APPROVED: Cheng Yu, Major Professor Diane Desimone, Committee Member Haifeng Zhange, Committee Member Leticia Anaya, Committee Member Enrique Barbieri, Chair of the Department of Engineering Technology Costas Tsatsoulis, Dean of the College of Engineering James D. Meernik, Acting Dean of the Toulouse Graduate School BEARING STRENGTH OF COLD FORMED STEEL BOLTED CONNECTIONS IN TRUSSES Mark Panyanouvong Thesis Prepared for the Degree of MASTER OF SCIENCE UNIVERSITY OF NORTH TEXAS May 2012
114
Embed
Bearing Strength of Cold Formed Steel Bolted Connections .../67531/metadc115135/m2/1/high_res... · Bearing Strength of Cold Formed Steel Bolted Connections in Trusses . Master of
This document is posted to help you gain knowledge. Please leave a comment to let me know what you think about it! Share it to your friends and learn new things together.
Transcript
APPROVED: Cheng Yu, Major Professor Diane Desimone, Committee Member Haifeng Zhange, Committee Member Leticia Anaya, Committee Member Enrique Barbieri, Chair of the
Department of Engineering Technology
Costas Tsatsoulis, Dean of the College of Engineering
James D. Meernik, Acting Dean of the Toulouse Graduate School
BEARING STRENGTH OF COLD FORMED STEEL BOLTED
CONNECTIONS IN TRUSSES
Mark Panyanouvong
Thesis Prepared for the Degree of
MASTER OF SCIENCE
UNIVERSITY OF NORTH TEXAS
May 2012
Panyanouvong, Mark. Bearing Strength of Cold Formed Steel Bolted
Connections in Trusses. Master of Science (Engineering Systems – Construction
The existing design provision in North American Specification for Cold-
Formed Steel Structural Member (AISI S100) for the bearing strength of bolted
connections were developed from tests on bolted connected sheets which were
restrained by bolt nut and head with or without washers. However, in the cold-formed
assemblies, particularly in trusses, the single bolt goes through both sides of the
connected sections, making the connected sheets on each side unrestrained. The
warping of the unrestrained sheet may reduce the bearing strength of the bolted
connection. This research investigates the behavior and strength of bearing failure in
bolted connections in cold-formed steel trusses. Tensile tests were conducted on
trusses connections with various material thicknesses. It was found that the AISI
S100 works well for thick connections but provides unconservative predictions for
thin materials. Based on the experimental results, a modified bearing strength
method is proposed for calculating the bearing strength of bolted truss connections.
The proposed method can be used for any cold-formed steel connections with
unrestrained sheet.
ii
Copyright 2012
by
Mark Panyanouvong
iii
ACKNOWLEDGEMENTS
I am heartily thankful to my supervisor, Cheng Yu, whose encouragement,
guidance and support from the initial to the final level enabled me to develop and
gain greater understanding of the subject. I would like to acknowledge my family and
Denial Pisuc who gave me the moral support and for being my back bone. I would
also like to give recognition to Stephen Triplett, who was able to help me through
composition of this thesis.
Many thanks go to Marcus Sanchez and Roger Rovira, whose efforts made
this thesis possible. Lastly, I offer my regards and blessings to all of those who
supported me in any aspect during the completion of the project.
