JOURNAL OF INFORMATION, KNOWLEDGE AND RESEARCH IN
MECHANICAL ENGINEERING
ISSN 0975 – 668X| NOV 12 TO OCT 13 | VOLUME – 02, ISSUE - 02| Page 496
DESIGN AND DYNAMIC ANALYSIS OF70T DOUBLE
GIRDER ELECTRICAL OVERHEAD CRANE
1
APEKSHA.K.PATEL,
2
PROF. V.K.JANI,
1
M.E.[CAD/CAM] Student, Department Of Mechanical Engineering, C.U.Shah College
Of Engineering and Technology, Wadhavan, Gujarat
2
Professors,Department Of Mechanical Engineering, C.U.Shah College Of Engineering
and Technology, Wadhavan, Gujarat
Apeksha_prod09@yahoo.com, veera.jani@rediffmail.com
ABSTRACT:
Main Component of Overhead Crane is Girder Beam which transfers load to structural member.
In Present Practice, industries overdesign girder beam which turns costly solution. So, our aim is to reduce
weight of girder which has direct effect on cost of girder and also performance Optimization is done for fatigue
(life) point of view. In this paper FE analysis of girder beam is carried out for the specific load
condition i.e. turning operation. Here, we done a mathematical design calculation crane component,
and thrust forces are used in FE analysis. Here, we used ANSYS WORK BENCH V12.1.Software for
the FE analysis of the girder beam. Through this analysis we get the result in terms of stresses and
deformation and this result are within the allowable limits.
Keywords—70T double girder electrical overhead crane, dynamic analysis of girder.
1. INTRODUCTION
Crane and hoisting machine are used for
lifting heavy loads and transferring them from
one place to another.A crane is a lifting machine,
generally equipped with a winder (also called a
wire rope drum), wire ropes or chains and
sheaves that can be used both to lift and lower
materials and to move them horizontally.
It uses one or more simple machines to
create mechanical advantage and thus move
loads beyond the normal capability of a human.
Cranes are commonly employed in the transport
industry for the loading and unloading of freight,
in the construction industry for the movement of
materials and in the manufacturing industry for
the assembling of heavy equipment.
Material handling is a vital component of any
manufacturing and distribution system and the
material handling industry is consequently active,
dynamic, and competitive.
Main Component of Overhead Crane is Girder
Beam which transfers load to structural member.
In Present Practice, industries overdesign girder
beam which turns costly solution. So, our aim is
to reduce weight of girder which has direct effect
on cost of girder and also performance
Optimization is done for fatigue (life) point
of view.during the machining process results in
chatter marks on the machined surface and thus
creates a noisy environment. Higher cutting
speeds can be facilitated only by structures
which have high stiffness and good damping
characteristics. The deformation of machine tool
structures under cutting forces and structural
loads are responsible for the poor quality of
products and which in turn is also aggravated by
the noise and vibration produced.
2. DESIGN CALCULATION OF CRANE COMPONENT
2.1 Basic Calculation of 70 ton EOT Crane
Total Lifting Capacity (W) = 70 ton
= 70 X 10000 N
= 700000 N
Lifting Height = 29.95 meter
= 29.95 X 1000
= 29950 mm
No. of rope parts (nt) = 12
Efficiency of pulley (��p) = 94%
Number of bends (n) = 11
From Design Data Book, for n =11,
= 23
(1)
Where,
Dmin = minimum diameter of drum or pulley
d = Diameter of rope
Load for this arrangement
=
.
(2)
=
.
p = 62056.74 N
2.2 Rope Design
Select Standard Rope size is 6 X 37
Where,
6 are the stands in the wire rope.
37 is the number of wire in each stand.
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Figure 2.1 Wire rope
Now wire diameter (dw) = 0.045d
Modulus of Elasticity of wire (Ef) =8 X 104 N/mm2
Ultimate breaking stress for rope (��u) = 1500 N/mm2
Factor of Safety nf = 4
Area of Rope A =
(3)
=
.
.
