experimental study of bolted connections using light gauge … · 2019-07-01 · experimental study...

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]

International Journal of Engineering Research & Technology (IJERT)

Vol. 2 Issue 2, February- 2013ISSN: 2278-0181

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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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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



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


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


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




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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 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


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


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




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


without stiffner 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






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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


Fig 18: Graph between stress and strain for SMPL-1

without 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



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



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




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





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Fig 23: Comparison Graph between Force and

Elongation for all the five samples



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



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 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


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


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



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


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


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


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



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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.



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experimental study of bolted connections using light gauge … · 2019-07-01 · experimental study...

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