COMPRESSIVE RESISTANCE OF CRIMPED …The compressive resistances of 130 regular and crimped channels...
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COMPRESSIVE RESISTANCE OF CRIMPED CHANNELS by Anant Varkekar A Thesis Submitted to the College of Graduate Studies and Research through the Department of Civil a . Environmental Engineering in Partial Fulfillment of the Requiremeots for the Degree of Master of Applied Science at the University of W uidsor. Windsor, Ontario, Canada Copyright 8 1999 Anant Varkekar
Transcript of COMPRESSIVE RESISTANCE OF CRIMPED …The compressive resistances of 130 regular and crimped channels...
COMPRESSIVE RESISTANCE OF CRIMPED CHANNELS
by
Anant Varkekar
A Thesis
Submitted to the College of Graduate Studies and Research
through the Department of Civil a . Environmental Engineering
in Partial Fulfillment of the Requiremeots for
the Degree of Master of Applied Science at the
University of W uidsor.
Windsor, Ontario, Canada
Copyright 8 1999 Anant Varkekar
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ABSTRACT
The compressive resistances of 130 regular and crimped channels were experimentdly
detemiined. The effective slendemess ratios of the specimens about y-axis varied from 3 1
to 189. The specimens were tested as pin-end, flat-end, and welded-end columns in
vertical position loaded with an axial compressive load. The applied load and the
measured strains were recorded using data-acquisition system. Load strain deflection data
for al1 the specimens were recorded. Experimental failure loads for regular channels were
compared with the design strengths according CO CSA S 136-94 "Cold-Formed Steel
Structurai Members."
Thirty-nine tensile coupons were tested to determine the material properties of the test
specimens. Because of unavoidable eccentricities in the application of compressive loads,
which varied from the specimens to specimens no direct cornparison of the strength of
replar and crimped channels would be made.
To become familiar with HYPERMESH and ASAQUS finite element programs one
regular and one crirnped specimen were modelled using a 8-noded shell element.
Excellent agreement for buckling strength was observed be t ween the fini te elemen t
solution and solution from classical theory of stabiiity. The finite element solution for a
crimped channel gave a buckling strength, which is 40% less than the strength of regular
channels.
The author wants to express his sincere gratitude to his advisor Dr. Murty K. S.
MaduNa, Professor of Civil and Environmental Engineering and CO-advisor Dr. S.
Bhattacharjee, Assistant Professor of Civil and Environmental Engineering, for their
patience, guidance, encouragement and fiaancial support during the development of this
research.
CANAM MANAC, Montreal, Quebec, has supplied the test specimens used in the
investigation and partially h d e d this research.
Speciai thanks to Dr. Nihar Biswas, for overall help during the course of the graduate
prw'am-
Very special thanks to the technicians, Richard Clark, Patrick Seguin, and Lucian Pop for
their help during the experirnentai set-up and testing.
The financial support provided by the Naturai Sciences and Engineering Research
Council of Canada is gratefully aclmowledged
TABLE OF CONTENTS
ABSTRACT
ACKNOWLEDGEMENTS
LIST OF FIGURES
LIST OF TABLES
NOMENCLATURE
CHAPTER 1 : INTRODUCTION
1.1 GENERAL 1.2 OBJECTIVES OF THE STUDY
1.3 OUTLINE OF THE THESIS
CHAPTER 2 : LITERATURE REVEW
2.1 INTRODUCTION
2.2 COMPRESSION MEMBERS
2.2.1 General
2.2.2 Flexwalcolurnnbuckling
2.2.3 Torsional buckiing and torsional-flexural
columu buckling
2.3 DESIGN CONSIDERATIONS OF
COLD-FORMED CONSTRUCTION
2.3.1 Local buckiing and p s t buckling strength
of thin compression elements
2.3 -2 Torsional rigidity
2.3 -3 Sti ffeners in compression elements
2.3.4 Connections
2.3.5 End bearing strength of webs
2.3.6 Tbickness limitations
2.4 EXPERIMENTAL INVESTIGATIONS ON
COLD-FORMED CHANNELS
CHAPTER 3 : EXPERDMENTAL IhWESTIGATION 13
3.1 GENERAL
3.2 DETAILS OF SPECIMENS
3.3 FIXING 'l'HE STRAIN GAUGES TO
THE TEST SPECIMENS
3 -4 DETAILS OF END FIXTURES
3.5 ALIGNMENT
3.6 LOAD APPLICATION
3.7 DATA ACQUISITION SYSTEM
3.8 DEFLECTION
3.9 TESTING
3.10 TENSILE COUPON TEST RESULTS
3.1 1 EXPERIMENTAL FAILURE LOADS
3.1 2 DISCUSSION
CHAPTER 4 : FINITE ELEMENT ANALYSIS OF CHANNELS
4.1 GENERAL
4.2 SHELL ELEMENTS
4.3 ANALYSIS
4.4 DETERMIN.4TION OF ELASTIC BUCKLING LOAD
BY FINITE ELEMCNT METHOD
4.5 DISCUSSION
CHAPTER 5 : CONCLUSIONS
Appendix - A: Calibration chart for 200 kN Load Ce11
Appendix - B: Properties of regular channels
Appendix - C: Load-Sûah-Deflection Data for regular and crimped chaanels
REFERENCES
Vita auctons
viii
LIST OF FIGURES
Figure 1.1:
Figure 2.1 :
Figure 3.1 :
Figure 3 -2:
Figure 3.3 :
Figure 3.4:
Figure 3.5:
Figure 3.6:
Figure 4.1 :
Figure 4.2:
Figure 4.3:
Figure 4.4:
Figure A. 1 :
Figure B. 1 :
Crimped channel
Buckiing mode for channel section
Photograph of end fixture for pin-end condition
Test set-up for flat-end and welded-end conditions
Crimped Channel cri 4 pinned under test
Specimen under testing (flat-end condition)
Specimen under testhg (welded-end condition)
Photopph of flexural buckling of c7 pinned specimen
Finite elemmt mode1 c26 pinned using HYPERMESH (8 noded shell element)
Finite element mode1 cr27 pinned using HYPERMESH (8 noded shell element)
First buckling mode of regular channeLe26 pinned (Eigenvalue=O. 145)
First buckling mode of crimped charnel-cr27 pinned (Eigenvalue=O. 1 1 2)
Calibration c w e for 200 kN Load Ce11
Properties of regular channel (singiy-symmetric)
LIST OF TABLES
Table 3.la:
Table 3.lb:
Table 3.2a:
Table 3.2b:
Table 3.3a:
Table 33b:
Table 3.4:
Table 3.5:
Table 3.6:
Table 3.7:
Table 3.8:
Table 3.9:
Table 3.10:
Table 4.1:
Table 4.2:
Table A.1:
Table C.l:
Table C.2:
Detaüs of reguiar channels (pinend condition)
Details of cnmped cbannels (pinoend condition)
Details of regular channels (flat-end condition)
Details of crfmped channels (flat-end condition)
Details of regular channels (welded-end condition)
Detsils of crimped channels (weldeà-end condition)
Tensile coupon test results
Experimental failure loads of regular and crimped cbannels (pinoend condition)
Experimental f d u r e loads of regdar and crimped channels (flat-end condition)
Experimental friilure loads of regular and crimped channels (welded-end condition)
Calculated Cr values for regular channels according to CSA S136-94 (pin-end condition) (@,=1.0)
Calculated C r vatues for regular channeb according to CSA SI3694 (flat-end condition) (i-1.0)
Cdculated Cr values for regular channels according to CSA S136-94 (welded-end condition) (@.-1.0)
ABAQUS results DAT N e for c26 pinned
ABAQUS results DAT Ne for cr27 pinned
Calibration of 200 kN load ceU
Load-Strain-Deflection Data for regular and crimped channels @in-end condition)
Load-Strain-Deflection Data for regular and crimped channels (flat-end condition)
Table C3: Load-Stmh-Dcfldon Data for regulrr rnd crimped 156 channels (welded-end condition)
NOMENCLATURE
Distance between web centrelines of charme1 section.
Effective design width (mm)
Cross-sectional a m of the test specimen (mm2)
Effective cross sectional area of a mernber in compression (mm2)
Factored compressive resistance of a concentncally loaded member (N)
Young's moduIus of steel (203000 MPa)
Compressive limit stress under concentnc loading (MPa)
Euler buckling stress (MPa)
Elastic tonional-flexural buckling stress (MPa)
Elastic torsionai buckling stress @Pa)
Ultimate tende strength (MPa)
Tensile yield strength of virgin steel (MPa)
Shear modulus of steel (78000 MPa)
Saint-Venant torsion constant for open sections (mm4)
Effective length factor
Effective length factor for torsionai buckling
Effective length (mm)
Length of the test specimen (mm)
Effective length of the test specimen (mm)
Length of member unsupported against twisting (mm)
Axial load in the test specimen (N)
Euler load for the test specimen (N)
xii
Radii of gyration of unreducd cross-sectional area about centroida1
principal axes (mm)
Distance h m shear centre to centroid of section
Resistance factor for axial compression
... X l l l
CHAPTER 1
INTRODUCTION
1.1 GENERAL
Cold-formed thin walled structural members are used increasiagly in a wide range of
lightweight commiction, including steel-frame residential houses and low-nse office
buildings. Cold-formed members are cold-rolled or brake-pressed into structural shapes.
The rnost common cross section types are singly-symmetric plain and lipped c h a ~ e l s
and point-symmetric plain and lipped 2-sections.
CANAM MANAC, Montreal, Quebec, produces a variety of cold-formed steel products.
In the manufacturing of roof trusses, they use channel sections as diagonal chord
rnembers and double angles are used as top and bottom chord members. Channels are
welded at the intersection of top and bottom chord members. The diagonal chord member
in the roof t n i s s is either in tension or compression. The compression members are made
of channels 35 mm (1 3/8 in.) deep crimped to 25 mm (1 in.) depth (Figure 1.1) while
tension members are made of channel 25mm (1 in.) depth. This procedure eliminates
web-fitting problems and enables uniform width at the intersection of top and bottom
chord members.
The pin-end condition is one of the two limiting support conditions for columns of non-
sway frames. The other limiting condition is the nùly fixed support that prevents end
rotations. In this case, the compression of the column is displacement controlled and
moments can develop at the supports. The strengths of fixed ended columns exceed the
strengths of pin-ended columnr loaded through the geometric centroid. The support
conditions found in practice depend on the connection details and will o h be closer to
fixed than pinneci. The diagonal chord members of the roof û u s s are welded to top and
bottom chord members, which provide substantial rotational restraint.
1.2 OBJECTIVES OF THE STUDY
1. To experimentally determine the compressive resistance of regular and
crimped cold-fomed channels with pin-end, flat-end, and welded-end
conditions.
2. To compare the experimental failure loads of regular channels with the
compressive resistances calculated fiom the Canadian Standard S 136-94.
3. To determine the elastic buckling load of regular and crimped channels
with nnite element analysis using HYPERMESH and ABAQUS.
1.3 OUTLINE OF THE THESIS
The thesis begins with an introduction to cold-fomed channels, followed by objectives of
the present investigation. The relevant literature is miewed in Chapter 2. In Chapter 3,
the details of regdar and crimped channei sections, experimental test set-up, support
assembly and loading conditions are given. The experimental &ta are also analysed in
Chapter 3. In Chapter 4, the results of finite element analpis are presented. Finally, the
conclusions are given in Chapter 5.
Section A-A
c Section B-B
Figure 1.1 :Crimped channel
CHAPTER 2 LITERATURE REVIEW
2.1 INTRODUCTION
The experirnental investigation on the compressive resistance of cold-formed channels
carried out so far was on regular channel sarnples. k e n and Winter (1967) conducted
tests on cold-formed steel columns. They indicated that the use of Colurnn Research
Council ' s (CRC) column curve (Johnston, 1 966), which was developed for hot-rolled
steel columns, gave close estimations of the stremgth of the fully effective cold-foxmed
steel columns. Since then, CRC coliunn curve has been used as the basis of the column
design formulas of the AIS1 (1986). However, Dat (1980) showed that AISI column
design formulas overestimated the strength of some types of cold- formed steel columns.
Dat's experiment on 14-gauge (1.897 mm) channel sections exhibited a lower strength
than AIS1 design strength. Teoman and Weng (1990) perfonned a series of tests on i l - ,
13-, 14-, and 16-gauge (3.038, 2.278, 1.897 and 1.519 mm) channel sections to fùrther
investigate the behaviour of channel sections. The experimental tests revealed that not
only 14-gauge columns, but also I l - , 130, and 16-gauge columns showed significant
understrength when compared with AIS1 predictions. Tests of plain cbannel columns
have been performed between pinned ends (Rhodes and Harvey 1977), defining a lower
bound for the strength of columns. Compression tests of fixed-ended and pin-ended cold-
formed channels were carriedout by Young and Rasmussen (1995). The tests described
the upper bound for the column stmgth. To the best of the author's knowledge there is
no published literaîure on the compressive strength of crimped channels.
2.2 COMPRESSION MEMBERS
Cold-formed steel compression members can be used to carry a compressive load applied
through the centroid of the cross section. The cross section of steel columns can be of any
shape that may be composed entirely of stiffened elernents, unstiffened elements, or a
combination of stiffened and unstiffened elements. In tbe design of such compression
memben, consideration should be given to the foliowing types of failure, depending on
the configuration of the section, thickness of the material, and the column length used:
(a) Yielding
(b) Overall colunin buckling
Flexural buckling: bending about a principal axis
Torsional buckiing: twisting about shear center
Torsionai-flexural buckling: bending and twisting sünul taneousl y
(c) Local buckling of individual elements
2.2.2 Flexural column buckling
An axially loaded columc may fail by overall column flexural buckling if the cross
section of the column is a doubly symmetric shape (1-section) or a closed shape (square,
rectangular or rectangular tube). For singly-symmeaic shapes, flexural buckling is one of
the possible failure modes.
2.2.3 TorsionaI buckiing and torsional-fle1[~raI column buckling
When an open section column buckles in the torsionai-flexural mode, bencihg and
twisting of the section occur simultaneousl y. Closed sections will not buckle torsionall y
because of their large torsional rigidity. A singly-symmetric section may buckle e i t k in
bending about the y-axis (it is assumed tbat the section is symmetrical about the x-ais)
or in torsional-flexural buckling (i.e., bending about the x-axis and twisting about the
shear center), depending on the dimensions of the section and the effective column
length. In view of the fact that the evaluation of the critical torsional-fiexural buckling
load is more complex, a typical c w e is usad as shown Figure 2.1. (Chajes et al. 1966).
The curve implies that if a column section is so proportioned that torsional-flexud
buckling will not occur for the given length, the design of such a compression member
c m then be limi ted to considering on1 y fiexural and local buckling. Othewise, torsional-
flexural buckling must also be considerd
Torsional-flexural buckling only
Buckling mode depends on value of (t*L / a2)
Flexural buckling on1 y
Figure 2.1 : Buckling mode for channel section (Source: Chajes, 1966)
23 DESIGN CONSIDERATIONS OF COLD-FORMED CONSTRUCTION
The use of thin sections and cold-forming processes results in several design problems
for cold-formed steel construction. The following sections describe typical problems
usually encountered in design.
23.1 Local buckiing and post buckling strength of thin compressiaa elements
The individual components of cold-fomed steel members are thui Mth respect to their
widths. These thin elements may buckle at stress levels less than the yield point if they
are subjected to compression, shear, bending or bearing. Local buckling of such elements
is therefore one of the major design criteria.
Since the cold-fomed steel sections are relatively thin and in some sections centroid and
shear center do not coïncide, torsional-flexural buckling may be critical factor for
compression members.
2.3.3 StWeners in compression elements
The load carrying capacity and the buckiing behaviour of compression components of
beams and columns c m be improved by the use of edge stiffeners or intermediate
stiffeners. Provisions for the design of such stiffeners have been developed.
2.3.4 Connections
In bolted connections, the thickness of comected part is usually much thinner in cold-
fomed steel construction than in heavy construction. The steel sheet or strip may have a
small spread between yield point and tende strength. Arc welds are ofien used for
connecting cold-formed steel mernbers to each other.
2.3.5 End bearing strength of webs
Web crippling is often a critical problern for cold-formed steel structural members. The
use of end bearing stiffêners (or stiffeners under concentrateci loads) is frequently not
practical in cold-formed steel construction. The depth-to-thickness ratio of the webs of
cold- formed steel members is usuall y large and generall y exceeds that of hot-rolled
shapes.
23.6 Thickness limitations
The durability of cold-formed steel sectious is primarily dependent upon the proteztive
treatment applied to the sheet and not necessady upon the thickness of the sheet itself.
2.4 EXPERDlENTAL INVESTIGATIONS ON COLD-FORMED CaANNELS
In 1990, Weng and Teoman carried-out an experimental study on flemiral buckliag
strength of cold-formed steel columns. A totd of 68 columns and 25 stub columns were
tested. The test specimens were obtained fiom 4 difierent manufacturers and included
both roll-formeci and press-braked sections. The thickness of the specimens rangecl h m
1.63 mm (0.064 in.) to 3.07 mm (0.12 1 in.), including 1 1 -, 12-, 13-, 14 , and 16-gauge
steel. The length of the stub columas varied from 152.4 mm (6 in.) to 43 1.8 mm (1 7 in.).
Sarnples were placed between two precisely ground end plates of high strength steel.
Hydrostoae bedding was applied between the bearing plate and machine head, to ensure
unifomity of the load and adjust any out-of-palailelism of the specimen ends. The axial
load was applied slowly with an increment of about one-tenth of the expected ultimate
capacity of the stub wlumn. Strains at each load level were recorded with the cornputer.
Test results fiom the stub colurnns revealed that the ratios of ultimate capacity of the stub
columns to the yield load of the sections are al1 equal to or greater thaa unity. In case of
b e r sections of gauges 14 and 16, the ratio was found to be less than unity. However,
for the thicker sections of gauges 11 and 13, the ultimate capacity is significantly larger
than the yield load.
In column tests, two pieces of hot rolled steel plates (314 x 6 x 6 in.) were welded to the
ends. To minimize weld-induced distortion, sequential, intermittent fillet welds were
symrnetrically applied on both sides of the section. Initial deflections dong the length
were measured using dia1 gauge on a plane surface. The columns were checked for
flexural, and torsional-flexural buckiing modes. Strain gauges were mounted near the
mid-height. A set of end fixtures, which provided a pinned-end condition, were used.
Results fiorn the column tests revealed that not only the 14 gauge columns, but also the
1 1, 13, and 16 gauge columns, showed significant under-strength when compared with
the AIS1 predictions. A significant under-strength was observed when the slendemess
ratio of 14 gauge columns was larger than 60, The test results also showed that the
strength of the press-braked columns did not always have better agreement with AISI
predictions than those of roll-f0nned ones. It was also noted that yield strength of the
stress strain curve obtained fkom tende coupon tests did not have a definite influence on
the problem of under-strength of the columns.
Yomg and Rasmussen (1997) conducted tests on plain charnels brake pressed h m zinc-
coated Grade G450 structural steel sheets. The test specimens were eut in length ranging
fiom 280 to 3500 mm and milled at both ends to an accuracy of 0.01 mm. Geometric
imperfections were rneasured for al1 the columns. Tests were conducted under pinned and
fixed end conditions. The pin-end condition allowed rotation about the minor y-axis,
while restraining major axis rotations as well as twist rotations and warping. The fixed
end condition was designed to restrain both minor and major axis rotations as well as
twist rotations and warping.
The h e d and pin-ended test mults were predicted using A u s t r a l i ~ e w Zealand,
American, and European specifications for cold-fonned steel structures. The design
strengths and the theoretical buckling ioads were calculated using average measureed
cross sectional dimensions. The effective length was assumed qua1 to the column length
for the pin-ended columns, and one-half of the column length for the fixed-ended
columns.