A = 284mm2
But,
A = 0.4 X d2=284 mm2
So, d = 26.64 mm
From Design Data Book,
Take available standard d = 28 mm
Now approximate weight for rope = 1.48 kg/m
Braking Strength per rope = 206000 N
Required Breaking Strength per rope = P X nf
= 206000 X 4
= 824000 N
So, design is safe.
Rope Size = 6 X37-48
Figure 2.2 Pulley
= 23
As d=28mm we get,
Minimum Diameter of Pulley = 23 X 28 = 644 mm
It is advisable to take diameter of pulley = 27d
So, D = 27 X 28
= 756 mm
Take D = 756 mm
Now other dimension for sheaves or pulley is as
follows:
a = 2.7 X d = 2.7 X 28 = 75.6 mm
b = 2.1 X d = 2.1 X 28 = 58.8 mm
c = 0.4 X d = 0.4 X 28 = 11.2 mm
e = 0.75 X d = 0.75 X 28 = 21 mm
h = 1.6 X d = 1.6 X 28 = 44.8 mm
Diameter of Compensating Pulley,
D1 = 0.6 X 756 = 453.6 mm
Take D1 = 454 mm
Other dimensions are same as lower pulley.
2.3 Design of Drum
Diameter of drum = Diameter of Pulley
= 756 mm Number of turns on
each side of drum
z =
+ 2
(4)
= ( )
. + 2
= 27.23 = 28
Number of Turns = 28 turns
Figure 2.3 Drum
From Design Data Book,
S = 30 mm
r1 = 16.5 mm
c1 = 12.5 mm
l1
= Free Space between each side = 150
mmFullLength of Drum
L =
+ 12 + 1 (5)
= . + 12 30 + 150
= 1267 mm
Take,
L = 1270 mm
The Wall Thickness of drum (w) = 0.02 D + 10
= (0.02 X 756) + 10
= 25.12 mm
Wall Thickness (w) = 26 mm
Checking drum stresses,
Crushing Stress (��c) =
(6)
=
.
= 7 9.55 N/mm2
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Torque on drum = P X
(7)
= 62056.74 X
= 24326242.08 Nmm
2.4Hook Design
Design of hook for trapezoidal section:
Inner Diameter of hook(C) =
(8)
= 12X
= 317.49 mm
Take inner diameter of Hook(C) = 317.5 mm
From Design Data Book other parameters are as
follows,
Depth (H) = 0.93 X C = 295.275
Base of the section (M) = 0.6X C = 190.5
Throat (J) = 0.75 X C = 238.125
Radius of Curvature of hook (E) = 1.25 X C
= 396.875
Radius of the base of the section(R) = 0.50 X C
= 158.75
The Overall Height of Hook Portion (A) = 2.75 X C
= 873.125
Radius of the corner (Z) = 0.12 X C
= 38.1
Design of Shank Portion:
W = ∗ ∗
(9)
= ∗
∗
= (700000 X 4)/ (3.14 X80)
dc = 105.58 mm
Nominal Diameter (G1) = 105.58/0.84
= 125.69 mm
Checking of Hook Section
Inner Radius (ri) = C/2 = 317.5/2 = 158.75mm
Outer Radius (ro) = ri + H = 158.75 + 295.275
= 454.025
R= ri+ (H/3) = 158.75 + (454.025/3) = 310mm
Radius at neutral axis (rn) =
(
)
=
. .
. .
.
.
.
.
= 239.76 mm
Eccentricity (e) = R - rn
= 310 – 239.76
= 70.243 mm
h1
= rn -ri
= 239.76 – 158.75
h1
= 81.01 mm
h2
= r0 - rn
= 310 -239.76
= 70.24 mm
Area of Section = M X H/2= 190.5 X 295.275/2
Area of Section = 28124.94 mm2
Bending stress in hook (��b) =
=
.
. . .
= 56.052 N/mm2
Direct stress in hook (��t) = =
.
