Zum Tragverhalten von geschraubten Stirnplattenstößen mit elastomerer Trennschicht/Load-carrying capacity of bolted end-plate connections with elastomeric interlayer

Bauingenieur ◽  
2019 ◽  
Vol 94 (02) ◽  
pp. 63-70
Author(s):  
Lutz Nasdala ◽  
Andreas Blust ◽  
Nikolas Jüngel
Keyword(s):  
Carrying Capacity ◽  
Load Carrying Capacity ◽  
End Plate ◽  
Load Carrying ◽  
Eurocode 3 ◽  
Plate Connections

Zusammenfassung Bei der Auslegung von geschraubten Stirnplattenstößen mit elastomerer Trennschicht dürfen gemäß Eurocode 3 lediglich die Flansche für eine Übertragung der Schnittgrößen berücksichtigt werden. Unsere Untersuchungen zeigen, dass auch die Stege für eine Bemessung herangezogen werden sollten. Sie tragen zu einer gleichmäßigeren Spannungsverteilung im Elastomerlager bei und erlauben somit höhere Belastungen bei gleichbleibenden Abmessungen. Basis der FE-Analysen sind ein- und zweiachsige Zug- und Druckversuche, die das komplexe Materialverhalten der elastomeren Trennschicht erfassen. Die Übereinstimmung von Messung und Simulation ist sehr gut, was insbesondere auf das verwendete Materialgesetz zurückzuführen ist: ein nicht-linear viskoelastischer Ansatz in Kombination mit dem hyperelastischen Marlow-Modell. Es hat sich herausgestellt, dass der Reibungskoeffizient und die Querkontraktionszahl des Elastomerlagers maßgeblich das Tragverhalten der geschraubten Stirnplattenstöße beeinflussen.

scholarly journals GEOMETRICALLY NON-LINEAR FINITE ELEMENT RELIABILITY ANALYSIS OF STEEL PLANE FRAMES WITH INITIAL IMPERFECTIONS / PLIENINIŲ RĖMŲ SU DEFEKTAIS GEOMETRIŠKAI NETIESINĖ BAIGTINIŲ ELEMENTŲ PATIKIMUMO ANALIZĖ

2012 ◽  
Vol 18 (1) ◽  
pp. 81-90 ◽  
Author(s):  
Zdeněk Kala
Keyword(s):  
Statistical Analysis ◽  
Carrying Capacity ◽  
Sampling Method ◽  
Latin Hypercube Sampling ◽  
Load Carrying Capacity ◽  
Initial Imperfections ◽  
Load Carrying ◽  
Eurocode 3 ◽  
Non Linear ◽  
Plane Frames

The random load carrying capacity of steel plane frames with bracing stiffness is studied. The load carrying capacity is evaluated using the geometrically non-linear FEM analysis. The incremental stiffness matrix of a slightly curved element utilized in the non-linear incremental analysis is listed. Initial imperfections are considered as random variables. Statistical analysis and Sobol sensitivity analysis are performed using the Latin Hypercube Sampling method. The effect of initial random imperfections on the load carrying capacity is studied, whilst assuming constant slenderness of the columns. The evaluation parameters are the pair of non-random values of elastic bracing stiffness, and system length of the columns. The paper illustrates that the load carrying capacity is very sensitive to initial crookedness of the columns in the event that the non-sway (symmetric) and sway (anti-symmetric) buckling modes coincide. In this case, the design load carrying capacity obtained from statistical analysis according to the EN 1990 (2002) standard is relatively very small (of low safety). Results show that the reliability of design of a steel frame according to EUROCODE 3 (1993) is significantly misaligned. The significance of the first and the second buckling forces as indicators of sensitivity of the load carrying capacity to the imperfections is discussed. Santrauka Tiriama plieninio plokščio rėmo su standžiaisiais ryšiais laikomoji galia. Ji vertinama atliekant geometriškai netiesinę BEM analizę. Aptariama šiek tiek išlinkusio elemento laipsniškai didėjanti standumo matrica, atliekant netiesinį iteracinį skaičiavimą. Atsitiktiniu dydžiu laikomas pradinis defektas. Statistinė ir Sobolio (Sobol) jautrumo analizė atliekama pritaikant LHS metodą (Latin Hypercube Sampling Method). Nagrinėjamas pradinio atsitiktinio defekto poveikis laikomajai galiai darant prielaidą, kad pastovus dydis yra liauna kolona. Vertinimo kriterijus yra ne atsitiktinių didžių pora, t. y. tampriai standus ryšiai ir konstrukcijos kolonų aukštis. Straipsnyje aptariama kolonos pradinio kreivio įtaka laikomajai galiai, atsižvelgiant į klupumo formas, kai nelinksta (simetrinė apkrova) ir linksta (nesimetrinė apkrova). Laikomosios galios projektavimo apkrovos, šiuo atveju gautos iš statistinės analizės pagal EN 1990 (2002) standartą, yra palyginti nedidelės. Gauti rezultatai rodo, kad plieninio rėmo patikimumas pagal Eurocode 3 (1993) labai nesutampa. Nagrinėjama defektų įtaka laikomajai galiai atsižvelgiant į pirmą ir antrą klupimo jėgą.

