Unusual Composition and Load-Carrying Capacity of a 100-Year Old Early Age Steel Exposition Hall

2020 ◽  
Author(s):  
V. Bogaert
Keyword(s):  
Carrying Capacity ◽  
Point Of View ◽  
Early Age ◽  
Load Carrying Capacity ◽  
Main Structure ◽  
Load Carrying ◽  
The World ◽  
World Exposition ◽  
Structural Point

<p>The Floraliahall in Ghent was built during 1912-1913 as part of a series of large infrastructure works for the world exposition of 1913. The main structure of the hall consists of 18 portal frames having 3 spans of 10.16, 40.18 and 10.16 m. The upper part of the structure is highly slender. Adversely to the customary concepts of 100 years ago, the lighter frames at 7.45 m distance, are hinged twice at the springs, whereas the more heavy frames, at 15 m distance, are completely clamped at their base. In addition, measurements show that crosssections of compressed parts have larger area than the tensile parts. From the structural point of view, these frames sometimes have an unexpected composition. The aim was to determine whether this structure can comply with contemporary requirements and codes. From measurements and simulations follows that in limited areas high stresses appear, unacceptable even in serviceability state. This may be partly due to modifications of the roof that were made inappropriately, from the uncertainty to assess certain details with the model and from ineffective analysis at the time of construction.</p>

Load-Carrying Capacity of the early age Steel Ghent Floralia Exposition Hall/Tragverhalten der Floralia-Ausstellungs- halle des frühen Stahlzeitalters

Bauingenieur ◽  
2020 ◽  
Vol 95 (05) ◽  
pp. 174-179
Author(s):  
Philippe Van Bogaert
Keyword(s):  
Cross Sections ◽  
Carrying Capacity ◽  
Point Of View ◽  
Early Age ◽  
Load Carrying Capacity ◽  
Main Structure ◽  
Load Carrying ◽  
The World ◽  
World Exposition ◽  
Structural Point

ABSTRACT The Floraliahall in Ghent was built during 1912 and 1913 as part of a series of large infrastructure works for the world exposition of 1913. The main structure of the hall consists of 18 portal frames having three spans of 10.16 m, 40.18 m and 10.16 m. The upper part of the structure is highly slender. Adversely to the customary concepts of 100 years ago, the lighter frames at 7.45 m distance, are hinged twice at the springs, whereas the more heavy frames, at 15 m distance, are completely clamped at their base. In addition, measurements show that cross-sections of compressed parts have larger area than the tensile parts. From the structural point of view, these frames sometimes have an unexpected composition. The aim was to determine whether this structure can comply with contemporary requirements and codes. From measurements and simulations follows that in limited areas high stresses appear, unacceptable even in serviceability state. This may be partly due to modifications of the roof that were made inappropriately, from the uncertainty to assess certain details with the model and from ineffective analysis at the time of construction. ZUSAMMENFASSUNG Die Floraliahalle in Gent wurde zwischen 1912 und 1913 als Teil einer Reihe großer Infrastrukturarbeiten für die Weltausstellung von 1913 errichtet. Die Hauptstruktur der Halle besteht aus 18 Portalrahmen mit drei Feldern von 10,16 m, 40,18 m und 10,16 m. Der obere Teil der Struktur ist sehr schlank. Im Gegensatz zu den vor 100 Jahren üblichen Konzepten sind die leichteren Rahmen in einem Abstand von 7,45 m gelenkig aufgelagert, während die schwereren Rahmen in einem Abstand von 15 m vollständig an ihrer Basis eingespannt sind. Außerdem zeigen Messungen, dass Querschnitte von druckbeanpruchten Teilen eine größere Fläche aufweisen als die Zugteile. Vom strukturellen Standpunkt aus haben diese Rahmen manchmal eine unerwartete Zusammensetzung. Ziel war es festzustellen, ob diese Struktur den heutigen Anforderungen und Normen entspricht. Aus Messungen und Simulationen geht hervor, dass in begrenzten Bereichen hohe Beanspruchungen auftreten, die auch im Gebrauchstauglichkeitszustand nicht akzeptabel sind. Dies kann zum Teil auf unsachgemäß vorgenommene Änderungen des Daches, auf die Unsicherheit, bestimmte Details mit dem Modell zu bewerten, und auf eine ineffektive Analyse zum Zeitpunkt des Baus zurückzuführen sein.