The fixed-ended test strengths are compared with design strengths. The design strengh
predictions by the three specifications were generally conservative. The AustralianMew
Zealand and AIS1 specifications closely predicted the test strengths, except for the test
strength of the shortest specimen, which was slightiy overestimated. The occurrence of
flexural buckling was in agreement with the failure modes predicted by European
Specification for al1 column lengths except at very short lengths (effective length < 270
mm), where flexural-torsional buckling modes were predicted. The flexural-torsional
buckling modes predicted by the Australian/New Zealand and AIS1 Specifications at
effective lengths less than approximately 1300 mm were contmy to the failure modes
observed in the tests.
In case of pin-ended columns the occurrence of flexurai buckling was in agreement with
the failure modes predicted by the three specifications for al1 column lengths. It was also
observed that design strengths of al! three specifications were much lower than the test
strengths in the short and intermediate effective length columns.
CHAPTER 3
EXPERlMENTAL INVESTIGATION
3.1 GENERAL
Axial compressive tests were conducted on 130 specimens. Al1 the test specimens were
supplied nom the manufacturer in lengths varying k m 504 mm to 2438 mm. The
effective slendemess ratios of the specimens varied from 3 1 to 189. Each specimen was
milled at both ends by a milling machine to an accuracy of 0.0 1 mm, to ensure niIl
contact between the specimen and the end bearing. The material properties of the
specimens were detemineci according to the procedure of the standard tension tests
(ASTM, 1995).
3.2 DETAILS OF SPEClMENS
The specimens were designateci by a number and end condition (pin-end, flat-end and
welded-end). Regular channel samples had a prefix "c", where as crimped samples had a
pre fix "cr". The specimen identification nurnber, measured average depth, width,
thickness, iength, radii of gyration and effective slenderness ratios about x- and y-axes
are given in Tables 3.1 to 3.3 for pin-end, flat-end and welded-end condition respectively.
(mm)
Table 3.1a: Details of regular channels (pin-end conditia
Specimen ID #
cl l pinned c 10 pinned c 12 pinned c 14 pinncd c 16a pinned c 18 pinned c 19 pinned c20 pinned c23 pinned c26 pinned c27 pinned c3 1 pinned c6 pinned c7 pinned c8 pinned
r~
(mm)
9.8 1 9.76 9.80 14.1 14.1 14.0 14.0 13.9 18.4 19.1 19.1 23.9 10.0 10.1 10.1
(mm)
913 505 1319 760 1076 759 1370 1979 1674 1 1 14 1674 1979 507 912 1318
Measured Dimensions (Average) Effective Length (mm)
1045 637 1451 892 2108 89 1 1502 21 1 1 1806 ,
1 246 1806 21 1 1 639 1044
- 1450
Depth (mm)
25.3 25.2 25.3 35.0 35.0 35.7 35.7
Width (mm1 Thickness (mm)
25.7 25.5 25.5 35.4 35.5 36.6 37.0
3 .O0 3.00 3 .O0 3 .O0 3 .O0 4.00 4 .O0 4 .O0 4.00 5 .O0 5 .O0 5 .O0 2.50 2.40 2.45
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37.0 40.5 47.0 47.0 52 .O 24.2 24.3 24.4
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Specimen 1D #
cl0 flat-end c l 1 flat-end c 14 flat-end c 15 flat-end c 16 flat-end c 18 flat-end c 19 flat-end c20 flat-end c23 flat-end c24a flat-end c24b flat-end c27 flat-end c28a flat-end c28b flat-end c2 flat-end c30 flat-end c3 1 fla t-end
c32a flat-end c32b flat-end
c6 flat-end c8 flat-end
Table 3.2a: Details of regular 1
channels (flat-end condition)
(Average)
Thickness (mm)
3 .O0 3 .O0 3 .O0 3 .OO 3 .O0 4.00 4.00 4.00 4.00 4.00 4.00 5.00 5.00 5 .O0 2.50 5.00 5 -00 5 .O0 5.00 2.40 2.40
Measured Dimensions Depth (mm)
(KL/r,)
26 46 27 49 70 27 49 71 45 61 61 44 58 58 27 32 41 5 1 51 25 65
'Y
(mm)
8.00 8.1 1 11.4 11.3 11.5 11.3 11.6 11.6 12.8 12.8 12.8 15.0 14.8 14.8 4.86 16.5 16.1 16.5 16.5 7.67 7.65
Lcngth
(mm)
506 912 760 1370
- Y 1975 758 1369 1978 1673 2232 2233 1673 2233 2233 506 1523 1979 2434 2438 507 1313
W idth (mm) (KM,)
32 56 33 61 86 34 59 85 65 87 87 56 75 75 52 46 61 74 74 33 86
r x
(mm)
9.9 1 9.82 14.1 14.1 14.1 13.9 13.9 14.0 18.6 18.4 18.4 19.2 19.2 19.2 9.5 23.9 24.0 24.0 23.9 10.3 10.1
25.6 25,3 35.0 35.0
-- 35.0 35.5 35.5 35.8 47.0 46.5 46.5 48.6 48.7 48.7 25.6 60.1 60.5 60.3 60.1 26.0 25.5
25.7 26.0 35.8 35.5 36.0 36.0 1 37.0 37.0 40.5 40.5 40.5 47.5 47.0 47.0 16.0 52.0 51.0 52.0 52.0 24.3 24.3
1 Table 3.2b: Details of crimped channels (flat-end condition) 1
cr 1 2b flat-end 1 46.6 1 40.5 1 4.00 1 223 1 1 18.5 1 12.8 1 60
Specimen ID # Measurcd Dimensions (Average) Length Depth(mm) Width(mm) Thickness(mm) (mm)
cr I l flat-end 46.4 40.5 4.00 1673 cr 12a flat-end 46.6 4.00 223 1
crl6b flat-end 1 48.5 1 47.0 1 5 .O0 1 2234 1 19.1 1 14.8 1 58 1 76
ri(
(mm) 18.4 18.5
cr1 5 flat-end cr l6a flat-end
r~ (min) 12.8 12.8
48.7 48.5
crlY flat-cnd cr20a flat-end cr20b flat-end cr2 l flat-end
(KL/r,)
46 60
46.5 47.0
60.5 60.3 60.3 35.3
cr22 flat-end cr24 flat-end cr25 flat-end cr26 flat-end cr28 flat-end
(KL/r,)
65 87
36.0 36.5
35.0 35.8
cr29 flat-end cr2 flat .end cr30 flat-end cr3 flat-end cr4 flat-end ci6 flat-end , cr7 flat-end cr8 flat-end
5.00 5.00
51.0 52.0 52.0 35.4
46.5 46.6 48.8
3 .O0 4.00
60.3 34.6 60.0 35.0 35.0 35.8 35.8 36.0
1673 2233
5 .O0 5.00 5.00 3.00
40.5 40.5 46.5
1370 1368
52 .O 35.4 51.5 35.5 35.3 36.8 36.8 37.0
19.2 19.1
1977 2434 2433 760
4.00 4.00 5.00
1
5.00 3 .00 5.00 3 .O0 3.00 4.00 4.00 4.00
14.6 14.8
24.0 24.0 24.0 14.2 14.1 14.0
1 1 14 1673 1673 1520 759 1978 1369 1977 759 1370 1976
44 58
16.1 16.5 16.5 11.3 11.5 11.4
18.4 18.5 19.2
57 75
24.0 13.9 23.8 14.1 14.1 14.0 14.0 14.1
41 51 51 27 49 49
12.8 12.8
61 74 74 34 60 60
16.5 11.2 16.3 11.3 11.2 11.5 11.5 11.6
30 45
43 65
14.6 1 44 32 27 41 49 70 27 49 70
57 46 34 61 61 88 33 59 85
I Table 3.3a: Details of regular channels (welded-end condition) I
c 10 welded cl l welded c 1 2 welded c 1 6 welded c 18 welded c 19 welded c20 welded c22 welded c23 welded c24 welded c26 welded c27 welded c28 welded c2 weldeâ c30 welded c31 welded c32 welded c3 welded c6 welded c7 welded c8 welded
(mm) 9.90 9.8 1 9.88 14.1 13.7 14.1 14.1 18.5 18.6 18.6 19.2 19.3 19.3 9.69 23.8 24.1 24.1 9.69 10.3 IO. 1 10.2
Depth (mm)
25.5 25.3 25.5 35.0 35.0 36.0 36.0 46.8 47.0 47.0 48.8 49.0 49.0 26.0 60.0 60.5 60.5 26.0 26.0 25.5 26,O
Width (mm)
26.0 25.8 25.5 35.5 36.6 37.0 36.5 40.5 40.5 40.5 47.0 47.0 46.5 16.0 51.5 52.0 52.0 16.0 24.5 24.2 24.0
1
Thickness (mm:
3 ,O0 3 .O0 3.00 3 .O0 4.00 4.00 4.00 4.00 4.00 4.00 5.00 5.00 5.00 2.50 5.00 5 ,O0 5.00 2.50 2.50 2.40 2.50
(mm) 8.1 1 8.04 7.95 11.3 11.5 11.6 11.4 12.8 12.8 12.8 14.8 14.8 14.6 4.86 16.3 16.5 16.5 4.86 7.72 7.63 7.55
(mm) 505 914 1320 1978 757 1370 1978 I l l 0 1673 223 1 1 1 15 1671 2232 504 1522 1977 2436 659 506 870 1316
25 47 67 70 28 48 70 30 45 60 29 43 58 26 32 41 5 1 34 25 43 64
3 1 57 83 88 33 59 86 43 65 87 38 56 76 52 47 60 74 68 33 57 87
1 Table 3.3b: Details of crimped channels (welded-end condition)
l~~ecirnen ID 4 Measured Dimensions (Average) 1 Length ( r, 1 r, 1 (KLtr,) 1 (KM,)
* \O
J
cr7 welded
crlO welded cr l l welded cr 1 2 wetded cr 1 5 welded cr16 welded crl 8 welded cr 19 welded cr20 welded cr21 welded cr22 welded cr24 welded cr25 welded cr26 welded cr28 welded cr30 welded cr4 welded cr6 wclded
cr8 welded 36.0 1370
(mm)
11 11 1670 2227 1673 2235 1521 1977 2435 733 1369 1368 1110 1674 1673 1977 1977 759
Thickness (mm:
4.00 4.00 4.00 5.00 5.00 5.00 5.00 5 .O0 3.00 3.00 4.00 4.00 4.00 5.00 5.00 3.00 4.00
Depth (mm)
46.5 46.5 47.0 47.0 49.0 60.5 60.0 60.5 34.6
, 35.0 36.0 47.0 46.5 49.0 60.0 35.0 35.0
Width (mm)
40.0 40.5 40.5 46.5 46.5 52.0 52.0 52.0 35.4 35.5 37.0 40.5 40.5 46.5 52.0 35.5 36.8
36.0 37.0 14.1
(mm)
18.4 18.4 18.6 18.5 19.3 24.1 23.9 24.1 13.9 14.1 14.1 18.6 18.4 19.3 23.9 14.1 13.7
4.00 37.0
11.6
(mm)
12.6 12.8 12.8 14.6 14.6 16.5 16.5 16.5 11.3 11.3 11.6 12.8 12.8 14.6 16.5 11.3 11.5
4.00 48
30 45 60 45 58 32 41 51 26 49 48 30 45 43 41 70 28
.
r(
I
- I
- I
I
- I
- - - I
- - I
I
59
44 65 87 57 76 46 60 74 33 61 59 43 65 57 60 88 33
1978 14.1 11.6 70 85
3 3 FIXING TEE STRAIN GAUGES TO THE TEST SPECIMENS
Electric resistance strain gauges, manufactureci by Kyowa, Japan, type KFG-5- 120-C 1 -
1 1, with a gauge length of 5 mm and a gauge factor of 2.12, were used to measure the
strain in the test specimen. The strain gauges were attached in the centre of web and
centre of flange portions at a distance of three times the depth h m the end of a column.
For the application of strain gauges, the surface was properly polished with a 50 mm (2
in.) air grinder using a brush, grit size-50, for roughening, and grit size-180 for fmishing,
and then cleaned with acetone, followed by application of M-Prep Conditioner-A and M-
Prep Neutralizer-SA manufactured by Measurement Group Inc., Raleigh, NC. M-Prep
Condit ioner-A (non- flammable phosp horic acid) was a water based acidic surface
cleaner, and M-Prep Neutralizer-SA (non-flammable ammonia water) was a water based
alkaline surface cleaner.
After polishing and cieaning the surface, Fastac accelerator-H, Sicomet-7000 (for use
with cyanacrylate adhesives), manufactured by Henkel Corporation, Elgin, IL, was
applied on the polished and cleaned surface, followed by the application of the strain
gauge adhesive (alkyl cyanoacrylate ester), manufactured by Henkel Corporation, dong
with the strain gauge.
Three strain gauges at 90' apart were fixed at a distance of 3 times depth of specimen
fiom the end in the centre of web and centres of flanges. ln case of crimped channels, the
distance was measured fiom the end of crimp.
The strain gauges were used to measwe the strains in the coiumns at each load level.
They served as an indication of concenaic axial loading when three gauges readings were
within 5% ciifference.
3.4 DETAILS OF END FIXTURES
The channei samples were tested under three different end conditions, which were:
1) pin-end condition,
2) flat-end condition, and
3) welded-end condition.
In the fiat case, the pin-end condition was achieved using an assembly of plates and
knife-edges. Each end was made up of an assembly consisting of three plates separated
by two knife-edges. The middle plate contained two 120' V-grooves one on the top face
and the other on the bottom face. These grooves were made perpendicular to each other
in order to make the buckling length of the specimen the same in the two orthogonal
directions. The top and bottom plates contained 90' V-grooves on the side facing the
middle plate. The top and bottom plate grooves held the knife-edges firmly while the
knife-edges were fiee to rotate on the middle plate. The knife-edges were made of a 30-
mm square bar placed on edge. One edge fits completely into the top (or bottom) plate
groove while the diagonally opposite edge fits loosely into the groove on the middle
plate. One such assembly was suspended fiom the loading frame while the other
assembl y was placed on top of the load cell.
The effective length of the member was the distance between the fke rotating edge of
bonom knife-edge to the free rotating edge of the corresponding parallel knife-edge at the
top. The top and bottom assembly axes were arranged perpendicular to each other <O
achieve the same effective length in both the principal axes. The details of the end
fixtures are shown in Figure 3.1.
For flai-end condition. two precisely ground end plates (6 mm thick) of high strength
steel were used. The end plates were adjusted to ensure unifomity of load on the columa.
For the welded-end condition. two plates were welded at the ends of the column by
means of fille< welds. The details of test set-up for flat-end and welded-end condition are
shown in Figure 3.2.
LOAD
I Top plate I
1
l I
CHANNEL SPECIMEN N lFop dial gauge location
Mid-height dia1 gauge location -
Bottom plate 1 Fi p r e 3 2: Test set-up for flat-end and welded-end conditions
Figure 3.1: Photograph of end-fixture for pin-end connection
The dignment of the column was an important step to be carried out before testing a
centrally loaded column. In the beginning, aiignment was done under load. which was
based on a uniform strain condition at the location of strain gauges. The condition of
alignment was judged from the readings obtained from the strain gauges applied on the
cotumn. Due to the unavoidable dimensional imperfections and the practical difficulty of
precisely digning under the load. concenvic axial loading could not be achieved.
3.6 LOAD APPLICATION
The load was applied through a hydraulic jack, at the bottom of the test specimen. The
Ioad ce11 was screwed to the top of the hydraulic jack and the load was applied using rt
hydraulic pump connected to the hydraulic jack.
A 50 kip (220 kN) load ce11 was used to measure the load. Before the commencement of
testing, the load ce11 was calibrated by using a Tinius Olsen Universal Testing machine.
The caiibration curve for the load ce11 is shown in Figure A. 1 of Appendix-A.
The axial load was applied slowly with an increment of about one-twentieth of the
expected ultimate capacity of the column. Smaller increments were used near the failure
load of the specimen. Readings were taken d e r the load was stabilized at each
increment.
3.7 DATA ACQCnSITION SYSTEM
For recording the readings of the applied load and the measured strains. DATASCAN-
7000, manufactured by Datascan Technology, Newbury , Berkshire, U.K., was used. The
load ce11 and the strain gauges were connected to the DATASCAN channels after placing
the specimen in the testing frarne. The readings were recorded by manually activating the
triggenng of DATASCAN. The DATASCAN saves the recorded data as a CSV (comma
delimited) ASCII file, which was imponed into Microsoft Excel, Version 97 using the
file conversion wizard.
3.8 DEFLECTION
Deflections were measured using diai gauges. Dial gauges were mounted at the mid-
height of the channel and near the strain gauges. Four dia1 gauges were fixed
perpendicuiar to the plane of channel, one each in the web and flange regions. Dia1 gauge
readings were recorded manually after the each load application. The deflection data was
collected for completeness but is not used in this thesis.
3.9 TESTING
The specimens were tested in the Structural Laboratory of the University of Windsor. The
specimens were tested vertically as columns loaded with a concentric load using a
hydraulic jack. Photographs of the test set-up and end conditions are shown in Figures 3.3
to 3.6.
Figure 3.3: Cnmped Channe1 cr14 pinned under test
Figure 3.3: Specimen under testing (flat-end condition)
Fisure 3.5: Specimen under testing (welded-end condition)
3.10 TENSILE COUPON TEST RESULTS
A total of hrty-nine tensile coupons, ( t h e for each thickness of test specimen), were
tested in the 300 kN Tinius Olsen Universal Testing Machine. The values of yield
strength, tensile strength and percent elongation for each specimen are presented in Table
3.4. The tests were carriedout according to ASTM A-370 (ASTM, 1995) pracedure of the
standard tension tests. The yield strength and the percentage elongation in a 50 mm (2
in.) gauge length were obtained h m the uniaxial tension coupon tests. The yield strength
was detennined by the 0.2% offset method.
3.1 1 EXPERIMENTAL FAILURE LOADS
The failure loads of the test specimens are presented in Tables 3.5, 3.6, and 3.7 for pin-
end, flat-end and welded-end conditions, respectivety. Al1 specimens tested under pin-
end conditions failed in flexural buckling mode, whereas the specimens tested under flat-
end and welded-end conditions failed in torsional-flexural buckling mode. Compressive
resistances calculated according to CSA S 136-94 are given in Tables 3.8 to 3.10 for
regular channels, A value of 203 000 MPa for Young's Modulus was used in the
calculation of slendemess parameter. The ratios of experimental failure loads with the
calculated compressive resistances (Q,=1 .O) are given in the last column of those tables.
I Table 3.4: Tensile coupon test results
Average Maximum Tensile Average Width Area Y ield Load Yield Strength Load
Elongation ID # Thickness Strength
mm mm mm kN MPa kN MPa % 2
C 1 - 1 13.33 2.47 32.9 17.1 - 519 18.1 550 *JI -- - -- - - -- - - --
Cl-2 13.04 2 -46 32.1 17.0 530 17.6 549- ' **
Cl -3 13.09 2.45 32.1 i), 17.5 546 24
CS4 , , 1 2.63 2.44 30.8 14.3 464 16.2 526 29 C5-2 12.52 2.4 1 30.2 13.9 46 1 15.9 527 27 CS-3 12.76 2.45 3 1.3 14.2 454 16.5 528 26
C9- l 12.89 3.23 41.6 19.5 468 21.8 524 ** C9-2 12.99 3.24 42.1 18.0 428 20.6 489 ** C9-3 13.21 3.28 43.3 20.4 47 1 22.4 517 **
-
C13-1 12.61 3.13 39.5 17.1 433 21.1 534- *i
C 13-2 12.56 3.15 39.6 17.3 437 21.3 538 29 C 13-3 12.63 3.1 1 39.3 17.1 435 21.4 545 32
C17-1 12.59 4.15 52.3 25.2 482 27.8 532 ** C 1 7-2 12.58 4.14 52.1 25.4 488 27.8 534 28 C 17-3 12.65 4.17 52.8 i)i - 27.5 52 1 23
* Yield load was not noted ** Fracture ouiside the gauge length.
