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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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