Post on 10-Mar-2020
Experimental Study Of Bolted Connections Using Light Gauge Channel
Sections, Using Stiffener/Packing Plates At The Joints
Ravindra B. Kulkarni* and Vishal Vaghe**
*Asst. Professor, ** M-Tech. Student.
Department of Civil Engineering
Gogte Institute of Technology, Belgaum – 590008 (Karnataka)
Abstract
Cold-formed structural members are being used more widely in routine structural design
as the world steel industry moves from the production of hot-rolled section and plate to coil and
strip, often with galvanised and/or painted coatings. Steel in this form is more easily delivered
from the steel mill to the manufacturing plant where it is usually cold-rolled into open and closed
section members. The present study is focus on examining the experimental investigation to
study the effect of Stiffener/Packing plate (Mild steel Plates) only at the joints in cold formed
channel sections by using bolts at the joints and which may increase the load carrying capacity of
the bolted channel section subjected to axial tension. In the present study, the strength of the joint
is increased by increasing the various thicknesses of Stiffener/Packing plates at the joints with
three numbers of bolts at the connection. And also the experiment is executed with a single bolt
to study the of failure pattern at the joints. Total Twelve experimental tests have been carried out
on cold formed channel tension members fastened with bolts, to calculate the failure capacity
and increase in strength of the member and also to trace the entire load versus elongation path, so
that the behavior of the connection is examined.
Keywords: Light Gauge Steel Sections, Steel Plates, Strain/Elongation, Failure Patterns.
Introduction
The use of cold-formed steel
members in building construction began in
the 1850s in both the United States and
Great Britain. In the 1920s and 1930s,
acceptance of cold-formed steel as a
construction material was still limited
because there was no adequate design
standard and limited information on material
use in building codes. One of the first
documented uses of cold-formed steel as a
building material is the Virginia Baptist
Hospital, constructed around 1925 in
Lynchburg, Virginia. The walls were load
bearing masonry, but the floor system was
framed with double back-to-back cold-
formed steel lipped channels. According to
Chuck Greene, P.E of Nolen Frisa
Associates [2], the joists were adequate to
carry the initial loads and spans, based on
current analysis techniques. Greece
engineered a recent renovation to the
structure and said that for the most part, the
joists are still performing well. A site
observation during this renovation
confirmed that "these joists from the 'roaring
twenties' are still supporting loads, over 80
years later!" In the 1940s, Lustron Homes
built and sold almost 2500 steel-framed
homes, with the framing, finishes, cabinets
and furniture made from cold-formed
steel.[1]
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Cold-Formed Steel (CFS) is the common
term for products made by rolling or
pressing thin gauges of sheet steel into
goods. Cold-formed steel goods are created
by the working of sheet steel using
stamping, rolling, or presses to deform the
sheet into a usable product. The use of cold-
formed steel construction materials has
become more and more popular since its
initial introduction of codified standards in
1946. In the construction industry both
structural and non-structural elements are
created from thin gauges of sheet steel. The
material thicknesses for such thin-walled
steel members usually range from 0.0147 in.
(0.373 mm) to about ¼ in. (6.35 mm). Steel
plates and bars as thick as 1 in. (25.4 mm)
can also be cold-formed successfully into
structural shapes. These building materials
encompass columns, beams, joists, studs,
floor decking, built-up sections and other
components. The manufacturing of cold-
formed steel products occurs at room
temperature using rolling or pressing. The
strength of elements used for design is
usually governed by buckling. [2]
Tension Member
Tension members are structural
elements or members that are subjected to
axial tensile forces. Fig.1 shows a member
under tension. They are usually used in
different types of structures. Examples of
tension members are: bracing for buildings
and bridges, truss members and cables in
suspended roof systems.
Figure 1: Member under Tension
Stress is given by, F =P/A
Where, P is the magnitude of the load
A is the cross-sectional area
The increase in the length of a member due
to axial tension under service load is
Δ=PL / (E.Ag)
Where,
Δ is the axial elongation of the member
(mm),P is the axial tensile force (un-
factored) in the member (N),L is the length
of the member (mm) and E is the modulus
of elasticity of steel=2.0x105 MPa.
