ABSTRACT
The book forms the Proceedings of the 5th International Symposium on Tubular Structures, following previous events in Boston (1984), Tokyo (1986), Finland (1989), Delft (1991). Sponsored by British Steel, International Institute of Welding and CIDECT, it forms an important forum for advanced structural research and development.
TABLE OF CONTENTS
part |2 pages
PART 1
chapter 4|1 pages
TEES BARRAGE BRIDGE DESIGN
chapter |3 pages
redevelopment. It straddles
chapter |1 pages
Reference Design
chapter |2 pages
Transverse stability is tie bar
chapter 2|1 pages
1.2 Facades roof
chapter |1 pages
averaging of pressures on critical structural items,
chapter |1 pages
vertical struts then used by Watson
chapter 3|2 pages
2 Final Design contract placed the reference design carried
chapter |1 pages
site assembly at the base
chapter |3 pages
eccentricity of the glazing face, plus the
part |2 pages
PART 2
chapter 8|1 pages
FIRE PERFORMANCE OF SHS LATTICE GIRDERS
chapter |1 pages
posed to an actual fire. There was a need that the of relatively stiff lattice girder
chapter |1 pages
Critical criteria
chapter |1 pages
Girder Testing
chapter |1 pages
point deflection rate suddenly increased to
chapter |1 pages
that in both
chapter |1 pages
did not noticeably affect girder joint strengths or the pre-dicted performance criteria of girder
chapter 9|1 pages
DESIGNING HOLLOW SECTION COLUMNS FOR FIRE RESISTANCE
chapter |1 pages
apartment buildings and offices. This is the so-called fire curve", defined in
chapter |1 pages
is not
chapter |1 pages
the boundary conditions (Twilt, et al. ). The more fire of the
chapter |1 pages
Design tables diagrams, which provide solutions
chapter |1 pages
Designing concrete filled for fire resistance
chapter |1 pages
Both the above methods can be combined. Improved member design and lower utilization will lead to failure
chapter |1 pages
Connections and fire resistance
chapter |1 pages
relevant fire resistant class
part |2 pages
PART 3
chapter 10|1 pages
FLOWDRILLING FOR TUBULAR STRUCTURES
chapter |2 pages
clearance of the Flowtap tool thread profile the
chapter 11|1 pages
BEHAVIOUR OF BLIND BOLTED MOMENT CONNECTIONS FOR HSS COLUMNS
chapter |2 pages
Experimental program on bolted moment connections
chapter 12|1 pages
BOLTED CONNECTIONS TO HOLLOW SECTIONS WITH THROUGH BOLTS
chapter |1 pages
Wardenier (1992). usually flange plate connections are Fig.l.
chapter |1 pages
main objective was to investigate the load carrying
chapter |1 pages
stopped from time to time for minutes and the decrease
chapter |1 pages
rupture of bolt, bearing failure occured for small
chapter |1 pages
the smaller value of e/3d ,25 resp. 1.0
chapter |1 pages
hollow sections and "Peiner Umformtechnik the high
part |2 pages
PART 4
chapter 13|3 pages
DEFORMABILITY OF COLD RECTANGULAR HOLLOW SECTIONS: DEFORMATION AND FRACTURE OF COLUMNS UNDER MONOTONIC AND CYCLIC
chapter |1 pages
results are show. in Figure 8. The relation-
chapter |1 pages
finite element analysis by Kamura et al. (1993).
chapter 14|1 pages
Defonnability of Cold Fonned Heavy Gauge Rectangular Hollow Sections - Experimental Investigation
chapter |1 pages
at only these areas. is concern that or
chapter |1 pages
Table 1. Stub column test
chapter 15|1 pages
0 kJ/mm for specimen
chapter |1 pages
Results and discussion
chapter |1 pages
of coluan aeaber
chapter |1 pages
Ultiaate behavior strength which obtained from the bending
chapter |1 pages
welding is in the vertical position, the
chapter |1 pages
a) Specimen No.12
part |2 pages
PART 5
chapter 15|2 pages
Ultimate Strength and Post-Buckling Behaviour of CHS Columns - A Comparison Between Cold-Fonned and Hot-Finished Sections
chapter |1 pages
(l)in the case of coupons with only mother steel, the elongation little
chapter 17|1 pages
Stability of Axially Compressed Double-Tube Members
chapter |1 pages
denotes the length of the double-tube and denotes the
chapter |2 pages
Fig.6. Test setup plotted. From Figure 5, it is
chapter |1 pages
non-linear stiffness equation is the incremental perturbation is divided into six elements
chapter |1 pages
results correspond to test results well. each analysis
part |2 pages
PART 6
chapter |1 pages
strain, whereas for the relatively short columns (L/B=17.5). strain reversal was observed during the small compressive strain range.
