example 4.1 [uni-axial column design]
TRANSCRIPT
![Page 1: Example 4.1 [Uni-axial Column Design]](https://reader030.vdocument.in/reader030/viewer/2022012504/617e700d059d5f18165b0602/html5/thumbnails/1.jpg)
Example 4.1 [Uni-axial Column Design]
1. Design the braced short column to sustain a design load of 1100 KN and a design moment of
160KNm which include all other effects .Use C25/30 and S460.
Take
and section
Solution
Step 1- Material
Step 2-Determine the normalized axial and bending moment value
Step 3-Using
read the mechanical steel ratio from uniaxial interaction chart for
From interaction chart
![Page 2: Example 4.1 [Uni-axial Column Design]](https://reader030.vdocument.in/reader030/viewer/2022012504/617e700d059d5f18165b0602/html5/thumbnails/2.jpg)
Check with maximum and minimum reinforcement limit
{
Step 4- Detailing
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Example 4.2 [Biaxial column design]
Determine the longitudinal reinforcement for corner column of size 400*400 mm and the design
factored moment and axial force of
Use C25/30 and S460 class 1 work take
Solution
Step 1- Material
Step 2- Determine the normalized axial and bending moment value
Step 3- Find using
,
From biaxial chart
Check with maximum and minimum reinforcement limit
{
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Step 4- Detailing
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Example 4.3 [Column]
Determine whether the column CD is slender or not, if it is subjected t loads shown below.
Consider the frame to be non-sway
Solution
Step 1- Slenderness limit
√ ⁄
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( )
√
Step 2-Find the slenderness of the column
2.1 Effective length
For Braced member
√[
] [
]
∑
( ⁄ )
( ⁄ )
(
)
For fixed restraint K=0 but in reality we cannot provide a fully fixed support so use
√[
] [
]
√
√
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Example 4.4 [Column Design]
Design the braced column to resist an axial load of 950 KN and a moment of Msd =115 KNM at
the top and Msd =-95 KNM at the bottom as shown below .length of the column is 5.5 m and
cross-section of 300*300 mm use C25/30 and S460 take Le=0.66L
.
Solution
Step 1- Material
Step 2- Check slenderness limit
√ ⁄
( )
√
Step 3-Slenderess
√
√
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Step 4- accidental eccentricity
Step 5- Equivalent first order eccentricity
{
{
Step 6- Design
Using
read the mechanical steel ratio from uniaxial interaction chart for
![Page 9: Example 4.1 [Uni-axial Column Design]](https://reader030.vdocument.in/reader030/viewer/2022012504/617e700d059d5f18165b0602/html5/thumbnails/9.jpg)
Check with maximum and minimum reinforcement limit
{
Using
Step 7- Detailing
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Example 4.5 [Column]
Design the braced column if it is subjected to the following loading .the column has total length
of 6 m. Le=0.7L
Use C25/30 and S460
If the column is slender .compute the total design moment using
a) Nominal curvature
b) Nominal stiffness
Use 400*400 mm section
( )
Solution
Step 1. Material data
Step 2- Check slenderness limit
√ ⁄
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( )
√
Step 3-slenderess
√
√
Step 4- accidental eccentricity
Step 5- Equivalent first order eccentricity
{
{
Step 6- Calculate the second order moment
a) Using Nominal curvature method
⁄
{
( )
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( )
( )
( )
( )
⁄
⁄ ⁄
⁄
( )
( )
For first iteration take
So
( )
( )
( )
( )
⁄
For Second iteration take
( )
( )
( )
( )
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⁄
For their iteration take
The iteration converges with similar mechanical steel ratio .
Check with maximum and minimum reinforcement limit
{
Using
.
b) Using Nominal stiffness method
Initially let us assume
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⁄
Nb= Buckling load based on nominal stiffness
Design moment [
(
⁄ )
]
⁄
[
(
⁄ )
] [
( ⁄ ) ]
For first iteration neglecting accidental eccentricity
We cannot use the simplified method
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( )⁄
√
⁄
[ ( ) ]
[
(
⁄ )
] [
( ⁄ ) ]
Design moment including accidental eccentricity is given by
(
)
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Second Iteration
[ ( ) ]
[
(
⁄ )
] [
( ⁄ ) ]
Design moment including accidental eccentricity is given by
(
)
The iteration converges with similar mechanical steel ratio .
Check with maximum and minimum reinforcement limit
{
![Page 17: Example 4.1 [Uni-axial Column Design]](https://reader030.vdocument.in/reader030/viewer/2022012504/617e700d059d5f18165b0602/html5/thumbnails/17.jpg)
Using
Step 7- Detailing