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Dear Channel Admin, Thanks for your Resourceful Tutorial. I am requesting you to Upload a tutorial on Corner Column Footing design using Safe. Thanks again for your informative and helpful Tutorial.
When I export base from etabs model, the reactions are also imported in safe. When basement retaining wall is present there, it is also imported. When I check punching shear, software shows N/C at columns where retaining wall is present. Kindly explain what I should do. Should I ignore the columns punching shear where wall is present? Or should I remove the wall and only export columns based reactions in safe? Same case when Lift or shear wall is also present?
If the wall attached... to any beam.... Software will not show punching shear check. No need to remove walls...... it is the part of foundation You can check ... Manually there...
sir how to find reinforcements of mat footing manually for particular area ... plz sir i have been in trouble for many days ...sir it will be very helpfull if you can make video for same. pls sir
Yes, the software does check one-way shear in two-way slabs/ foundations. This check is based on design strips, and follows a procedure similar to that for beam shear design.
Hi, Good day! I am also designing mat foundations, and I'm getting 48.96mm settlement due to DL + LL + EQ (linear add - service normal). The allowable settlement for mat foundation is 50mm. It is only almost 1mm difference. Should I add piles on my mat foundation. Thank you in advance. God bless.
You can select the default value.... or you can input your own value.... Like for Column Strip you put the strip width as Ln/4 from side of slab and Ln/4 from other side of slab........ and the remaining width will be for Middle Strip. .... For more details , please read this... theconstructor.org/structural-engg/two-way-slab-design-direct-design-method-aci-318/14444/ If you still face any issue, please feel free to contact.
i have seen your another lecture on comparison of two methods for determining soil sub grade modulus. if i am correct then , i found you using allowable bearing capacity here in this video . On the other explanation video , you used ultimate bearing capacity qu ! can you check please
Another supplementary question, is this mandatory to check soil contact pressure wrt the allowable bearing capacity in finite element analysis , where you are using a completely different soil parameter ks. As the contact pressure are localized in some particular region, it is expected to exceed the soil pressure on those area! may be i am asking silly questions but i need to be clear regards
Do you have the Excel sheet for calculating the r/f for column strip and middle strips?( By considering the detailing preferences too like concentration of 2/3 of As for middle half of the column strips)
while checking the bearing capacity of soil, ranges between -28KN/m2 to -80 KN/m2, is that mean a Tension arises in Soil???? in it is, What may be option for tension design?
I have designed slab in SAFE so my reactions are already in SAFE format how can I design the MAT foundation when the reactions are already in safe format, please help me
Sir, When my reactions are already in a SAFE format how can I begin now the design for a RAFT foundation. If you can help me posting a video on it, will be thankful to you jazakallah khair
Sir, When my reactions are already in a SAFE format how can I begin now the design for a RAFT foundation. If you can help me posting a video on it, will be thankful to you jazakallah khair
W. Salam. Basically we calculate the moment in the footing at the edge of column..... In the footing. If we do not assign stiff then software will give moment at center.... Which is not our requirement.
@@civilmdc i am not clear about this think...please make video on this differential settlement.if you make video this is very helpful for us.specially for me...
sir when u define soil subgrade properties then you just divide allowable soil bearing capacity with permissible settlement but some designers also multiplying 3 FOS. sir please explain
Sir if i am designing mat foundation by importing .f2k file from etab, do i need to ad any extra load combination?? Or can i just set a load combination of DL+LL and perform every check for this load case only??
For Allowable bearing capacity and settlement... You will service load combination... For example. 1D+1L.... etc. For designing of reinforcement and punching shear.... You have to define... Ultimate load combination.... For example... 1.2D+1.6L
Hi sir/ I am civil engineer , I need to help to , I have high building 15 stories , It has two different stepped raft foundations ( 5m high between them , I don't no what to do , can you help me please ? If you have email I will send in email .
Hi sir/ I am civil engineer , I need to help to , I have high building 15 stories , It has two different stepped raft foundations ( 5m high between them , I don't no what to do , can you help me please ? If you have email I will send in email .
To make a RELATIONSHIP, Don't forget to press the subscribe button with bell icon to get the latest notifications. My channel :)
th-cam.com/channels/w9kSuR1bTFBmaMEyD_DXvQ.html
Dear Channel Admin, Thanks for your Resourceful Tutorial. I am requesting you to Upload a tutorial on Corner Column Footing design using Safe. Thanks again for your informative and helpful Tutorial.
Very low volume cannot hear properly please reload the video with proper volume
KINDLY EXPALIN HOW TO CHECK THE SHEAR STRENGTH OF THE RAFT
Why you don't check shear reinforcement in strip based design basis?
Thanks for the lecture.
Why using stiff column in designing of mat footing?
To get punching shear
is bar placed perpendicular to strips A ... during calculation of m2/m area for A Strip
When I export base from etabs model, the reactions are also imported in safe. When basement retaining wall is present there, it is also imported. When I check punching shear, software shows N/C at columns where retaining wall is present. Kindly explain what I should do. Should I ignore the columns punching shear where wall is present? Or should I remove the wall and only export columns based reactions in safe? Same case when Lift or shear wall is also present?
If the wall attached... to any beam.... Software will not show punching shear check.
No need to remove walls...... it is the part of foundation
You can check ... Manually there...
Uniform subgrade modulus? Really?
sir how to find reinforcements of mat footing manually for particular area ... plz sir i have been in trouble for many days ...sir it will be very helpfull if you can make video for same. pls sir
also I have designed GF, FF & second-floor slabs in 3 diff. files of SAFE(.fdb) how can I bring all reactions In one file to design a RAFT foundation
sir what should we do when provided reinforcement is 300 % more than require? can we provide require reinforcement?
