) composite Beams ‐ Non ( Faculty of Engineering اﻟﻤﺤﺎﺿﺮة اﻻوﻟﻰAl-Mustansirya University STRUCTURAL STEEL DESIGN Beam - Columns -1- Dr.Mu'taz K.M Ass.Prof. in Civil Engineering
STRUCTURAL STEEL DESIGN
Apr 06, 2023
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Microsoft Word - Beam-Colums -1STRUCTURAL STEEL DESIGN
)composite BeamsNon(
INTRODUCTION
Structural members that are subject to combined axial and bending loads are
called beam – columns .Beam-columns could be part of braced frames or
unbraced frame .Generally most building columns are actually beam-columns
because of how they are loaded .
TYPES OF BEAM-COLUMNS
structures are shown below :
Type 1 : Columns in buildings with braced frames
In this case , the moment result from the eccentricity of the girder and beam reactions . Therefore, the moment due to the reaction eccentricity is :
M = P.e
Faculty of Engineering Al-Mustansirya University
Type 2 : Exterior columns and girts
For building with large story height , there might not be a cladding system .It may be necessary to use beams in the plane of the cladding to reduce the span of the metal for floor .These beams ,known as girts are subject to bending due to wind loads .The exterior columns in the plane of the cladding will also be subject to bending loads from the wind pressure in addition to the axial loads on the columns as shown in the figure below :
Type 3 : Truss chords
)composite BeamsNon(
Example :
Example :
)composite BeamsNon(
Faculty of Engineering Al-Mustansirya University
First –Order and Second –Order Moment For Members Subject to Compression Bending
)composite BeamsNon(
)composite BeamsNon(
Magnification Factors
The required flexural strength (Mu) shall be determined from a second-order elastic analysis. In lieu of such an analysis, the following equation may be used :
Mu = B1. + B2 where
= Factored moment in member assuming the frame does not undergo lateral translation
= Factored moment in a member as a result of lateral translation
the following discussion .
or
= Sum of all factored loads acting n above the story under consideration
= First order inter story translation
= Sum of all lateral loads acting on and above the story under consideration
L = Story height
For end-restrained members which do not undergo relative joint translation
and are not subject to transverse loading between their supports in the plane
of bending, is given by
where (M1=M2) is the ratio of the smaller to larger member end moments.
The ratio is positive if the member bends in reverse curvature and negative if
the member bends in single curvature.
The values of Cm may be determine for various end conditions and loads by
the values given in Table 11.1 shown below :
)composite BeamsNon(
)composite BeamsNon(
)composite BeamsNon(
INTRODUCTION
Structural members that are subject to combined axial and bending loads are
called beam – columns .Beam-columns could be part of braced frames or
unbraced frame .Generally most building columns are actually beam-columns
because of how they are loaded .
TYPES OF BEAM-COLUMNS
structures are shown below :
Type 1 : Columns in buildings with braced frames
In this case , the moment result from the eccentricity of the girder and beam reactions . Therefore, the moment due to the reaction eccentricity is :
M = P.e
Faculty of Engineering Al-Mustansirya University
Type 2 : Exterior columns and girts
For building with large story height , there might not be a cladding system .It may be necessary to use beams in the plane of the cladding to reduce the span of the metal for floor .These beams ,known as girts are subject to bending due to wind loads .The exterior columns in the plane of the cladding will also be subject to bending loads from the wind pressure in addition to the axial loads on the columns as shown in the figure below :
Type 3 : Truss chords
)composite BeamsNon(
Example :
Example :
)composite BeamsNon(
Faculty of Engineering Al-Mustansirya University
First –Order and Second –Order Moment For Members Subject to Compression Bending
)composite BeamsNon(
)composite BeamsNon(
Magnification Factors
The required flexural strength (Mu) shall be determined from a second-order elastic analysis. In lieu of such an analysis, the following equation may be used :
Mu = B1. + B2 where
= Factored moment in member assuming the frame does not undergo lateral translation
= Factored moment in a member as a result of lateral translation
the following discussion .
or
= Sum of all factored loads acting n above the story under consideration
= First order inter story translation
= Sum of all lateral loads acting on and above the story under consideration
L = Story height
For end-restrained members which do not undergo relative joint translation
and are not subject to transverse loading between their supports in the plane
of bending, is given by
where (M1=M2) is the ratio of the smaller to larger member end moments.
The ratio is positive if the member bends in reverse curvature and negative if
the member bends in single curvature.
The values of Cm may be determine for various end conditions and loads by
the values given in Table 11.1 shown below :
)composite BeamsNon(
)composite BeamsNon(
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