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[CONCRETING &BALCONIES AND COLUMNS

 
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s_n_surya at yahoo.com
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PostPosted: Tue Jan 20, 2004 10:03 am    Post subject: [CONCRETING &BALCONIES AND COLUMNS Reply with quote

--- s_n_surya@yahoo.com wrote:
Quote:
SOME THING INTRESTING
FROM EXPERIENCE
SURYA> DEAR SIRS/ENGINEERS
I WAS HEARING ABOUT junction of column beam concrete.
In the same fashion I assume colunn beams of
cantilever balconies.
I had several experiences in the field[two at least
with mecon design.]1 ]It was BHARAT DYNAMICS
LTD,BHANUR HOUSING,AT HYDERABAD IN 1987.
THE CANTILEVER PORTICO WAS 2.5 MTRS[ABOT]-FOR B TYPE.
ON TOP OF THIS THE SLAB COMES AT 0.5 MTRTERS[BALCONY
HT2.5 MT&SLAB 3.1 MT]. After removal of shuttering
after seven days it was falling down.then they stood
executed and waited 10 days ,then also it came down.
My argument from beginning was that the rebars shall
be at least 20% down wards as enough counter weight
was not available on top.
Finally they changed for more /big dia and more
anchorage downwards.
In another case at jamshedpur[M/S DUSTURCO]The blast
furnace receiving station of 30mt and 12 mt span was
to be done on 230 brick walls.
Top slab was on steel beams anchored in concrete along
with slab.
When completed the beams were bending,slab swinging
and cracks developed.
This was due to no anchor for beams and 230 brick work
could not act as a cohesive mass support.
Many more can be said
But for now
Bye from surya.
p.s ;BALL MILLS,TOTAL WEIGHT INCLUDING CHARGE IS TOTAL
LOAD.FOR DYNAMIC LOADS IT SHALL BE MULTIPLIED BY
FACTOR 2.
VOLUME OF FOUNDATION MASS SHALL BE TWICE THIS.[STELL
WEIGHT 7.8 &CONCRETE 2.4 TONS]
FOR GAS STEM TURBINES &KILINS AND BLAST FURNACES HEAT
RESISTANT CONCRETE SHALL BE DESIGNED AND PROVIDED.

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