Note: That displacement is a serviceability
limit state criterion and hence is checked
Material Details
Fig 2: Cross section details of channal section
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Where,
h - is the height of the section
b - is the width of the section
t - is the thickness of the section
r - is the radius section
Ixx and Iyy –is the moment of
inertia about x and y axis
Yield Strength and Young’s Modulus of
the Cold Form Channel Specimen
The parallel length is kept between
“Lo + b/2 & Lo + 2b”
Fig 3: Tensile Test on Cold Formed steel Sheet
Where,
Lo = Original Gauge length
Le = Parallel length
Lt = Total length
b = Width of the test piece
Fig 4: Graph Between Force and Elongation for
1.2mmThick Cold form plate
Fig 5: Graph Between Force and Elongation for
1.5mmThick Cold form plate
Table -1: Yield Strength and Young’s Modulus
Cold form steel plate
Hence from the IS 1079-1973 the
Grade of the steel is referred to as St.42 for
the yield stress 235 N/mm2
Materials used as Stiffener/Packing Plate
(Mild Steel Plate) at the Joint
1. A high amount of carbon makes mild
steel different from other types of steel.
Carbon makes mild steel stronger and
stiffer than other type of steel. However,
the hardness comes at the price of a
decrease in the ductility of this alloy.
Carbon atoms get affixed in the
interstitial sites of the iron lattice and
make it stronger.
2. Mildest grade of carbon steel or 'mild
steel' is typically carbon steel, with a
0.00
50.00
100.00
150.00
200.00
250.00
300.00
350.00
400.00
0.0000
0.0164
0.0328
0.0492
0.0655
0.0819
0.0983
0.1147
0.1311
0.1475
0.1638
0.1759
0.1884
0.2048
0.2212
Str
ess
N/m
m2
Stain
Sample 1
1.2mm Thick Cold Form Plate
1.2mm thick plate
0.00
50.00
100.00
150.00
200.00
250.00
300.00
350.00
400.00
0.0000
0.0119
0.0238
0.0358
0.0477
0.0596
0.0715
0.0835
0.0954
0.1073
0.1192
0.1312
0.1431
0.1531
0.1574
0.1693
0.1812
0.1932
Str
ess
N/m
m2
Strian
Sample
1.5mm Thick Cold Form Plate
1.5mm thick plate
Test
Samples
Thickness
of sample
Yield
Stress
ultimate
strength
Young's
Modulus
No mm N/mm2 N/mm2 KN/mm2
1 1.2 231.67 358.33 191.81
2 1.5 233.55 357.77 207.57
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comparatively mild amount of carbon
(0.16% to 0.19%).
3. The calculated average industry grade
mild steel density is 7.85 gm/cm3. Its
Young's modulus, which is a measure of
its stiffness, is around 210,000 Mpa.
4. Mild steel is the cheapest and most
versatile form of steel and serves every
application which requires a bulk
amount of steel.
Connections
Connections designed more
conservatively than members because they
are more complex to analyse and
discrepancy between analysis and design is
large. Connections are normally made either
by bolting or welding. Bolting is common in
field connections, since it is simple and
economical to make. Bolting is also
regarded as being more appropriate in field
connections from considerations of safety.
Types of Failure Mode in Connections
(a) Longitudinal shear failure of sheet (type I).
(b) Bearing failure f sheet (type II).
(c)Tensile failure of sheet (type III)
(d) Shear failure of bolt (type IV).
Fig 6: Types of failure of bolted connections
Experimental Tests
Specimens Geometries
The experimental testing consists of
channel of tension specimens fabricated
from rolled steel sheets. All specimens are of
500 mm length. All specimens are fastened,
with a single row of 12 mm diameter HSFG
GR 8.8 bolts, through their webs at both
ends. The tests consist of 3 sets of channel
of size 50x40mm specimens with the 1.2
and 1.5mm thickness, with the same
connection length for all the samples. At the
connection Stiffener/Packing plates are used
of different thickness. The end distance and
number of bolts for each specimen are held
constant at 24 mm and 3 numbers
respectively, with Holes for the 12mm GR
8.8 bolts were specified to be drilled to a 14
mm diameter.
