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Citation: 11 Cath. Law. 118 1965
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Penyelesaian Latihan Kekuda
1. Lukis Rajah Jasad Bebas (Free-Body Diagram)
50 kN
A
P
Bx
B
By
C
2m
Cy
2. Semak sama ada kekuda adalah ketentuan statik (statically determinate) ataupun
ketaktentuan statik (statically indeterminate).
b + r = 2j (persamaan 3-
One end fixed and one end guided column
One end fixed and one end guided column
Equilibrium of the free body requires that,
P
M Py
2
(1)
The critical buckling load is found to be,
Pcr
EI
2
2
L
Pe
(2)
One end fixed and one end guided column
Exercise
Exercise
Derive expressions for deflection, moment and slope
for the beam-column below. If c = L/2, show that:
3
ymax
QL
48EI
M max
3 tan u u
3
u
QL tan u
4 u
Exercise
Q
c
x
P
P
L
TUTORIAL 2
QUESTION 1
A heavy table is supported by flat steel legs as
shown in figure. Its natural period in lateral
vibration is 0.5 sec. When a 50-lb plate is clamped
to its surface, the natural period in lateral vibration
is lengthened to 0.75 sec. Wh
TUTORIAL 3
QUESTION 1
Using the definition of stiffness & mass
influence coefficients, formulate the equations
of motion for the 2 and 3-story shear frames
with lumped masses shown in figure. The
beams are rigid & the flexural rigidity of the
columns is E
TUTORIAL 4
QUESTION 1
Consider a two story shear frame with lumped mass subjected to lateral forces
shown in figure. The beams are rigid and flexural rigidity of the column is EI.
a)Determine the natural vibration frequencies and modes. Express the
freque
RESPONSE TO HARMONIC
LOADING (SDOF)
CHAPTER 3
Introduction
Free vibration response
(transient)
Particular solution
(steady state)
Introduction
When the applied force are of a short duration,
the response also of a comparatively short
duration.
Response
TUTORIAL 1
QUESTION 1
Write the equation of motion for the one-story, onebay frame shown in figure. The flexural rigidity of
the beam and columns is as noted. The mass
lumped at the beam is m, otherwise, assume the
frame to be massless and neglect damping
FREE VIBRATIONS
(MDOF)
CHAPTER 5
Introduction
As in the case of SDOF, MDOF will also
vibrate even without the presence of an
external force whenever it is subjected
to disturbances in the form of initial
displacements or initial velocities.
The governin
EQUATIONS OF MOTION
(MDOF)
CHAPTER 4
Introduction
Generally,
dynamic
response
of
structures
cannot
be
described
adequately by SDOF model; usually the
response includes time variations of the
displacement shape as well as its
amplitude.
may
require
specif
FREE VIBRATIONS
(MDOF)
CHAPTER 5
Introduction
As in the case of SDOF, MDOF will also
vibrate even without the presence of an
external force whenever it is subjected
to disturbances in the form of initial
displacements or initial velocities.
The governin
EQUATIONS OF MOTION
(MDOF)
CHAPTER 4
Introduction
Generally,
dynamic
response
of
structures
cannot
be
described
adequately by SDOF model; usually the
response includes time variations of the
displacement shape as well as its
amplitude.
may
require
specif
FREE VIBRATION
(SDOF)
CHAPTER 2
Introduction
What is free vibration?
A structure is said to be undergoing free
vibration when it is disturbed from its static
equilibrium position & allowed to vibrate
without any external excitation.
Occurs when the mot
RESPONSE TO HARMONIC
LOADING (SDOF)
CHAPTER 3
Introduction
Free vibration response
(transient)
Particular solution
(steady state)
Introduction
When the applied force are of a short duration,
the response also of a comparatively short
duration.
Response
EQUATIONS OF MOTION
(SDOF)
CHAPTER 1
Introduction
The displaced configuration of many
mechanical system & structures subject to
dynamic loads can be described by timevarying displacement along one coordinate
direction.