iv
TABLE OF CONTENTS
Page ACKNOWLEDGMENTS ............................................................................................ iii LIST OF TABLES ...................................................................................................... vi LIST OF FIGURES ....................................................................................................vii CHAPTER 1 INTRODUCTION ................................................................................... 1 CHAPTER 2 BACKGROUND, RESEARCH OBJECTIVES ....................................... 3
2.1 Background ........................................................................................... 3 2.2 Research Objectives ............................................................................. 4
CHAPTER 3 LITERATURE REVIEW ......................................................................... 7
3.1 Research Work and Types of Failure Mode .......................................... 7 3.1.1 Longitudinal Shearing of Steel Sheets (Type I Failure) .............. 7 3.1.2 Bearing or Pilling Up of Steel Sheet (Type II Failure) ................. 8 3.1.3 Tearing of Sheet in Net Section (Type III Failure) ...................... 8 3.1.4 Shearing of Bolt (Type IV Failure) .............................................. 9
APPENDIX A: DIMENSIONS AND RESULTS OF BOLTED CONNECTIONS IN THE EVALUATION OF EXISTING DATA ........................................................................ 30 APPENDIX B: PHOTOGRAPHS AND SPECIMEN CONFIGURATION ................... 33 REFERENCES ....................................................................................................... 109
3.2.2 Modification factor 𝑚𝑓, for type of bearing connection .................................. 11
4.1.1 Bolt diameter and sizes of bolt holes, inches ................................................. 14
4.1.2 Test matrix of the research project ................................................................ 14
5.2.1 Material properties of specimens ................................................................... 22
5.3 A. Proposed bearing factor, C, for bolted connection .................................... 24
B. Proposed modification factor 𝑚𝑓, for bolted connection ............................ 24
C. Test-to-predicted ratios for sheet bearing strength ................................... 25
D. Resistance factors and AISI factor of safety for proposed design methods for bearing in bolted connections ................................................................... 27
vii
LIST OF ILLUSTRATIONS
Page
2.1 Typical failures of bolted CFS connections ...................................................... 3
2.2 A. Typical sheet to sheet connections ............................................................. 5
B. Typical truss connections ............................................................................ 5
4.2 A. Instron 4482 Universal .............................................................................. 15
B. Hydraulic cylinder testing machine ............................................................ 15
4.3 A. Specimen set up for testing ....................................................................... 16
B. Specimen after testing .............................................................................. 16
4.4 Steps to setup the experiment ....................................................................... 17
5.1 Specimens labeling for sheet bearing and shear specimens ......................... 19
5.2 A. Typical curve bearing failure of a bolted connection ................................. 20
B. Typical bearing failure of a bolted connection without washers................. 20
C. Unchanged shape the bearing strength failure of a bolted connection without washers (118mil) ............................................................................... 21
5.3 A. Test results vs. design methods AISI S100 for bearing strength of bolted connections ................................................................................................... 23
B. The proposed design vs. design methods AISI S100 for bearing strength of bolted connections ......................................................................................... 25
1
CHAPTER 1
INTRODUCTION
Cold-formed steel (CFS) is a feasible material in buildings, home, office
The same sheet steel thicknesses were used for the web and the chord
for each of the 46 tests to create the specimens with 4 different kinds of bolt.
A coupon test was performed for every thickness in order to get the yield
stress 𝐶𝑦, ultimate stress 𝐶𝑢, and the thickness of the sheet steel and
percentage of elongation. Each thickness was tested 3 times in order to
achieve the same results and determine that the tests were precise.
Figure 4.3A Figure 4.3B Specimen setup for testing Specimen after testing
e=3d
d
t1
t2
17
4.4 Specimens Preparation
Two sheets steel with the same thickness were cut into 2 pieces,
measurement based upon the testing specifications for each and every test.
The hole punch distance varies with the bolt diameter used as according the
AISI standard hole diameter specification as shown in the Figure 4.4.
Figure 4.4 Steps to setup the experiment
18
The sheets were then folded using a brake press machine with the web
fold points slight closer so that the web will accurately fit into the chord.
The web and chord were connected by the bolt specimen based on the
test specifications and secured with a nut to insure the body of the bolt
specimen was within the testing area of the web and chord and that the
threads of the bolt would not create a point of failure during the tests. The
testing specimens were connected to the testing machine using mounting
brackets to insure the load of the machine is being evenly distributed across
specimen.
19
CHAPTER 5
TEST RESULTS
The testing results and the geometric properties can be found in the
Appendices (Table A1, A2, A3 and A4). Here, it is also included the
comparison between the bearing strength of the actual test capacity and the
new bearing capacity calculated with adjustment with preferable the ratio
closest to one (𝑃𝑡𝑒𝑠𝑡 𝑃𝑛𝑒𝑤 =1). The comparisons are shown in the Table A1
(Appendix A).