Table-2 Specimen Dimensions for 1.2mm Thick
Channel with 3 Bolts Connection
Specime
n Size
No of
Bolts
End
Dist
Connecting
Length
Thickness
of plate
Dia
of
Bolt
Dia
of
Hole
50X40 3 24 72 1.2 12 14
50X40 3 24 72 1.2 12 14
50X40 3 24 72 1.2 12 14
50X40 3 24 72 1.2 12 14
50X40 3 24 72 1.2 12 14
(All dimensions are in mm)
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Table-3 Specimen Dimensions for 1.5mm Thick
Channel with 3 Bolts Connection
Specimen
Size
No of
Bolts
End
Dist
Connecting
Length
Thickness
of plate
Dia
of
Bolt
Dia
of
Hole
50X40 3 24 72 1.5 12 14
50X40 3 24 72 1.5 12 14
50X40 3 24 72 1.5 12 14
50X40 3 24 72 1.5 12 14
50X40 3 24 72 1.5 12 14
(All dimensions are in mm)
Table-4 Specimen Dimensions for 1.5mm Thick
Channel with single Bolts Connection at the joint
Specimen
No
No of
Bolts
End
Dist
Connecting
Length
Thickness
of plate
Dia
of
Bolt
Dia
of
Hole
50X40 3 24 72 1.5 12 14
50X40 3 24 72 1.5 12 14
(All dimensions are in mm)
Set up of Channel section moulds, are used
to transfer the load from a 1000 KN
universal testing machine (UTM) to a
Channel specimen.
Fig 7: Channel moulds for the proper grip used for
connecting channel section to UTM for Tensile test
a) Sample without b) Sample with
Packing plate packing plate
Fig 8: Specimen Geometries of the test sample with
3 bolts connection at the bottom
a) Sample without b) Sample with
Packing plate packing plate
Fig 9: Specimen Geometries of the test sample with
single bolts connection at the bottom
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Experimental Procedures and Results
Twelve full-scale bolted connections
were tested in tension in a 1000 kN (tension)
capacity universal testing machine. The load
was applied quasi-statically. Readings of
load and displacement were taken at regular
intervals 12mm diameter HYSD Bolts were
used, diameter hole of 14mm was drilled in
both the 5mm thick plate as shown in the
figure: 8. three such bolts were used to
fasten these two plates together. These bolts
were tightened using the turn of the nut
method.
Fig 10: Arrangement made for tensile testing for
UTM
Test Descriptions and Results
A summary of the test results and
description of each test is presented in the
following sections.
Specimens of Series A (1.2 mm Thick Channel
Specimen with Three Numbers of Bolts at the Joint)
Specimens of Series B (1.5 mm Thick Channel
Specimen with Three Numbers of Bolts at the Joint)
In this five specimens are used
having the same cross section and the
only variable was the thickness of the
Stiffener/Packing Plate, which was
2mm, 3mm, 4mm, and 5mm. and first
sample is tested without Stiffener/
packing plate. The results will be
plotted to Load vs. deformation
curves for these five specimens.
Specimens of Series C (1.5mm Thick Channel
Specimen with Single Number of Bolt at the Joint)
In this two specimens are used
having the same cross section and the
thickness of the Stiffener/Packing Plate
used was 4mm, and first sample is
tested without Stiffener/packing plate.
The results will be plotted to Load vs.
deformation curves for these five
specimens.