Systems are designated as single-d
Introduction to
Structural Steelwork
Why Steel.?
High strength-to-depth ratio
High tensile & compressive strength
High impact resistance
Uniformity in properties
Ductile
Durable
Good dimension control
Low self-weight
Economical (materials usage,
5/29/2014
Overview
Introduction
Bolted joints
Welded joints
JOINTS
DR. SHAHRIZAN BIN BAHAROM
EN-1993-1-8
Part 1.8 of Eurocode 3 is some 50%
longer than the
general Part 1.1.
It provides a much more extensive
treatment of the
whole subject area of conne
5/14/2014
Overview
DESIGN OF COMPRESSION
MEMBER
Background
Cross-section resistance Nc,Rd
Member buckling resistance Nb,Rd
DR. SHAHRIZAN BIN BAHAROM
ELASTIC BUCKLING THEORY
Elastic Buckling Theory
From stability theory, the elastic buckling load
of a perf
5/14/2014
Overview
LOCAL BUCKLING AND
CROSS-SECTION
CLASSIFICATION
Introduction
Local buckling
Cross-section classification
Class 4 effective widths
DR. SHAHRIZAN BIN BAHAROM
Introduction
Local Buckling
For efficiency, structural members are generally
5/14/2014
Overview
DESIGN OF TENSION
MEMBER
Introduction
Tension member design
Example
DR. SHAHRIZAN BIN BAHAROM
Introduction
Design Tensile Resistance, Nt,rd
Eurocode 3 states that tensile resistance
should be verified as follows:
Design tensile resis
LOCAL BUCKLING AND
CROSS-SECTION
CLASSIFICATION
DR. SHAHRIZAN BIN BAHAROM
Overview
Introduction
Local buckling
Cross-section classification
Class 4 effective widths
Introduction
For efficiency, structural members are generally
composed of relatively t
5/14/2014
Overview
DESIGN OF STEEL
STRUCTURES TO EC3
Session 1: Overview of Eurocode
Session 2: Design of tension members
Session 3: Local buckling and cross-section
classification
Session 4: Design of columns
Session 5: Design of joints
DR. SHAHRIZAN BIN
DESIGN OF TENSION
MEMBER
DR. SHAHRIZAN BIN BAHAROM
Overview
Example of Tension members
Design of tension members
Examples
Example of Tension Members
Example of Tension Members
Plate and Angle in Tension with Bolts
Typical Truss and Frame Connections
Ru
5/29/2014
Overview
Introduction
Bolted joints
Welded joints
JOINTS
DR. SHAHRIZAN BIN BAHAROM
EN-1993-1-8
EN-1993-1-8
Part 1.8 of Eurocode 3 is some 50% longer than the
general Part 1.1.
It provides a much more extensive treatment of the
whole subject a
JOINTS 2
DR. SHAHRIZAN BIN BAHAROM
Overview
Bolted joints
Welded joints
Bolted Joints
Combined tension and shear
In some situations, bolts may experience tension and shear
in combination. In general, bolt capacities would be
expected to reduce when high
DESIGN OF BEAM-COLUMNS
TO EUROCODE 3
(EN 1993: 2005)
Beam-Columns.
Beam-column is a structural member subjected
simultaneously to axial load (compression) and
bending moments produced by lateral forces or
eccentricity of the longitudinal load.
A beam co
DESIGN OF RESTRAINED
BEAMS TO EUROCODE 3
(EN 1993: 2005)
Restrained Beams.
Beams that are unable to move
laterally & unaffected by out-of-plane
buckling (lateral torsional instability).
Examples:
attachment of floor system to the top
flange of beam
pr
DESIGN OF UNRESTRAINED
OR PARTIALLY RESTRAINED
BEAMS TO EUROCODE 3
(EN 1993: 2005)
Lateral & Rotational Restraints.
Lateral restraint
prevents sideways
movement of
compressive
flange.
Torsional
restraint prevents
movement of one
flange relative to
the o