Reinforcement of the Steel Connection between Column and Binding Joist

2019 ◽  
Vol 828 ◽  
pp. 73-80
Author(s):  
Maciej Major ◽  
Jacek Nawrot ◽  
Izabela Major
Keyword(s):  
Numerical Analysis ◽  
Carrying Capacity ◽  
Load Carrying Capacity ◽  
Safe Operation ◽  
Bolted Connection ◽  
End Plate ◽  
Load Carrying ◽  
Steel Connection ◽  
The Web

The paper presents a numerical analysis for the end-plate bolted connection of beams to the column. Three models of the node were considered (with a non-reinforced column web and with reinforcement in the form of stiffening and reinforcement by welding an overlay on one side of the web. The values of strains and stresses for the analysed solutions were compared. It was shown that for the adopted load, it is necessary to increase the load-carrying capacity and stiffness of the web panel in order to ensure safe operation of the joint. The results of the analysis indicated that both solutions for web panel reinforcement are correct: strains and stresses in the node do not exceed the permissible values.

scholarly journals Probabilistic Verification of Structural Stability Design Procedures

2018 ◽  
Vol 12 (1) ◽  
pp. 283-289
Author(s):  
Zdeněk Kala
Keyword(s):  
Carrying Capacity ◽  
Stochastic Approach ◽  
Geometrically Nonlinear ◽  
Load Carrying Capacity ◽  
Nonlinear Solution ◽  
Design Load ◽  
Load Carrying ◽  
Eurocode 3 ◽  
Plane Frame ◽  
Buckling Length

Introduction: This contribution presents a comparison of three methods of the statistical computation of the design load-carrying capacity of a steel plane frame. Two approaches of the European Standard Eurocode 3 and one stochastic approach are applied. The stochastic approach takes into account the random influence of all imperfections and can be applied to the reliability verification of design according to Eurocode 3. Methods: The columns and beams in the steel frame are modelled with beam elements using the stability solution with buckling length and the geometrically nonlinear solution. The stochastic computational model is based on the geometrically nonlinear solution and on the random influence of initial imperfections, whose random samplings are simulated using the Monte Carlo method. Results and Conclusion: The design load-carrying capacity of the steel plane frame computed using the stability solution with buckling length is in good agreement with the stochastic solution in which the design value is calculated as 0.1 percentile. On the contrary, the geometrically nonlinear solution according to Eurocode 3 gives the lowest (safest) values of design load-carrying capacity.

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.

Load carrying capacity of cylindrical shells

2020 ◽  
Vol 2020 (21) ◽  
pp. 146-153
Author(s):  
Anatolii Dekhtyar ◽  
◽  
Oleksandr Babkov ◽  
Keyword(s):  
Carrying Capacity ◽  
Cylindrical Shells ◽  
Load Carrying Capacity ◽  
Load Carrying
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