Results
Specimens of Series A (1.2 mm Thick Channel
Specimen with Three Numbers of Bolts at the Joint)
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Fig 11: Graph between stress and strain for SMPL-1
without Stiffener/Packing plate
Fig 12: Comparison Graph between stress and strain
for SMPL-2 with 2mm thick Stiffener/Packing plate
Fig 13: Comparison Graph between stress and strain
for SMPL-3 with 3mm thick Stiffener/Packing plate
Fig 14: Comparison Graph between stress and strain
for SMPL-4 with 4mm thick Stiffener/Packing plate
Fig 15: Comparison Graph between stress and strain
for SMPL-5 with 5mm thick Stiffener/Packing plate
Fig 16: Comparison Graph between Force and
Elongation for all the five samples
0.00
50.00
100.00
150.00
200.00
250.00
300.00
0.0000
0.0055
0.0110
0.0165
0.0220
0.0275
0.0330
0.0385
0.0440
0.0495
0.0550
0.0605
0.0660
0.0715
0.0770
0.0825
Str
ess
N/m
m2
Strain
Sample -1
50x40x1.2 without stiffner plate
Without stiffener plate
0.00
50.00
100.00
150.00
200.00
250.00
300.00
0.0000
0.0063
0.0125
0.0188
0.0250
0.0313
0.0375
0.0437
0.0500
0.0562
0.0625
0.0687
0.0725
0.0737
0.0792
0.0854
0.0917
0.0979
0.1042
Str
ess
N/m
m2
Strain
Sample -2
50x40x1.2 with 2mm stiffner plate
Without stiffener plate
with 2mm stiffner plate
0.00
50.00
100.00
150.00
200.00
250.00
300.00
0.0000
0.0065
0.0130
0.0195
0.0260
0.0325
0.0390
0.0455
0.0520
0.0585
0.0650
0.0715
0.0780
0.0845
0.0893
0.0953
0.1018
0.1083
0.1148
Str
ess
N/m
m2
Strain
Sample -3
50x40x1.2 with 3mm stiffner plate
without stiffener plate
3mm thick Stiffener Plate
0.00
50.00
100.00
150.00
200.00
250.00
300.00
350.00
0.0000
0.0090
0.0180
0.0270
0.0360
0.0450
0.0540
0.0630
0.0720
0.0810
0.0900
0.0968
0.1058
0.1148
0.1220
Str
ess
N/m
m2
Strain
Sample -4
50x40x1.2 with 4mm stiffner plate
Without stiffener plate
4mm thick Stiffener Plate
0.00
50.00
100.00
150.00
200.00
250.00
300.00
350.00
0.0000
0.0070
0.0140
0.0210
0.0280
0.0350
0.0420
0.0490
0.0560
0.0630
0.0700
0.0770
0.0840
0.0910
0.0980
0.1031
0.1097
0.1167
0.1237
0.1288
Str
ess
N/m
m2
Strain
Sample -5
50x40x1.2 with 5mm stiffner plate
without stiffner plate
5mm thick Stiffener Plate
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
50.00
0.00
3.00
6.00
9.00
12.00
15.00
18.00
21.00
24.00
27.00
30.00
33.00
36.00
39.00
42.00
44.20
47.00
50.00
53.00
55.20
Force
kN
Elongation
All Five 1.2 mm Thick channel Samples
No Packing Plate
with 2mm thick stiffener plate
with 3mm thick stiffener plate
with 4mm thick stiffener plate
with 5mm thick stiffener plate
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Fig 17: Graph between Thicknesses of the
Stiffener/Packing Plate to ultimate Strength
Table-5 Results of All the 1.2mm Thick Channel
Specimen
Specimen
No
Net
Section
Area
Ultimate
Tensile
Strength
Thickness
of
Stiffener
/Packing
plate
Elongatio
n at Peak
Load
%of
increas
e in
strengt
h
mm2 kN mm mm %
SMPL-1 136.32 34.16 - 31.00 0.00
SMPL-2 136.32 35.90 2 35.40 4.60
SMPL-3 136.32 37.50 3 40.80 7.15
SMPL-4 136.32 40.90 4 41.20 19.60
SMPL-5 136.32 43.50 5 43.80 26.90
Specimens of Series B (1.5 mm Thick Channel
Specimen with Three Numbers of Bolts at the Joint)
Fig 18: Graph between stress and strain for SMPL-1
without Stiffener/Packing plate