5.1 Specimen Labeling
The labeling specimens were assigned by the same format to identify the test
specimens:
33-1/2-T1
Figure 5.1 Specimens Labeling for Sheet Bearing and Shear Specimens
Web/Chord Thickness in mil
Nominal diameter of bolt in inches
Test Number
20
5.2 Characterization of Typical Bearing Failure Mode
The graph below illustrates the typical curve of the bearing failure for
the specimens. With the initial load applied, the sheet steels experienced
slippage against the bolt. With the load still being applied, sheets steel started
yielding at to the maximum load. At which point the specimen continued to
deform and stopped the testing at around 1 or 1.2 inch.
Figure 5.2A Typical curve bearing failure of a bolted connection
Figure 5.2B Typical bearing failure of a bolted connection without washers
0 0.2 0.4 0.6 0.8 1 1.2 1.40
2000
4000
6000
8000
10000
12000
14000
16000
18000
Appl
ied
load
per
bol
t (lb
s.)
Sheets and Bolt Slippage
Elastic Deformation
Plastic Deformation
Bearing Failure Maximum load
Displacement (inch)
21
In this research 46 experiments with 4 different sizes of bolts were
conducted. The chord and the web connections when the load was applied
were observed. Since, there was no support along the inside wall of the web,
the testing results showed the reaction of the web conformed to the perimeter
contour after the load applied as shown in Figure 5.2B., resulting in type II
failures or piling during tests. The same reaction also occurred with same
thickness of testing from 27mil until 97mil. In contrast, for the sheets steel
connections of 118mil, the results of the shape remaining unchanged after the
maximum load was reached and the test was stopped here. Great elongation
was observed in this case as shown in Figure 5.2C. Due to the thickness of
the 118mil steel, most failures were type I, (failure of the steel sheet).
Figure 5.2C Unchanged shape the bearing strength failure of a bolted connection without washers (118mil)
22
5.2.1 Material Properties
Coupon tests were conducted according to ASTM 307 (2007)
“Standard Test Method and Definitions for Mechanical Testing of Steel
Products” to obtain the actual properties of the test materials in this research.
The coupon test results are summarized in Table 5.2. The coating on the steel
was removed by hydrochloric acid prior to the coupon tests. The coupons
tests were conducted on the INSTRON 4482 universal testing machine. An
INSTRON was employed to measure the tensile strain. The tests were
conducted in displacement control at a constant rate of 0.05 in./min. A total of
four coupons were tested for each member, and the average results are
provided in Table 5.2.1
Table 5.2.1 Material Properties of specimens
Nominal
sheet thickness
uncoated thickness
(in.)
Actual 𝐶𝑦
(ksi)
Actual 𝐶𝑢
(ksi)
𝐶𝑢𝐶𝑦
Elongation on 2-in.
gage length
Ductility
27 mil 0.0227 50.30 57.80 1.15 18.65% high 33 mil 0.0361 44.60 54.10 1.21 18.95% high 43 mil 0.0437 66.00 79.60 1.21 16.75% high 54 mil 0.0566 60.32 78.25 1.30 10.00% high 68 mil 0.0698 46.10 54.50 1.18 15.50% high 97 mil 0.1017 69.92 75.22 1.08 10.00% high
118 mil 0.1305 45.30 52.20 1.15 16.90% high
23
5.3 Discussion Proposed Design Method
According to previous research (LaBoube and Yu 1995, Wallace,
Schuster, and LaBoube 2001a), the experience adopted the same equations
(Eq. E3.3.1-1) for the bearing failure of bolted connections based on the AISI
S100 (2007) specifications as bearing factor C and the modification factor 𝑚𝑓
listed on Table 3.2.2 and 3.2.3 respectively for bearing single shear and
outside sheets of double connection without washers uses 𝑚𝑓 = 0.75.
After the test results achieved and compared to the current AISI S100
predictions are lower than predictions when the ratio of d/t had a big number.
