Due to architectural requirements, a column in a non-sway frame is of T-section as shown in the figure:: Given: As₁ = 6 - 25 mm diameter bars As₂4 - 25 mm diameter bars h₁ = 250 mm h₂ = 450 mm b₁ = 200 mm b₂ = 300 mm f'c = 28 MPa fy = 415 MPa Diameter of ties = 10 mm Clear concrete cover = 40 mm Assume that for all bars, fs = fy hp 250. ASI A$2 h₂=450 3. A load, P_u = 4155kN acts along the x-axis at 420 mm from the line 1. What is the resulting bending moment (kN-m)? |b₁=200 b2=300 b₁-200

Structural Analysis
6th Edition
ISBN:9781337630931
Author:KASSIMALI, Aslam.
Publisher:KASSIMALI, Aslam.
Chapter2: Loads On Structures
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Due to architectural requirements, a column in a non-sway frame is of T-section as shown in the figure::
Given:
As₁ = 6 - 25 mm diameter bars
As₂ =4-25 mm diameter bars
h₁
= 250 mm
h₂ = 450 mm
b₁ = 200 mm
b₂ = 300 mm
f'c = 28 MPa
fy = 415 MPa
Diameter of ties = 10 mm
Clear concrete cover = 40 mm
Assume that for all bars, fs = fy
X
ASI
A$2
h#250. h₂=450
3. A load, P_u = 4155kN acts along the x-axis at 420 mm from the line 1. What is the resulting bending moment (kN-m)?
b₁=200
b2=300
b₁-200
Transcribed Image Text:Due to architectural requirements, a column in a non-sway frame is of T-section as shown in the figure:: Given: As₁ = 6 - 25 mm diameter bars As₂ =4-25 mm diameter bars h₁ = 250 mm h₂ = 450 mm b₁ = 200 mm b₂ = 300 mm f'c = 28 MPa fy = 415 MPa Diameter of ties = 10 mm Clear concrete cover = 40 mm Assume that for all bars, fs = fy X ASI A$2 h#250. h₂=450 3. A load, P_u = 4155kN acts along the x-axis at 420 mm from the line 1. What is the resulting bending moment (kN-m)? b₁=200 b2=300 b₁-200
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