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Daily Digest Fri Jan 16 23:00:03 2004

 
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rags99
SEFI Member
SEFI Member


Joined: 26 Jan 2003
Posts: 5

PostPosted: Fri Jan 16, 2004 6:02 pm    Post subject: Daily Digest Fri Jan 16 23:00:03 2004 Reply with quote

since the exact footing layout is not known. May i suggest a
few alternatives.
1.) U can provide a combined
footing(rectangulae/trapeziodal), the col on the edge of the
property line can be provided with a 'mat' that connects to
the next/adjacent col.
2.) Strap footing- isolated cols. can be connected using a
beam of top of the footing slab. (ref this link for general
idea: http://home.coqui.net/jencinas/Cantfoot.htm )

-regards
raghu

: ----------------------------------------------------------
: From: nagaraju_pogula@yahoo.com
: Subject: SHOE TYPE FOOTING
: Date: 16/01/04
: Time: 10:59:21
: ----------------------------------------------------------
: 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
:
:
:
:
:  Structural
Engineers Forum of India  

:

:

:
:
: REGARDS
:              -NAGARAJU
:
:
: ---------------------------------
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: ----------------------------------------------------------
:
: ----------------------------------------------------------
: From: rsmengr@eth.net
: Subject: SHOE TYPE FOOTING
: Date: 16/01/04
: Time: 13:15:29
: ----------------------------------------------------------
: Dear Nagaraju:
:
: See the book by Joseph Bowles on foundation design.
:
: Regards
:
: Rajiv Sharma
: New Delhi
:

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