Table 3.4: Tcnsile coupon test results (contd.) 1 Average
Area YieidLoad YieldStrength Maximum Tensile Elong-
Avg. width ID# , thickness Load S trength ation
mm mm mm2 kN MPa kN MPa %
C21-1 12.75 4.15 53.0 a - 28.2 533 26 C2 1-2 12.71 4.10 52.1 - 27.8 534 32 C2 1-3 12.68 4.12 52,2 23.8 456 28.1 538 **
C25- I 12.64 5.12 64.7 31.5 487 35.6 550 30 C25-2 12.71 5.15 65.4 29.1 445 35.5 543 29 C25-3 12.76 5.18 661 30.1 455 36.2 548 28
C29- 1 12.83 5.17 66.3 * - 36.7 554 32 C29-2 12.71 5.23 66.4 30.6 46 1 36.8 554 30 C29-3 12.75 5.19 66.1 3 1.2 472 36.9 558 29
CR 1-1 12.72 3 .O7 39.1 17.7 453 21.4 547 28 CR 1-2 12.77 3.1 O 39.6 17.4 440 21.7 548 *I CR 1-3 12.86 3.10 39.8 17.6 44 1 21.7 545 26
* Yield load was not noted ** Fracture outside the gouge length.
Table 3.4: Tensile coupon test results (contd.)
Average Maximum Tensilc Elong- Avg. width Area Y ield Load Y ield Strength
I D # _ thickness Load Strength ation mm mm mm2 kN MPa kN MPa %
CR 5- 1 12.64 4.16 52.50 24.6 468 27.4 522 26 CR 5-2 12.57 4.15 52.2 25.2 483 27.7 53 1 ** CR 5-3, 12.7 1 4.16 52.9 25.2 477 28.0 530 26
CR 9- 1 1 2.66 4.12 52.2 22.2 425 27.7 53 1 29 CR 9-2 1 2.62 4.13 52.1 23.1 443 28.0 537 26 CR 9-3 12.77 4.12 52.7 23.1 439 28.5 541 30
ZR 13- 12.72 5.12 65.2 30.3 465 35.7 548 +t
I R 13-1 1 2.49 5.1 1 63.9 26.4 413 3 1.2 489 27 ZR 13-3 12.57 5.13 64.4 ic - 35.5 55 1 29
VR 17- 1 2.69 5. 16 65.5 30.3 463 36.4 556 25 ZR 17-i 12.67 5.22 66.1 30.3 458 36.5 552 26 2R 17-1 1 2.60 5.17 65.1 30.6 470 36.4 559 i)*
* Yield load was not noted ** Fracture outsidc the gaupe length.
(pinoend condition)
c20 pinned cr8 pimed
Specimen ID #
c3 1 pinned cr 1 9 pinned cr30 pinned
c 1 6a pinned cr4 pinned
Lengh of specimen
(mm) 1979 1978 1977
35.5 35.5
c27 pinned
1 1 1 1 1
c23 pinned 1 46.5 1 40.5 1 4.00 1 1674 1 32
Experimental Failure Load
68 77 73
Dimensions
35.0 35 .O
cr 1 5 pinned cr28 pinned
Depth (mm) 60.0 60.0 60.0
37.0 .
37.0
48.5
35.5 35.5
49.0 48.5
crl 1 pinned cr26 pimed
Width (mm) 52.0 52.0 52.0
4.00 4.00
47.0
cr29a pinned cr29b pimed
Thickness (mm) 5.00 5.00 5.00
3 -00 3 .00
47.0 47.0
46.5 46.5
c 1 9 pinned
3
1 Table 3.5: Esperimentai fdure loads of regular and crimped channels m
1
3
3
3
.
3
1
. 3
3
3
3
1979 1978
5 .O0
60.3 60.0
cr24 pinned cr7 pinned
19 20
1976 1976
5 .O0 5 .O0
40.5 40.5
35.7
1 cr3a pinned 1 35.0 1 35.5 1 3 .O0 1 1367 1 27
13 15
1674
52.0 52.0
35.7 35.8
cr22 pimed cr3 pinned
71 1673 1 66
4.00
37.0
1672
5.00 5 -00
37.0 37.0
35.0 35.0
68
1672
4.00
35 4.00 a 1673
I
1520 1521
4.00 4.00
36.0 35.6
35
1 02 96
1370 26 1368 1 26
3 .O0 3 .!IO
1370 30
1370 1365
23 27
Table 3.5: Experimental faiiun loads of reguiar and crimped chaineli (pin-end condition) (contd)
Experïmental Failure Load
(W 99
Specimen ID #
c26 pinned cr 14 pinned cr27 pinned
I
c 1 8 pinned cr6 pinned
Length of specimen
~. (mm) 1114
Dimensions
Thickness (mm) 5.00
Depth (mm) 48.5
5.00
Width (mm) 47.0
48.5 1116 11 15
759 759
46.5 1 98 I l 3
1
5 1 , 54
759
760 759 758
1319 1318
913 912
81 1
659
507 506 505
1111
cr23 pinned
48.5
35.7 35.7
66 I
41
35 I
37 ,
10
9 I
1
20 ,
12 ,
5
I
7
1
20 8
28
50
37.0
35.4 35.5 35.3
25.5 24.4
25.7 24.3
16.0
16.0
24.2 16.2 25.5
40.5
35.8 4.00
3.00 3 -00 3.00
3.00 2.45
3.00 2.40
2.50
2.35
2.50 2.20 3.00
4.00
46.5
36.6 36.5
cl4 pinneci cr2 1 pimed cr2 p h e d
c l2 pinned _
c8 pinned
c 1 1 pinned c7 pinned
c4 pinned
c3 pinneci
c6 p b e d c2 pinned
c l0 pinned
cr2S pinned
' 5.00
4.00 4.00
35.0 35.0 35.0
25.3 25.5
25 -3 25.5
25.5
25.6
25.5 25.5 25.2
46.5
Table 3.6: Erperimentai faiiure loads of reylar and cnmped cbanneis (Qat-end condition)
Specimen ID #
h
c32a flat-ended c32b flat-ended cr20b flat-ended cr20a flat-ended
crl6b flat-ended 1 48.5 47.0 5.00 2234 100
1
Dimensions
c28b Bat-ended cr 1 da flat-ended
Depth (mm) 60.3 60.1 60.3
Length of specimen
1
48.7 48.5
c24a fiai-ended c24b flat-ended cr 1 2a flat-ended cr 12b flat-ended
Experirnental Failwe Load
Width (mm) 52.0 52.0 52.0
c3 1 flat-ended I
cr 1 9 flat-ended cr30 flat-ended
c20 flat-ended
47.0 47.0
46.5 46.5 46.6 46.6
I cr8 flat-ended
Thickness (mm) 5 .O0 5.00 5.00
60.3
60.5 60.5 60.0
35.8
c 1 6 flat-ended cr4 flat-ended
i 52.0
5 .O0 5 .O0
40.5 40.5 40.5 40.5
36.0
c27 flat-ended cr 15 flat-ended cr28 flat-ended
145
(mm) 2434 2438 2433
5.00
51.0 5 1 .O 51.5
37.0
35.0 35.0
141 135 136
2434
2233 2233
4.00 4.00 4.00 4.00
3 7.0
48.6 48.7 48.8
1 09 100
5 -00 5 .O0 5 .O0
4.00
, 36.0 35.3
2232 2233 223 1 223 1
4.00
47.5 46.5 46.5
82 76 66 70
1979 1977 1978
1978
1
3 -00 3 -00
185 163 1 64
66 1976
5 .O0 5 .O0 5 .O0
54
1975 1977
39 38
1673 1673 1673
150 147
I
148
channeb
Experirnental Failure Load
,
1 02 95
90
201 198 J
182 . I
82
75 ,
71 I
53 48 47
117 13 1 ,
I
75 74 72
27
48
17 ,
A
26
46 I
69
36 1
109
I Table 3.6:
Specimen ID #
c23 flat-ended cr26 flat-ended crl 1 flat-ended
c30 flat-ended cr 1 8 flat-ended cr29 flat-ended
c 19 flat-ended cr24 flat-ended cr7 flat-ended
c 15 flat-ended cr22 flat-ended cr3 flat-ended
c 1 8 flat-ended cr6 flat-ended
c 14 flat-ended cr2 1 flat-ended cr2 flat-ended
c8 flat-ended
c 1 1 flat-ended 1
c 4 flat-ended
c3 flat-ended
c6 flat-ended c 10 flat-ended
c2 flat-ended
cr25 flat-ended
Experimentai failun loads of regular and erimped
Length of speçimen
(mm) 1673 1673
1673
1523 1520 1520
1369 1368 1370
1370 1370 1369
758 759
760 760
(flat-end condition) (contd.)
Dimensions
Thickness (mm) 4.00 4.00
4.00
5.00 5.00 5.00
4.00
34.60
25.50
25.30
25.75
25.60
26.00 25.56
25.60
46.50
Depth (-1 47.00 46.60
46.35
60.1 0 60.50 60.30
35.50
Width (mm) 40.50 40.50
40.50
52.00 52.0 52.00
37.00 35.80 35.75
35.00 35.00 35.00
3 5 -50 35.75
3 5 .O0 35.25
35.35
24.25
26.00
16.00
16.00
24.30 25.66
16.00
40.50
36.50 36.75
35.50 36.00 35.50
36.00 36.75
35-75 35.40
3 .O0
2.40
3 -00
2.45
2.50
2.40 3 .O0
2.50
4.00
4.00 4.00
3 .O0 3 -00 3 -00
4.00 4.00
l 3 -00 3 -00 1
759
1313
912
81 1
659
507 506
506
1114
Table 3.7: Esperimentd fdlure loads of regular and crimped channels (weldedlend condition)
i Specimeo ID tf I Dimensions Length of each Experimental specimen welded Failure Load I I I I
c32 welded cr20 welded
c28 weided cr16 welded
c24 welded cri2 welded
Dept.
(mm) 60.5 60.5
49.0 49.0
47.0 47.0
cr19 welded cr3O welded
. c20 welded cr8 welded
cl6 welded cr4 welded
(mm) 2436 2435
2232 2235
223 1 2227
Width (mm) 52.0 52.0
46.5 46.5
40.5 40.5
60.0 60.0
36.0 36.0
35.0 35.0
plate
(mm) 13 13
13 13
13 13
Thickness (mm) 5 .OO 5 .O0
5 -00 5.00
4.00 4.00
128 J
130
107 105
I
80 , 65
52.0 52-0
36.5 37.0
35.5 35.5
c27 welded cr28 welded crl5 welded
c23 welded crll welded cr26 welded
c30 welded cr18 welded
47.0 46.5 46.5
40.5 40.5 40.5
51.5 52.0
' 49.0 49.0 47.0
47.0 46.5 46.5
60.0 60.5
5.00 5 .O0
4.00 4.00
3 -00 3 .OO
5.00 5.00 5.00
4.00 4.00 4.00
5.00 5 .O0
1977 1977
1978 1978
1978 1977
1671 1673 1673
1673 1670 1674
1522 1521
13 13
13 13
13 13
170 154
1
58 ,
56 ,
l
44 33
13 13 13
13 13 13
12 13
I
1 70 143 138
95 90 1
I
88
, 208 189
Table 3.7: Experimental failure loads of regular and crimped channels (weldedend condition) (contd.)
Dimensions Length of each Experimental specimen welded Failure Load I I I I
cl9 welded cr24 wdded cr7 welded
c22 welded crlO welded cr25 welded
cl8 welded cr6 welded
c26 welded
cl2 welded
I
c8 welded
cl 1 welded
c7 welded
c4 welded
(mm) Thickness (mm)
Deptb (mm)
14
16
16
Width (mm)
c3 welded
cl0 welded
c6 welded
A
34 ,
73 I
51
plate
(mm)
26.0
25.5
26.0
70 m
52
I
13 13 13
13 14 14
16 16
14
16
16
16
15
16 - ---
36.0 36.0 36.0
46.8 46.5 47.0
35.0 35.0
48.8
659
505
506
16.0
26.0
24.5
90 74 77
140 ,
117 120 I
J
120 123
175
38
26
#
49
34
m
21 - - pp
37.0 37.0 37.0
40.5 40.0 40.5
36.6 36.8
47.0
4.00 4.00 4.00
4.00 4.00 4.00
4.00 4.00
5.00
2.50
3 -00
2-50 1 cr21 welded
cr22 welded
25.5
26.0
25.3
25.5
26.0
1370 1368 1370
Ill0 1 1 1 1 1110
757 759
1 1 15
35.4
35.5
34.6
35.0
3 .O0
3 .O0
1320
1316 .,
914
870
812
25.5
24.0
25.8
24.2
16.0
3 .O0
2.50
3 .O0
2.30
2.50 .
733
1369
f3
13
Table 3.8: Calcualated Cr values for regular channcls according to CSA S136-94 (pin-end condition) (@A .O)
Specimen ID #
c l l pinned 1 3.88
c 19 pinned 4.38 c20 ~ inned 4.38
c26 inned c27 inned c3 1 ~inned 4.88 c6 pinned 1 3.63
Note: For ex~lanation o f svmbols. refer to Nomenclature and Appendix B.
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99 90 1 96 1 1 C l 82 1 66 1 L I I 29
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pauyd eg 1 3 P ~ U U ! ~ t la P ~ U U ! ~ Z 13
8EZ P t 1 PdYV
'g ti
6LP 6CP VdM
'4
Table 3.8: Calcualated Cr values for regular chsnnels according to CSA S136-94 (pin-end condition) (@a-1 .O) (contd.)
I~o te : For explanation of symbols, refer to Nomenclature and Appendix B. 1
Specimen ID #
cl l pinned c 1 0 pinned c 12 pinned c 14 pinned c 16a pinned c 18 pinned c 19 pinned c20 pinned c23 pinned c26 pinned c27 pinned c3 1 pinned c6 pinned
1
c7 pinned c8 pinned
Experimental Failure Load
f Pu) kN 20 28 10 41 13 5 1 25 19 32 99 71 68 20 12 9
6)
MPa 112 215 66 160 57 207 1 07 62 117 199 128 131 196 106 66
P,,lC,
0.89 0.66 0.73 0.88 O. 79 0.63 0.60 0.80 0.60 0.77 0.86 0.70 0.62 O. 70 0.84
Cr
kN 1 23 43 13 46 17 81 42 24 54 128 82 98 32 17 I I
F~
MPa 445 445 445 445 445 475 475 475 475 464 464 444 486 486 486
h
MPa 112 215 66 160 57 207 1 07 62 117 199 128 131 196 106 66
I- *a x!puaddy pue a ~ n q 3 u a u i o ~ 01 ~ a p ~ 6 s p q ~ h ~ o uoyeueldxa J O ~ : a ) o ~ (
I I 1 1 1 1 I . S O + ~ 1 t-.t 1 OEL 1 99'L 1 OS'6P 1 Z9'PP s 2 . s ~ 1 6P'SP 1 88'P 1 PePUa-)BU eZE3
PO+B 19' 1 M)+369' 1
6S 1 09 1
W+9CI*I SO+aL C'Z: SO+BL C'Z
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19's 29's
PZ 1 Ct9 C t 9
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SO+BL S' I SO+B 19' 1
99'1 88'9
S0+38CgZ SO+B LS' 1
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SO'CZ OI 'CZ
OL'S 99'1 99'1
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PaPua-IeU 9823 PPua-IeU e8 23
PL'ZZ PZ'PZ
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PPua-tW 8 1 P P u a - W 9 1 3
Table 3.9: Calcualated Cr values for regular channels according to CSA S136-94 (flat-end condition) (Qia=S.O) (contd.)
1 c l 0 flat-ended 1 8.67 1 cl 1 flat-ended 1 8.86
c 14 flat-ended 12.1 c 15 flat-ended 12.0
1 c 16 flat-cndcd 1 12.2 1 cl 8 flai-cndcd 1 12.1
c 19 flal-cndcd 12.6 c20 flat-ended 12.5 c23 flat-ended 12.8 c24a flat-ended 12.8 c24b flat-ended 12.8
c28a flat-ended 15.4 c28b flat-ended 15.4 c2 flat-ended 4.43 c30 flat-ended 16.4 c3 1 flat-endçd 15.9 c32a flat-ended 16.4 c32b flat-ended 16.4 c6 flat-ended 8.02 c8 flat-ended 8.06
Note: For exalanation of svmbols, lefer to Nomenclature and Appendix B.
Teble 3.9: Calcualated Cr values for regular channels according to CSA S136-94 (flat-end condition) (0a=1 .O) (coatd.)
Specimen ID #
1
c 10 flat-ended cl 1 flat-ended c 14 flat-ended c 15 flat-ended
fi
43
(mm) 23.6 23.9 33.0 32.8
c 16 flat-ended c 1 8 flat-ended c 19 flat-ended c20 flat-ended c23 flat-ended
c24a flat-ended c24b flat-ended c27 flat-ended c28a flat-ended c28b flat-ended
c2 flat-ended c30 flat-ended c31 tlat-ended c32a flat-ended c32b flat-ended c6 flat-ended c8 flat-ended
Beta
B 0.29 0.28 0.30 0.30
Note: For explanaiion of symbols, refer to Nomenclature and Appcndix B.
33.3 32.9 33.9 33.9 37.4 37.3 37.3 43.4 42.9 42.9 15.3 47.9 47.0 47.9 47.9 22.6 22.5
Fs-x
MPa 3078 930 2765 850
0.30 0.30 0.29 0.29 0.37 0.36 0.36 0.3 1 0.32 0.32 0.49 0.37 0.38 0.37 0.37 0.32 0.32
Fs-,
MPa 2005 634 1797 545
410 2692 830 403 995 548 547 1 053 592 592 2853 1977 1181 778 772 3301 473
FI
MPa 770 515 530 314
270 1776 576 276 470 264 264 64 1 352 352 740
-
939 534 368 366 1835 272
Fs,
MPa 648 356 464 245
F,- I
MPa 539 297 387 204
258 690 457 409 412 361 36 1 466 42 1 42 1 1012
- - - - - -
510 429 373 372 672 350
172 578 317 220 318 241 241 348 269 269
-
836 -- -
434 343 277 275 586 220
143 482 264 1 84 265 200 200 290 224 224 696 361 285 230 229 489 183
- -
Table 3.10: Calcualated Cr values for regular channels according to CSA SI3694 (welded-end condition) ( h = I .O)
- b
(mm) 24.30 24.00 34.00 34.60 35.00 34.50 38.50 38.50 38.50 44.50 44.50 44.00 14.75 49.00 49.50 49.50 14.75 23.25 23.00 22.75 B.