Strengthening and widening of steel pony truss bridges

1977 ◽  
Vol 4 (2) ◽  
pp. 214-225
Author(s):  
Baidar Bakht ◽  
Paul F. Csagoly
Keyword(s):  
Traffic Safety ◽  
Carrying Capacity ◽  
Point Of View ◽  
Load Carrying Capacity ◽  
Truss Bridges ◽  
Load Carrying ◽  
Live Loads ◽  
Pros And Cons ◽  
Pony Truss Bridge ◽  
Truss Bridge

There are many thousands of existing pony truss bridges in North America which were constructed in the earlier part of this century and are still serving as important traffic carriers. The present economic situation demands that these bridges should usefully serve their purpose for as long as is safely possible.These bridges could be found inadequate for either or both of the following reasons. With the exception of remote areas, operational traffic safety would require two 12-ft lanes plus adequate shoulders. Many of these old bridges are therefore unsatisfactory from the geometrical point of view. Some bridges were designed for live loads that are only a fraction of present commercial vehicle weights.A computer-oriented method of rigorous analysis of lateral buckling behaviour of pony truss bridges is briefly discussed. The method is implemented through a computer program which has been validated by experimental data. It is expected that the program would predict realistic values of load-carrying capacity of such bridges and would help to avoid many an unnecessary replacement.Various methods of strengthening and widening pony truss bridges, and their pros and cons, are discussed. It is shown that the strengthening of a few components of a pony truss bridge does not always lead to an increase in the load-carrying capacity of the bridge.

TENSILE BEHAVIOR OF BOLTED TIMBER COMPOSITE HALF-LAP CONNECTION FOR KERUING AND SESENDOK

2016 ◽  
Vol 78 (5-4) ◽  
Author(s):  
Nurain Rosdi ◽  
Mohd Hanafie Yasin ◽  
Mohd Hazim Mohd Azam ◽  
Rohana Hassan
Keyword(s):  
Carrying Capacity ◽  
Present Finding ◽  
Tensile Behavior ◽  
Structural Member ◽  
Timber Species ◽  
Load Carrying Capacity ◽  
Bolted Joint ◽  
Load Carrying ◽  
The World ◽  
Sawn Timber

Over recent years, half-lap connection is widely used all over the world to provide longer structural member due to limited size of sawn timber in construction industries. Timber connected in joints may reduce overall mechanical properties of the structure. This paper present finding on a series of connection of half lap bolted joint member from Keruing (SG5) and Sesendok (SG7) timber species. The half-lap connection were subjected to tensile test and reinforced with GFRP sheet that were conducted until failure to determine their tensile behavior. The results showed that the GFRP help to increase the load carrying capacity of all the timber specimens especially timber species that lies in a weak strength group for almost 30 % by strength.

scholarly journals A Study on the Performance of a Magnetic-Fluid-Based Hydrodynamic Short Journal Bearing

2012 ◽  
Vol 2012 ◽  
pp. 1-7 ◽  
Author(s):  
N. S. Patel ◽  
D. P. Vakharia ◽  
G. M. Deheri
Keyword(s):  
Magnetic Fluid ◽  
Carrying Capacity ◽  
Journal Bearing ◽  
Hydrodynamic Lubrication ◽  
Fluid Pressure ◽  
Point Of View ◽  
Graphical Form ◽  
Load Carrying Capacity ◽  
Additional Degree ◽  
Load Carrying

Efforts have been made to study and analyze the performance of a hydrodynamic short journal bearing under the presence of a magnetic fluid lubricant. With the usual assumptions of hydrodynamic lubrication, the associated Reynolds equation for the fluid pressure is solved with appropriate boundary conditions. In turn, this is then used to calculate the load-carrying capacity which results in the calculation of friction. The computed results presented in graphical form suggest that the bearing system registers an improved performance owing to the magnetic fluid as compared to the conventional lubricant. It is clearly observed that the load-carrying capacity increases nominally while the coefficient of friction decreases significantly. Besides, it is seen that the bearing can support a load even when there is no flow of lubricant. In addition, this type of study may offer an additional degree of freedom from design point of view in terms of the forms of the magnitude of the magnetic fluid.

scholarly journals Experimental and Numerical Analyses of the Failure of Prestressed Concrete Railway Sleepers

