[SEFI] Pile Cap Design
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ykalamkar
Aug 12, 2008, 6:50:24 AM8/12/08
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Dear All,
I am facing one problem. In one of our site, we have given piles and pile cap. Plinth beams are at 1 m above pile cap level. Now, while piling, some piles are 250 mm away from given location. We have suggested additional plinth beams at pile cap level to cater for eccentric moment. But unfortunatly, some pilecaps have been casted.
Is there any other solution than to drill and fix bars in pile cap with epoxy bonding material as they feel it would be difficult and costly...
Regards
Yogesh
I am facing one problem. In one of our site, we have given piles and pile cap. Plinth beams are at 1 m above pile cap level. Now, while piling, some piles are 250 mm away from given location. We have suggested additional plinth beams at pile cap level to cater for eccentric moment. But unfortunatly, some pilecaps have been casted.
Is there any other solution than to drill and fix bars in pile cap with epoxy bonding material as they feel it would be difficult and costly...
Regards
Yogesh
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Murali.Guruvappan
Aug 12, 2008, 7:59:48 AM8/12/08
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Dear Yogesh,
Yes, it is very expensive drilling at site and also from health and safey reasons.
Please check whether the existing design could cater this eccentricity moment. It could be really critical for single or two pile cap system.
If you could send some sketch, it would be good
Cheers
Yes, it is very expensive drilling at site and also from health and safey reasons.
Please check whether the existing design could cater this eccentricity moment. It could be really critical for single or two pile cap system.
If you could send some sketch, it would be good
Cheers
vikram.jeet
Aug 13, 2008, 2:41:18 AM8/13/08
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It will be more appropriate to check the load on various extreme piles of
group as per actual pile layout .If it exceeds by permissible limits then only you
think about the provision of tie beams to counter the moment on the system
due to eccentricity
In case it is required to provide additional beams , these can
be provided just on top of pile cap,The the columns will not be subjected
to the eccentric moment as beams run at their base
In case the columns are capable to take this additional eccentric
moment, there is no need for additional beams at column base
as eccentric moment can be taken care through plinth beams .
vikramjeet
group as per actual pile layout .If it exceeds by permissible limits then only you
think about the provision of tie beams to counter the moment on the system
due to eccentricity
In case it is required to provide additional beams , these can
be provided just on top of pile cap,The the columns will not be subjected
to the eccentric moment as beams run at their base
In case the columns are capable to take this additional eccentric
moment, there is no need for additional beams at column base
as eccentric moment can be taken care through plinth beams .
vikramjeet
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aman.deep
Aug 13, 2008, 3:43:17 AM8/13/08
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For Piles group/ Pilecap design, it is important to check that the load is not exceeded (from the capacity preferably considering the results of test piles) for vertical as well as horizontal capacities. For higher EQ zones, it may very well happen that horizontal loads govern the requirements for number of Piles in a pilegroup.
Under these situations, tieing the Pilecaps through Tie beams help in transfering the horizontal forces also. However, as mention by Mr. Vikramjeet in the trailing mail, tie beams may be provided to counter the moment on the system due to eccentricity
Regards
Aman Deep
Under these situations, tieing the Pilecaps through Tie beams help in transfering the horizontal forces also. However, as mention by Mr. Vikramjeet in the trailing mail, tie beams may be provided to counter the moment on the system due to eccentricity
Regards
Aman Deep
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aman.deep
Aug 13, 2008, 4:19:21 AM8/13/08
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I am sorry as my earlier reply was out of context.
In the given case, first step should be to check the Pile group/ cap with the additional loads due eccentricity for the acceptable limit of Piles in Tension/ Compression. Some of the Pilecaps may come out safe.
In situations where the moment has to be balance through beams, you may explore to bring the Plinth beams at the Pilecap levels and provide enough stiffness for balancing the moments with the help of neighbouring Pilecaps/ supports
Regards
Aman Deep
In the given case, first step should be to check the Pile group/ cap with the additional loads due eccentricity for the acceptable limit of Piles in Tension/ Compression. Some of the Pilecaps may come out safe.
In situations where the moment has to be balance through beams, you may explore to bring the Plinth beams at the Pilecap levels and provide enough stiffness for balancing the moments with the help of neighbouring Pilecaps/ supports
Regards
Aman Deep
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