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SHOE TYPE FOOTING

 
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nagaraju_pogula
SEFI Member
SEFI Member


Joined: 26 Jan 2003
Posts: 9

PostPosted: Fri Jan 16, 2004 5:29 am    Post subject: SHOE TYPE FOOTING Reply with quote

Hello to all,

I am designing a residential building of stilt+seven floors.This building is being located just by the side of an existing building of three floors.Here I am posed with the problem of accomodating the isolated footings of the columns (5 no.) which are on the boundary with footing projection on only one side of column.

In this context, I request help of my seniors in this feild to suggest how to go about designing this type of footing,what are the points to be considered and suggest some reference books please.

Awaiting for response please.

Regards,

P.Nagaraju
Assistant Engineer,
BSNL Civil wing
Mumbai-54
Phone:022-26600634,26603151


mc.upadhyay@jil.co.in wrote:





Hello Mr. Bhagwat

The bending moment for columns is always linear
for gravity & as well as lateral loads. Hence the col. is subjected to
shear force. But the presence of B.M. does not ensure that the face
will be in tension because of axial loads.
This can be ensured while designing the columns. Acc. to charts of SP16
for all the points above the line fst=0 whole section ; hence the steel
will be
in compression. Hence there will be no steel to be assumed as tensile
steel.

The design for shear is empirical one. Our code has taken the formula
fro Australian codes & that relates shear strength only with tensile steel.

I think there must be tensile steel present in a section for using this
formula
as it would have been derived so by tests.
What is your point of view.

Regards

Mukesh Upadhyay









REGARDS
-NAGARAJU

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PostPosted: Fri Jan 16, 2004 7:45 am    Post subject: SHOE TYPE FOOTING Reply with quote

Dear Nagaraju:

See the book by Joseph Bowles on foundation design.

Regards

Rajiv Sharma
New Delhi
----- Original Message -----
From: <nagaraju_pogula@yahoo.com>
To: <rajiv_23@vsnl.net>
Sent: Friday, January 16, 2004 10:53 AM
Subject: SHOE TYPE FOOTING


Quote:
Hello to all,

I am designing a residential building of stilt+seven floors.This
building is being located just by the side of an existing building of three
floors.Here I am posed with the problem of accomodating the isolated
footings of the columns (5 no.) which are on the boundary with footing
projection on only one side of column.
Quote:

In this context, I request help of my seniors in this feild to
suggest how to go about designing this type of footing,what are the points
to be considered and suggest some reference books please.
Quote:

Awaiting for response please.

Regards,

P.Nagaraju
Assistant Engineer,
BSNL Civil wing
Mumbai-54
Phone:022-26600634,26603151


mc.upadhyay@jil.co.in wrote:





Hello Mr. Bhagwat

The bending moment for columns is always linear
for gravity & as well as lateral loads. Hence the col. is subjected to
shear force. But the presence of B.M. does not ensure that the face
will be in tension because of axial loads.
This can be ensured while designing the columns. Acc. to charts of SP16
for all the points above the line fst=0 whole section ; hence the steel
will be
in compression. Hence there will be no steel to be assumed as tensile
steel.

The design for shear is empirical one. Our code has taken the formula
fro Australian codes & that relates shear strength only with tensile
steel.
Quote:

I think there must be tensile steel present in a section for using this
formula
as it would have been derived so by tests.
What is your point of view.

Regards

Mukesh Upadhyay







Quote:


REGARDS
-NAGARAJU


---------------------------------
Yahoo! Messenger - Communicate instantly..."Ping" your friends today!



Quote:


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sp.chakraborty
SEFI Member
SEFI Member


Joined: 26 Jan 2003
Posts: 2

PostPosted: Fri Jan 16, 2004 8:06 am    Post subject: SHOE TYPE FOOTING Reply with quote

Dear Nagaraju,

In my opinion, you can tie the foundations for 5 nos. of  exterior columns
with the in line foundations for interior columns by using grade beams.
Then design the grade beams for moments from ecentric foundations of
exterior columns as done for strap footing.

Regards
SP Chakraborty



nagaraju_pogula@yahoo.com
01/16/2004 10:53 AM
Please respond to
general@sefindia.org


To
sp.chakraborty@eil.co.in
cc

Subject
SHOE TYPE FOOTING






Hello to all,

I am designing a residential building of stilt+seven floors.This
building is being located just by the side of an existing building of
three floors.Here I am posed with the problem of accomodating the isolated
footings of the columns (5 no.) which are on the boundary with footing
projection on only one side of column.