Fig 19: Comparison Graph between stress and strain
for SMPL-2 with 2mm thick Stiffener/Packing plate
Fig 20: Comparison Graph between stress and strain
for SMPL-3 with 3mm thick Stiffener/Packing plate
Fig 21: Comparison Graph between stress and strain
for SMPL-2 with 2mm thick Stiffener/Packing plate
47.00
48.00
49.00
50.00
51.00
52.00
53.00
54.00
0 2 3 4 5
Force k
N
Thickness of Packing plate mm
Increase in the Ultimate Tensile Strength
Ultimate strength
0.00
50.00
100.00
150.00
200.00
250.00
300.00
0.0000
0.0060
0.0120
0.0180
0.0240
0.0300
0.0360
0.0420
0.0480
0.0540
0.0600
0.0660
0.0720
0.0780
0.0836
0.0848
0.0860
0.0920
0.0980
0.1040
Str
ess
N
/mm
2
Strain
Sample -1
50x40x1.5 without stiffner plate
without stiffener plate
0.00
50.00
100.00
150.00
200.00
250.00
300.00
0.0000
0.0075
0.0150
0.0225
0.0300
0.0375
0.0450
0.0525
0.0600
0.0675
0.0750
0.0825
0.0900
0.0975
0.1050
0.1080
0.1150
0.1225
0.1300
0.1370
Str
ess
N
/mm
2
Strain
Sample -2
50x40x1.5 with 2mm stiffner plate
without stiffener plate
with 2mm stiffener plate
0.00
50.00
100.00
150.00
200.00
250.00
300.00
0.0000
0.0123
0.0247
0.0370
0.0493
0.0617
0.0740
0.0863
0.0987
0.1110
0.1233
0.1357
0.1394
0.1480
0.1603
0.1727
0.1850
Str
ess
N
/mm
2
Strain
Sample -3
50x40x1.5 with 3mm stiffner plate
without stiffener plate
with 3mm stiffener plate
0.00
50.00
100.00
150.00
200.00
250.00
300.00
350.00
0.0000
0.0077
0.0153
0.0230
0.0307
0.0383
0.0460
0.0537
0.0613
0.0690
0.0767
0.0843
0.0920
0.0935
0.0997
0.1073
0.1150
Str
ess
N
/mm
2
Strain
Sample -4
50x40x1.5 with 4mm stiffener plate
without stiffener plate
with 4mm stiffener plate
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Fig 22: Comparison Graph between stress and strain
for SMPL-2 with 2mm thick Stiffener/Packing plate
Fig 23: Comparison Graph between Force and
Elongation for all the five samples
Fig 24: Graph between Thicknesses of the
Stiffener/Packing Plate to ultimate Strength
Table-6 Results of All the 1.2mm Thick Channel
Specimen
Specimen
No
Net
Section
Area
Ultimate
Tensile
Strength
Thickness
of
Stiffener
/Packing
plate
Elongation
at Peak
Load
%of
increase
in
strength
mm2 kN mm mm %
SMPL-1 169.5 42.40 - 42.80 0.00
SMPL-2 169.5 44.90 2 43.20 4.90
SMPL-3 169.5 46.90 3 45.40 9.50
SMPL-4 169.5 48.80 4 48.80 14.0
SMPL-5 169.5 50.40 5 53.60 20.00
Specimens of Series C (1.5 mm Thick Channel
Specimen with single Bolt at the Joint)
Fig 25: Graph 6.46: Between Force and Elongation
for specimen SMPL-A without Packing plate
Fig 26: Graph 6.46: Between Force and Elongation
for specimen SMPL-B with 4mm packing plate
0.00
50.00
100.00
150.00
200.00
250.00
300.00
350.00
0.0000
0.0073
0.0147
0.0220
0.0293
0.0367
0.0440
0.0513
0.0587
0.0660
0.0733
0.0807
0.0880
0.0953
0.1027
0.1100
0.1173
Str
ess
N
/mm
2
Strain
Sample -5
50x40x1.5 with 5mm stiffener plate
without stiffener plate
with 5mm stiffener plate
0.00
50.00
100.00
150.00
200.00
250.00
300.00
350.00
400.00
0.00
3.40
6.80
10.20
13.60
17.00
20.40
23.80
27.20
30.60
34.00
37.40
40.80
44.20
47.60
51.00
54.40
57.80
61.20
64.60
Str
ess
N
/mm
2
Strain
All Five 1.5 mm Thick channel Sampleswithout stiffener plate
With 2mm stiffener plate
with 3mm stiffener plate
with 4mm stiffener plate
With 5mm stiffner plate
38.00
40.00