In order to accurately predict the bearing strength, the research revised the
formula of the bearing factor, C, and the modification factor, 𝑚𝑓.
Figure 5.3A Test Results vs. Design Methods AISI S100 for Bearing Strength of Bolted Connections
𝐶ɸ Calibration coefficient 1.52 for the United States
𝑀𝑚 Mean value of material factor, M, listed in Table F1 for type of component involved (AISI S100-2007)
𝐶𝑚 Mean value of fabrication factor, F, listed in Table F1 for type of component involved (AISI S100-2007)
𝑃𝑚 Mean value of professional factor, P, for tested component
𝛽0 Target reliability index 3.5 for the United States
𝑉𝑀 Coefficient of variation of material factor listed in Table F1 for type of component involved
𝑉𝐹 Coefficient of variation of fabrication factor listed in Table F1 for type of component involved
𝐶𝑃 Correction factor (1+1/n)m/(m-2) for n≥4
𝑉𝑃 Coefficient of variation of test results, but not less than 6.5%
m Degree of freedom (n-1)
n Number of tests
𝑉𝑄 Coefficient of variation of load effect 0.21
𝑒 Natural logarithmic based 2.718
27
According to the AISI, by knowing the resistance factor, ɸ, the
corresponding safety of factor can be computed as follows:
Ω = 1.533ɸ
Eq.5.3B
The resistance factor ɸ and the factor of safety Ω can be determined
based upon the test results and the calibrations AISI S100 (2007), Table F1 of
the bolted connections with and without washers
Table 5.3D: Resistance Factors and AISI factor of Safety for Proposed Design Methods for Bearing in Bolted Connections
Number of Specimens 46 Mean 1.16 Std. Dev. 0.28 COV (𝑉𝑃) 0.24 𝑀𝑚 1.10 𝑉𝑀 0.08 𝐶𝑚 1.00 𝑃𝑚 1.16 𝑉𝐹 0.05 m 45 𝐶𝑃 1.07 β(LRFD) 3.5 𝑉𝑄 0.21 AISI S100 ɸ (LRFD) 0.6 0.6 Ω (ASD) 2.56 2.50
The new method yielded an equivalent resistance factor of 0.6
compared to AISI S100 standard, while the safety factor was slightly higher
than the AISI S100 standard value. Based on the testing value and similar
equation values, the AISI S100 would be acceptable to adapt to the same
type of connection.
29
CHAPTER 6
CONCLUSION
A total of 46 CFS bolted truss connections were tested in this research.
The specimen parameters include the thickness of the material and the bolt
diameter. The experimental results show that the truss connections with thick
materials (118mil and 97mil) do not demonstrate significant out of plan
deformation in the unrestrained elements. The existing AISI provisions give
good prediction for the beating strength of those connections. However for
thin materials (68 mil or thinner), significant out of plane deformation was
observed, the test results of those connections are lower than the AISI
predictions. On average, the ratio of test to AISI predicted is 0.66 for all 46
specimens.
Based on the test results, new equations for the bearing factor, C, and
new value for modification factor, 𝑚𝑓, are proposed to add to the existing AISI
bearing equation. The new factors can be used to predict the bearing strength
of bolted connections with unrestrained elements including truss connections,
framing connections, racking system connections, etc. the proposed new
factors were adjusted so that the existing resistance factor and safety factor in
AISI S100 for bearing strength shall also be permit for the connections with
unrestrained elements.
