To make a RELATIONSHIP, Don't forget to press the subscribe button with bell icon to get the latest notifications. My channel :) ruclips.net/channel/UCw9kSuR1bTFBmaMEyD_DXvQ
Hi pal. First of all, thank you so much for your awesome videos. I have the next questions for you. I hope that you help me answer them: - In the first excel sheet, Pz take a possitive sign. This means comppression? - Which is the way for incorporate the piles in the model? (not throught springs). - K constant of the springs, does take the soil effect? - Why don't you incorporate the soil subgrade modulus (by assign) in the pile cap slab?
Did it checking for punching base on location type (corner, edge and internal pile)? Sometime if we did not assign the location of pile program assign incorrect position
2:58 could you please clarify the load data to be assigned ? Is the axial load you entered the total axial load of the structure from etabs result? Also, is that the result of DL+LL combination?
How about the shear reinforcement?? If the shear reinforcement is required in slab design display type, but the punching shear is okay (all is < 1), are we still need the shear reinforcement (shear links)?? thanks before
Bro, I try with pile cap 4 pile dia 1m, column 1x1m, see the result of punching shear at column is not correct if compare by hand, as SAFE provide the shear force from column is not correct and lead the result not correct too. try it
Hello Sir. I have question. I already follow your steps but my pile cap is not stable since the spring (pile) not connected to the pile cap (when I right click the point, it shows connection is none). May I know how to solve this problem. Thanks in advance.
Sir, how to calculate punching shear from piles. in columns we can add column size and software automatically calculate for punching shear. But, how can we give the pile size to do the same?
Punching shear check is not properly i have checked because you assigned column and pile as a slab. I have checked in output file of safe, it is not calculating punching perimeter properly
Dear it is simple for checking punching shear... Just right click on the punching shear value.... You will get the details... From your point of view... You want to say something... I respect your view... Kindly can you send me the screenshots at civilmdcgroup@gmail.com
@@ajazsayyed8487 the height is too much... You have to try 9" thick column... Tip: you can try in the overites... Change sway special to sway ordinary...
Here is the full course link on CSI SAFE ruclips.net/p/PL0h14oMuZXQ6l-O7aqF0hYsZbyJ7eFt1H See the lecture slab design... You will see how to interpret results
@@jewelkhan847 Here is the full course link on CSI SAFE ruclips.net/p/PL0h14oMuZXQ6l-O7aqF0hYsZbyJ7eFt1H Please cover course.. your concepts Will be clear
@@fahedjavaid1 When you import from ETABS.... it automatically generate shear area... for punching..... Right click on the point ... which you have imported from ETABS.... then... under loads ... you will see punching area...
dear, excel sheet link is given in the description of this video, just click the link ..... then Press RED DOWNLOAD BUTTON, That is it , if you still face issue, please feel free to contact. thanks
@@civilmdc In hand calcultaion, the punching is okay with 30" slab. But the procedure of the video required more thickness. My punching is okay, where your punching is 1.2 in USD design.
@@engrkaribul Bro... Please send me pics of your calculations... civilmdcgroup@gmail.com So that I can analyze in detail... So that I can understand... Where the issue is.... And I am able to clearly see... Where is the error? Thanks in anticipation.
How about the shear reinforcement?? If the shear reinforcement is required in slab design display type, but the punching shear is okay (all is < 1), are we still need the shear reinforcement (shear links)?? thanks before
To make a RELATIONSHIP, Don't forget to press the subscribe button with bell icon to get the latest notifications. My channel :)
ruclips.net/channel/UCw9kSuR1bTFBmaMEyD_DXvQ
Thank you. Can you please make tutorials on combined Pile foundation & piled raft foundation?
Thank you very much. Sir. May God Bless you more.
Just Excellent, Nothing else, it is that what I looking for.