42.00
44.00
46.00
48.00
50.00
52.00
0 2 3 4 5
Fo
rce k
N
Thickness of Packing Plate mm
Increase in Ultimate Tensile strength
Ultimate strength
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
0.0000
0.0096
0.0192
0.0288
0.0383
0.0479
0.0575
0.0671
0.0767
0.0862
0.0958
0.1054
0.1150
0.1246
0.1342
0.1438
Str
ess
N
/mm
2
Strain
Sample -A
50x40x1.5 without stiffner plate
Sample -A
0.00
20.00
40.00
60.00
80.00
100.00
120.00
0.0000
0.0124
0.0249
0.0373
0.0497
0.0621
0.0746
0.0870
0.0994
0.1119
0.1243
0.1367
0.1491
0.1616
0.1740
0.1864
Str
ess
N
/mm
2
Strain
Sample -A & B
50x40x1.5 with 4mm stiffner plate
Sample -A
4mm stiffner
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Table-7 Results of 1.5mm Thick Channel section
with single bolt at joint
Specimen
No
Net
Section
Area
Ultimate
Tensile
Strength
Thickness
of
Stiffener
/Packing
plate
Elongation
at Peak
Load
% of
increase
in
strength
mm2 kN mm mm %
SMPL-1 136.32 12.85 - 24.00 0.00
SMPL-2 136.32 17.40 4 28.00 35.40
Fig 27: Graph between Thicknesses of the
Stiffener/Packing Plate to ultimate Strength
Failure Patterns
Bearing + Rupture Failure Observed
Bearing + Rupture Failure Observed With 2mm
Thick Packing Plate for 1.2, and 1.5mm thick
specimen sample
Bearing + Rupture Failure Observed With 3mm
Thick Packing Plate for 1.2, and 1.5mm thick
specimen sample
Vertical Shear Failure of 1.5mm Thick Sample
Specimen using 4mm thick Stiffener/packing plate
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
16.00
18.00
20.00
0 4
Utl
ima
te F
orce k
N
Thickness of stiffner plate
Increase in Ultimate strength
Ultimate strength
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Block Shear Failure of 1.5mm Thick Sample
Specimen using 5mm thick Stiffener/packing plate
Buckling of Stiffener/Packing plate used 1.5mm
Thick Sample Specimen
Bearing + Shear Failure Observed for 1.5mm thick
specimen sample with single bolted connection
Discussions and Conclusions
Table-8 Results of 1.2mm Thick Channel section
with 3 bolts at the Joints
Size of the
Specimen
Thickness
of Stiffener
/Packing
Plate
Ultimate
Tensile
Strength
% of
increase
in
Strength
Types of
Failure
observed
mm mm (kN) %
50X40X1.2 - 34.16 0.00 Bearing +
Rupture
50X40X1.2 2 35.90 4.60 Bearing +
Rupture
50X40X1.2 3 37.50 7.15 Bearing +
Rupture
50X40X1.2 4 40.90 19.6 Bearing +
Rupture
50X40X1.2 5 43.50 26.9 Bearing +
Rupture
Table-9 Results of 1.5mm Thick Channel section
with 3 bolts at the Joints
Size of the
Specimen
Thickness
of Stiffener
/Packing
Plate
Ultimate
Tensile
Strength
% of
increase
in
Strength
Types of
Failure
observed
mm mm (kN) %
50X40X1.5 - 42.40 0.00 Bearing +
Rupture
50X40X1.5 2 44.90 4.90 Bearing +
Rupture
50X40X1.5 3 46.90 9.50 Bearing +
Rupture
50X40X1.5 4 48.80 14.00 Vertical
shear
50X40X1.5 5 50.40 20.00 Block shear
Failure
Table-10 Results of 1.5mm Thick Channel section
with single bolt at joint
Size of the
Specimen
Thickness
of Stiffener
/Packing
Plate
Ultimate
Tensile
Strength
% of
increase
in
Strength
Types of
Failure
observed
mm mm (kN) %
50X40X1.5 - 12.85 0.00 Bearing +
Shear
50X40X1.5 4 17.40 35.40 Bearing +
Shear
1. It is observed from the above Tables by
the use of packing plates the load
carrying capacity of the joint increases.