Specimen ID # a r u
(mm) 6.09 6.09 6.09 6.88 6.88 6.88 6.88 6.88 6.88 7.66 7.66 7.66 5.70 7.66 7.66 7.66 5.70
, 5.70 5.62 5.70
- a
c 1 1 welded c 1 2 welded c l6welded c l8welded c 1 9welded c2Owelded c22welded c23welded c24weldçd c26welded c27welded c28weldçd c2welded c30welde-d c3 1 weldeâ c32welded c3 welded c6welded c7welded cswelded
A
(mm2) 203 201 290 386 393 389 464 465 465 643 644 639 125 744 752 752 125 167 158 165
Note: For explanaiion of symbols, refer to Nomenclature and Appendix
b
(mm) 22.30 22.50 32.00 31.00 32.00 32.00 42.75 43 .O0 43 .O0 43.75 44.00 44.00 23.50 55.00 55.50 55.50 23.50 23.50 23.10
1 23.50
(mm) I (mm) 3.88 1 14.54 3.88 1 14.74 3.88 1 24.24 4.38 1 22.24 4.38 1 23.24 4.38 1 23.24 4.38 1 33.99 4.38 1 34.24 4.38 1 34.24 4.88 1 33.99 4.88 1 34.24 4.88 1 34.24
,, 3.63 1 16.24 4.88 1 45.24 4.88 1 45.74 4.88 1 45.74 3.63 1 16.24 3.63 1 16.24 3.58 1 15.94 3.63 1 16.24
4
(mm4) 19,52 1 19,672 5 7,66 1 72,496 78,4 19 77,395 159,446 ,
161,473 ,
16 1,473 ,
237,098 240,02 1 I
237,601 1 1,706
423,153 435,382 -- --
435,382 I
1 1,706 1 7,573 16,113 17,228
(min) 20.42 20.12 30.12 30.22 30.62 30.12 34.12 34.12 34.12 39.62 39.62 39.12 11.12 44.12 44.62 44.62 11.12 19.62 19.42 19.12
Table 3.10: Calcualated Cr values for regular channels according to CSA S136-94 (welded-end condition) (@a=I.O) (contd.)
- Specimen ID #. x 'y m X O J CW r x r~
(mm) (mm4) (mm) (mm) (mm4) (mm6, (mm) (mm) c l 1 welded 8.77 13,111 11.3 -20.1 608 1,246,920 9.8 1 8.04 cawelded 8.6 1 12,726 11.1 - 19.7 604 1,229,449 9.88 7.95 c l6welded 12.0 36,985 15.4 -27.4 870 7,077,385 14.1 11.3 cl 8welded 12.4 50,750 15.9 -28.3 2,057 9,220,289 13.7 11.5 c l9weldeù 12.5 52,968 16.0 -28.5 2,096 10,220,077 14.1 11.6 c20welded 12.3 50,967 15.7 -28.0 2,074 9,823,198 14.1 11.4 c22welded 12.8 76,135 17.0 -29.8 2,474 25,525,550 18.5 12.8 c23welded 12.8 76,299 17.0 -29.7 2,480 25,865,587 18.6 12.8 c24welded 12.8 76,299 17.0 -29.7 2,480 25,865,587 18.6 12.8 c26welded 15.4 140,708 20.0 -35.4 5,356 49,98 1,127 19.2 14.8 c27welded 15.4 141,005 20.0 -35.4 5,367 50,627,6 17 19.3 14.8 c28welded 15.2 1 36,8 1 1 19.7 -34.9 5,325 49,082,s 1 0 19.3 14.6 c2welded 4.40 2,94 1 6.42 -10.8 260 300,805 9.69 4,86 c30welded 16.2 197,9 16 2 1.5 -37.6 6,200 109,196,841 23.8 16.3 c3 1 welded 16.3 204,023 21.7 -38.0 6,263 1 14,595,763 24.1 16.5 c32welded 16.3 204,023 21.7 -38.0 6,263 1 14,595,763 24.1 16.5 c3welded 4.40 2,94 1 6.42 - 10.8 260 300,805 9.69 4.86 c6welded 8.1 1 9,953 10.6 - 18.7 348 1 ,O3 5,697 10.3 7.72 c7welded 8.04 9,229 10.5 - 18.6 304 928,527 10.1 7.63 c8welded 7.88 9,390 10.4 - 18.3 343 975,797 10.2 7.55
Note: For explanation of symbols, refer to Nomenclature and Appendix B.
Table 3.10: Calcualated Cr values for regular channels according to CSA 5136-94 (welded-end condition) (Uh~1.0) (contd.)
Specimen ID #
c 1 1 welded c l2welded c l6welded c 1 8welded c l9welded c2ûwelded c22welded c23 welded c24welded c26welded c27welded c28welded c2welded c30welded
1
c3 l weldcd c32welded c3welded c6welded c7welded c8welded
Note: For explanation
r~
(mm) 23.7 23.4 32.8 33.5 33.9
FW
MPa 925 449 408
2,63 1 853
Rcta
B 0.29 0.29 0.30 0.29 0.29
FSy
M Pa
62 1 29 1 26 1 1,841 576
Ft
MPa 520 477 264 670 460
33.4 37.4 37.4 37.4 42.9 42.9 42.5 15.3 47.4 47.9 47.9 15.3 22.7 22.5 22.2
of symbols,
FH
MPa 358 25 1 1 74 56 1 322
FP-l
MPa 299 209 145 467 268
269 1,068 470 264 1,412 629 345 745 92 1 557 367 436 1,865 617
- 264 and Appendix
420 555 412 362 625 475 429 1,018 SIS 420 373 883 692 420 384
B.
Fp-2
MPa 770 374 340
2,191 710
0.30 0.36 0.37 0.37 0.32 0.32 ,
0.32 0.50 0.37 0.37 0.37 0.50 0.32 0.32 0.33
408 2,237 995 560
2,380 1 ,O7 1 599
2,964 1,969 1,189 783
1,734 3,293 1,078 484
225 474 3 18 243 524 355 274 848 437 336 277 672 60 1 325 235
refer to Nomenclature
187 395 265 203 437 296 228 707 364 280 23 1 559 500 270 196
340 1,864 829 466 1,982 892 499
2,469 1,640 990 ,
652 1,444 2,743 898 404
Table 3.10: Calcualatcd Cr values for regular channels according to CSA S136-94 (welded-end condition) (@r=1.0) (contd.) . - . -
Cr Experimciita
Specimen ID # P Y h I Failure P"/G
M Pa MPa MPa kN kN c 1 1 welded 299 445 279 57 49 0.87
c32 welded 23 1 464 23 1 174 128 0.74 c3welded 559 486 380 47 34 0.73 c6welded 500 486 368 62 5 1 0.82 c7weldeâ 270 486 268 42 34 0.80
Note: For explanation of symbols, refer to Nomenclature and Appendix B.
3.12 DISCUSSION
Compressive tests were conducted on al1 specimens in the Structural Laboratory of
University of Windsor. The samples were measured accurately using measuring tape and
vernier caliper. Average dimensions are recorded for depth, width and thiclcness of the
member.
The mode of faiIure for pin-end c o l u m s reveals that al1 the samples failed in pure
flexural buckling, about the weak axis (Y-axis) (Refer Figure 3.6). The occurrence of
flexural buckling was in agreement with the failure modes predicted by Canadian
Standard S 136-94. It is also observed that crimped columns also failed in flexurai
buckling.
The mode of failure for flat-end and welded-end conditions was torsional-flexural
buciding. The occurrence of torsional-flexural buckling is in agreement with the failure
modes predicted by Canadian Standard S 136-94. The compressive resistances for regular
channels with flat-end and welded-end condition were calculated with an assumed
effective length factor of 0.5 in flexure and in torsion. Since the eccentricities of load for
each of the sample are different, it is not possible to make a direct cornparison of
strength of regular and corresponding crirnped channels.
Figure 3.6: Photograph of flexurd buckiing of c7 pinned specirnen
CHAPTER 4
FIhiiTE ELEMENT ANALYSIS OF CHA-NNELS
4.1 GENERAL
In the present investiption. a finite element analysis is employed to study the response of
regular and crimped steel channels. The models were generated using cornmercially
available software package HYPERMESH. Both the regular and crimped channel
sections were generated using 8-noded shell elements. The regular channel model c26
pinned and crimp model cr27 pinned are shown in Figures 4.1 and 4.2 respectively. Later,
the mode1 was exported to M A Q U S to conduct linear static analysis.
3.2 SHELL ELEMENTS
Shell elements are used to model structures in which one dimension (the thickness) is
significantly smaller than the other dimensions, and stresses in the thickness direction are
negligible. Shell element names in ABAQUS begin with the letter "S". The number
following the letter "S," in a shell element name indicates the number of nodes in the
element. The shell element S8R used in the analysis is a general three-dimensional "thick
only shell". The shell element S8R has six degrees of freedom at each node (three
translations and three rotations) and uses reduced integration approach which is indicated
by the letter "R" in the element narne.
Figure 4.1 : Finite Element Model of c26 pinned using HYPERMESH (8-noded shell element)
Figure 4.2: Finite Element Model of cr27 pinned using HYPERMESH (8-noded shell elemenr)
4.3 ANALYSIS
The analysis is carried-out for pin-ended regular and crirnped channel samples. The
behaviour of the channel in the elastic region is assumed to be linear. The two end
conditions of the channel sarnple were defined as pinned. Young's modulus of 203 000
MPa and Poisson's ratio of 0.3 were used. An eigen buckling analysis was conducted by
imposing a downward displacement of 10 mm to the top end of the FEA model.
ABAQUS analysis provides reaction forces at the ends as well as the eigenvalues for the
elastic buckling. The summation of al1 reactions at one end of the column, multiplied by
the first eigenvalue. provides the mode-1 buckling load for the colurnn.
4.4 DETERMINATION OF ELASTIC BUCKLING LOAD BY FINITE
ELEMENT METHOD
Two FEA models for regular and crirnped channels were generated using average
nominal dimensions. The model generation, meshing and shell element formulation,
boundary condition and load sets are defined in the HYPERMESH file. The crimped
model dimensions are measured using a roller. The crimp region was defined in the
HYPERMESH using the skin function and separating various regions into different
surfaces. Al1 surfaces were merged in the end to generate full model. The data from
HYPERMESH file was exported to ABAQUS to run the analysis.
The first modes generated from the ABAQUS buckling analysis are shown in Figures 4.3
and 4.4 for c26 pinned and cr27 pinned models respectively. The results of ABAQUS
DAT file are given in Tables 4.1 and 4.2 for regular and cnmped channels respectively.
Figure 4.3: First buckling mode of c26 pinned ( E i g e n v a l ~ ~ . 145)
. - - _ - .. ORIGINAL MESE
Figure 4.4: First buckling mode of cr27 pinned (Eigenvdue = O. 1 12)
Table 4.1 : ABAQUS results DAT file
Sample c26 pinned: Eiastic bucLUng anaiysis results
Maximum at node 2 and 39 = 4612 N Minimum at node 1 and 40 = 1770 N
The total reaction force was found to be equal to 166800 N (166.8 LN)
Node
1 2 3 4 5 6
r
7 8 9 10 11 12 13 14
Reaction force in z dircection
1770 4612 4272 4308 4285
Node
2 1 22 23 24 25
Reacüon force in z dircection
4277 ,
4277 1
4277 1
4278 4273 4255 4276 4294 4273 4278 4278 4279 4279 4280
4283 428 1 4279 4279 4278 4279 4271 4285 428 1
26 27 28 29 30 3 1 32 33 34
Table 4.2: ABAQUS resuits DAT fîie
Sample cr27 pinned: Elastic buckling analysis results
Node Reactioa force in Node Reaction force in z dircection z dircection
C
Maximum at node 76037and 75989 = 3472 N Minimum at node 701 65 and 701 90 = 876.6 N
The total reaction force was found to be equal to 1 1849 N (1 18 kN)
4.5 DISCUSSION
Finite element analysis on regular and crimped channels were verified with the
expenmental failure loads. The expenmental failure load of regular channel c26 pinned
was 99 kN, whereas the finite element model has given elastic buckling load of 166.8 W.
The large variation in failure loads can be surnrnarised as follows:
In the finite element model the displacement was applied on the nodes whereas in the
experiment the load couid not be made concentric. in the finite element model the
geometric linearity was assumed throughout the length of the specimen. whereas the reai
channel specimen has varying cross sectional dimension throughout the length. The end
conditions are purely defined as pinned in the finite element model. But, in the case of
experimental set-up, the edges of the specimen may not be pardlel to each other, which
will affect the straightness of the member below the load.
The expenmental failure load of cnmped sample was found to be 113 kN, where as the
finite element model gave the elastic buckling load of 1 19 kN.
CHAPTER 5
CONCLUSIONS
Tests were carried out on 130 regular and crimped channels with pin-end, flat-end and
welded-end conditions. Despite great care taken in alignment the axial compressive load
could not be made concentric. This prevented direct comparison of failure loads of
regular channels and corresponding crimped channels.
The eccentricity of axial compressive load also prevented any direct comparison of the
experirnental failure loads with the compressive resistances calculated according to CSA
S 136-94.
The regular and crimped channel specimens could be modeled in HYPERMESH and
exported to ABAQUS for successful buckling analysis. There is good agreement between
the finite element analysis results q d the result from classical theory of elastic stability in
the case of regular channel c26 pinned.
Appendix - A
Calibration cuwe for 200 kN Load Cell.
Table Al: Crrlibration of 200 kN Load Ceïï 1
Date of Calibration: October 13,1998 S.N0.:046 19-2
I Gauge Factor:2.062 I
Figure A. 1 : Calibration curve for 200 kN Load Ceil
Appendix - B
Properties of regular channels
Appendix -B
Properties of regular channels:
Members in compression (concentricalfy loaded)
The factored compressive resistance Cr, according to S136-94, is given by
Cr = . , A L
Where
#a = Resistance factor for axial compression = 0.75 (for singly-symrnetric sections)
A, = Effective cross sectionai area of a member in compression (mm')
Fa = Compressive limit stress under concentric loading (MPa)
The compressive limit stress Fa, is determiried as follows:
(a) when Fp > Fy / 2
(b) when Fp 5 Fy /Z
Fa = F,,
W here,
Fp = Critical elastic buckling stress, k i n g the Ieast of the stresses for Euler-flexural.
torsional, or torsional-flexural elastic buckling multiplied by the coefficient 0.833,
determined as shown below.
Sections not subjected to torsional-flexural buckling
For 1-sections. closed cross sections, and any other sections that c m be shown not to
be critical in torsional buckling or not subjected to torsional-flexural buckling. Fp is
determined by
Fp = 0.833Fe
Where
KL - = the greater of the effective slendemess ratios about the principal axes
K = effective length factor
L = unbraced iength of the member
r = radius of gyration of the unreduced cross sectional area
Sections subjected to torsional-flexural buckling
For singly symrnetric open sections, such as plain and lipped channels and single or
double plain angles, which may be subjected to torsional-flexural buckling, Fp is
given by
F, = 0.833F,
OR
Fp = 0.833Fs, whichever is less.
Where,
A = unreduced cross-sectional area of member
r,, r, = radii of gyration of unreduced cross-sectional area about centroidal principal
axes
Kr = effective length factor for torsionai buckling
L, = length of member unsupponed against twisting
x, = distance from shear centre to centroid of section
KL - = effective slendemess ratio associated with bending about the axis of r
symrnetry of the unreduced cross section
J = Saint-Venant torsion constant for open sections,
1 J = - (r,t: + 1 ~ 1 : + ..... ~ , r . )
3
t , , t , ,...-- tn = steel thickness of member segments
1,. I 2 ,..... In = middle line length of member segments
Properties of channel (singly-symrnetric sections without i i p )
x-axis
Figure B. 1 : Propenies of channel section (singly-symmetric)
I . Basic parameters
3. Moment of inertia about x-axis
4. Distance between centroid and web centerline
5. Moment of inertia about y-axis
6. Distance between centroid and shear center and web centerline
7. Distance between centroid and shear center
8, St. Venant torsion constant
9. Warping constant
Appendix - C
Load-Strain-Deflection Data for regular and crimped channeis
1 Tabk C.1a: Load-Strain Data for c l l pinned (contd.) I
Length =9 13mm Depih=25.3mm Width=25.7mm Thic kness=3mm
Failure load=20 kN 1 Mode of failure: Flexural 1
1 STRAM-E 1 STRAM-N 1 STRAM-W 1 LOAD 1 1 (micro-strain) 1 (micro-strain) 1 (micro-strain) 1 (kN) 1
Table C. 1 a: Load-Strain-Deflection Data for c 10 pinned (contd.)
1 Failure load=28 kN 1
I Mode of failurc: Flexural bucklinn towards north 1
Deflection-4 Top West
(mm) 0.00 0.05 0.10 0.10 -0.1 7 -0.28 -0.39 -0.42 -0.40 -0.27
Deflection-3 Top North
(mm) 0.00 - 1 -34 -0.48 -0.30 -0.8 1 -0.9 1 - 1 .O5 -1.01 -1 .O0 -0.73
Y a
Deflection- l Midspan North
(mm) 0.00 -0.15 -0.12 -0.15 -0.33 -0.43 -0.44 -0.80 -2.26 -2.64
Deflection-2 , Midspan West
(mm) 0.00 -2.55 - 1.68 - 1.64 -3.01 -3.82 -4.73 -6.05 -7.62 -9.15
STRAIN-E
l
STRAIN- W STRAIN-N LOAD
(kN) - 1 -3 -7 -9 - 13 -17 -20 -23 -26 -2 7 -28
(micro-strain) -54 - 126 -349 -42 8
h
-559 -686 -757 -92 1 ,
-1 142 -1461
1
-1604
(micro-strainh(micro-strain) 10
-1 1 -39 -5 I -56 -52 -2 5 66 228 486 619
134 78 -35 -76 -228 -359 -47 1 -70 1 -862
-1 128 -1321
Table C.Ia: Lord-Strain Data for c l 2 pinned (contd.) 1
Mode of failure: Flexural 1 buckling towards north
STRAIN-E (micro-strain)
O -159 -378
STRAIN-N (micro-strain)
O -109 - 1 1 1
STRAM-W (micro-strain)
O - 76 - 156
LOAD (kN) - I - 5 -9
Table C.la: Lord-Stnin Data for cl4 pinned (contd.)
Mode o f failure4lexural Ruckling towards North
I STRAIN-E 1 STRAIN-N 1 STRAM-W 1 LOAD 1 (micro-strain)
O (micro-strain)
O (micro-strain)
O (kN) - 5
1 Table Cala: Load-Strain-Deflcction Data for cl6 pinned (contd* 1
1 Thic kness=3mm 1 Failure load=13 kN
Mode of failure: Buckling 1 towards nort h
STRAM-E
(micro-strain) - 8 -47 -106
STRAM-N
(micro-strain) - 127 -141 -155
STRAIN-W LOAD 1 Deflection- 1 1 Deflection-2
(micro-sirain) - 7
-37 -77
Deflection-3 Deflection-4 Midspan ~ortMids~an West Top North
(kN) O -2 -5
Top West (mm) 0.00 0.54 1.62
(mm) 0.00 0.17 O. 59
(mm) 0.00 0.16 0.46
(mm) 0.00 -0.1 1 -0.19
- - - - - - - -
Table C. la: Load-Strain Data for cl 8 pinned (contd.)
Length =759mm Depth=35.7mm
1 towards north 1
1 STRAIN-E 1 STRAIN-N 1 STRAiIU-W 1 LOAD (micro-strain) (micro-stmin) (micro-strain) (kN)
O O O - 1
Tablr C.la: Load-Stnin Data for cl9 pinned (contd.) Length = 1370mm De~th=35.7mm W idth=37mm
Thic kness=4mm 1 Failure ioad=26 kN 1
-- -
p o d e of failure: Flerural buckling) 1 towards north 1
1 STRAIN-E 1 STRAIN-N 1 STRAIN-W 1 LOAD (micro-strain)
O -146
(micro-strain) O 88
(micro-strain) O
-244
(kW - 1 -IO
- - - - -
Table C A : Load-Strain-Deflection Data for c20 pinned (contd.)