Thanks for your valuable feedback
Thnk you very much
THANKES DEAR BROTHER YOUR LEESON WAS VERY ESSENTIAL FOR US
Welcome 🤗
Hi pal. First of all, thank you so much for your awesome videos. I have the next questions for you. I hope that you help me answer them:
- In the first excel sheet, Pz take a possitive sign. This means comppression?
- Which is the way for incorporate the piles in the model? (not throught springs).
- K constant of the springs, does take the soil effect?
- Why don't you incorporate the soil subgrade modulus (by assign) in the pile cap slab?
God bless you sir, thank you
Welcome 😇
Great...God bless you friend
Thank you so much
God bless you sir. Thank you so much
Thank you very much, God bless you
best chaneel thanks sar
Thanks brother
Wish you all the best.
Did it checking for punching base on location type (corner, edge and internal pile)?
Sometime if we did not assign the location of pile program assign incorrect position
thank you so much. you saved me right here.
Welcome
Great video
Thanks Erim.
2:58 could you please clarify the load data to be assigned ? Is the axial load you entered the total axial load of the structure from etabs result? Also, is that the result of DL+LL combination?
Thanks for uploading the missing videos...
Welcome
Awesome work mahn👍
Wonderful working brother... But your both links in the description are not working. There is no file in those links....
Sorry for Inconvenience,
All the links have been updated, Now you can download the excel sheets in the description of the videos.
Thanks
Subscribed.
Thanks.
How to check pile cap for one way shear. can you add this in your next video
thanks....masters
Thanks
Do we use same design steps when designing pile cap for more than 1 column? just draw the addition columns ?
Good sir
how to design pile cap with multiple complex shaped columns - like , L-shape, T-shape columns... specially in lift core?
Same way... Define.. column with different shape...( In cross section)
And then use same... Procedure as shown in this video..
Truly helpful.
More power to u.
Thank you very much brother.
What is the source for "number of piles= 1.15*P......" formula? Code/book reference?
Why horizontal reactions are not showing...why only vertical reaction is showing?
How about the shear reinforcement?? If the shear reinforcement is required in slab design display type, but the punching shear is okay (all is < 1), are we still need the shear reinforcement (shear links)?? thanks before
please guide about the area of steel for piles, how will we design the piles and the piers?
وين يا بشمهندس ... فش محاضرات ؟؟؟
Bro, I try with pile cap 4 pile dia 1m, column 1x1m, see the result of punching shear at column is not correct if compare by hand, as SAFE provide the shear force from column is not correct and lead the result not correct too. try it
Do a video on raft pile foundation in etabs
Hello Sir. I have question. I already follow your steps but my pile cap is not stable since the spring (pile) not connected to the pile cap (when I right click the point, it shows connection is none). May I know how to solve this problem. Thanks in advance.
Sir, how to calculate punching shear from piles. in columns we can add column size and software automatically calculate for punching shear. But, how can we give the pile size to do the same?
why the column assigned as stiff member?
@@foohong3235 Simply... To get punching shear...
Hi Sir,
I am unable to get the punching shear for the piles but column i got it.....i dont know why, i followed your step...pls help
Hi ,
Please watch again... You will get the point
@@civilmdc No, i still not getting the punching shear for the pile
Punching shear check is not properly i have checked because you assigned column and pile as a slab. I have checked in output file of safe, it is not calculating punching perimeter properly
Dear it is simple for checking punching shear...
Just right click on the punching shear value....
You will get the details...
From your point of view... You want to say something... I respect your view...
Kindly can you send me the screenshots at civilmdcgroup@gmail.com
I have sent please check thank you
@@akashsorathiya3078 Sure dear, Received right now i am little busy... i will check and definitely answer you back.
@@chinyerefemi3598 confirmed
Dear, please tell how do you find the value of Pz, Mx, My?
From super structure....
For example ... You can take these values .. from etabs...
Column reactions
@@civilmdc from etabs i got Fy (shear force). But how do you get moment?
