@@civilworldok sir but you should assume the value is less than 8.4 for plastic section but you take it as plastic section without any calculation of finding breath and thickness of flange
Can you post another video designing plate girder (WELDED PLATE SECTION) with HIGH SHEAR FORCE , I.e where Factored SHEAR FORCE, V is greater than 0.6×Vd (SHEAR STRENGTH)?
@@civilworld What would be Vd? Vp or Vcr? In plate girder Vcr is always less than Vp, so logically Vcr should be Vd. But Moment Capacity calculated comes NEGATIVE!! Try solving one!
@@therockinduderocks331 please once refer IS 800:2007 code book throughly. Please first study design procedure of plate girder in the code book. Then you can easily solve the problem
@@civilworld I have done that . I have even tried solving 2 different solved examples from 2 different books. I got same result. I can even share my calculations if you like. But just for argument sake, try solving one for yourself. Decide what would be Vd? Vp or Vcr? Value of BETA is where the problem lies!
Thanks Naveen this is practical problem don’t bother about answers. Follow the procedure. For exams point of view we need answers. Once you came to reality you will know all the things. Thank you
Maximum un welded portion is 16mm which is thickness of web which is multiplied by 12 mm is maximum weld provided. Please refer code book for design of plate girder section.
@@ganeshyadavflashgaming3286 you have refer code book I.e IS 800:2007 and steel tables book. For calculation of plastic section you have to refer page no 18 table 2 in IS 800:2007 limiting width ratio table
Thank you Praveen. Civil engineering is completely practical subject don’t bother about the answers. If you are a student you can correct the answers as per your calculations. Practically I will follow the procedure. Thank you
You just safe my life sir. I will love it if i can get the text book you are using. You are a miracle.
Thank you so much. Actually I’m not having textbook. As per procedure I solved all the problems. All the very best 👍👍
Design of steel structures by S.S. bhavikatti
Problem from pg no 321
You will get this problem in Design of steel structures by S.S Bhavikatti.
@@civilworld YOU ARE USING S.S. BHAVIKATTI
NICE EXPLAINATION SIR.❤️
THIS VIDEO IS VERY SUCCESSFUL 2 ME.👌
Sir pls make a playlist of ur design of plate girder videos it's very difficult to find it
Simple super explanation sir tha way ur exploration super sir..🙂
It’s my pleasure. All the very best
@@civilworld tq sir
Good job
Tq,it's very helpful
My pleasure and thanks for supporting my channel. All the best 👍
Good explanation 👍
Thank you so much ❤️ sir
Tq sir.....i understand very well😊
You’re welcome All the best
Hii sr please tell from which book you have taken this example
Nice
Your teaching is ultimate sir🙏🙏🙏🙏🙏🙏
Thank you so much 🙏🏻🙏🏻🙏🏻
@@civilworld diagram for this question
@@sunilkharnotia As per scale you can draw on the chart it is difficult to me to shot the video
👍
Sir MD is value is wrong the value 5657.72 is not coming in the calci
Yes bro crt coz you Have to try this way Md= Ze fy/ ¥m0
Ze=20.745 × 250 ÷ 1.1 you get approximate value
@@garden._.flower how yoh get the value of Ze = 20.745 ? Can you pls explain
@@tirthpanchal8441 area of the flange X economical depth of web
= 480x40x1040
Sir, How We Consider, If The Section Is Plastic or Semi Plastic or Compact..?
Please refer table no:2 in IS 800:2007 code book
Why did you chose the number 200 for calculating self weight. Is there any reason? I mean for any steel code, we have to consider 200 only?
No code is specifying that 200. It was assumed. Because W/200 formula developed empirically(practically).
@@civilworldThankyou for your reply, can you please specify the page number or whatever. I'm a mechanical student I'm trying to design a beam
@@gowtham6277 refer SK Duggal textbook
Tq so much sir
(One Doubt)How do you take the section is plastic in step 3 selection of flange
Refer page no.18 table no 2 in IS 800:2007
@@civilworldok sir but you should assume the value is less than 8.4 for plastic section but you take it as plastic section without any calculation of finding breath and thickness of flange
Can you post another video designing plate girder (WELDED PLATE SECTION) with HIGH SHEAR FORCE , I.e where Factored SHEAR FORCE, V is greater than 0.6×Vd (SHEAR STRENGTH)?
Thanks for asking, but actually the process is similar you can try
@@civilworld What would be Vd? Vp or Vcr? In plate girder Vcr is always less than Vp, so logically Vcr should be Vd. But Moment Capacity calculated comes NEGATIVE!! Try solving one!
@@therockinduderocks331 please once refer IS 800:2007 code book throughly. Please first study design procedure of plate girder in the code book. Then you can easily solve the problem
@@civilworld I have done that . I have even tried solving 2 different solved examples from 2 different books. I got same result. I can even share my calculations if you like. But just for argument sake, try solving one for yourself. Decide what would be Vd? Vp or Vcr? Value of BETA is where the problem lies!