= 24.89 N/mm2
Total stress in hook
= ��b + ��t
= 56.052 + 24.89
Total stress in hook = 80.94 N/mm2 [ 12 ] [13]
3. DYNAMIC ANALYSIS OF GIRDER FOR 70T
E.O.T CRANE
3.1 Introduction
An approximation for the component
deformation was introduced by means of a weighted
sum of constant shape functions. When dealing with
the task of deriving these functions the finite element
method can be very effective. Here, a well-known
and widely used concept known as component mode
synthesis (CMS) can be used. One of the most
common approaches (Craig and Brampton 1968) is
based on the idea of using normal mode analysis
techniques to calculate eigenvectors for use as shape
functions, or shape vectors, respectively. While
employing eigenvectors for approximation was
already very widespread, Craig and Bampton among
others (Hurty 1965) enhanced the method by taking
into account additional types of vectors. In the
following, Craig and Bampton��s method is dealt with
in more detail since it is also implemented in
MSC.ADAMS/Flex. Here, the following types of
vectors or modes are utilized:
1. Fixed boundary normal modes
2. Static correction modes
Fixed boundary normal modes are
eigenvectors that result from a finite element normal
mode analysis. They are connected with the boundary
condition implying that all nodes of the finite element
model are fixed at which forces and joints that is
applied within the multi body system. In the
following sections, these nodes are referred to as
interface nodes. Static correction modes are
deformation vectors that result from static load cases
with which loads are applied to interface points.
Typically, a unit load is applied to every nodal
coordinate, whereas all other interface nodes are
fixed. This leads to six static correction modes for
each interface node. Figure 2 illustrates some mode
shapes for a one-dimensional bar. The shapes (a) and
(b) are fixed-boundary normal modes, shapes (c) and
(d) are static correction modes resulting from a unit
displacement (c) and a unit rotation (d), respectively.
The use of static correction modes ensures a good
approximation of the deformation when forces and
moments are applied to interface points. The fixed
boundary normal modes are important as soon as
high frequency excitation is expected, i.e., if the
loading may not be considered ��quasi-static��. Note:
In the following, the flexible component is always
assumed to be represented by a finite element model.
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Figure 3.1 Mode shapes of one-dimensional ba
3.2 Benefits of Modal Analysis:-
1. Allows the design to avoid reso
vibrations or to vibrate at a spec
frequency (speaker box, for examp
2. Gives engineers an idea of how
design will respond to different
of dynamic loads.
3. Helps in calculating solution con
(time steps, etc.) for other dyn
analyses.
3.3 Steps of Dynamic Analysis
Model Analysis
Figure 3.2 Geometry of girder using dynam
analysis
Figure 3.3Connection between parts
L OF INFORMATION, KNOWLEDGE AND RESEARCH IN
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dimensional bar
he design to avoid resonant
s or to vibrate at a specified
y (speaker box, for example).
gineers an idea of how the
ill respond to different types
calculating solution controls
ps, etc.) for other dynamic
using dynamic
tion between parts
Figure 3.4 Mesh Model Of Girder B
Figure 3.5 Application of
Results of Analysis
Mode –
Figure 3.6 Total deformation of mo
Mode-2
Figure 3.7 Total deformation of mo
AND RESEARCH IN
- 02| Page 499
esh Model Of Girder Beam
of Fixed Support
– 1
otal deformation of mode 1
2
Total deformation of mode 2
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Mode-3
Figure 3.8 Total deformation of mode
Mode-4
Figure 3.9 Total deformation of mode 4
Mode-5
Figure 3.10 Total deformation of mode 5
Mode-6
Figure 3.11 Total deformation of mode
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eformation of mode
l deformation of mode 4
l deformation of mode 5
tal deformation of mode 6
4. Transient Analysis Of Overhead Crane
Component
4.1
Introduction
Transient structural analysis
users with the ability to determine the
response of the system under any
varying loads. Unlike rigid dynamic analyse
can be either rigid or flexible. For flexib
nonlinear materials can be included, and
and strains can be output.Transient
analysis is also known as time
transient structural analysis.