Can the same excel files be used for pile design as per (Indian) IS code??? Thank u.....
You have just... confirm the spacing criteria, rest of the procedure will be same
hi sir, how about one way shear check & design Pile cap in CSI Safe ?
Asslamualikum sir why 6 inch width column fail in etab . Only ground floor design
Overites... CHANGE to sway normal....
2nd what is column height?
@@civilmdc 3.2m
Thank you very much sir .
@@ajazsayyed8487 the height is too much... You have to try 9" thick column...
Tip: you can try in the overites... Change sway special to sway ordinary...
Dear, how can I download the excel file of 23 pile cap design?
Excel sheet Download link given in the description of each video
sir how to calculate how reinforcement we need in strip a manually
Here is the full course link on CSI SAFE
ruclips.net/p/PL0h14oMuZXQ6l-O7aqF0hYsZbyJ7eFt1H
See the lecture slab design...
You will see how to interpret results
Pls explain some one, what is column stiff. I cannot understand the term.
Means .. rigidity
@@civilmdc how much area i should provide in safe software?? How i consider??
@@jewelkhan847 Here is the full course link on CSI SAFE
ruclips.net/p/PL0h14oMuZXQ6l-O7aqF0hYsZbyJ7eFt1H
Please cover course.. your concepts Will be clear
Why it shows N/C in my punching shear design ?
Make sure.... You have defined... Punching Shear shear area....
2nd... If you provided beam... Then.. It will not calculate
@@civilmdc how to define the shear area in safe for punching check
@@fahedjavaid1 when you go for ... Applying of load.... Then at that point.... You will assign Shear area.
@@civilmdc i cant find as i have imported model from etabs for load reaction, can u give ur call number plz,
@@fahedjavaid1 When you import from ETABS.... it automatically generate shear area... for punching.....
Right click on the point ... which you have imported from ETABS.... then... under loads ... you will see punching area...
when i draw matt the got automatic subtruct
Please explain little bit more...
What abstract? 1
i can't download the link ....can some body help?
Dear M Hussain
Can you please send me the piles design excel sheet that you used in video
Thanks
Jamal
Dear Download link is given in the description of video....
Please check..
You will get it.
how could i use or upload this excel sheet?
dear, excel sheet link is given in the description of this video,
just click the link .....
then Press RED DOWNLOAD BUTTON,
That is it ,
if you still face issue, please feel free to contact.
thanks
Sir support data ki value toh change hi nahi ki.... Kya faida thickness increase karne ka
Where is your references for these calculations?
Hi .! the sound is a bit low
Hi, Noted with thanks.... In Upcoming Videos, It will be improved
sir add the link for spread sheet to download
Link is given in the description of the video
ENG, can you please give us the excel sheet
Excel sheet link is given in this description
there are errors on link in description can u please upload it again with software you used for geo please
@@abdallayousif5197 Link updated, please check it now.
Structure Design Engineer Software
sir excell provide kr do please
Download link is given in the description of the video
RESULT DOES NOT MATCH WITH HANDCALCULATION.
Dear, can you explain little bit more.,,,, like what is the difference?
@@civilmdc In hand calcultaion, the punching is okay with 30" slab. But the procedure of the video required more thickness. My punching is okay, where your punching is 1.2 in USD design.
@@engrkaribul Bro... Please send me pics of your calculations... civilmdcgroup@gmail.com
So that I can analyze in detail... So that I can understand... Where the issue is....
And I am able to clearly see... Where is the error?
Thanks in anticipation.
@@civilmdc Please check your email. Sent you hand calculation as .JPEG and also corresponding safe .FDB file
@@engrkaribul Ok.. i will check.
Thanks
How about the shear reinforcement?? If the shear reinforcement is required in slab design display type, but the punching shear is okay (all is < 1), are we still need the shear reinforcement (shear links)?? thanks before
Sir How to design pile design in prokon.