1 Failure load= 19 kN
I Mode o f failure: Flexural buckling towards north
STRAIN-E
(micro-strain] -44
STRAlN-N STRAIN-W
(micro-strain) kmicro-strain
-
LOAD 1 Deflection- l 1 Deflection-2 1 ~ e G t i o n - 3 b f l ec t ion-4 Midspan North Midspan West Top North Top West
(kN) (mm) (mm) (mm) (mm) - 3 0.74 0.16 0.26 -0.05 -6 1.71 0.44 0.5 1 -0.14
Table C.la: Load-Strain-Deflection Data for c23 pinned (contd.)
1 buckline towanls north
1 STRAIN-E 1 STRAIN-N 1 STRAIN-W 1 LOAD 1 Deflection-l 1 Deflection-2 1 Deflection-3 ( Deflection-4
(micro-strain) -2
1
-69 -94 -133 -222 -269 -34 1 -392 -467 -554 -656 -746
(micro-strain) -2 -32 -4 1 -55 -73 -75 -63 -38 24 125 268 404
(micro-strain) -8
-121 -164 -230 -373 -447 -556 -63 1 -73 1 -826 -920 -1001
(kN) O -6 -8
-12 - 18 -22 -26 -29 -3 1 -32 -32 -3 1
Midspan North (mm)
O 0.54 0.77 1.17 2.37 3.23 5 .O6 6.93 10.9 16.8
Midspan West (mm)
O -0.26 -0.29 -0.36 -0.54 -0.63 -0.78 -0.87 -0.97 -0.97
Top North
(mm) O
0.28 0.36 0.50 0.92 1.20 1.87 2.6 1 4.15 6.57
Top West (mm)
O -0.3 1 -0.26 -0.25 -0.25 -0.26 -0.27 -0.32 -0.36 -0.38
1 Tablc C.la: Load-Strain-Deflection Data for c26 pinned (contd.) 1
1 Mode of failure: Flexural 1 1 buckling towards north 1
Deflection-3 Top North
(mm) 0.00 -0.4 1 -0.5 1 -0.67 -0.96 - 1 -38 - 1 .92 -2.2 1 -2.50 -2.67 -2.8 1 -2.94 -3.09 -3.29 -3.42 -2.99
STRAIN-E '
(micro-stniin) -42 -84
-1 15 -153 -217 -292 -370 -442 -509 -585 -642 -699 -759 -849
I
-953 -1061
Deflection-4 Top West
(mm) 0.00 0.30 0,27 0,2 1 0.16 0.15 0.2 1 0.37 0.5 1 0.7 1 0,89 1 .O8 1.31 1.80 2.36 2.90
STRAIN-N
(micro-stmin) - 14 -34 -48 -65 -95 -130 - 159 -183 -202 -218 -224 -228 -228 -216 -176 -95
Defiect ion-2 Midspan West
(mm) 0.00 0.1 1 0.03 -0.05 -0.18 -0.29 -0.39 -0.42 -0.42 -0.4 1 -0.40 -0.38 -0.34 -0.2 1 0.03 0.39
STRAIN-W
(micro-strain; -1 1 -62 -98 -146 -227 -32 1 -419 -51 1 -596 -690 -762 -833 -909 -1015 -1130 - 1246
LOAD
(kN) O -5 -8
-1 3 -20 -28 -36 -44 -5 1 -59 -64 -70 -75 -83 -89 -94 -99
Dcflectian- l Midspan Norîh
(mm) 0.00 -0.09 -0.04 0.0 1 0.09 0.15 O. 20 0.39 0.59 0.94 1.23 1.54 1.92 2.56 3.54 5.24
Table Length= 1 674mm
F
Depth=48.5mm W idth-47mm
Thickness=Srnm Failure Ioad=7 1 kN
Mode of failure: Ftexure
C.la: Load-Strain-Defiection Data for c27 pinned (contd.)
buckling STRAlN-E
(micro-stnin) -24 -4 1
1
-6 1 -85 - 109 - 145 -169 -204 -222 -240 -257 -270 -268 -249 -198
STRAIN-W
(micro-strain) -65 -102 -142 - 194 -244 -324 -377 -46 1 -505 -557 -610 -668 -7 1 O -717
I
-688
towards south STRAIN-N
(micro-strain) -34 -57 -83
-1 16 - 149 -203 -239 -301 -338 -383 -437 -519 -618 -723 -894
-7 1 -89 .
LOAD
(kN) -4 - 8
-1 1 - 16 -20 -28 -3 2 -40 -44 -49 -54 -60 -65 -68 -70
-1 172
Deflection-2 Midspan West
(mm) -0.04 -0.02 -0.04 -0.10 -0.17 -0.3 1 -0.40 -0.58 -0.68 -0.82 -0.99 - 1.27 - 1.68 -2.12
Deflection- l Midspan North
(mm) -0.09 -0.20 -0.37 -0.6 1 -0.9 - 1.49 - 1.94 -2.82 -3.37 -4.1 5 -5.27 -7.25 - 10.4 -14.3
-608
Deflection-3 Top North
(mm) -0.0 1 -0.08 -0.24 -0.46 -0.7 1 - 1.23 - 1.60 -2.24 -2.56 -2.97 -3.50 -4.4 1 -5.77 -7.46
Deflection-4 Top West (mm) -0.12 -0.10
I
-0.02 0.00 0.00 0.00 -0.03 -0.07 -0.08 -0.09 -0.12 -0.16 -0.2 5 -0.34
Table C.1 a: Load-Strain-Deflection Data for c31 pinned (contd.)
1 Failure load=69 kN 1 1 Mode of failure: Flexural bucklina towards north
V
STRAIN-E
(micro-strain) -2 -35 -64
L
-94 -141 -188 -224 -269 -318 -405 -460 -508 -545 -61 1 -656 -704 -744
J -758
, STRAIN-N
(micro-strain) 22 3
-10 -23 -44 -67 -84 -100 -1 19 - 142 - 155 -160 -160 - 144 -75 -30 47 63
STRAIN-W Deflection-2 Midspan West
(mm) 0.00 0.07 0.03 0.02 0.02 0.06 0.09 0.13 0.2 1 0.37 0.54 0.66 O. 78 0.96 I .O8 1.14 0.80
LOAD Deflection-l Midspan North
kflection-3 Top North
(mm) 0.00
(mm) 0.00 0.12 0.2 1 0.32 0.49 0.68 O. 84 1 .O7 1.41 2.32 3.17 4.19 5.20 7.70 10.3 14.2 20.0
Deflection-4 Top West
(mm) k 0.00
(micro-strain) -40 -68 -88 -109 -142 -175 -200 -230 -264 -326 -364 -399 -42 5 -473 -508 -547 -588 -60 1
(kN) O - 5 - 8 -1 1 -1 7 -22 -26 -30 -36 -45 -50 -54 -58 -62 -65 -67 -68 -69
0.02 0.05 0.03 0.00 -0.07 -0.13 -0.2 1 -0.26
0.02 -0.1 1
#
-0.20 -0.30 -0.36 -0.4 1
4
-0.45 1
-0.49 d
-0.1 5 0.06 0.40 0.73 1.62 2.54 3 -92 6.05
-0.50 4
-0.52 -0.55
1
-0.56 -0.60 -0.63 -0.69 -0.77
Table Ch: Load-Strain-Deflection Data for c6 pinned (contd.)
1 Failure load=20 kN 1 1 Modc of failure: Flexural buckling towards north 1
STRAIN-E STRA1N-N STRAiN-W LOAD Deflcction- 1 Mids~an North
(micro-strain) (micro-strain) kmicro-strainj ( k ~ ) (mm) - 1 8 - 5 1 -36 1 O 0.00
--
Midspan West Top North Top West (mm) (mm) (mm) 0.00 0.00 0.00 0.5 1 0.89 0.50 0.47 0.96 0.39
Tabk C.la: Load-Strain Data for c7pinned (contd.)
Thicknes~2 .4mm Failure load= 12 kN
1 Mode of failure: Flexural 1 1 buckling towards north 1 1 STRAIN-E 1 STRAIN-N 1 STRAIN-W1 LOAD 1
(micro-strain) O
(micro-strain) O
(micro-strainl (kN) O - 1
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t -asnsgIB!aa ~ - = a n ~ I V ! ~ ~ - a a n = ~ ~=!a 1 IVOI A-NIWIS N-NIV~LS TNI~IS
- --
Table C.1 b: Load-Strain-Deflection Data for crlS pinned (contd.)
1 Thic kness=Smm 1
1 buckling towards south 1
STRAIN-E
(micro-strain) -5 -22 -4 1 -59 -84 -131 -155 -175 -203 -223 -237 -245
1
-237 . -222 -171 -92
Deflection-2 MidspanWest
(mm) 0.00 -0.1 1 -0.08 -0.08 -0.10 -0.1 7 -0.2 1 -0.23 -0.28 -0.29 -0.30 -0.33 -0.44 -0.72 -0.88
STRAM-N
(micro-strain) - 16 -47 -84
-1 19 -171 -28 1 -344 -399 -497 -592 -679 -85 1 -977
-1 101 - 1336 - 1629
Deflection-3 TopNorth (mm) 0.00 -0.14 -0.24 -0.45 -0.79 -1.64 -2.22 -2.75 -3.69 -4.61 -5.50 -7.5 1 -9.17 -1 1.0 -14.3
STRAN-W
(micro-strain) - 14 -39 -67 -92 -130 -20 1 -237 -267 -313 -348 -37 1 -390 -386 -3 70 -312 -216
Deflection-4 TopWest
(mm) O
-0.06 0.00 0.05 l
0.08 0.09 0.08 0.07 0.04 ,
0.04 0.03 0.00 -0.04 -0.09 -0.19
LOAD 1 Deflection- 1
(kN) O - 3 - 7 -10 -14 -23 -28 -32 -39 -44 -49 -56 -59 -62 -65 -66
MidspanNortt (mm) 0.00 -0.16 -0.3 5 -0.57 -0.95 - 1 .92 -2.61 -3.25 -4.5 1 -5.87 -7.29 - 10.6 - 13.5 - 16.7 -23.3
1 Table C.1 b: Laad-Strain Data for crl8 pinned (cantd.)
I towards north 1 STRAIN-E
(micro-strain) -127
STRAIN-N (micro-strain)
- 1 15
STRAIN-W (micro-strain)
-1 15
LOAD (kN) - 18
Table C. 1 b: Load-Strain-Deflection Data for cr 19 pinned (contd.)
I
1 Failure load=77 kN
I Mode of failure: Flexural buckling towards south 1 Strain E STRAIN-N
micro-strain micro-strain I l STRAIN-W
(micro-strain) - 8
LOAD
(kN) O
Deflection-1 MidspanNorth
(mm) 0.00
Defleciion-2 Midspan West
(mm) O
Deflection-3 TopNorth
(mm) O
ûeflection-4 , TopWest
(mm) O
1 Table C.1 b: Load-Strain Data for er21 pinned (contd.) 1
Failure load=35 kN Mode of failure: Flexural buckling
1 towards north 1
1 STRAIN-E STRAIN-W LOAD (micro-strain)
O (micro-strain)
O -33
(micro-strain) O
- - - -
Table C.1 b: Load-Strain Data for cr22 pinned (contd.) 2- A
1 Thic kness=3mm 1
I Mode of failurc: Flexural buckling towards souih 1
STRAIN-E I STRAIN-N I STRAIN-W I LOAD
b
Table C.1 b: Load-Strain Data for cr24 pinned (contd.) _1
1 Thickness=4mm 1 Failure load=26 kN
1 buckling towards norîh 1
( (micro-strain) [micro-strai (micro-strain) 1 (kN) 1
Table C.1 b: Load-Strain-Deflcction Data for cr25 pinned (coontd.)
Lcngth4 l l l mm Depth=46Smm W idth=40.5mm Thickness4mm
Failure Load=SO kN Mode of failure: Flexural buckling
towards norîh
Dial Gauge-4 Top West
(mm) 0.00 0.14 O. 14 0.1 1 0.03 0.01 0.04 ,
0.10 0.3 1 0.54 0.77 1 .O4
Dial Gauge- l Midspan North
(mm) 0.00 0.10 0.3 1 0.45 0.82 1.18 1.53 2.14 3.50 5.48 8.90
- STRAIN-E
(micro-strain)
STRAIN-N
(micro-strain)
STRAIN-W
(micro-strain) 69 19
-33 -73 -163 -239 -304 -400 -543 -673 -853 -1418 -277
Dial Gauge-2 Midspan West
(mm) O. 00 0.06 0.0 1 -0.03 -0.07 -0.09 -0.09 -0.09 -0.0 1 O. 16 0.40 0.60
LOAD
(kN) O -4 - 8
-1 I -17 -22 -27 -32 -40 -45 -48 -48 - 50
Dial Gauge-3 Top North
(mm) 0.00 -0.06 0.00 0.02 0.07 0.14 0.23 0.42 1.10 2.32 4.72
10 -36 -84 - 12 1 -206 -278 -336 -42 3 -552 -670 -826 - 1268 -413
-29 -57 -85 -106 - 147 -174 -190 -204 -189 - 123 33 696 -569
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1 Table C.1 b: Load-Strain-Deflection Data for cr28 pinned (contd.) 1
1 Mode of failure:Flexural bucklingl towards -
STRAIN-E
(micro-strain) -20 -4 1 -58 -94 - 139 -163 -202 -230 -25 1 -269 -28 1 -28 1 -266 -240 -202 -164
- -
-4 687
south STRAIN-N
(micro-strain) -29 -63 -88 -148 -228 -273 -358 -433 -501 -583 -683 -806 -956 -1096 - 1239 -1366 - 1798 49 1
STRAIN-W
:micro-strain -24 -49 -69
-1 12 -166 -194 -240 -277 -303 -328 -348 -356 -347 -323 -286 -256 -1 19 954
Dial Gauge-4 Top West
(mm) -0.25 -0.25 -0.25 -0.24 -0.24 -0.23 -0.23 -0.2 1 -0.20 -0.19 -0.19 -0.19 -0.08 -0.05 -0.05
Dial Gauge-2 Midspan West
(mm) -0.05 0.0 1 0.02 -0.0 1 -0.05 -0.07 -0.09 -0.09 -0.1 1 -0.12 -0.13 -0.07 -0.06 -0.15
LOAD 1 Dial Gauge- 1 Dia1 Gauge-3 Top Norîh (mm) -0.12 -0.28 -0.40 -0.79 - 1.42 - 1.83 -2.68 -3.42 -4.07 -4.88 -6.00 -7.54 -9.5 1 -1 1.5 - 13.7
(kN) -3 - 7 -9 - 15 -22 -26 -33 -38 -43 -47 -52 -5'1 -6 1 -64 -66 -67 -68 -69
Midspan Nortt
(mm) -0.14 -0.29 -0.45 -0.89 - 1.57 -2.01 -2.98 -3.90 -4.78 -5.93 -7.59 -9.86 - 12.9 -16.1 -1 9.5
1 Table C.1 b: Load-Strain Data for cr29 pinncd (contd.) 1
Failure load= 102 kN Mode of failure: Flexural
1 STRAIN-E 1 STRAIN-N I STRAIN-W I LOAD I micro-strain C l (micro-strain)
-32
- -
(micro-strain) -32
Failure load=96 kN Mode of failure:Flexural
{micro-strain) 1 (micro-strain)
STRAIN-W LOAD Deflection- l Deflcct ion-2 Deflection-3 Deflect ion-4 Midspan North Midspan West Top North Top West
(micro-strain) (kN) (mm) (min) (mm) (mm) - 18 -3 -0.30 -0.04 -0.37 -0.1 1 -4 1 -8 -0.67 0.04 -0.73 -0.01
9€- 6S8 I - 869 829 1 - 12- b96- OZ- 09t-
1 SZ- 1 198- 1 Zb- 1 81t-
CSZ- I 9P- I 1 C l - 9- sri- CC- 08- 9- 9S1- I C- 18-
Table C.1 b: Load-Strain-Deflection Data for cr3 pinned (contd.)
1 ~ailure Ioad=27 kN 1 Mode of failure:Flexure
1 buckline towards east 1
Deflection-4. TopWest
(mm) O
4.67 I
4.48 4.42 4.33 4.2 1 4.02 3.79 3.34 2.76
Deflection-2
(mm) 0.00 8.32 7.67 7.5 1 7.27 6.96 6.50 6.04 5.03 3.84
Deflection- 1 MidspanNorthMidspanWest
(mm) 0.00 22.2 21.2 21.3 21.4 21.5 21.4 21.2 20.7 20.0
Deflection-3 TopNorth
(mm) 0.00 15.9 15.6 15.6 15.7 15.7 15.6 15.6 15.3 14.9
STRAlN-E STRAM-W STRAJN-N LOAD
(kN) - 1 - 3 - 5 - 7 -9 -12 -15 - 18 -2 1 -25 -27
(micro-strain) 184 160 145 126 109
h
90 69 49
I
48 109 47 1
(micro-strain) jmicro-stmin - 17 -8 1 -125 -177 -232 -298 -368 -476 -569 -734
-1 175
-20 1 -260 -298 -347 -396 -456 -518 -612 -694 -825 -998
1 LZ- 1 L8b- 1 922- 1 ZCL- 1
1 L I - 1 ZZC- 1 66- 1 6SP- 1
92- SZ-
OZ- 81-
01 Z- 28 I -
I ZP- LOP-
E9L- 9SL-
6bC- ZCC-
L I - 6-
€6- COI-
PZC- t61-
P8E- ,
16P-
101- C t -
09P- E6 1 -
I Table C.! b: Load-Strain-Deflection Data for cr4 pinned (contd.)
I Failure load= 15 kN I 1 Mode of failure: Flexural bucklinp: towards south 1
1 STRAM-E
micro-strain I I - r s l
- --
STRAIN-N 1 STRAM-W 1 LOAD 1 Deflection-1 1 Deflection-2 1 1 1 Mids~an North1 Mids~an West
(micro-strain) -52 -147
Deflection-3 Top North (mm) -0.26 -1.06 - 1.65 -2.80 -5.70
Deflection-4 Top West
(mm) -0.1 1 -0.3 1 -0.4 1 -0.47 -0.40
(micro-strain) -23 -58
(kN) -2 -6
(mm) -0.63 -2.49
(mm) 0.03 0.19
Table C.1 b: Load-Strain Data for cr6 pinned (contd.)
1 Failure load=54 kN 1
I Moûe of failure: Flcxural buckling iowards norih 1
STRAIN-E (micro-strain)
O
STRAIN-N (micro-sirain)
O
STRAIN-W (micro-strain)
O
LOAD (kN)
-5
I Table CJb: Load-Strain-Deflection Data for cr7 pinned (coontd.) I
Thickness=4mm Failure load=30 kN
I Mode o f failure: Flexural buckling towards north
, STRAIN-E STRAIN-N STRAIN-W LOAD -
(micro-strain) (micro-strain) (micro-strain) (kN) O O O - 1
-36 29 -47 -4 -84 76 - 1 1 1 -10
I Table C.1 b: Load-Strain-Dciiection Data for cr8 pinncd (contd.) I
1 Thic kness=4mm 1 I Failure load=20 kN I 1 Mode of failure:Flexural 1 I buckling townrds north 1
STRAIN-E
(micro-strain) -6 -6 1 -93 -135 -171 -224 -290 -382 -448 -555 -598 747
STRAIN-N
(micro-strain) -4
-22 -32 -4 1 -49 -54 -53 -18 49 338 537 962
STRAIN-W
(micro-strain) - 2 -36 -55 -79 -99 -128 -163 -2 14 -260 -386 -464 66 1
LOAD
, (kN) O - 3 - 5 - 7 -9
-1 1 - 14 -17 -19 1 -19 -18 -20
Deflection- 1 Midspan North
(mm) 0.00 0.45 O, 76 1.19 1.62 2.43 3.89 7.83 13.4
Deflection-2 Midspan West
(mm) 0.00 0.16 0.24 0.35 0.49 O. 77 1.22 1.99 2.33
Deflection -3 Top North
(mm) 0.00 0.19 0.36 0.54 0.74 1 .O8 1.74 3.46 5.86
Deflection-4 Top West
(mm) 0.00 0.13 0.17 O. 18 0.20 0.2 1 0.37 0.62 0.70
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Table C.2a: Lorid-Strain Data for cl 1 flat-ended (contd.)