30
APPENDIX A
DIMENSIONS AND RESULTS OF BOLTED CONNECTIONS
IN THE EVALUATION OF EXISTING DATA
31
27Mil,33Mil,43Mil, 54Mil, and 68Mil with 3/8" Bolt
No. Speciment Uncoated Uncoated Bolt Bolt d/t e Yield Tensile Fu/Fy Pn(AISI) P (Test) Elongation Δ Δ Shape P(test)/P(AISI) P (0.25") Pn(AISI) P(new) P(test)/Label Thickness Thickness Type Dia. Stress Strength without defo. for one side 2 in. gage at peak After Test without for two with mf = 0.675 P(New)
27Mil,33Mil,43Mil, 54Mil, 68Mil, 97Mil and 118Mil with 1/2" Bolt
No. peciment Labe Uncoated Uncoated Bolt Bolt d/t e Yield Tensile Fu/Fy Pn(AISI) P (Test) Elongation Δ Δ Shape P(test)/P(AISI) P (0.25") Pn(AISI) P(new) P(test)/Thickness Thickness Type Dia. Stress Strength without defo. for one side 2 in. gage at peak After Test without for two with mf = 0.675 P(New)Sheet#1 (in.) Sheet#2 (in.) d (in.) (in.) Fy (ksi) Fu (ksi) Ratio (lbf) (lbf) length (%) (in.) deformation sides deformation
27Mil,33Mil,43Mil, 54Mil, 68Mil, 97Mil and 118Mil with 5/8" Bolt
No. peciment Labe Uncoated Uncoated Bolt Bolt d/t e Yield Tensile Fu/Fy Pn(AISI) P (Test) Elongation Δ Δ Shape P(test)/P(AISI) P (0.25") Pn(AISI) P(new) P(test)/Thickness Thickness Type Dia. Stress Strength without defo. for one side 2 in. gage at peak After Test without for two with mf = 0.675 P(New)Sheet#1 (in.) Sheet#2 (in.) d (in.) (in.) Fy (ksi) Fu (ksi) Ratio (lbf) (lbf) length (%) (in.) deformation sides deformation
No. peciment Labe Uncoated Uncoated Bolt Bolt d/t e Yield Tensile Fu/Fy Pn(AISI) P (Test) Elongation Δ Δ Shape P(test)/P(AISI) P (0.25") Pn(AISI) P(new) P(test)/Thickness Thickness Type Dia. Stress Strength without defo. for one side 2 in. gage at peak After Test without for two with mf = 0.675 P(New)Sheet#1 (in.) Sheet#2 (in.) d (in.) (in.) Fy (ksi) Fu (ksi) Ratio (lbf) (lbf) length (%) (in.) deformation sides deformation
Table A1: Test Results of Bolted Connections (Continued)
33
APPENDIX B
PHOTOGRAPHS AND SPECIMEN CONFIGURATION
34
TESTING # 1
27Mil, 33Mil, 43Mil, 54Mil and 68Mil
WITH 3/8” BOLT
35
Test Label: 27-3/8-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results: 27mil/24gage Test#1
Maximum load = 1.2392e+003 Displacement = 0.9585
0 0.2 0.4 0.6 0.8 1 1.2 1.40
200
400
600
800
1000
1200
1400
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
36
(Continued: Test Label: 27-3/8-T1)
37
Test Label: 27-3/8-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results: 27mil/24gage Test#2
Maximum load = 1.1420e+003 Displacement = 0.7945
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1-200
0
200
400
600
800
1000
1200
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
38
(Continued: Test Label: 27-3/8-T2)
39
Test Label: 33-3/8-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results: 33mil/20gage Test#1
Maximum load = 2.3479e+003 Displacement = 0.8300
0 0.2 0.4 0.6 0.8 1 1.2 1.40
500
1000
1500
2000
2500
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
40
(Continued: Test Label: 33-3/8-T1)
41
Test Label: 33-3/8-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results: 33mil/20gage Test#2
Maximum load = 2.5600e+003 Displacement = 0.8390
0 0.2 0.4 0.6 0.8 1 1.2 1.40
500
1000
1500
2000
2500
3000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
42
(Continued: Test Label: 33-3/8-T2)
43
Test Label: 43-3/8-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results: 43mil/18gage Test#1
Maximum load = 2.9085e+003 Displacement = 0.2725
0 0.1 0.2 0.3 0.4 0.5 0.6 0.70
500
1000
1500
2000
2500
3000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
44
(Continued: Test Label: 43-3/8-T1)
45
Test Label: 43-3/8-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results: 43mil/18gage Test#2
Maximum load = 2.7522e+003 Displacement = 0.3680
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 10
500
1000
1500
2000
2500
3000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
46
(Continued: Test Label: 43-3/8-T2)
47