Yes.. We can smaller diameter bars...
And cutoff lengths
how to model sloped footing with varied thickness in safe
And check for one way shear?
Yes, the software does check one-way shear in two-way slabs/ foundations. This check is based on design strips, and follows a procedure similar to that for beam shear design.
Hi, Good day! I am also designing mat foundations, and I'm getting 48.96mm settlement due to DL + LL + EQ (linear add - service normal). The allowable settlement for mat foundation is 50mm. It is only almost 1mm difference. Should I add piles on my mat foundation. Thank you in advance. God bless.
SAFE is not showing punching shear ratio in shear wall region. How to overcome this?
If it is connected with beam... Then it will not show...
@@civilmdc I tried by ommiting beam in safe but failed. It will be very helpful if you upload your work. Thanks in advance.
@@tanjirahmed4382 dear.... When beam is connected with wall...
SAFE will not give you... Punching shear value..
Thank you for video, How do you define strip width?
You can select the default value.... or you can input your own value.... Like for Column Strip you put the strip width as Ln/4 from side of slab and Ln/4 from other side of slab........ and the remaining width will be for Middle Strip.
.... For more details ,
please read this... theconstructor.org/structural-engg/two-way-slab-design-direct-design-method-aci-318/14444/
If you still face any issue, please feel free to contact.
How do you define for irregular geometry?
@@shrishailsambanni7139 by using draw strip command... From draw menu
Please,can u make one Video for irregular column spacing and loading??
Dear,
Only grid will change, Rest will be same.
For deformation check, which combination used? service or ultimate?
@@rumonsiddique5017 Service
Here is the full course link
See the last video
th-cam.com/play/PL0h14oMuZXQ6l-O7aqF0hYsZbyJ7eFt1H.html
i have seen your another lecture on comparison of two methods for determining soil sub grade modulus. if i am correct then , i found you using allowable bearing capacity here in this video . On the other explanation video , you used ultimate bearing capacity qu !
can you check please
Another supplementary question, is this mandatory to check soil contact pressure wrt the allowable bearing capacity in finite element analysis , where you are using a completely different soil parameter ks. As the contact pressure are localized in some particular region, it is expected to exceed the soil pressure on those area!
may be i am asking silly questions but i need to be clear
regards
When i run analysis and design. it doesn't show any result. Any tips?
Change graphics mode..
Do you have the Excel sheet for calculating the r/f for column strip and middle strips?( By considering the detailing preferences too like concentration of 2/3 of As for middle half of the column strips)
while checking the bearing capacity of soil, ranges between -28KN/m2 to -80 KN/m2, is that mean a Tension arises in Soil???? in it is, What may be option for tension design?
Allowable Bearing Capacity = 100 KN/m2
I have designed slab in SAFE so my reactions are already in SAFE format how can I design the MAT foundation when the reactions are already in safe format, please help me
When you bring Slab or support reactions in safe....
They both designed separately in two different files of SAFE
Sir, When my reactions are already in a SAFE format how can I begin now the design for a RAFT foundation. If you can help me posting a video on it, will be thankful to you jazakallah khair
also I have designed GF, FF & second-floor slabs in 3 diff. files of SAFE(.fdb) how can I bring all reactions In one file to design a RAFT foundation
Sir, When my reactions are already in a SAFE format how can I begin now the design for a RAFT foundation. If you can help me posting a video on it, will be thankful to you jazakallah khair
Alslam alikom..
What happen if we didn't make stiff.. We can assign point load & put area of punch..?
W. Salam.
Basically we calculate the moment in the footing at the edge of column..... In the footing.
If we do not assign stiff then software will give moment at center.... Which is not our requirement.
@@civilmdc well.. If we have many depths in the footing.. We must make stiff for different depths? Or the depth we put is not important?
@@omaressam819 Every depth of footing is important..
Stiff column is not used for that purpose
@@civilmdc thank you.. Please.. If I have column with angle.. How I can draw it..
@@omaressam819 using DRAW AROUND POINT tab..... add column dimensions in it.
How to extend design strips
Click the strip and extend it
How to check differential settelement in raft or isolated footing?
Check manually deflection at different locations
@@civilmdc i am not clear about this think...please make video on this differential settlement.if you make video this is very helpful for us.specially for me...
sir when u define soil subgrade properties then you just divide allowable soil bearing capacity with permissible settlement but some designers also multiplying 3 FOS. sir please explain
Here is the full course link on CSI SAFE
th-cam.com/play/PL0h14oMuZXQ6l-O7aqF0hYsZbyJ7eFt1H.html
Listen the lecture on soil subgrade modules
@@civilmdc Thanks Sir for you quick responce
sir how can we provide shear link for mat foundation in safe
Sir if i am designing mat foundation by importing .f2k file from etab, do i need to ad any extra load combination??
Or can i just set a load combination of DL+LL and perform every check for this load case only??
For Allowable bearing capacity and settlement...
You will service load combination... For example. 1D+1L.... etc.
For designing of reinforcement and punching shear....
You have to define... Ultimate load combination.... For example... 1.2D+1.6L
@@civilmdc thank you sir. it helped a lot
@@deepvishwokarma4121 welcome
👍🏻
Hi sir/
I am civil engineer , I need to help to , I have high building 15 stories , It has two different stepped raft foundations ( 5m high between them , I don't no what to do , can you help me please ? If you have email I will send in email .
Hi sir/
I am civil engineer , I need to help to , I have high building 15 stories , It has two different stepped raft foundations ( 5m high between them , I don't no what to do , can you help me please ? If you have email I will send in email .