column raising problem

[keerthi.blr]

Mahesh, Are the workers not using covering pieces ( pieces of stones kept in between rods and box to ensure that rods do not pop out of concrete). it also ensures that cement covers the rods all the sides.

[maheshvivid2003]

he does that covering by using stones ...his explanation is that after beam level to roof level some rods will move n few pillar rings should be extend above the roof level n that is before concreating roof level.

n asked the barbending guy he is telling that its not our fault ....mason should give proper covering by using lil peices of stone so that it doesnt move

its a blame game dont know who is right lil confused wat to do

[jult]

engage a civil engineer to check and clear the concrete before it is completed. Now the solution. Please ensure the garde of concerte is increased to M30. and do compact with vibrator so dense conceete provide addtions rings at the bottom at 75mm spacing. It will take of the stability.

[kumar_p]

Hi,

Ideally all structural members (Footing, pedestal, stub column, Plinth Beam, Column, Lintel, Roof Beam, Roof slab etc..) should be in straight line / in co rdinates as per structural drawing (in plumb).

If there are too much of joints (usually at the intersection of staircase or where two members intersects regularly) it is difficult to keep it in plumb (then too variation should not be more than ~5 -15mm).

In column the reinforcement (steel) should have minimum cover of 25 -50mm, similarly in structural drawing it must be mentioned in the legend about the cover for individual members.

The reinforcement after concrete should not be exposed.

Honeycomb (patches where concrete surface is not smooth and the cement slurry comes out while vibrating or leaking out if not plugged properly) should be avoided, as it reduces the strength (if inside there are hollow pockets)

Twisted - bended (with a certain degree) - these nomenclature until unless the member is not mentioned should not have any scope while constructing or executing (for a professional contractor)

[BengaluruBoy]

my architecht inspected the columns and said its not desirable to have rods shifted more than an inch. in my case 1.5 inches on the 9 inch side. He advised to bend it .5 inch at the bottom and go slightly towards center while raising the column. There were 2 columns like that and he warned contractor not to repeat that. he advised using some wedges between boxes and rods.

[maheshvivid2003]

@ jult ..thank u for suggesting n giving proper solution

@ kumar_p ..thank u giving the proper technical details n ans to my qs ...i dont think my engineer would hav given proper details


@BengaluruBoy thanks for updating ...9inch wall n pillar is always best option ..did ur architect pointed gave eaxact reason done by contractor ?

[maheshvivid2003]

@BengaluruBoy can u share the details of structural details of ur construction

how many floors ur constructing n pillars? wat r the sizes of steel rods ur used for pillars in ground floor

my site is 30*40 ,ground+ 3 floors ,6 inches wall ,12 pillars
size of steel rods in 3 pillars is 20mm (8rods) 4 pillars is 20mm(8rods) 5 pilars is 16 mm*12mm (4*4rods) all r from footing bed to ground roof level . n first roof beam is all 3 side is complete 20mm n other r 16mm ..all r 20mm n 16mm only

people compare the advantage n disadvantage of goin 9inch wall n 6 inch wall ...n some say that especially using of steel is more on 6 inch pillar ompare to 9 inch pillar

how far is true ?

[BengaluruBoy]

@mahesh
Mine is 40X60 sites with ground+ 2 floors (second floor only half now but designed for full extension) .
We have 12 pillars with 2 of them having 9"X18" and rest are 9"X15" sections.
I'm not a civil engineer but I was thinking that we should have gone for another 1-2 more columns since our soil is not too strong and its neither too loose as well. My architect says its enought even for 3rd floor.


As far as the steel design is concerned your details look VERY SIMILAR to mine in sizes and numbers. I made a decision of going for 9 inches thick column over ruling engineers suggestions as I just can't see and digest the big bulky building sitting on a thin columns in a 40X60 site area. Again, its only my personal view as I have no idea on the technical requirement for earth quaes etc.

I have also insisted on the throught lintel as the original structural design had only cut lintel. I'm still not satisfied even after doing all these things

[maheshvivid2003]

@ wat is the built area in 60*40 site ? even my mestri n barbending guy tells me that we can built more than 4 floors coz the amount... i feel we used more pillars for 30 *40 site i guess

again they say that though lintel isnt require coz beams will be there we can go for cut lintel n in ground floor we went for thorough lintel n now in first floor they r again suggesting to go for cut lintel ..these contractor play cheap tactcs he always try to save labour or any building work done by him like centring n barbending also

[jult]

plz do soil investigation and provide proper details to structural engineer and get a design from design engineer not from architect. we have seen most of the professionals/ maistry as most of the client encorage other drawings to have short cut wont get structural drawing s from cexpertise in desingineer for small building even though they charge and they apply previously done design drawings . this type is injustice to the profession and the client. Be aware of this