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Daily Digest Fri Jan 16 23:00:03 2004/not arosy repl-from-su

 
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s_n_surya at yahoo.com
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PostPosted: Sat Jan 17, 2004 2:55 pm    Post subject: Daily Digest Fri Jan 16 23:00:03 2004/not arosy repl-from-su Reply with quote

DEAR ALL ENGINEERS
WE HAVE LEARNT AND ADOPTED LOTS OF THINGS FROM NATURE.
A TALL BUILDING LIKE ACHIMNEY WITH EQALLY DEEP
FOUNDATION ,MAY LOOK AGE OLD SOLUTION.
BUT SEE AN ENODERMICK TREE GROWING [LONGITUDINALLY]AND
ITS ROOTS.
ALSO SEE A BULKY[EXODERMIC TREE] WITH LOTS OF SMALL
ROOTS SPREAD OVER SEVERAL SQARE METERS EXTRA.
THIS TREE IS MORE BALENCED IN WINDS/TIDES EARTH QAKES
&IN LIQUIFIED SOILS.
INVENT AMODEL/AND DO MODEL ANYLISIS FOR SAME RESULTS
WILL BE ASTONISHING.
HENCE OCCUPY OTHER AREAS WHERE YU CAN GIVE MORE
FOUNDATIONS AND ,HAVE 20 %EXTRA AREA AT FOUNDATION
LEVEL,THAN TO S.S.
BYE SURYA
--- rags99@hotmail.com wrote:
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

:

----------------------------------------------------------
Quote:
: From: nagaraju_pogula@yahoo.com
: Subject: SHOE TYPE FOOTING
: Date: 16/01/04
: Time: 10:59:21
:

----------------------------------------------------------
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
:
:
:
:
: <<<<<<<<<
Structural
Engineers Forum of India  

:

:

:
:
: REGARDS
:              -NAGARAJU
:
:
: ---------------------------------
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:

----------------------------------------------------------
Quote:
:
:

----------------------------------------------------------
Quote:
: From: rsmengr@eth.net
: Subject: SHOE TYPE FOOTING
: Date: 16/01/04
: Time: 13:15:29
:

----------------------------------------------------------
[quote]: Dear Nagaraju:
:
: See the book by Joseph Bowles on foundation
design.
:
: Regards
:
: Rajiv Sharma
: New Delhi
:

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