Materials ◽  
2020 ◽  
Vol 13 (7) ◽  
pp. 1704 ◽  
Author(s):  
Ramon Silva ◽  
Welington V. Silva ◽  
Jonas Yamashita de Farias ◽  
Marcos Aires A. Santos ◽  
Leonardo O. Neiva
Keyword(s):  
Prestressed Concrete ◽  
Carrying Capacity ◽  
Numerical Study ◽  
Wear Depth ◽  
Load Carrying Capacity ◽  
Load Carrying ◽  
The World ◽  
Concrete Damage ◽  
Brazilian Standard ◽  
Abaqus Software

This paper carries out the assessment of load-carrying capacity of prestressed concrete sleepers, in accordance with Brazilian Standard (ABNT NBR 11709) and AREMA Standard. In a lot of railways around the world, many prestressed concrete sleepers have failed due to Rail Seat Abrasion (RSA) and corrosion. RSA is the wear degradation underneath the rail on the surface of prestressed concrete sleepers. In this paper, a numerical study was carried out to evaluate the load-carrying capacity of the prestressed concrete sleepers, using ABAQUS software. The nonlinear using Concrete Damage Plasticity model was validated by 18 experimental results, in accordance to standards. Using the validated model, the influence of different wear depth RSA, combined with corrosion of the prestressed wires, is investigated.

About the Structural Robustness of Through Arch Bridges

2012 ◽  
Vol 178-181 ◽  
pp. 2412-2417
Author(s):  
Rui Juan Jiang ◽  
Qi Ming Wu ◽  
Yi Yan Chen ◽  
Xiao Wei Yi ◽  
Jun Tu
Keyword(s):  
Carrying Capacity ◽  
Human Error ◽  
Load Carrying Capacity ◽  
Local Damage ◽  
Structural Collapse ◽  
Structural Robustness ◽  
Load Carrying ◽  
The World ◽  
Arch Bridges ◽  
Emergency Measures

In EN1991-1-7 Eurocode 1: Part 1-7 Accidental Actions structural robustness is defined as ‘the ability of a structure to withstand events like fire, explosions, impact or consequences of human error without being damaged to an extent disproportionate to the original cause’. Accordingly, the principle of structural robustness is that local damage is acceptable, provided that it will not endanger the structure and that the overall load-carrying capacity is maintained during an appropriate length of time to allow the necessary emergency measures to be taken. For different structures the practical ways to achieve robustness are different. Lots of through arch bridges with hangers have been built throughout the world. However, the structural collapse may happen due to the hanger's damage or failure if the bridge is not designed appropriately. In this paper, the structural robustness of the through arch bridges with vertical hangers are discussed and verified by an example. Based on this study, a few practical suggestions are put forward to achieve the structural robustness for the future through arch bridges' design.

scholarly journals Finite Element Modelling and Analysis of Hollow and Concrete Infilled Spun Pile

2021 ◽  
Vol 9 (VI) ◽  
pp. 4533-4536
Author(s):  
Jisha S
Keyword(s):  
Carrying Capacity ◽  
Finite Element Modelling ◽  
Elastic Behaviour ◽  
Dissipated Energy ◽  
Seismic Zone ◽  
Load Carrying Capacity ◽  
Concrete Pile ◽  
Load Carrying ◽  
The World ◽  
Load Analysis

In the medium to high seismic zone, spun pile for structural foundation should be designed with elastic behaviour due to low ductility and dissipated energy. Spun pile is also termed as prestressed hollow concrete pile (PHC). Spun pile is one of the types of piles are widely used in the world construction, for example in building and bridge. However, it is important to note that spun piles have limited ductility so that they are not intended to response inelastically during major earthquakes. spun piles behave brittle manner in both axial force domination and flexural moment domination. Recently spun piles are commonly used directly as the piers of elevated slab such as viaduct called pile-supported slab viaduct (PSSV). In this paper the hollow spun pile is infilled with concrete and concentric load analysis is carried out. Then comparing the axial load carrying capacity of hollow and concrete infilled spun pile.