Test Label: 54-3/8-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results: 54mil/16gage Test#1
Maximum load = 4.8607e+003 Displacement = 0.2960
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.90
500
1000
1500
2000
2500
3000
3500
4000
4500
5000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
48
(Continued: Test Label: 54-3/8-T1)
49
Test Label: 54-3/8-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 54mil/16gage Test#2
Maximum load = 5.1442e+003 Displacement = 0.2631
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.80
1000
2000
3000
4000
5000
6000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
50
(Continued: Test Label: 54-3/8-T2)
51
Test Label: 68-3/8-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results: 68mil/14gage Test#1
Maximum load = 7.4395e+003 Displacement = 0.6245
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 10
1000
2000
3000
4000
5000
6000
7000
8000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
52
(Continued: Test Label: 68-3/8-T1)
53
Test Label: 68-3/8-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results: 68mil/14gage Test#2
Maximum load = 7.0201e+003 Displacement = 0.8655
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 10
1000
2000
3000
4000
5000
6000
7000
8000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
54
(Continued: Test Label: 68-3/8-T2)
55
TESTING # 2
27MIL, 33MIL, 43MIL, 54MIL, 68MI, 97MIL and 118MIL
WITH 1/2” BOLT
56
Test Label: 27-1/2-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results: 27mil/24gage Test#1
Maximum load = 1.2424e+003 Displacement = 0.9515
57
(Continued: Test Label: 27-1/2-T1)
58
Test Label: 27-1/2-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results: 27mil/24gage Test#2
Maximum load = 1.2059e+003 Displacement = 0.6610
0 0.2 0.4 0.6 0.8 1 1.2 1.40
200
400
600
800
1000
1200
1400
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
59
(Continued: Test Label: 27-1/2-T2)
60
Test Label: 33-1/2-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 33mil/20gage Test#1
Maximum load = 2.8188e+003 Displacement = 1.0610
0 0.2 0.4 0.6 0.8 1 1.2 1.40
500
1000
1500
2000
2500
3000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
61
(Continued: Test Label: 33-1/2-T1)
62
Test Label: 33-1/2-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 33mil/20gage Test#2
Maximum load = 2.7941e+003 Displacement = 869.0100e-003
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 10
500
1000
1500
2000
2500
3000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
63
Test Label: 43-1/2-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 43mil/18gage Test#1
Maximum load = 3.2150e+003
Displacement = 648.5000e-003
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 10
500
1000
1500
2000
2500
3000
3500
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
64
65
Test Label: 43-1/2-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 43mil/18gage Test#2
Maximum load = 3.1613e+003 Displacement = 1.1060e+000
0 0.2 0.4 0.6 0.8 1 1.2 1.40
500
1000
1500
2000
2500
3000
3500
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
66
Test Label: 54-1/2-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 54mil/16gage Test#1
Maximum load = 5.5619e+003
Displacement = 0.9390
0 0.2 0.4 0.6 0.8 1 1.2 1.40
1000
2000
3000
4000
5000
6000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
67
(Continued: Test Label: 54-1/2-T1)
68
Test Label: 54-1/2-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 54mil/16gage Test#2
Maximum load = 5.4115e+003 Displacement = 0.3435
0 0.1 0.2 0.3 0.4 0.5 0.6 0.70
1000
2000
3000
4000
5000
6000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
69
(Continued: Test Label: 54-1/2-T2)
70
Test Label: 68-1/2-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 68mil/14gage Test#1
Maximum load = 6.9997e+003 Displacement = 0.5440
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
71
(Continued: Test Label: 68-1/2-T1)
72
Test Label: 68-1/2-T2
Specimen Configuration
Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 68mil/14gage Test#2
Maximum load = 6.5874e+003 Displacement = 392.5000e-003
0 0.1 0.2 0.3 0.4 0.5 0.6 0.70
1000
2000
3000
4000
5000
6000
7000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
73
Test Label: 97-1/2-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 97mil/12gage Test#1
Maximum load = 16.6738e+003 Displacement = 1.0860e+000
0 0.2 0.4 0.6 0.8 1 1.2 1.40
2000
4000
6000
8000
10000
12000
14000
16000
18000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
74
Test Label: 97-1/2-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 97mil/12gage Test#2
Maximum load = 17.6005e+003 Displacement = 960.5100e-003
0 0.2 0.4 0.6 0.8 1 1.2 1.40
2000
4000
6000
8000
10000
12000
14000
16000
18000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
75
76
Test Label: 118-1/2-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 118mil/10gage Test#1
Maximum load = 18.9113e+003 Displacement = 1.0745e+000
-0.2 0 0.2 0.4 0.6 0.8 1 1.2 1.4-5000
0
5000
10000
15000
20000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
77
Test Label: 118-1/2-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 118mil/10gage Test#2
Maximum load = 19.2208e+003 Displacement = 1.0226e+000
-0.2 0 0.2 0.4 0.6 0.8 1 1.2 1.4-5000
0
5000
10000
15000
20000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
78
TESTING # 3
68Mil, 97Mil and 118Mil
WITH 5/8” BOLT
79
Test Label: 68-5/8-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results: 68mil/14gage Test#1
Maximum load = 6.9444e+003 Displacement = 0.3845
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.80
1000
2000
3000
4000
5000
6000
7000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
80
(Continued: Test Label: 68-5/8-T1)
81
Test Label: 68-5/8-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results: 68mil/14gage Test#2
Maximum load = 6.6599e+003 Displacement = 0.8035
0 0.2 0.4 0.6 0.8 1 1.2 1.40
1000
2000
3000
4000
5000
6000
7000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
82
(Continued: Test Label: 68-5/8-T2)
83
Test Label: 97-5/8-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 97mil/12gage Test#1
Maximum load = 1.6769e+004 Displacement = 0.8735
0 0.2 0.4 0.6 0.8 1 1.2 1.40
2000
4000
6000
8000
10000
12000
14000
16000
18000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
84
(Continued: Test Label: 97-5/8-T1)
85
Test Label: 97-5/8-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 97mil/12gage Test#2
Maximum load = 1.5354e+004 Displacement = 0.8920
0 0.2 0.4 0.6 0.8 1 1.2 1.40
2000
4000
6000
8000
10000
12000
14000
16000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
86
(Continued: Test Label: 97-5/8-T2)
87
Test Label: 118-5/8-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 118mil/10gage Test#1
Maximum load = 1.8618e+004 Displacement = 0.8721
-0.2 0 0.2 0.4 0.6 0.8 1 1.2 1.4-5000
0
5000
10000
15000
20000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
88
(Continued: Test Label: 118-5/8-T1)
89
Test Label: 118-5/8-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 118mil/10gage Test#2
Maximum load = 1.9158e+004 Displacement = 1.1257
-0.2 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6-5000
0
5000
10000
15000
20000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
90
TESING # 4
27Mil, 33Mil, 43Mil and 54Mil
WITH 3/4” BOLT
91
Test Label: 27-3/4-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results: 27mil/24gage Test#1
Maximum load = 1.1807e+003 Displacement = 0.1805
0 0.05 0.1 0.15 0.2 0.25 0.3 0.350
200
400
600
800
1000
1200
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
92
(Continued: Test Label: 27-3/4-T1)
93
Test Label: 27-3/4-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 27mil/24gage Test#2
Maximum load = 1.1989e+003 Displacement = 0.5355
0 0.1 0.2 0.3 0.4 0.5 0.6 0.70
200
400
600
800
1000
1200
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
94
95
(Continued: Test Label: 27-3/4-T2)
96