As the thickness of the light gauge
section increases the variation in
increase of joint strength reduces for
International Journal of Engineering Research & Technology (IJERT)
Vol. 2 Issue 2, February- 2013ISSN: 2278-0181
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various thicknesses of Stiffener/packing
plates.
2. For 1.2mm thick channel section it is
observed that all failures are due to
rupture with 3 bolts connection, and also
for 1.5mm thick channel section up to
3mm thick Stiffener/Packing plate
failure are due to rupture and for 4mm
thick Stiffener/packing plate the failure
is due to vertical shear failure along the
line of vertical connection. With use of 5
mm thick Stiffener/packing plates the
failure is due to block shear failure.
3. Hence with the use of thicker plates,
bearing failure can be avoided. The
increase in the tensile strength for
change in each thickness of the
Stiffener/packing plate is shown in Table
8 and 9.
4. By the use of lesser thickness of the
Packing plate it is observed that the plate
buckles along with the plate.
5. For 1.5mm thick channel section with
single bolt at 3d end distance, it is
observed that the failure is due to
bearing and shear failure and the
percentage of increase in tensile strength
with 4mm thick Stiffener/packing plate
is 35.40%.
References
1. Ed.Chaen Wai-Yu, W.W.”Cold formed
steel Structures” Structural engineering
Hand Book”.
2. By, Xiao-Ling Zhao Tim Wilkinson and
Gregory Hancock Cold Formed Tubular
Members And Connections January
2005.
3. “Experimental Studies on Cold-Formed
Steel Angle Tension Members “By
Prabha P, Saravananm, Marimuthu V,
and Arulayachandran.
4. “Testing of bolted cold formed steel
connections in bearing (with and without
washers)” By James A. Wallace.
5. “ColdFormed Steel Frame with
Bolted Moment Connections” By,
Bayan Anwer Ali, Sariffuddin Saad, Mo
hd Hanim.
6. “Cyclic Testing of Cold-Formed Steel
Special Bolted Moment Frame
Connections “By Jong-Kook Hong,
Atsushi Sato, Chia-Ming Uang, and Ken
Wood.
7. “Riveted and bolted joints”By Munse
and Chesson [1] in 1963.
8. “Shear lag in bolted angle tension
members “By Kulak and Wu [7] in
1997.
9. Pan [11] in 2004 studied “the
prediction of the strength of bolted
cold-formed channel sections in
tension”.
10. Barth et al. [9] in 2002 studied
“Behavior of steel tension members
subjected to uniaxial loading”.
11. Bouchair et al. [16] In 2008 studied
“Analysis of the behavior of stainless
steel bolted connections”.
12. “Failure Modes of Bolted Sheet Steel”
By Colin A Rogers, Gregory J Hancock.
13. Bolted connections by Prof. S.R.Satish
Kumar and Prof. A.R.Santha Kumar.
14. Failure mode of steel in tension member
due to change in connection eccentricity
and connection length by Diwakar
Kumar.
International Journal of Engineering Research & Technology (IJERT)
Vol. 2 Issue 2, February- 2013ISSN: 2278-0181
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