-
Thickness=3mm I
Failurc load=48 kN 1 Mode of failure: Tonional flexural bucklina towards east
1 STRAM-E 1 STRAIN-N 1 STRAIN-W 1 LOAD (micro-strain) (micro-strain) (micro-strain) (kN)
5 -15 - 1 13 - 3
Table C.2a: Load-Strain-Deflection Data for cl4 flat-ended (contd.)
Width=35.75mm Thicknew3mm
Failure load-75 kN
flexeural buckling towards m n d
STRAM-E
(micro-strain) 2
-138 -190 -266 -335 -406
STMM-N
(micro-strain) -89 -363 -43 1 -527 -61 1 -70 1
leflection-3 Top North
(mm) 0.38 1 .O4 1 .O9 1.14 1.17 1.20
STRAIN-W
(micro-strain) -66 -355 -417 -507 -579 -650
Deflection-4 Top West
(mm) -0.23 -0.52 -0.53 -0.54 -0.54 -0.54
1.23 1.26 1.30 1.33 1.36 1.41
Deflection- l Midspan North
(mm) 0.34 1.38 1.49 1.61 1.72 1.83
LOAD
(kN) -4
, -17 -20 -2 5 -29 -33
-0.54 -0.54 -0.54 -0.54 -0.54 -0.54
Deflection-2 Midspan West
(mm) -3.07 6.67 6.64 6.59 6.55 6.50
1.93 2 .O4 2.25 2.41 2.65 2.93
-37 -4 1 -48 -53 -59 -67 -70 -7 1 -72 -74 -75
-473 -55 1
1
-680 1
-780 -898 -1090 -1 160 - 1203 - 1222 - 1332 -1401
6.45 6.39 6.27 6.17 5.99 5.53
-787 -888 - 1 062 - 1202 - 1374 - 1646 - 1 740 - 1797 -1819 -1961 -2052
-719 -795 -919 -1007 -1 101 - 1243 - 1292 -1317 -1328 -1371 - 1386
Table C.2a: Load-Stnin Data for cl6 flat-cnded (contd.)
1 Failure load=39 kN 1 1 Mode of failure:Torsional flexural buckline towards north 1
1 (micro-strain) 1 (micro-stmin) I(micro-strainl (kN)
1 Table C.2a: Load-Strain-Deflection Data for cl8 flat-ended (contd.) 1
1 Failure load=l17 kN 1 Mode of failure: Torsional
flexural buckling towards east
STRAIN-E
1
(micro-stnin) -8 - 13 -79 -145 -228
1
-328 r
-428 I
-526 -634 -778
STRAIN-N
(micro-strain) 6
-1 1 -43 -72
-1 10 -159 -209 -258 -310 -379
-879 -980
-1 128 Ci
- 1 243 -1363 -1504 -1606
STRAIN-W 1 LOAD 1
(micro-strain) 1 (kN) -298 1 - 10 -536 -17 -712 1 -24 -826 -30 -939 1 -35
-425 -466 -546 -61 7 -7 12 -842 -929
Deflection- l Midspan North
(mm) 0.26 0,46 0.63 0.76 0.9 1 1 . I Q 1.32 1.55 1.80 2.17
-1053 - 1 154 - 1244 - 1343 - 1489 -1603 -1731 - 1932 -2087 -2230 -2377 -2466
-1043
2.48 2.82 3.28 3.59 3.82 4.02 4.12 4.20
-42 -48 -53 -59 -67 -73 -78 -87 -92 -99 -106 -1 10
Deflection-2 Midspan West
(mm) 0.09
-
0.12 0.12 0,12 0.13 0.17 0.22 0.29 0.36 0.43
-2546 -1 14
0.47 0.47 0.48 0.22 0.0 1 -0.54 -1.19 -2.54
Deflection-3 - Top North
(mm) 0.16
- -
0.30 0.40 0.47 O. 56 0.66 0.77 0.87 0.99 1.20
kflection4 - Top West (mm) -0.74 -0.66 -0.66 -0.66 -0.66 -0.64 -0.67 -0.71 -0.74 -0.80 ,
1.40 1.67 2.03 2.25 2.39 2.5 1 2.57 2.64
-0.87 -0.97 ,
- 1.13 -1.30 - 1.50 -1.72 - 1.99 -2.19
Tablc C.2a: Load-Strain Data for c20 nat-ended (contd.) 1
Failure load=66 kN Mode of failute: Torsional flexural
buckling towards north west
STRAIN-E STRAIN-N STRAIN-W LOAD (micro-strain) (micro-strain) (micro-strain) (kN)
O O O - 1
Table C.2a: Load-Strain Data for c23 flat-ended (contd.) 1 1 Length = 1 673 mm
Thickness=4mm b
Failure load= 102 kN
Mode o f failure: Torsional flexural buckling towards east
1 STRAIN-E 1 STRAIN-N 1 STRAIN-W 1 LOAD (micro-strain) (micro-strain) (micro-strain) (kN)
O O O - 1
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l'able C.2a: Load-Strain-Deflection Data fur c27 flat-ended (contd.) 1 I
Length = l673mm r I
I Mode of failurc: Torsional flexure buckling towards east 1 STRAIN-E STRAIN-N STRAIN-W LOAD
(micro-strain) (micro-strain) (micro-strain) (kN) O O O - I
*
Table
Length=2233mm I 1
Depth48.7mm ).
Width47mm Thickness=Smm
1
Failurc load= 1 1 5 kN Mode of failure: Torsional
C.2a: Load-Strain-Deflection Data for c28a flat-ended (contd.)
flexural buckling STRAIN-E
(micro-strain) -20 -65
w
- 108 - 159 - 199 -248 -297 -345 -394 -45 1 -514 -572 -625 -696 -75 1 -783 -834 -935
v
-1059
towards east STRAIN-N ,
(micro-strain) -33 -79 -122 -167 -205 -248 -292 -335 -379 -426 -48 1 -528 -572 -634 -682 -712 -758 -86 1 -1088
STRAIN-W LOAD Deflection-1 Midspan North
(min) 0.29 0.40 0.46 0.53 0.61 0.71 0.82 0.95 1.10 1.31 1.62 1.95 2.29 2.85 3.37 3.76
Defïection-3 Top North
(mm) O. 10 0.1 1 O. 10 O, 10 O. 10 0.1 1 O. 14 O. 17 0.2 1 0.29 0.49 0.67 0.90 1.22 1 S2 1.74
Deflection-2 Midspan West
(mm) 0.52 0.83 1 .O3 1.22 1.36 1 .52 1.67 1.83 2.01 2.23 2.50 2.79 3.09 3.58 4.07 4.42
(micro-strainj (kN)
Deflection-4 Top West
(mm) -0.0 1 -0.1 7 -0.24
1
-0.27 -0.27 -0.2 7 -0.27 -0.27 -0.27 -0.27 -0.27 -0.27 -0.27 -0.27 -0.27 . -0.27
-1 11 -182 -232 -282 - _
-320 -365 -405 -445 -485 -528 -575 -6 16 -652 -696
- 8 - 15 -2 1 -27 -32 -37 -43 -48 -54 -60 -66 -73 -78 -85
-726 -74 1 -763 -782 -68 1
-9 1 -94 -98 - 107 -1 15
Table C.2a: Load-Strain-Dcflection Data for c28b flat-eridcd (contd.)
1 Failure load=109 kN 1 Mode of failure: Torsional
STRAIN- W
(micro-strain) -6 1 - 132 - 199 -24 1 -283 -325 -374 -4 16 -457 -510 -558 -596 -636 -673 -710 -74 1 -759 -78 1 -758
flexural buckling -
STRAIN-E
(micro-sirain) -8 -4 1 -99 -141 -186 -235 -295 -347 -400 -470 -532 -587 -644 -699 -757 -812 -862 -940 -978
towards north STRAIN-N
(micro-strain) -20 -6 1 -108 -141 -177 -216 -26 1 -300 -34 1 -394 -439 -477 -517 -557 -604 -653 -707 -806 -912
LOAD
(kN) -6 - 12 -19 -23 -28 -34 -40 -46 -5 1 -58 -65 -70 -76 -8 1 -87 -92 -97
-105 -109
Dcflection- l Midspan North
(mm) O. 18 0.28 0.46 0.6 1 0.78 0.97 1.28 1.53 1.81 2.24 2.74 2.14 3.88 4.63
Deflection-2 Midspan West
(mm) 0.28 0.56 0.77 0,88 0,99 1 .O8 1 .O9 1 -20 1.31 1.47 1.61 1.78 1 ,96 2.17
Deflection-3 Top North
(mm) 0.13 0.24 0.29 0.34 0.40 0.46 0.54 0.65 0.74 0.9 1.17 1 ,43 1.74 2.17 2.63 3.19 3.75
Deflection-4 Top West
(mm) 0.16 O. 14 0.18 0.08 0.08 0.10 O, 14 O. 19 0.24 0.29 0.34 O. 39 0.44 0.49 0.52 O. 54 1
0.54
5.55 6.7 1 8.1 1
2.48 2.89 3.47
Table C.2a: Load-Strain-Deflection Data for c2 flat-ended (contd.)
1 Failure load=36 kN 1
l Mode of failurc: Torsional flexural buckling towards north 1
I STRAM-E I STRAIN-N STRAIN-W LOAD Dial Gauge-2 centre west
(mm) 0.00
centre north (micro-strain)
O -\O0 -158 -304
(micro-strain) O
-469
(micro-strain) O 2
-1 17 -363
Tahlc C.2a: Load-Strain Data for c30 flat-cnded (contd.) I
1 flcxural buckling towards north d
STRAIN-E STRAIN-N I
(micro-strain) (micro-sitain -344 -31 1 -368 -334 -430 -392
STRAIN-W micro-strain
1 Table C.2a: Load-Strain Data for c31 flat-endcd (contd.) 1 Length = 1979nim Dc~th=60.5mm
Thickness=Srnm Failurc load= 185 kN
1
1 Mode of failure: Torsional flcxural buckling towards cast
STRAIN-E 1 STRAIN-N (micro-strain) (micro-strain)
-36 -4
STRAIN-W 1 LOAD 1 (micro-strain) (kN)
-14 - 1 -26 -13
l
I -42 -33
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Dia1 Gauge-4 top west (mm) -0.62
Dial Gaugc- l centre norîh
(mm) 4.96
LOAD
(kN ) -109 -1 1 1 -1 16 - 122 - 128 - 132 - 136
STRAIN-W
(micro-strain: -823 -842 -880 -920 -958 -975 -952
STRAIN-E
(micro-strain) -885 -907 -952 - 1002 -1051 -1075 - IO54
Dial Gaup-2 centre east
(mm) 4.26
STRAIN-N
(micro-strain) -556 -569 -596 -630 -682 -724 -833
Dial Gauge-3 top norîh (mm) 3 .O4
TableC.28: Lord-Strain-Deflection Data for c6 flat-cnded (contd.) 1
1 Failure load=46 kN
1 flexural buckling towards
STRAM-W STRAIN-N
(micro-strain) (micro-strain O O
STRAIN-E LOAD Dial Gauge- l centre north
(micro-strain: (kN) (mm) O -2 0.00
-409 -9 0.66
1 Table C.2a: Load-Strain Data for c8 flat-ended (contd.) 1
1 Mode of failure: Torsioncil flexurel 1 I buckling towards north west l 7
STRAIN-E (micro-strain)
O
STRAIN-N (micro-strain)
O
STRAIN-W (micro-strain)
O
LOAD (kN)
- 1
. Table C.2b: Load-Strain Data for c r l l flat-ended (contd.)
1 Length = 1673mm 1
l Mode of failure:Torsional flexural buc kling towards west 1
1 STRAIN-E 1 STRAtN-N 1 STRAIN-W 1 LOAD (micro-stnin) (micro-strain) (micro-strain) (kN )
O O O - 1
1 Table C.2b: Load-Strain-Deflection Data for cr 12a flat-ended (contd.) 1
Width=40.5mm Thic kness=4mm
1 Failure load=66 kN 1 1 Mode of failure: Torsional 1
owards south 1 STRAIN-N 1 STRAIN-W 1 LOAD 1 Dial Gauge- I 1 Dial Gauge-2 1 Dial Gauge-3I~ial Gauge-4
1 1 1 1 centre north 1 centre east 1 toa north 1 ton west 1 (micro-stnin) (micro-strain) (micro-strain). (kN) (mm) (mm) (mm) (mm)
O O - 1 0.00 0.00 0.00 0.00
Table C.2b: Load-Strain-Dcflection Data for crl2b flat-ended (contd.) 1 Length=223 1 mm Depth=46.6mm W idth=40.5mm
1
Thickness4mm Failure load=70 kN
Mode of failure: Torsional flexural 1 buckling towards east
1 STRAM-E STRAIN-N STRAM-W LOAD Dial Gauge- l Dia1 Gauge-2 Dial Gaupe-3 Dial Gauge-4 centre north centre east top north top west
(micro-strtiin) (micro-strain) (kN) (mm) (mm) (mm) (mm) -92 -92 -6 -0.30 0.63 -0.03 -0.04 -185 -176 -13 -0.56 1 .O9 -0.34 -0.29 -25 1 -230 -18 -0.75 1.3 1 -0.5 7 -0.39 1
-319 -287 -23 -0.94 1.54 -0.77 -0.46 -399 -355 -29 -1.16 1.78 -1.01 -0.53 , -453 -399 -34 - 1.33 1.96 -1.17 -0.57 -502 -440 -38 -1.51 2.12 -1.34 -0.60 ,
-559 -486 -42 -1.76 2.37 -1.53 -0.65 -602 -522 -45 - 1.97 2.59 - 1.68 -0.70 -645 -559 -49 -2.23 2.88 -1.84 -0.78 -697 -602 -53 - 1.57 3.30 -2.05 -0.9 1 -774 -673 -60 -3.44 4.5 1 -2.36 - 1.24 -772 -673 -60 -818 -716 -64 -845 -747 -66 -847 -783 -70 *
I Table C.2b: Load-Strain Data for cr 15 flat-ended (contd.) I I
Length = 1673mm I I
1 flexural buckling towards west 1 1 STRAIN-E 1 STRAIN-N 1 STRAIN-W 1 LOAD 1
(micro-strain) (micro-strain) (micro-strain) (kN ) -
- 1 -22 -26 -3
.- -- - -
Table C.2b: Load-Strain-Denection Data for crl6a flat-ended (contd.)
1 Failure load= 100 kN 1
flexural buckling towards east SI'RAIN-W
(micro-strain) -84 - 17 1 -257 -324 -38 1 -450 -500 -547
STRAIN-E
(micro-strain) -10 -18 -26 -45 -83 - 135 -176 -22 1
STRAIN-N
(micro-strain) -4 1 -86 - 135 -182 -230 -292 -342 -388
-276 -320 -374 -435 -50 1 -572 -598 -674
I
-728 -769
LOAD
(kN) -6
-12 -1 7 -23 -28 -36 -4 1 -47 -54 -59 -65 -72 -79 -86 -89 -95 -99 -100
Dia1 Gauge- 1 centre north
(mm) 0.38 0.6 1 0.69 O. 76 0.83 0.93 0.97 1 .O2
-447 -492 -543 -598 -653 -708 -727 -777 -804 -808
1 .O9 1.14 1 .26 1.41 1.53 1.5 1 1.41
I
-606 -650 -702 -759 -815 -869 -886 -935 -955 -954
Dial Gau~e-2 centre east
(mm) -0.03 0.34 0.8 1 1.18 1.53 1.99 2.37 2.77
-0.4 1 -0.57 -0.82 -1.15 8.40 7.72 7.40
Dial Gauge-3 top north
(mm) 0.23 0.30 0.30 0.28 0.23 O. 1 5 0.1 1 0.07
3.32 3.85 4.6 1 5.63 7.08 9.23 10.3
Dial Gauge-4 4
top west (mm) 0.39 0.43 0.43 0.39 0.23 0.05 -0.08 -0.22
0.03 0.03 O. 10 0.22 0.38 0.5 1 0.58
1 Table C.2b: Load-Strain-Deflaction Data for crl6b flat-ended (contd.) 1
1 Mode of failure: Tonional flexural bucklina towards east 1
I Y
STRAiN-E
(micro-strain) -37 -66 -133 -2 17
L
-314 r
-373 -420 -477 -5 1 3 -57 1 -604 -63 7 -658
1
-67 1 F
-718 -736
STRAM-N
(micro-strain) -22 -95 -163 -237 -319 -363 -397 -434 -464 - 5 0 -52 1 -543 -557 -565 -598 -610
STRAM-W
(micro-strain) - 136 -320 -455 -576 -705 -778 -834 -898 -948 -1013 - 1 048 -1081 -1 104 - 1 116 -1 155 -1 166
LOAD
(kN) -9 -20 -3 1 -42 -55 -62 -67 -74 -78 -85 -88 -9 1 -94 -95 -99 -100
Dial Gauge- l centre north
(mm) 1.16 1.67 2.07 2 -48 3.04 3.44 3.83 4.37 4.83 5.65
Dial Oauge-4 top west
(mm) 0.53 0.67 0.53 0.29 -0.02 -0.23 -0.40 -0.68 -0.93 - 1.43
Dial Gauge-2 centre east
(mm) -0.23 0.47 1.13 1.79 2.73 3.34 3.96 4.82 5.70 7.30
Dial Gauge-3 top north (mm) 0.59 0.97 1.22 2 .46 1.81 2.10 2.4 1 2.84 3.22 3.84
Failure load=198 kN M d c of failurc: Torsional flcxural
buckling towards north wcst STRAIN-E 1 STRAIN-N
(micro-strain) (micro-strain) O - O
STRAIN-W LOAD (micro-strain) (kN)
O -3 -5 5 -21
-128 -35 -182 -44 -233 -52 -3 19 -66
Table C.2b: Load-Strain Data for cr19 flat-ended (contd.)
Thickness=5mm Failure toad= 163 kN
l Mode of failure: Torsional flexural buckling towards west 1
I STRAN-E I STRAIN-N I STRAM-W 1 LOAD (inicro-strain) (micro-strain) (micro-strain) (kN)
-40 6 - 16 -4 -129 -8 -6 1
Table C.2b: Load-Strain-Deflection Data for cr2Oa flat-ended (contd.) 1
Failure load= 145 kN Mode of failure: Torsional
1 flexural bucklinr towards 1 STRAM-E STRAM-N
(micro-strain) lmicro-strainWmicro-strain:
STRAIN-W
(kN)
LOAD
(mm) -600 -632 -666 -726 -77 1 -857 -947 -995
-0.24 -0.24 -0.24 -0.24 -0.24 -0.24 -0.24 -0.24
Dial Gauge- l centre north
(mm) 0.28 0.35 0.40 0.42 0.42 0.39 0.34 0.3 1
Dial Gauge-2 centre east
- 8 - 13 - 18 -26 -32 -42 -53 -59
-643 -67 1 -702 -753 -79 1 -86 1 -932 -970
(mm) -563 -602 -64 1 -699 -740 -814 -890 -93 1
(mm) -0.29 -0.32 -0.38 -0.45 -0.50 -0.5 8 -0.65 -0.65
Dial Gauge-3 top north
-0.06 -0.06 -0.05 - 0.02 0.09 0.24 0.4 1 0.50
Dial Gauge-4 top West
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Tabk C.2b: Load-Strain Data for cr22 flat-ended (contd.) I
1 Thic kness=3mm 1 1 Failure Ioad=48 kN 1 Mode o f failure: Torsional
STRAIN-E (micro-strain)
O -37 -518 -68 1
STRAIN-N (micro-strain)
O -64 -803 -998
STRAIN-W (micro-strain)
O -26 -456 -567
LOAD (kN)
- 1 - 3 -35 -45
L Table C.2b: Load-Strain Data for cr24 flat-ended (contd.)