Transient structural analyses
evaluate the response of deformable bod
inertial effects become significant.If ine
damping effects can be ignored, consider p
a linear or nonlinear static analysis instead
If the loading is purely
response is linear, a harmonic response a
more efficient If the bodies can be assum
rigid and the kinematics of the system is o
rigid dynamic analysis is more cost
other cases, transient structural analyses
used, as it is the most general type of
analysis In a transient structural analysis, W
Mechanical solves the general equation of m
4.2 Some points of interest:
Applied loads and joint conditions
function of time and space. As
inertial and damping effects are now
Hence, the user should include de
damping in the model.Nonlinear effect
geometric, material, and/or contact non
are included by updating the stiffness m
Transient structural analysis enc
static structural analysis and rigid
analysis, and it allows for all
Connections, Loads, and Supports.
AND RESEARCH IN
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lysis Of Overhead Crane
al analysis provides
y to determine the dynamic
system under any type of time-
like rigid dynamic analyses, bodies
id or flexible. For flexible bodies,
ls can be included, and stresses
be output.Transient structural
as time-history analysis or
t structural analyses are needed to
onse of deformable bodies when
ecome significant.If inertial and
an be ignored, consider performing
ear static analysis instead.
ding is purely sinusoidal and the
, a harmonic response analysis is
bodies can be assumed to be
matics of the system is of interest,
alysis is more cost-effectiveIn all
uctural analyses should be
e most general type of dynamic
ient structural analysis, Workbench
the general equation of motion:
ads and joint conditions may be a
space. As seen above,
amping effects are now included.
user should include density and
e model.Nonlinear effects, such as
terial, and/or contact nonlinearities,
ating the stiffness matrix.
structural analysis encompasses
ral analysis and rigid dynamic
it allows for all types of
Loads, and Supports.
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4.3Step of Transient Analysis
Figure 4.1 Connections between Parts
Figure 4.2 Mesh Model of Girder Beam
Figure 4.3 Geometry of Girder Using Transient
Analysis
Figure 4.4 Application of Excitation Load
Figure 4.5 Application of Fixed Support
Figure 4.6 Von-Misses of Fixed Support
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0.83519
1.6056
2.4257
3.2897
4.1057
4.9689
5.7893
6.6458
7.4742
8.3225
0.83519
1.6056
2.4257
3.2897
4.1057
4.9689
5.7893
6.6458
7.4742
8.3225
0
2
4
6
8
10
0 0.10.20.30.40.50.60.70.80.9 1 1.11.2
E
quivalent S
tresses
Time scale
Von Misses Stresses Vs Time
Scale
0.43035
0.82764
1.25
1.6956
2.1159
2.561
2.9837
3.4251
3.852
4.2893
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
0 0.10.20.30.40.50.60.70.80.9 1 1.1
m
ax
shear stress stress
Time Scale
Maximum Shear Stresses Vs
Time Scale
0.02133
2
0.04152
6
0.06209
2
0.08487
5
0.10533
0.12797
0.14873
0.171
0.19214
0.21406
0
0.05
0.1
0.15
0.2
0.25
0 0.10.20.30.40.50.60.70.80.9 1
T
otal D
eform
ation
Time Scale
Total Deformation Vs Time
scale
0.42312
0.013335
0.40831
0.069431
0.33332
0.14337
0.27229
0.19515
0.23371
0.22204
0.42312
0.013335
0.40831
0.069431
0.33332
0.14337
0.27229
0.19515
0.23371
0.22204
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0 0.10.20.30.40.50.60.70.80.9 1
T
otal V
elocity
Time Scale
Total Velocity Vs Time Scale
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5. CONCLUSION
parameter
result
allowable
value
max.von misses
stress
8.3225
mpa
240 mpa
max.shear stress
4.2893
mpa
130 mpa
max.deformation
Result
Allowable
Limit
mode-1
0.20938
mm
0.5 mm
mode-2
0.27713
mm
mode-3
0.26023
mm
mode-4
0.30103
mm
mode-5
0.28358
mm
mode-6
0.20378
mm
As shown from analysis that the maximum stress is
8.3225 mpa which is within limit and also prove that
over design of girder ,so the further scope of work is
optimization of design and weight of girder for the
cost point of view.
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��Dynamic Simulation of 9 Dock RAH
45t
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