explaining
You have provided bottom reinforcement in both directions which are O.K, but you need to provide minimum top reinforcement in both direction as well. The four corners of the footing are in tension due to column loading therefore, you need to provide extra reinforcement up to 1m from each corner in both directions. You have not provided close up bars as well as face reinforcements which may be required and based on the code that you are using.
Rahman Rahmani
What Should be the minimum top reinforcement ? Please.
Since the depth of the footing is around 730 mm which is nearly 2'6" depth , should we have to provide both top & bottom reinforcement in footings?
1:34 Mam as u did , for load on footing forumla is 1.1 × working load .
But when in question ultimate load is given do we divide it by 1.5 ?
And then 1.1× working load ?
Pls guide
easy to understand thank you soo much mam
Excellent work
Why we should take higher values?
madam, for the reinforcement steel area why did not use the formula shown in IS 456-2000? instead SP 16?
Sister your explanation is very clear thanks for it but I have another small request if you can please make video for high water table foundation also please
Why can't we take approximately d= 300mm
because it will fail under shear stress.
Would like to Thank cwill, well explained.
Thanks once again.
The videos are really helpful and at hand. 👍👍
OMG she is damn good at explaining.. ❤❤
Excellent work. You need to provide min reinforcements at the top in two directions to prevent thermal cracking. Could you please calculate how much reinforcement is required to over come the thermal cracking effects. You also need to provide close up bars on four faces (U-Bars). Since the total depth is 730mm I think you need to provide face reinforcement as well (simply you design a steel cage to put it into the ground and fill it with concrete). Thank you
Nyc
Congratulations
ok madam , i got it, thank you. but actual value of upward pressure is 293.33kn/m^2, kindly please check, thank you
Yes u r right bro... Bt madam has taken some wrong values,.. correct value is 1.5×1600/9= 266.67 kN/m^2
1.5×unfactored load/area of footing.... This is a true sum.
Unfactored load=1600KN...... Not 1760kN
Mam,how can upward soil pressure greater than SBC?
I agrer with you @jawahar bharani in this case you need to increase the footing size, upward soil pressure must not be greater than the SBC = 200 KN/M^2.
It must be Corrected.
maam how did you calculated ast provided & area of highlighted section
yeah !! ast provided is not mentioned . how ???
Thank u mam ......
3.56
here.
Net upward pressure value is 293.33 KN.
U calculated value is 266.67
How is it mam
Mam, the great 😍😍
please can you help me lost here , i wanted to make sure about the depth of the foundation and concrete thickness ...so the 650 is for the depth so what about the thickness of the concrete ?.....................PLEASE HELP
Great video
for calculating net upward soil pressure..factor load Pu=1600*1.5=2400kn
Kormaye khup khup
Good explanation mam.
Why are you multiplying 2.5 times the depth of foooting which is 225mm, after multiplication it will be 650mm so 650mm it means 2.5 ft depth. So cost wise it will become high I think 300mm depth is enough to consider here maam👍.
how to calculate ast provided 2827.35
Thank u mam
Please tell us how did you get alpha St value for each providing mm dia bars
Mam U HAVE ONLY CALCULATED Spacing between steel bars BUT DIDN'T MENTIONED it in the ROUND NUMBER & IN THE DRAWING Also How much Exactly the Spacing b/w the Reinforcement ,U didn't show. Please answer it. Thank U.
nice
Superb💖💖💖
Mam iam devaraj ur voice like my teacher santoshi very sweet keep rocking
Madam when you did win d load analysis as per is 875-3 you did not explain about the exposure coefficient I.e windward coefficient and leeward coefficient.
Please explain those.
Thank you very much mam, you explained the design beautifully.....
What to do if two way shear check gets failed
Nice... mam.
My college ma'am use to teach this but I didn't care that time...now regretting after for it 😔
I have one doubt in calculating net upward pressure. The pressure ia acting upward while the self weight of footing is acting downward. hence you have not to consider self weight of footing for net upward soil pressure .
This is o.k .mam please explain rectangular footing.
Teacher great , you have convey v excellent way of teaching, i watch here in kuwait its so nice , R U teacher in Life , great you from ? Ladies are much intelligent
Good explaaination
Where is the formulas in code book can u say the page no.
Load on critical section how to calculate???????
As per is 456-2000 spacing =(B×ast)/AST
Mam don't we have to add the surcharge load due to plinth height on footing while calculating the area of footing.
Please tell how you calculated ast
thank you maam
Mam, if nominal shear stress is greater than permissible shear stress then what should be do ??? Pls reply asap
increase value of depth footing until check shear
when designing the footing ,As a structural engineer its his job to design the depth n size of the footing based on Architectural plan . Your video is somewhat like teaching question & answer type
what is this ???
I guess she is making videos for student centric audience which I find excellent as I am also a student.
@@NehaSingh-me9bb practical understanding is important ,not theoretical....you can't implement this while designing
@@umashankarjagadish7755 i agree with you. But only this type questions are asked in semester exams.
@@NehaSingh-me9bb if you are practical ,you would have not asked this question
Be practical
@@umashankarjagadish7755 the type of practical structural knowledge you are looking for won't come for free on TH-cam. Join some paid course. This channel is for students and faculties who want to learn more. Be mature and sensible.
Mam how u get alpha x value
Net upward pressure value= 293.33 kN/m2
formulae for Pt is in IS code book 456:2000 if there please mention the clause or page number sir
Thank you so much
NICE EXPLANATION MADAM #HARISHKUMARR
bf value how much
Please give Rectanguar footing also video
net upward pressure calculated is wrong u written 266.67 but it is 293.33
Mam, Please upload the design of Uni-axial and Bi-axial footings kindly . I have confused a lot.
madam pleaSe let me know how did you got 800 kn/m. please explain
266x3=798
My net upward pressure is 293.33 KN/M^2
Bcz she had a mistake it's 1.5×load on column by area of footing
Multiple error in this solution
In udl wl^2/2 does not exist
Manda... athu cantilever
Net upward pressure should be 293kn m2 but it is 266 written
Plz design edge & corner footings along property line
I second this
Kindly add the depth of foundation using Rankines formula.
7:39, from where we get Mu=0.138*fck*b*d^2 (in code means can share cl or pg no:) thanks
Can u please explain moment redistribution
Explain find out the load on critical section bf
which clause is Mu= 0.38fck bd^2.. can any one tell me please ?
Page 96 Mu limit
@@vasachisenjubean5944 Thank you, I figured it out before but thanks for replying.
@@vasachisenjubean5944 dada ki korchis
@@tushar.0275 😋😛
Madam, please do column analysis and design of uni axial and bi axial bending. Thank you
thanks please upload related numerical for more understand
You are not clearly understood the people......... Totally confused.
If anyone then hit like......for support
Tau V should be less than K times of tau C
Plz upload rectangular footing
How is that Pt formula came from in reinforcement step?
th-cam.com/video/ZbyadDc1aTA/w-d-xo.html
Sir you can watch this video and you can get idea about Pt formula
SBC = 200 KN/M^2 < 293.33 which is the computed upward soil pressure so you need to increase the size if your footing..correct me if im wrong
One major mistake u have done in the sum in the reinforcement
U too not designed completely..,,🥺
am i the only one who got the calculation of nrt upward pressure as 293.33 instead of 266.67?
Not impressed 😕 😒 😐 😑 pls try to explain it more clearly and accurately
maam concept clear nhi hai aap ka
nuubb
Mam how u get alpha x value
th-cam.com/video/n6lQckLXQrg/w-d-xo.html