Test Label: 33-3/4-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 33mil/20gage Test#1
Maximum load = 2.5815e+003 Displacement = 0.7480
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.90
500
1000
1500
2000
2500
3000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
97
98
(Continued: Test Label: 33-3/4-T1)
99
Test Label: 33-3/4-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 33mil/20gage Test#2
Maximum load = 2.8204e+003 Displacement = 0.7720
0 0.2 0.4 0.6 0.8 1 1.2 1.40
500
1000
1500
2000
2500
3000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
100
(Continued: Test Label: 33-3/4-T2)
101
Test Label: 43-3/4-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 43mil/18gage Test#1
Maximum load = 4.0822e+003 Displacement = 0.7785
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.90
500
1000
1500
2000
2500
3000
3500
4000
4500
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
102
(Continued: Test Label: 43-3/4-T1)
103
Test Label: 43-3/4-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 43mil/18gage Test#2
Maximum load = 4.3613e+003 Displacement = 0.9760
0 0.2 0.4 0.6 0.8 1 1.2 1.4-500
0
500
1000
1500
2000
2500
3000
3500
4000
4500
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
104
(Continued: Test Label: 43-3/4-T2)
105
Test Label: 54-3/4-T1
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 54mil/16gage Test#1
Maximum load = 5.2634e+003
Displacement = 0.5190
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.80
1000
2000
3000
4000
5000
6000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
106
(Continued: Test Label: 54-3/4-T1)
107
Test Label: 54-3/4-T2
Specimen Configuration Chord : 4.00 inches X 9.00 inches Web : 4.00 inches X 8.00 inches Test Results : 54mil/16gage Test#2
Maximum load = 4.9106e+003 Displacement = 0.3380
0 0.1 0.2 0.3 0.4 0.5 0.6 0.70
500
1000
1500
2000
2500
3000
3500
4000
4500
5000
Appl
ied
load
per
bol
t (lb
s.)
Displacement (inch)
108
(Continued: Test Label: 54-3/4-T2)
109
REFERENCES
ASTM A370 (2007). “A370-07b Standard Test Methods and Definitions for Mechanical Testing of Steel Products,” American Society for Testing and Materials, West Conshohocken, PA.
Chong, K.P., Matlock, R. B. (1975). “Light-Gage Steel Bolted Connections without Washers,” Journal of the Structural Division, ASCE, vol 101.
Gilchrist, R.T., Chong, K. P. (1979). “Thin Light-Gage Bolted Connection without Washers,” Journal of the Structural Division, ASCE, vol 105.
Winter, G. (1956a), “Light Gage Steel Connections with High-Strength, high-Torqued Bolts,” Publications, IABSE, Vol. 16, 1956.
Winter, G (1956b), “Tests on Bolted Connections in Light Gage Steel,” Journal of the Structural Division, ASCE, Wol.82, No. ST2, February 1956.
LaBoube, R. A., Yu, W. W. (1995). “Tensile and Bearing Capacities of Bolted Connections,” Final Summary Report, Civil Engineering Study 95-6, Cold-Formed steel Series, Department of Civil Engineering, University of Missouri-Rolla.
NAS (2007). “North American Specification for the Design of Cold-Formed Steel Structural Members, 2007 Edition,” American Iron and Steel Institute, Washington, DC.
Wallace, J., Schuster, R., and LaBoube, R. (2001a). “Testing of Bolted Cold-Formed Steel Connections in Bearing (With and Without Washers),” Research Report PR01-4, American Iron and Steel Institute, Washington, DC.
Wallace, J., Schuster, R., and LaBoube, R. (2001b). “Calibrations of Bolted Cold-Formed Steel Connections in Bearing (With and Without Washers),” Research Report PR01-5, American Iron and Steel Institute, Washington, DC.
Yu, W. W. (1982). “AISI Design Criteria for Bolted Connections,” Proceeding of the 6th International Specialty Conference on Cold-Formed Steel Structures, University of Missouri-Rolla.
Zadanfarrokh, F., Bryan, E. R. (1992) “Testing and Design of Bolted Connections in Cold Formed Steel Sections,” Proceedings of Eleventh International Specialty Conference on Cold-Formed Steel Structures, St. Louis, Missouri.