Influence of Yield Strength Variability over Cross-Section to Steel Beam Load-Carrying Capacity

2005 ◽  
Vol 10 (2) ◽  
pp. 151-160 ◽  
Author(s):  
J. Kala ◽  
Z. Kala
Keyword(s):  
Yield Strength ◽  
Cross Section ◽  
Carrying Capacity ◽  
Bending Moment ◽  
Statistical Characteristics ◽  
Load Carrying Capacity ◽  
Load Carrying ◽  
Strength Variability ◽  
Hot Rolled ◽  
Hot Rolled Steel

Authors of article analysed influence of variability of yield strength over cross-section of hot rolled steel member to its load-carrying capacity. In calculation models, the yield strength is usually taken as constant. But yield strength of a steel hot-rolled beam is generally a random quantity. Not only the whole beam but also its parts have slightly different material characteristics. According to the results of more accurate measurements, the statistical characteristics of the material taken from various cross-section points (e.g. from a web and a flange) are, however, more or less different. This variation is described by one dimensional random field. The load-carrying capacity of the beam IPE300 under bending moment at its ends with the lateral buckling influence included is analysed, nondimensional slenderness according to EC3 is λ¯ = 0.6. For this relatively low slender beam the influence of the yield strength on the load-carrying capacity is large. Also the influence of all the other imperfections as accurately as possible, the load-carrying capacity was determined by geometrically and materially nonlinear solution of very accurate FEM model by the ANSYS programme.

Fuzzy Sets Theory in Comparison with Stochastic Methods to Analyse Nonlinear Behaviour of a Steel Member under Compression

2005 ◽  
Vol 10 (1) ◽  
pp. 65-75 ◽  
Author(s):  
Z. Kala
Keyword(s):  
Fuzzy Sets ◽  
Carrying Capacity ◽  
Stochastic Methods ◽  
Nonlinear Behaviour ◽  
Load Carrying Capacity ◽  
Load Carrying ◽  
Input Parameters ◽  
Stochastic Solution ◽  
Fuzzy Solution ◽  
Sets Theory

The load-carrying capacity of the member with imperfections under axial compression is analysed in the present paper. The study is divided into two parts: (i) in the first one, the input parameters are considered to be random numbers (with distribution of probability functions obtained from experimental results and/or tolerance standard), while (ii) in the other one, the input parameters are considered to be fuzzy numbers (with membership functions). The load-carrying capacity was calculated by geometrical nonlinear solution of a beam by means of the finite element method. In the case (ii), the membership function was determined by applying the fuzzy sets, whereas in the case (i), the distribution probability function of load-carrying capacity was determined. For (i) stochastic solution, the numerical simulation Monte Carlo method was applied, whereas for (ii) fuzzy solution, the method of the so-called α cuts was applied. The design load-carrying capacity was determined according to the EC3 and EN1990 standards. The results of the fuzzy, stochastic and deterministic analyses are compared in the concluding part of the paper.

Pavement Damage Due to Conventional and New Generation of Wide-Base Super Single Tires

2005 ◽  
Vol 33 (4) ◽  
pp. 210-226 ◽  
Author(s):  
I. L. Al-Qadi ◽  
M. A. Elseifi ◽  
P. J. Yoo ◽  
I. Janajreh
Keyword(s):  
Carrying Capacity ◽  
Material Properties ◽  
Three Dimensional ◽  
Fe Analysis ◽  
Load Carrying Capacity ◽  
Inflation Pressure ◽  
3D Finite Element ◽  
Load Carrying ◽  
Pavement Damage ◽  
New Generation

Abstract The objective of this study was to quantify pavement damage due to a conventional (385/65R22.5) and a new generation of wide-base (445/50R22.5) tires using three-dimensional (3D) finite element (FE) analysis. The investigated new generation of wide-base tires has wider treads and greater load-carrying capacity than the conventional wide-base tire. In addition, the contact patch is less sensitive to loading and is especially designed to operate at 690kPa inflation pressure at 121km/hr speed for full load of 151kN tandem axle. The developed FE models simulated the tread sizes and applicable contact pressure for each tread and utilized laboratory-measured pavement material properties. In addition, the models were calibrated and properly validated using field-measured stresses and strains. Comparison was established between the two wide-base tire types and the dual-tire assembly. Results indicated that the 445/50R22.5 wide-base tire would cause more fatigue damage, approximately the same rutting damage and less surface-initiated top-down cracking than the conventional dual-tire assembly. On the other hand, the conventional 385/65R22.5 wide-base tire, which was introduced more than two decades ago, caused the most damage.

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