In this context, I request help of my seniors in this feild to
suggest how to go about designing this type of footing,what are the points
to be considered and suggest some reference books please.

Awaiting for response please.

Regards,

P.Nagaraju
Assistant Engineer,
BSNL Civil wing
Mumbai-54
Phone:022-26600634,26603151


mc.upadhyay@jil.co.in wrote:





Hello Mr. Bhagwat

The bending moment for columns is always linear
for gravity & as well as lateral loads. Hence the col. is subjected to
shear force. But the presence of B.M. does not ensure that the face
will be in tension because of axial loads.
This can be ensured while designing the columns. Acc. to charts of SP16
for all the points above the line fst=0 whole section ; hence the steel
will be
in compression. Hence there will be no steel to be assumed as tensile
steel.

The design for shear is empirical one. Our code has taken the formula
fro Australian codes & that relates shear strength only with tensile
steel.

I think there must be tensile steel present in a section for using this
formula
as it would have been derived so by tests.
What is your point of view.

Regards

Mukesh Upadhyay











REGARDS
-NAGARAJU


---------------------------------
Yahoo! Messenger - Communicate instantly..."Ping" your friends today!

Posted via Email
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sp.chakraborty
SEFI Member
SEFI Member


Joined: 26 Jan 2003
Posts: 2

PostPosted: Fri Jan 16, 2004 8:06 am    Post subject: SHOE TYPE FOOTING Reply with quote

Dear Nagaraju,

In my opinion, you can tie the foundations for 5 nos. of  exterior columns
with the in line foundations for interior columns by using grade beams.
Then design the grade beams for moments from ecentric foundations of
exterior columns as done for strap footing.

Regards
SP Chakraborty



nagaraju_pogula@yahoo.com
01/16/2004 10:53 AM
Please respond to
general@sefindia.org


To
sp.chakraborty@eil.co.in
cc

Subject
SHOE TYPE FOOTING






Hello to all,

I am designing a residential building of stilt+seven floors.This
building is being located just by the side of an existing building of
three floors.Here I am posed with the problem of accomodating the isolated
footings of the columns (5 no.) which are on the boundary with footing
projection on only one side of column.

In this context, I request help of my seniors in this feild to
suggest how to go about designing this type of footing,what are the points
to be considered and suggest some reference books please.

Awaiting for response please.

Regards,

P.Nagaraju
Assistant Engineer,
BSNL Civil wing
Mumbai-54
Phone:022-26600634,26603151


mc.upadhyay@jil.co.in wrote:





Hello Mr. Bhagwat

The bending moment for columns is always linear
for gravity & as well as lateral loads. Hence the col. is subjected to
shear force. But the presence of B.M. does not ensure that the face
will be in tension because of axial loads.
This can be ensured while designing the columns. Acc. to charts of SP16
for all the points above the line fst=0 whole section ; hence the steel
will be
in compression. Hence there will be no steel to be assumed as tensile
steel.

The design for shear is empirical one. Our code has taken the formula
fro Australian codes & that relates shear strength only with tensile
steel.

I think there must be tensile steel present in a section for using this
formula
as it would have been derived so by tests.
What is your point of view.

Regards

Mukesh Upadhyay











REGARDS
-NAGARAJU


---------------------------------
Yahoo! Messenger - Communicate instantly..."Ping" your friends today!

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sankaran
SEFI Member
SEFI Member


Joined: 26 Jan 2003
Posts: 14

PostPosted: Fri Jan 16, 2004 8:44 am    Post subject: SHOE TYPE FOOTING Reply with quote

Dear Mr Nagaraju

This problem is common in many situations where
property lines interfere with the foundations. You are right in designing
eccentric footing, but tie the opposite toes of the shoe type foundation
together by a tie beam.

This would ensure uniform pressure at the eccentric footing. This method is
given in many foundation design text books and concrete design books.

I have even tested this old wisdom by making an FE
model for one of my problems where I faced a similar situation. I found soil
pressure to be fairly uniform under eccenrtic footings when tied. Without
tie there was negative pressure at base.

Regards

Sankaran.S

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