## 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