www.www.buonovino.com

[svhajare]

Dear Suarabh,
In IS code there is no limit to identify or differentiate the column
and shear wall.
But you refer the in other country code (such BS 8110 Part 1 :1997) the
shear wall
is defined as a vertical load beraing memeber whose length exceeds four
times thickness.
In our IS code ther is no types in shera wall such as stocky or slender wall
depending upon its
cross sectional dimensions.

Regards,
Hajare Shriram Vijayrao,
MTech structure,
Software Engineer,
SoftTech Enggs Pvt. Ltd.
Pune
Contact me 9823466680

Posted via Email

[vikram.jeet]

Based on Mr Rangarao 's comment regarding provision of
L / T / + shaped columns using 200 mm thickness( since
rectangular sections require min 300 mm) vis-a vis discussion for
200mm long RCC walls (3 to 4 m)for a 16 storeyed Building,

I felt that L / T shaped column is a better solution when compared
to 200thick Long RCC walls. (not compared with rectangular columns)
Also felt that 200mm thickness will pose serious problems.

regards

vikramjeet

Posted via Email

[sdec.in]

Dear ARC
Personally speaking, whenever I have been forced to use 230 wide columns, I
find its quite detrimental to the structure's life since there is too much
steel in columns esp. at junctions and at positions of lapping and hardly
enough space is available for concrete to get in, leave alone get compacted
正常……我肯定200厚列会worse and L or T columns with
200mm thickness in a 16 storeyed building will be nothing short of a suicide
if its a high seismic zone..whether the designer monitors the construction
at site or not may not be important as I feel the modern day designers may
not be very adept at guiding the people at site
see the important question here is that the designer MUST UNDERSTAND that
even in a shear wall 200mm is not a preferred thickness quite inappropriate
for a 16 storeyed building in a high seismic zone..and that's it..he's got
to put his foot down and tell the client(or the architect in most cases)
that HE WILL NOT BE RESPONSIBLE FOR STRUCTURAL SAFETY UNLESS PROPER SIZING
OF STRUCURAL ELEMENTS IS DONE!!!
sangeeta
----- Original Message -----
Message From
To:
Sent: Monday, December 26, 2005 7:38 PM
Subject: Re: column thickness

[prof.arc]

I agree fully, without any reservations, with the remarks of Ms. Sangeeta.
我会请求教授Sudhir耆那教这个matter of minimum
column thickness with BIS and get a notification issued at the very
earliest.
We could debate further various reasons why thin sections are bad. One
more aspect, according to me, is such a high REDUCTION FACTOR of 5
will not be available for bending in the weaker direction.
ARC

On Wed Dec 28 11:54:17 2005, sdec[AT]bol... wrote:

[ibarua]

28 December 2005

The column sizing should first be determined form preliminary calcualtions using approximate methods. Allowing the architect or the client to dictate the sizing of structural members will be suicidal. As` I have said earlier, a width of 200 mm for a 16 storied building seems rather inadequate.

Indrajit Barua.

On Wed, 28 Dec 2005 prof.arc[AT]gma... wrote :

[ibarua]

28 December 2005

The column sizing should first be determined form preliminary calcualtions using approximate methods. Allowing the architect or the client to dictate the sizing of structural members will be suicidal. As` I have said earlier, a width of 200 mm for a 16 storied building seems rather inadequate.

Indrajit Barua.

On Wed, 28 Dec 2005 prof.arc[AT]gma... wrote :

[SaurabhPurandare at co...]

Prof ARC / Sangeeta,

As far as minimum column thickness is concerned, it is 200mm from fire rating point of view as per IS456.

The columns of "lateral load resisting frames" should be of suitable thickness from detailing point of view. If these "frames" are availbale in both directions, the thickness of column would not matter from stregth point of view (but would govern from detailing point of view)unless the column is located at intersection of two orthogonal frames.

ACI suggests the thickness of 10" (250mm) for the "frame" members (remember, it is only for "lateral load resisting frame" members).

What if the lateral load resisting system is in the form of shear walls/ coupled shear walls? Can one not use 200mm thick shear walls for 16 storied building, as one would not require 25/32mm main bars as in case of columns but only 12/16mm main bars will be sufficient?

Regards,
Saurabh Purandare

-----Original Message-----
Message From prof.arc[AT]gma... [mailto:prof.arc[AT]gma...]
Sent: 28 December 2005 15:43
To: Saurabh Purandare
Subject: Re: column thickness

I agree fully, without any reservations, with the remarks of Ms. Sangeeta.
我会请求教授Sudhir耆那教这个matter of minimum
column thickness with BIS and get a notification issued at the very
earliest.
We could debate further various reasons why thin sections are bad. One
more aspect, according to me, is such a high REDUCTION FACTOR of 5
will not be available for bending in the weaker direction.
ARC

On Wed Dec 28 11:54:17 2005, sdec[AT]bol... wrote:

[vikram.jeet]

Dear Saurabh,

Generally The floor to Floor Ht must be Min
3.0m, in case, AC ducting &
false ceiling is not provided and min 3.6m when the same is provided
for buildings.
The L/t ratio will be more than 15 or 18 in above F/F hts for 200mm thick
walls
The extent of vertical load must be around 75 to 100 t/m. on the grids/
walls i/c self
The additional mo due to slenderness effects must be accounted
as these are required to be borne by 200 mm thickness apart from
floor moments due to monolithic effect of walls & beams/slabs at
particular
floor in direction of 200 mm dimension.
As regards lateral loads, 200mm thic kwalls in both directions will serve
well as shear walls if the above stated mo are taken care .
Also In case heavy beams framing into end walls, again 200mm will pose
problems
and wall thickness needs to be incresed locally in end walls to accomodate

beam bars

with regards and best wishes for happy new
一年

Vikramjeet

Posted via Email