@@therockinduderocks331 Yeah sure. Thank you
Sir b/tf how u choose the section is plastic Or semi compact
Please refer page no 18 Table no 2 in IS 800 2007 code book
Thanks alot sir
All the very best 👍👍
Will u please clear explain about the value of size of weld formula and that values...
Please refer code book
Sir for flange section (b/tf) less than or equal to 9.4
8.4
@@civilworld sir,please mention the page number and clause
@@ganeshyadavflashgaming3286 page number 18 table 2 limiting width ratios table
how did you assign length of weld 40mm?
Please IS 800 : 2007 code book
@@civilworld which clause or section in the book?
If two loads given, live load 20, distribution load 40 . What is the W value. Sir. Please tell.
20x1.5=30 This is factor load, and self weight = 30xspan/200. Total load W=30+self weight+Disturbution load
so many mistakes in the solution please learn carefully
Thank you mohan next time i will learn carefully
sir why are you not multiplying Izz value with 2?? time 8.30
May be in overlook I forgot to multiple with 2. You can do it no problem. Follow the procedure don’t bother about values
Sir why didn't you multiply the self weight with the factor of safety
In the given question it was done with factored load
Where is the equation of "q" in steel table ?
Not available in steel table
Sir, Can you upload a problem with Stiffeners...
ruclips.net/video/JbagfzO3Fek/видео.html
ruclips.net/video/l6vZXIWZNeo/видео.html
You wrote wrong value of ymax in CHECK FOR THE MOMENT CAPACITY
Thanks Naveen this is practical problem don’t bother about answers. Follow the procedure. For exams point of view we need answers. Once you came to reality you will know all the things. Thank you
Can you please explain 12×16 in the final steps
Maximum un welded portion is 16mm which is thickness of web which is multiplied by 12 mm is maximum weld provided. Please refer code book for design of plate girder section.
Sir idi emodel design of welded plate grider for static load or connections
Connections
@@civilworld mari static load problem ela sir
@@santhoshreddy7923 send me the question
Can we use the plastic provisions
What plastic provisions? Please be specific about your doubt
@@civilworld I mean do we use calculation of the plastic section for the design of the web and flange of the plate girder
@@ganeshyadavflashgaming3286 you have refer code book I.e IS 800:2007 and steel tables book. For calculation of plastic section you have to refer page no 18 table 2 in IS 800:2007 limiting width ratio table
@@civilworld ok sir thank you
@@ganeshyadavflashgaming3286 All the best 👍👍
Sir how you put zp value
Plastic section modulus which is available in code book.
Maximum unwelded length ela vesaru sir....ardam kaledu
Sorry I didn’t get ur doubt...please be specific
@@civilworld ending lo maximum unwelded value ardam avvaledu
@@m.h.v.chakravarthi690 In page number 79 clause number 10.5.5.2 IS 800:2007 mentioned the clause 12 times the thickness. So I took 12x16=192
Bro can u explain 'I' IN LAST STEP
I value we calculated in starting steps
How u get q value is 0.512
Don’t worry about the answer. Follow the procedure
Inka deep ga explain cheyandi..... Konchem...
Akkada unna problem ni as it is ga cheptu veltunnaru....
Like reading lesson
Thanks for the feedback and please follow the code book
Is this Venkatesh sir?
No
U have calcuation error in last 2nd step for value of "q"
Thank you and may I know how much the difference?
q=1.31
@@rupalilahra6421 yes you can take q value as 1.31 no problem.
Izz value value ni calculate chesi substitute cheyyali ga. Mari ndku meeru 2×5601.28×10^6 ni calculate cheyle???
You can calculate as per your convenience. Meeru calculate chesi kuda value ni raayochu. No issues
Zp???
??
Sir but in code book it's given k=(d/te)less than or equal to 200
Yes I also did the same thing.
14.33 sec 500+16/2 is correct u took 40/2
Sir half of the centroid value is not correct sir
Okay you can correct the value and proceed no issues
Sir I want this pdf
Ping me your mail id or number
Calculations is all wrong answers...
q =1.310 Vastundi
Kani q=0.512 vesaru. ..
1.310×480=628.8 correct... answer..
Textbook loo ela unte alane kapi kottaru... konchem calculation Chuskoni video upload cheyandi problems chese tappudu..
Thank you Praveen. Civil engineering is completely practical subject don’t bother about the answers. If you are a student you can correct the answers as per your calculations. Practically I will follow the procedure. Thank you
Answer vastaradu
ardhamkaledhu
Sir don't know how to explain n teach!
Any tips please
Q answer vastaredu
Don't bother about answers this is practical subject... You are designing the girder not solving
Your zp calculation is wrong
You can correct it and you can proceed. This video is just for procedure. This is practical subject.
Sir. Can you suggest a good simple textbook for steel structures and your insta id
For practical reference or for exam reference?
@@civilworld for knowledge basis
@@kennyomega8937 sk duggal
@@civilworld sir. Right from basics with simple language
@@kennyomega8937 Which class you are studying??