chapter |1 pages
coefficients a to c were obtained using the least-squares appro-
part |2 pages
PART 7
chapter 24|1 pages
DESIGN FORMULAE FOR CHS COLUMN-TO-BEAM CONNECTIONS WITH EXTERIOR DIAPHRAGMS
chapter |1 pages
ened to prevent local failure prior to developing the
chapter |1 pages
diameter, the column thickness, t, the
chapter |1 pages
their conclusions as follows: increasing
chapter |1 pages
following requirements are effective: sharp
chapter |1 pages
tests, with
chapter 26|7 pages
STRENGTH OF BEAM-TO-COLUMN CONNECTIONS WITH DIAPHRAGMS IN COLUMNS CONSTRUCTED OF UNEQUAL SQUARE HOLLOW SECTIONS
chapter |1 pages
Table 2 shows the comparative results of flexural
part |2 pages
PART 8
chapter 27|1 pages
MINIMUM COST NODAL CONNECTIONS FOR THE CUBIC SPACE FRAME
chapter |1 pages
Failure mechanisms
chapter |1 pages
Factors influencing cost
chapter |1 pages
Table 1 can be seen
chapter |1 pages
conclusions
chapter 28|1 pages
Expert System for the Design and Fabrication of Tubular Structures
chapter |1 pages
different ways. the various combinations offered by
chapter |4 pages
the design is often limited to hours
chapter |1 pages
Acknowledgaents
part |2 pages
PART 9 IMPERFECTIONS Damage and misalignments in circular hollow sections
part |2 pages
PART
chapter 37|1 pages
Load-Bearing Behaviour of Hollow Sections with Inserted Plates
chapter |2 pages
nominal yield stress of connection
chapter |1 pages
Figure 5. Test specimen after the test (typical crack)
chapter |1 pages
stress concentration is in the range between 2 and 3.
chapter |3 pages
In two diagrams (Figures 6 and 7), the achieved yield test
chapter |2 pages
Conclusion and OVerview
part |2 pages
PART 11 JOINTS Static strength of three dimensional joints
chapter 42|1 pages
Rectangular Hollow Section Double K-Joints - Experimental Tests and Analysis
chapter |1 pages
the size, thus the term in
chapter 1|1 pages
4, this will restrict the capacity in these cases to
chapter |1 pages
results are
chapter |1 pages
Mouty,J. Rondal,J. (1992) study of the Behaviour under static of Triangular
chapter |1 pages
analysis results
chapter |1 pages
relationship between test results analytical
part |2 pages
PART 12 STIFFENED JOINTS Strength and fatigue behaviour
part |2 pages
PART 13
chapter 48|8 pages
Strength ofT-Joints in Back-to-Back Double Chord HSS Trusses
chapter |1 pages
test included for T-joints of the
chapter |1 pages
ultimate strength of circular hollOW' section joints using the
chapter |1 pages
of failure
chapter |2 pages
is large the leg of it is that the
chapter |2 pages
the relationships between the experimental values of
chapter |1 pages
as g/T increases is In this the lines
part |2 pages
PART
chapter |1 pages
Although experimental investigations on fatigue have concentrated mainly on determination of stress concentra-tion factors near the weld toes, numerical research has is being carried
chapter |1 pages
Table 1. Review of the test series
chapter |1 pages
polation to the weld toe adopted for the study
chapter |1 pages
these geometries in the Finite Modelling. After
chapter |2 pages
in girder Fig.6. Girder modelled with
chapter |1 pages
is difference of
chapter |1 pages
lines to at corners and
chapter |1 pages
the chord while case 14 and 16 are in-plane bending moments case 15 and are out of plane bending moments on both
chapter |1 pages
bending moment contribution.
chapter |1 pages
References
chapter 53|2 pages
Theoretical and Experimental Study on the Local Flexibility of Tubular Joints and its Effect on the Structural Analysis of Offshore Platforms
chapter 57|1 pages
Erection Loads in Double Layered Spaceframe Roof Structures
chapter |1 pages
structural analysis using the stiffness requires
chapter |3 pages
of the present paper is to derive closed
chapter |1 pages
AccordinG to the 8"L:.thor's 'i8rivetion, for :;r:s it is ~ (.:.L
chapter |1 pages
Table Numerical examples. L = 6 m, pinned ends, K
chapter |1 pages
Ref'erences
chapter 61|1 pages
Static Loading Tests on Circular Tubular Truss Structure with Tube-to- Tube X-Joints
chapter |1 pages
measured by displacement transducers with capacity
part |2 pages
PART 16 FATIGUE Experimental, numerical and design approaches
chapter 62|1 pages
Guidelines on the Numerical Detern1ination of Stress Concentration Factors of Tubular Joints
chapter |1 pages
element analyses is limited.
chapter c|4 pages
FE-model using 8-noded solid elements; weld shape
chapter |1 pages
accessible from one side. For weld shapes 3, only
chapter |1 pages
Fig. 14. Investigated joints regarding effects carry-
chapter |1 pages
Table Relation of SCFs (reference effects for constant
chapter |1 pages
Table 2. Influence of boundary conditions on SCFs.
chapter |1 pages
strong similarity has been found.
chapter |1 pages
Presence unloaded bracers) on at reference
chapter 64|11 pages
Comparative Investigations on the Fatigue Behaviour of Uniplanar and Multiplanar
chapter 65|10 pages
Proposed Revisions for Fatigue Design of Planar Welded Connections Made of Hollow Structural Sections
part |2 pages
PART
chapter 69|2 pages
THE BEHAVIOUR AND STATIC
chapter 70|9 pages
Ultimate Capacity of Axially
part |2 pages
PART