Failure Ioad=75 kN I
Mode of failure: Torsional 1 Flexural buckling towards north 1 I west I
1 STRAM-E 1 STRAM-N 1 STRAIN-W 1 LOAD (micro-sirain) (micro-sirain) (micro-strain) (kN)
O O O - 1
I Table C.2b: Lond-Strain Data for cr25 flat-ended (contd.) 1 1
Length = 1 1 14mm I
1 Thic kness=4mm 1 1 Failure load=109 kN 1 Mode of failurc: Torsional flexural 1 bucklinp towards easi 1
STRAIN-E STRAIN-N STRAIN-W LOAD (micro-strain) (micro-strain) (micro-strain) (kN)
-5 -22 -47 - 3
I Table C.2b: Load-Strain Data for cr26 flat-endcd (contd.) I
1 Failure load=95 kN 1 1 Mode of failure: Torsional flexural 1 1 buckline towards north west 1
(micro-strain) O
(micro-strain) O
..
(micro-strain) O
- --
(kN ) - 1
Table C.2b: Load-Strain Data for cr28 flat-cnded (contd.) J
Thickness=Smm Failure load= 148 kN
l Mode of failure:Torsional flexural buckling towards soiiih eost 1
STRAIN-E STRAIN-N STRAIN-W LOAD (micro-strain) (micro-strain) :micro-strain: (kN)
O O O -36
Table C.2b: Load-Strain Data for cr29 flat-ended (contd.)
I - - -
Length = 1 520mm 1
I STRAIN-E I STRAIN-N I STRAIN-W I LOAD
Table C.2b: Load-Strain-Deflection Data for cr2 flat-ended (contd.)
1 Failure load=72 kN 1 Mode of failure: Torsional
flexural buckling towards wcst 1 STRAIN-E
(micro-strain) O
STRAIN-N
(micro-strain] (micro-strain) O I O
STRAIN-W ,, LOAD
(kN) - 3
Dial Gauge-1 Dia1 Gauge-2 Dial Gauge-3 - centre north centre west top north
Dial Gauge-d top west
(mm) 0.00
(mm) 0.00
(mm) 0.00
(mm) 0.00
1 Table C.2b: Load-Strain-Deflection Data for cr30 flat-ended (contd.) 1 L I
Length = 1 W8mm I
Failure load=164 kN i
Mode of failure: Torsional Rexural buckling towards West
STRAM-W (micro-strain)
-12 -78 -170 -257 -303 -352 -463 -55 I -602
STRAIN-E (micro-strain)
-29 -218 -347 -459 -5 16 -575 -71 1 -816 -877
>
LOAD (kN)
-3 - 19 -34 -47 -54 -6 1 -7 7 -89 -96
STRAIN-N (micro-strain:
-8 -88 - 175 -255 -297 -343 -445 -526 -572
1 avoi
ZPL- CS L- 299- LOL- ZIP-
1 Table C.26: Load-Strain Data for cr4 flat-ended (contd.) 1
flexural buckling towards west
STRAIN-W (micro-strain)
O
STRAIN-N I STRAlN-E I LOAD (micro-strain) (micro-strain) (kN)
O O - 1
1 Table C.2b: Load-Strain-Deflection Data for cr6 flat-endcd (contd.) 1
1 Mode of failure: Torsional 1 flexural buckling
STRAIN-E
(micro-stnin) -97 -255 -422 -52 1
l
-6 16 -753 -895 -1029 -1 180 -1321 .. - 1474 -1648 -1813 - 1952 -2208 -2357 -2394 -2469 -2591
towards east STRAIN-N
(micro-strain) 39 53 -12 -76 -142 -25 1 -373 -495 -635 -766 -908 - 1074 - 1229 - 1363 -1601 -1732 - 1 764 - 1 828 -1955
Dial Gauge-4 top west
(mm) 0.05 0.12 0.13 0.13 0.13 O. 13 0.13 O. 13 O. 13 0.23 0.23 ,
0.23 0.22 0.22 0.27 0.36
STRAIN-W
(micro-strain) -106 -279 -474 -580 -677 -806 -93 2 -1049 -1 175 -1293 -1423 -1 573 -1704 - 1800 - 1 946 -2019 -2036 -2076 -2171
Dial Gauge- l centre north
(mm) O. 18 0.46 0.68 O. 75 0.82 0.90 0.96 1 .O3 1.16 1.28 1 .41 1.55 1.65 1.72 1.76 1.75
LOAD
(kN) - 8 -15 -25 -3 1 -37 -45 -53 -62 -70 -78 -86 -95 - 1 03 - 1 09 -1 18 -123 -124 - 127 -131
Dia1 Gauge-2 centre West
(mm) 0.07 O. 18 0.2 1 0.22 0.24 0.3 1 0.36 0.4 1 0.5 1 OS8 0.66 0.66 0.68 0.69 0.70 0.63
Dia1 Gauge-3 top north
(mm) 0.05 0.26 0.45 0.53 0.59 0.66 0.7 1 0.76 0.84 0.93 1.10 1.23 1.36 1 .42 1.61 1.68
Table C.2b: Load-Strain Data for cr7 flat-ended (contd.)
1 Lennth = 1 370mm 1
1 Failure load=71 kN 1
I Mode of failure: Torsional flexural buckling towards west 1
1 STRAIN-E 1 S T ~ M - N 1 STRAIN-W 1 LOAD 1 (micro-strain) 1 (micro-strain) 1 (micro-strain) 1 (kN)
. +able C.2b: Loid-Striiin Data for rr8 flatsndcd (conad.)
Failure load=S4 kN Mode of failure: Torsional
1 flexural buckling tokiards north)
I STRAIN-E micro-strain) P T -
-IN-N 1 STRAM-W 1 LOAD 1 (micro-strain) [(micro-strainl (kN) 1
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1 Table C.3a: Load-Strain Data for c l 1 wclded (contd.) 1 I
Length =9 14mm r I
-- - - - - - - 1 Mode of failure=Torsional flexural towards 1
LOAD (kN) - I -3 I
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STRAIN-W (micro-strain;
O -96 -94
STRAIN-E (micro-strain)
O 1
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1 Table C.3a: Load-Strain-Deflcction Data for c l9 wclded (contd.) 1
1 Failure load=90 kN 1 Mode of failure: Torsional flexural
West STRAIN-W
(micro-strain) -4 1 -143 -230 -306 -368 -442 -550 -623 -733 -830 -948 -1062 -1277 -1438 - 1 764
LOAD
(kN) -6 - 14 -2 1 -26 -3 1 -37 -44 -50 -57 -63 -70 -75 -83 -86 -89 -90
buckiing STRAIN-E
(micro-strain) -49 -171 -268 -352 -418 -495 -605 -680 -787 -879 , -979 - 1050 -1 150 - 1 152 -1014
Deflection- l Midspan Nortk
(mm) -0.1 3 -0.56 -0.95 - 1.34 - 1 -67 -2 .O5 -2.4 1 -2.64 -3.01 -3.37 -3.84 -4.39 4.45 3 -62
Deflcction-2 Midspan West
(mm) O
0.03 0.06 0.1 1 0.15 0.20 0.29 0.35 0.46 0.57 0.8 1 1.19 2.59 4.34
towards North STRAIN-N
(micro-strain) -38 -121 -187 -240 -282 -334 -422 -482 -563 -626 -687 -720 -767 -785 -84 1
Deflection-3 Top North
(mm) O
-0.04 -0.12 -0.20 -0.24 -0.32 -0.39 -0.42 -0.48 -0.53 -0.63 -0.69 -0.88 -0.98
Deflection-4 Top West (mm)
O 0.04 0.08 O. 13 O. 17 0.23 0.27 0.3 1 0.38 0.42 0.49 0.60 0.93 1.31
Table C.3a: Load-Strain-Deflection Data for c2O welded (contd.)
Thickness=4mm Failure load=58 kN
I Mode of failure: Torsional fiexure buckling towards north west 1
micro-strain k- STRAIN-N 1 STRAIN-W 1 LOAD 1 ~eflection-l 1 Deflection-2
1 1 Mids~an Nord Mids~an West (micro-strain)
O (micro-strain)
O (kN)
- 1 (mm)
O (mm)
O
1 Table C.3a: Load-Strain-Deflection Data for c22 welded (cantd.) 1
1 Failure laad= 140 kN 1 Mode of failure: Torsional flexural 1
east STRAIN-W
(micro-strain) -190 -325 -441 -563 - 724 -887 -1091 -1371 -1458 -1625 - 1743 - 1843 - 1974 -2 104 -2153 -22 14 -2235 -2239
STRAIN-E
(micro-strain) -222 -389
I
-516 -645 -799 -936 - 1 097
1
-1371 - 1465 - 1646 -1771 - 1875 -201 1 -2 1 44 -2204 -2269 -2305 -2353
>
buckling towards STRAIN-N
(micro-strain) 126 132 77 13
-9 1 - 194 -294 -299 -357 -473 -56 1 -644 -763 -920 -1000 -1 138 - 1244 - 1340
LOAD 1 Deflection- l
(kN) -1 I -20 -29 -3 7 -49 -59 -70 -8 1 -87 -96 -103 - 109 -1 17 -125 -130 -135 -1 38 - 140
Dcflection-4 Top West
(mm) 0.05 0.06 0.08 0.10 0.12 O, 13 O. 13 0.13 0.13 0.13 0.13 0.13 O. 13 1
0.1 3
A
Dcflection-2 Midspan West
(mm) -0.04 -0.1 1 -0.15 -0.1 8 -0.1 9 -0.18 -0.23 -0.24 -0.25 -0.25 -0.26 -0.30 -0.37 -0.57
Midspan Nortt (mm) 0.57 0.4 1 0.04 -0.37 -0.57 -0.55 -0.32 0.68 0.80 1 .O8 1.28 1.53 1.92 2S3
Deflection-3 Top North
(mm) 0.30 0.46 0.47 0.47 0.54 0.67 1 .O6 2.45 2.64 2.89 3.09 3.28 3.54 3.89
I Table C.3a: Load-Strain-Dcflcction Data for c23 welded (contd.) I
1 Thic kness=4mm 1 Failure Ioad=95 kN
Mode of failure:Torsional flexural
1 buckling towards east 1 -
STRAIN-E STRAIN-N STRAIN- W LOAD Deflection- 1 Defiection-2 Midspan North Midspan Wes
(kN) (mm) (mm) -5 O O
Deflection-3 é)eflection-4 TopNorth Top West
(mm) (mm) O O
Table C.3a: Load-Strain-Deflection Data for c24 welded (contd.) - - - - - - -
Length=223 1 mm(26mm) 1
1 Thic kness=4mm Failure load=80 kN
Mode of failure: Torsional flexural 1 buckling towards east
(kN) - 1
Midspan Nortk (mm)
O
Midspan West (mm)
O
Top North (mm)
O
Top West (mm)
O
Table C.3a: Load-Strain-Deflection Data for c26 welded (contd.) I
1 Thic kness=Smm 1 1 Failure load= 1 75 1 1 Mode of failure: Torsional flexural buckling 1
micro-strain tlSl
towards east STRAIN-N
(micro-strain) 69 62 33 -8 -69 - 134 - 19 1 -265 -308 -353 -403
1
-508 l -596 I
-7 17 -853
1
-942 -1057 1206
LOAD
(kN) -1 I -2 1 -29 -40 -52 -62 -7 1 -82 -87 -94 - 100 - 1 13 - 123 - 136 - 148 -158 -167 -175
STRAIN-W
(micro-strain) -98 -203 -304 -436 -600 -719 -8 10 -920 -98 1 - 1047 -1 t 14 - 1237 - 1332 - 1448 -1579 - 1658 - 1732 - I 760
Deflection- I Midspan North
(mm) 0.53 0.66 0.55 0.45 0.33 0.47 0.65 0.89 1 .O4 1.22 1.41 1.78 2.14 2.59 2.93
Deflection-2 Midspan West
(mm) -0.93 -1.54 -1.94 -2.35 -2.8 1 -3.07 -3.24 -3.48 -3.6 1 -3.72 -3,91 -4.29 -4.55 -4.67 -4.68
Deflect ion3 Top North
(mm) 0.35 0.55 0.6 1 0.69 0.77 0.93 1.12 1.35 1 $49 1.65 1 .BI 2.12 2.37 2.66 2.87
Dcflect ion4 Top West
(mm) -0.56 -0.92 -1.16 -1.36 -1.57 -1.71 -1 -80 -1.92 - 1.99 -2.07 -2.14 -2.29 -2.4 1 -2.65 -2.92
Table C.3a: Load-Strain-Deflection Data for c27 welded (contd.)
Failure load= 170 kN Mode of failure: Torsional flexure buckling
1 towards east 1
STRAIN-E
(micro-strain) O
STRAIN-N
(micro-strain) O
STRAlN-W
(micro-strain) O
LOAD Deflection-1 Deflection-2
(kN) -3
Midspan North Midspan West (mm)
O (mm)
O
Deflection-3
(mm) O
Deflection-4 Top North
(mm) O
Top West
Deflection-2 Midspan West
(mm) -0.1 8 -0.25 -0.44 -0.78 - 1.36 -3.3 1
Deflection- 1 Midspan Nortk
(mm) 2.86 3 .O6 3.34 3.79 4.40 5.29
LOAD
(kN) -132 -138 -144 -152 -158 -165 - 170
Deflection-3 Top North
(mm) 1.24 1.29 1.36 1.45 1.56 1.74
STRAIN-W
(micro-strain) -1050 -1 100 -1 154 -1213 - 1248 ,
- 1236
STRAIN-E
(micro-strain) -904 -94 1 -984 -1037 - 1 086 -1 171
Deflection-4 Top West (mm) -0.90 -0.98 -1.04 -1.15 ,
- 1.32 - 1.62
STRAIN-N
(micro-strain) -1 136 - 1203 -1281 - 1388 - 1 494 - 1622
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Dial Gauge-2 Centre West
(mm) 1.92
STRAIN-E LOAD Dial Gauge-3 Top North
(mm) 3.29
Dia1 Gauge- l Centre North
STRAIN-N Dial Gauge-4 Top West
(mm) 1.33
(mm) 4.13
lmicro-strain) - 1 699
STRAIN-W
(micro-strain);micro-strain: (kN) -940 1 -1144 1 -176
Table C.3a: Load-Strain-Deflectinn Data for c31 welded (contd.)
1 Failure load= 1 78 kN 1 [ Mode of failun: Torsional flexural (
east STRAIN-W
buckling STRAM-E LOAD
towards north STRAIN-N
(micro-s train) -26 -55 -99 -167 -237 -296 -367 -445 -516 -587 -672 -736 -810 -870 -937 -1014 - 1 115 - 1 266 -1510
Dial Gauge- l Centre North
(micro-strain) -84 - 173 -292 -387 -468 -54 1 -623 -713 -789 -864 -953 -1018 - 1093 - 1 153 -1216 - 1282 -1359 -1442 - 1 560
Dial Gauge-2 Centre West
(mic ro-s train1 -44 -84 -130 - 194 -257 -3 14 -378 -45 1 -5 13 -575 -649 -704 -767 -817 -869 -920 -975 -1007 -918
(mm) 0.39 0.40 0.16 0.13 O. 14 0.17 0.19 0.19 0.16 0.09 -0.05 -0.2 1 -0.42 -0.59 -0.84 -1.21 - 1.76 -2.97
(kN) -10 -18 -27 -38 -48 -57 -67 -78 -88 -97 -109 -1 17 - 126 - 134 -142 -150 -160 -1 70 -178
Dial Gauge-3 Top North
(mm) -0.03 -0.06 -0.12 -0.12 -0.12 -0.1 7 -0.26 -0.44 -0.65 -0.94 -1.31 - 1.64 -2.02 -2.34 -2.77 -3.4 1 -4.53 2.5 1
Dial Gauge-4 Top West
(mm) 0.24 0.25 0.15 0.12 0.1 1 0.09 0.07 0.02 -0.0 1 -0.05 -0.1 O -0.15 -0.24 -0.3 1 -0.39 -0.50 -0.64 -0.9 1
(mm) O O
0.02 0.05 O, IO 0.12 0.15 0.18 0.20 0.2 1 0.2 1 0.2 1 0.20 0.17 0.12 0.06 -0.1 O -0.63
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1 Table C.3a: Load-Strain-Dcflection Data for c3 welded (contd.) 1
1 Failure Ioad=34 kN ppppp -
1 Mode of failure: Torsional flexural 1 buckling towards south
>
STRAIN-E
'micro-strain O
STRAIN-N STRAIN-W LOAD Dia1 Gauge- 1 Dial Gauge-2 Dia1 Gaugc-3 Dial Gaugc-4 Centre North Centre West Top North Top West
(mm) (mm) (mm) (mm) O O O O
.
Table CJa: Load-Strain-Deflection Data for c4 wclded (contd.)
1 Thic kness=2.5mm 1
Mode of failure: Torsional flexural
1 buckling towards north 1 STRAIN-E
(micro-strain O
STRAIN-N 1 STRAIN-W
micro-strain micro-strain r Dial Gauge-2 Dial Gauge-3 Dial Gauge-4 Centre West Top North TOP West
(mm) (mm) (mm) O O O
I Table C.3a: Load-Strain-Deflection Data for c6 welded (contd.) I
1 Failure load=5 1 kN I
- - - -
Mode of failure: Torsional flexure
I buckling towards north West
1 STRAIN-E 1 STRAIN-N 1 STRAIN-W LOAD Dial Gauge- l Dial ~ a u ~ e - 2 b i n l Gauge-1 Dial Gauge-4 Centre North Centre West Ton North 1 Ton West
(micro-strain) (micro-strain$(micro-strain O O I O
(mm) (mm) (mm) (mm) O O O O
Table C.3a: Load-Strain-Deflection Data for c8 welded (contd.) Lengîh= 1 3 16mm(32mm)
Depth=26mm W idt h=24rnrn
Thickness=2.5mm
buckling towards north east
TOD West
b
STRAIN-E
I
(micro-strain) I
O 27 -39
-138 -29 1 -549
- 1 123 - 1 127
1
STRAIN-N
(micro-strain) O
-253 -433 -572 -742 -999 -1436 -1436
LOAD 1 Deflection- l Midspan Nortk
Deflection-2 Midspan West
(mm) O
-0.20 -0.67 -0.86 - 1.40 -3.35
STRAIN-W
(micro-strain; O
-377 -60 1 -717 -8 12 -798 -205 -193
(kN) -2 - 7 - 12 -1 5 -19 -23 -25 -25 -26
Deflection-3 Top North (mm)
O -0.02 -0.03 -0.04 -0.05 -0.05
(mm) O
0.35 0.60 0.79 1.15 2.10
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1 Table C.3b: Load-Strain-Deflection Data for c r l l welded (contd.) 1
- - - - - --
Thic kness4mm Failure load=90 kN
l Mode of failure: Torsional flexural buckling towards West 1
STRAIN-E STRAM-N STRAIN-W
- 124 -212 -330 -452 -579 -637 -716 -810 -878 -962 -1053 -1 138 - 1229 -1313 -1317
(kN) -1 1 -17 -26 -35 -44 -48 -53 -60 -64 - 70 - 76 -8 1 -87 -89 -89 -90
LOAD
micro-strairl(micr0-strainmicro-strain: (mm) 0.67 1.19 1.75 2.23 2 -64 2.83 3.16 3 .56 3.92 4.46 5.23 6.24
-80 -139 -225 -316 -416 -463 -526 -604 -663 - 740 -828 -91 7 -1010 - 1 096 -1 104
Dial Gauge- 1 Centre North
-92 - 159 -25 1 -342 -432 -47 1 -524 -585 -630 -68 1 -73 1 -774 -8 18 -868 -885
(mm) -0.07 -0.08 -0.09 -0.02 O. 19
Dia1 Gauge-2 Centre West
(mm) 0.40 0.69 1 .O4 1.32 1.56
(mm) O. 14 O. 1 8 0.27 0.39 0.54
Dial Gauge-3 Top North
0.6 1 0.73 0.89 1 .O3 1.24 1.64 2.25
Dial Gaugc-A Top West
0.32 0.60 0.93 1.27 1.81 2.73 3 -68
1.66 1.81 2.00 2.15 2.36 2.66 3 .O0
1 Table C.3b: Load-Strain-DeRection Data for cr 12 wclded (contd.)
buckling towards north west
7
STRAIN-E
l(micro-strain: O
- 127 -202 -324 , -54 1 -758 -795 -819 -833
1
-827 -729
-- - -
STRAM-N STRAM-W LOAD
(micro-strain),micro-strain O
-7 1 -128 -219 -372 -554 -608 -664 -779 -778 -756
(kN) -3 -9 -14 -22 -36 -50 -54 -57 -64 -64 -64 -65
O -23 -65
-138 -257 -390 -43 7 -483 -623 -627 -820
Dial Gauge- l Centre North
(mm) O
0.5 0.92 1.51 2.57 4.23 4.7 5.1 1
Dial Gauge-2 Centre West
(mm) O
0.83 1.4
2.42 4.66 9.42 1 1.26 -5.13
Dial Gauge-3 Top North
Dial Gauge-4 Top West
(mm) O
0.09 0.19 0.37 0.77 1.5 1.73 2.04
(mm) O
0.14 0.35 O. 79 1.82 3.66 ,
4.29 5 .O6
,
1 Table C.3b: Load-Strain-Dcflection Data for cr 15 welded (contd.)
m I
1 .
m I
- m
mm
3 ,
i i
3 i
I i
I I
I I
I I
- I
1 W idt h=46.5mm
1 Failure load=138 kN
I Mode of failure: Torsional flexural buckling towards east
STRAIN-E STRAIN-N STRAIN-W LOAD
(kN) - 1 1
Dial Gauge- 1 Centre North
(mm) -0.93
Dia1 Gauge-2 Centre West
(mm) -0.34
Dial Gauge-3 TOD North
Dial Gauge-4 TOD West
(mm) -0.49
(mm) -0.07
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1 Table C.3b: Laad-Strain-Deflection Data for cr 18 wclded (contd.) 1
- Width=52mm
T hickness=Smm Failure load= 189 kN
I
Mode of failure: Torsional flexural buckling towards east
STRAIN-E
(micro-strain] -1 76 -253 -312 -387 -441 -537
LOAD
(kN) -2 1 -3 1 -40 -52 -6 1 -76
-580 -638 -697 -77 1 -808
L
-862 -907 -964
. -1008
. -1056 -1117 -1 160 -1230 -1273
STRAIN-N
(micro-strain) 18
-47 -1 1 1 -196 -26 1 -376
Dial ~ a u ~ e - f i l i a l Top North
(mm) 1.54 1.72 1.73 1.73 1.70 1.67
Dial Gnuge- l Centre North
(mm) 2.49 2.75 2.76 2.76 2.68 2.52
STRAIN-W
(micro-strain) -228 -300 -363 -450 -517 -640
Gauge-5 Top West
(mm) 2.49 2.75 2.76 2.76 ,
2.68 2.52
-425 -49 1 -557 -642 -685 -747 -80 1 -868 -92 1 -979 - 1 O56 -1 IO8 -1 195 -1301
Dial Gauge-2 Centre West
(mm) -0.34 -0.26 -0.25 -0.26 -0.40 -0.72
-693 -763 -835 -929 -975 -1045 -1 105 -1 180 -1241 - 1307 - 1399 - 1 469 -1 582 -1877
-83 -92 -101 -1 12 -1 18 -126 - 133 - 142 - 148 - 155 -164 -171 - 182 -189
2.42 2.3 1 2.17 2.0 1 1.94 1.83 1.73 1.61 1.51 1.37 1.14 0.93
-0.83 -0.99 - 1.23 - 1 -48 - 1.64 - 1 .90 -2.13 -2.47 -2.8 1 -3.23 -3.98 -4.73
1.66 1.64 1.62 1.60 1.59 1 .58 1.57 1.55 1.53 1.48 1.36 1.3 1
2.42 2.3 1 2.17 2.01 1.94 1.83 ,
1.73 1.61 1.51 1.37 1.14 0.93
Table C.3b: Load-Strain-Dcflcction Data for cr19 weldcd (contd.) 1
1 Failure load= 1 70 kN 1 b f
Mode of failure: Torsional flcxural buckline towards east
Y I
STRAIN-E STRAIN-N STRAIN-W LOAD
-228 -277 -363 -423 -501 -565 -638 -728 -814 -897 -968 -1034 -1 112 1170
-1238 - 1325
, -1403 -1461 -1485
(kN) , -20
-26 -37 -45 -55 -63 -7 1 -8 1 -9 1 -101 -109 -1 16 -125 - -140 -149 -158 -165 -170
Dial Gauge- I Centre North
lmicro-strainKmicro-strainrmicro-stnin: 10 -22 -87 - 134 -190 -237 -290 -356 -423 -488 -545 -600 -667 - -780 -86 1 -940 -1008 -1085
(mm) 1 .51 1.64 1.94 2.19 2.52 2.78 3.01 3.27 3.50 3.68 3.83 3.94 4.08 4.17 4.28 4.45 4.60 4.59
-106 - 149 -23 1 -292 -366 -423 -485 -556 -629 -698 -758 -8 14 -883 -933 -995 - 1 076 -1153 -1234 -1361
Dial Gauge-2 Centre West
(mm) 0.15 0.17 O. 19 O. 19 0.17 O. 16 0.15 O. 14 0.13 0.13 0.17 0.2 1 0.32 0.45 0.67 1.27 2.5 1 5.41
Dial ~ a u ~ e - j Top North
~ i a l Gauge-4 Top West
(mm) 0.90 : .O1 1.25 1.46 1.76 1.98 2.20 2.44 2.66 2.84 2.98 3.10 3.22 3.3 1 3.42 3.57 3.7 1 3.8 1
(mm) O O O O O O
0.0 1 0.09 0.15 0.22 0.28 0.33 0.4 1
l
0.48 j
0.58 a
0.80 I
1.22 2 .O9
1 Table C.3b: Load-Strain-Deflection Data for cr2O welded (contd.) 1
I Mode of failure: Torsional flexural buckling towards norîh wcst
STRAIN-E
;micro-strain: O
-100 -202 -328 -54 1 -602
I
-682 v
-755 -83 1 -929 -1010 - 1 088 -733 -735 -1 17 5.15 7.5 1 -2 -42 4.29 - 1 190 -788 -834 -126 5.16 12.9 -3.32 6.55 -1216 -796 -869 -127 - 1238 -805 -906 - 130
STRAIN-N
(micro-strain) O
-62 -1 12 -176 -329 -376 -437 -494 -55 1 -624 -68 1
STRAIN-W
(micro-strain) O
-39 -84 - 14 1 -290 -338 -402 -46 1 -524 -606 -673
LOAD
(kN) - I
-1 I -20 -32 -56 -64 -73 -82 -90 -101 -1 10
Dirl Gau~e- l Centre Noah
(mm) O
- 1 .O6 - 1 .O8 -1.17
Dial Gauge-2 Centre West
(mm) O
0.45 0.65 0.99
Dia1 Gauge-3 Top North
(mm) O
-0.46 -0.62 -0.83
-1 -58 -1.74 -2.01 7.67 7.23 6.39 5.36
Dial Gaugc-4 Top West
(mm) O
-0.09 -0.07 0.15 1
-1.10 -1.13 - 1.17 - 1.23 -1.31 -1.51 -1.82
1.64 1.83 2.17 2.57 3.10 4.09 5.48
0.79 I
0.98 1.28 1.59 1.93 2.53 3.21
Table C.3b: Load-Strain Data for cr2 1 welded (contd.) I
Mode of fai1ure:Torsional flexural buckling towards çast
1 STRAIN-E 1 STRAIN-N 1 STRAIN-W 1 LOAD 1 (micro-strainj(micr0-strain)
O I O (micro-strain)
O (kN) - 1
1 Table C.3b: Load-Strain-Dcflcctiun Data for cr22 welded (contd.) 1 L
Length= l369mm(26mm) Depth=35mm
Width=35.5mrn Thicknes~3mm
Failurc load=52 kN Mode of failure: Torsional flexural
buckling towards north easi
1 STRAiN-E 1 STRAIN-N 1 STRAIN-W 1 LOAD I ~ i n l (iauge- ~ b i a ~ ~ a u ~ e - l ~ i a l ~ a u ~ e - j ~ i a l Gauge-4 I
(micro-strain) O
-226 -378 -435
L
-542 -669 -79 1 -909
-1022 -1 112 - 1235 - 1205
O -1 15 -222 -26 1 -332 -412 -482 -543 -598 -636 -68 1 -690
Centre North (mm)
O -0.49 -0.52 -0.54 -0.60 9.32 9.22 9.12 9.0 1 8.90 8.69
(micm-stnrinKmicro-strain) (kN) Centre West
(mm) O
-1.50 - 1.89 -2.01 -2.33 -2.73 -3.16 .
-3.59 -4.09 -4.5 1 -5.17
O -83 -209 -256 -344 -443 -536 -623 -705 -770 -856 - 1 082
- 1 -9
-17 -19 -24 -29 -34 -39 -43 -46 -49 -50 -52
Top North (mm) O
0.02 0.07 O. 10 O. 17 0.27 0.34 0.42 0.50 0.56 0.6 1
Top West (mm)
O 0.20 0.2 1 0.2 1 0.2 1 0.2 1 0.22 0.22 0.22 O. 19 -0.30
--
Table C.3b: Load-Strain-Dcflcction Data for cr24 weldcd (contd.)
I Mode of failurc: Torsional flexural buckling towards wcst
Dial Gauge-4 Top West
(mm) O
0.36 0.55 0.73 O. 97 1.29 1.52 1.78 2 .46 3.37 5.62
Dial Gauge-2 Centre West
(mm) O
0.36 0.60 0.84 1.12 1.48 1.81 2.20 3.27 5.27 10.61
STRAIN-E
. Dial Gauge-3
Top North (mm)
O -0.13 -0.24 -0.39 -0.52 -0.74 -0.86 -0.99 -1.21 - 1 -39 - 1 .92
LOAD
(kN) - 1 - 10 -16 -23 -30 -37 -42 -48 -57 -66 -72 -74
Dial Gauge- l Centre North
(mm) O
-0.42 -0.68 -0.92 -1.19 - 1.57 -1.84 -2.1 1 -2,80 -3.59 -5.07
STRAIN-N STRAIN-W
O -124 -226 -325 -43 1 -556 -645 -733
I
-910 -1079 -1210 -1233
J
dmicro-strain:(micro-straink(micr0-strain O
-1 10 - 197 -28 1 -370 -476 -550 -624 -767 -89 1 -999 -1069
O -92 - 175 -253 -334 -424 -485 -544 -658 -770 -87 1 -928
. -
Table C.3b: Load-Strain Data for cr2S weldcd (contd.) I
Length = 1 1 1 Omm(28mm) Depth47mm *
1 Mode of failure: Torsional flexural buckling 1 towards west
STRAIN-E 1 STRAIN-N 1 STRAIN-W LOAD (micro-strain)
-3 1 (micro-strain)
16 (micro-strain)
-4 1 (kN)
- 3
Table C.3h: Load-Strain-Deflection Data for cr26 welded (cantd.)
Dial Gauge-4 Top West
(mm) O
-0.08 -0.35 -0.73 -0.95
Dial ~ a u ~ e - d ~ i a l Gauge-3
-2 .O5 1.39 -1.21
LOAD STRAIN-W STRAïN-E Centre West
(mm) O
-0.46 -0.93 -1.38 - 1.78
-44 1 -547 -665 -744 -845 -924 - 1 034 -1 155 -1 159
Dial Gauge- l Centre North
STRAM-N Top North
(mm) O
0.69 0.92 1.14 1.28
(mm) O
1.25 1.71 2.12 2.39
-41 7 -498 -576 -62 7 -685 -73 1 -787 - 869 -870
(micro-strain) O
-38 -121 -2 16 -282
(micro-strain) O
-84 - 157 -237 -290
(micro-strainl (kN )
-603 -710 -817 -886 -966 -1027 -1 IO0 -1 146 -1 151
O -1 16 -226 -345 -426
-2 - 1 O - 17 -26 -32
-45 -53 -62 -67 -73 -78 -83 -87 -88
2.95 3.32 3.84 4.2 1 4.73 5.1 l 5.53 4.2 1
-2.63 -3.2 1 -4.04 -4.69 -5.80 -7.13 - 10.2
1.57 1.71 1.87 1.99 2.15 2.28 2.38 2 .O7
- 1.57 - 1.96 -2.4 1 -2.73 -3.30 -3.76 -5.49
Table C.3b: Load-Straîn-Defiection Data for cr28 welded (cantd.)
1 Failurc load= 143 kN 1 1 Mode of failure: Torsional flexural 1 1 bucklinpi towards west 1 1 STRAIN-E 1 STRAIN-N 1 STRAIN-W 1 LOAD Dial Gauge- I Dia1 ~ a u g e - 1 ( ~ i a l Gauge-3 Dial Gauge-4
Centre North Centre West TOD North TOD West
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6s' I 1 LZ'C 1 16'1 1 66-
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KI 1 68'1 1 LO'Z 1 CS- 62' I 21' 1 LO'Z Sb- €2. \ SS 1 b0.z LC-
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- -
IL- 1 LL- 1 6Sl- - -
ZZ- CC- 88- (u!e~~s-ai~!w) (U!UIS-OJ~J) (u!~s-oJ~!uIJ
PSI- 6Pl- PPI- LEI - 621- 81 1- 601-
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L86- I b6- 106- 9S8- ZOS- LZL- OL9-
ISPI- 9LW 1621- 8021- 8111- CO0 1 - S 26-
I Table C.3b: Lord-Strain-Deflection Data for cr4 welded (contd.) I
1 Failure load=33 kN 1 l Mode of failure: Torsional flexural buckling
towards north west 1 STRAIN-E STRAIN-N I STRAIN-W I LOAD Dial-Gauge- l
Center North
(mm) O
Dial-Gauge-3 Top North
(mm) l O
Dial-Gauge-4 Top West
(mm) O
Center West (micro-strainl (micro-strain) (micro-strain) (kN)
O O -5 (mm)
O
1 Table C.3b: Load-Strain-Deflection Data for cr6 welded (contd.) 1
1 Failure load= 1 23 kN 1
1 buckling towards west 1
1 Table C.3b: Load-Strain-Deflection Data for cr7 welded (contd.) 1
Failure Ioad=77 kN Mode of failure : Torsional flexural
1 buckling towards north west 1 *
STRAiN-E
(micro-straini O
- 154 -245 -307 -385 -500 -606 -68 1
I
-776 -85 1 -960 -1051 - 1 109
LOAD
(kN) -2 -14 -20 -25 -30 -38 -45 -50 -55 -60 -66 -7 1 -76
STRAIN-N
(micro-strain) O
-1 54 -226 -284 -354 -46 1 -556 -623 -702 -76 1 -843 -9 12 -975
Dial Gauge- 1 Centre North
(mm) O
-0.55 -0.77 -0.96 -1.21 - 1.68 -2.19 -2.6 1 -3.18 -3.68 -4.57 -5.64
STRAIN-W
(micro-strain) O
-181 -268 -328 -399 -504 -598 -668 -753 -822 -926 - 1 034 - 1 140
Dial Gaup-5 Top West
(mm) O
0.14 0.22 0.26 0.29 0.35 0.4 1 0.47 0.58 0.7 1 1 .O4 1.66
Disl ~ a u ~ e - Z ' ~ i a l Centre West
(mm) O
0.30 0.42 0.44 0.48 0.57 0.68 0.83 1 .O7 1.40 2.17 3.74
Gauge-3 Top North
(mm) O
-0.36 -0.6 1 -0.63 -0.77 -1 .O1 - 1.26 - 1.44 - 1.64 - 1 -79 -2 .O4 -2.34
9s- SS- 029- 18P- ZSO 1 -
SO'C- 8 2'0- bZ'O- 6 l 'S- 00'0 90'0- SZ'C-
ES'Z- LC'I -
OZC- 1 61C-
P I C - SbZ- LPI -
REFERENCES
AISI, (1986) "Specification for the design of c o l d - f o d steel structural members."
1133 15& Street, N.W., Washington, D.C..
ABAQUS, 1998, ABAQUS Theory Manual, Verison 5.8, HKS Inc., Pawtucket, RI.
Canadian Standards Association, 1994, Canadian Standard S 136-94 "Cold-Formed
Design of Steel Structures," Rexdale, Ontano.
Cbajes, A., P. J. Fang, and G. Winter: 'Trosional-flexural buckling, elastic and inelastic,
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Dat, D. T. 1980. "The strength of cold-fonned steel columns," Ph.D. Thesis, Comell
University, Ithaca, N.Y..
Johnston, B. G. 1966, Column Research Council "Guide to design critena for metal
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Karren, K. W., and Winter, G. 1967, "Effects of cold-forming on light-gage steel
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Loh, T. S. 1985, "Combined axial load and bending in cold-fonned steel members," Ph.
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Rasmussen, K. I. R and Hancock, G. 1. 1994, "Design of thin-walled plain channel
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Rhodes, J., and Harvey, J. M. 1977, '%teraction behaviour of plain channel colurnns
under concentric or eccenuic loading." Proc., 2nd h t . Coiloquiurn on Stability of Steel
S tructues, Liege, Belgiurn, 43 9-444.
Teoman, P. and Weng C. C., 1990, "Compression Tests of Cold-Formed Steel Columns,"
Journai of Structural Engineering, Vol. 1 16, No. 5.
Teoman, P., I 96 7, "Torsional- flexural buckling of thin-walled open sections under
eccentnc axial load," Ph. D. Thesis, Cornell University, Ithaca, N.Y..
Wei-Wen Yu, "Cold-formed steel design, second edition", John Wiley & Sons, hc., N.Y.
Young, B. and Rasmussen, K.J.R., 1995% "Compression tests of fixed-ended and pin-
ended cold-formed plain channels." Res. Rep. R7 14, School of Civil and Mining Engrg.,
University of Sydney, Sydney, Australia.
Vita auctoris
Anant Varkekar was bom in Gokania, Kamataka, Jndia. He graduated with a
Bachelor of Engineering in Civil Engineering f b m Bangalore University.
In 1998, he enrolled at the University of Windsor, Windsor, Ontario, Canada, to
continue with his studies towards the degree of Master of Applied Science in Civil
Engineering.
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