Establishing the law of distribution of load-carrying capacity of fiberglass-reinforced plastic tubes

1976 ◽  
Vol 10 (6) ◽  
pp. 885-888
Author(s):  
A. M. Sinyukov ◽  
B. I. Bel'chich ◽  
V. V. Kostylev ◽  
V. N. Onoprienko
Keyword(s):  
Carrying Capacity ◽  
Load Carrying Capacity ◽  
Reinforced Plastic ◽  
Load Carrying ◽  
The Law

Load-carrying capacity of reinforced plastic pipes sealed with a film

1977 ◽  
Vol 9 (9) ◽  
pp. 1039-1044
Author(s):  
G. P. Zaitsev ◽  
V. N. Sud'in
Keyword(s):  
Carrying Capacity ◽  
Load Carrying Capacity ◽  
Plastic Pipes ◽  
Reinforced Plastic ◽  
Load Carrying

Influence of Contact Parameters on Load-Carrying Capacity of Hybrid Composite Cross-Section

2014 ◽  
Vol 897 ◽  
pp. 157-160
Author(s):  
Peter Kotes
Keyword(s):  
Carrying Capacity ◽  
Composite System ◽  
Concrete Slab ◽  
Specific Treatment ◽  
Concrete Cover ◽  
Load Carrying Capacity ◽  
Building Structures ◽  
Reinforced Concrete Slab ◽  
Reinforced Plastic ◽  
Load Carrying

FRP (Fiber Reinforced Plastic) materials are corrosion resistant not requiring any specific treatment. The utilization of these materials is expanding. New research works have started to focus on using these materials on self-contained formwork in composite systems. It allows decreasing the concrete cover on minimum value just to assure sufficient bonding between reinforcement and concrete (the influence of aggressive environment is minimal). Moreover, the stay-in-place formwork is self-contained. It means using this system as formwork during casting of concrete and another supporting structure is not needed. The paper is focused on experimental analysis of stay-in-place GFRP (Fiberglass Reinforced Plastic) formwork in composite system (three-functional GFRP formwork and reinforced concrete slab – RC slab) and its use on floors in building structures. The load-carrying capacity of the composite system is highly influenced by quality of cohesion between GFRP formwork and concrete. This cohesion was investigated by using “push tests”. The results from experimental push tests were compared with the numerical model and also will serve for numerical modelling of real bonding of the girders.

Bolted glass-fibre-reinforced plastic joints

1995 ◽  
Vol 22 (4) ◽  
pp. 736-744 ◽  
Author(s):  
M. A. Erki
Keyword(s):  
Glass Fibre ◽  
Carrying Capacity ◽  
Maximum Load ◽  
Load Carrying Capacity ◽  
Compression Tests ◽  
Reinforced Plastic ◽  
Load Carrying ◽  
Glass Fibre Reinforced Plastic ◽  
Glass Fibre Reinforced ◽  
Half Turn

Test results are presented for single fastener glass-fibre-reinforced plastic (GFRP) members connected with GFRP threaded rods, steel threaded rods, and steel bolts. Twenty-eight joints were tested in tension and thirty-five were tested in compression. For some of the tests, a GFRP pipe was used as a protective sleeve for the threads of the steel and GFRP threaded rods. The effect of fastener strength and stiffness on the load carrying capacity of the joints is reported. The major findings for both the tension and compression tests were that joints constructed with a GFRP threaded rod had approximately half the strength of joints constructed with a steel threaded rod. Also, joints constructed with a GFRP threaded rod and GFRP pipe sleeve were at least a third stronger than joints constructed with a GFRP threaded rod alone. The GFRP members used consisted of a pultruded glass fibre sheet, which was composed of symmetrically stacked, alternating layers of identically orientated unidirectional E-glass fibres and randomly orientated E-glass continuous strand mat. The maximum load carrying capacity decreased with increasing angle of loading with respect to the unidirectional fibres, but this was more pronounced for the tension tests than for the compression tests. For the tests performed, it was sufficient to finger tighten end nuts; indeed, tightening end nuts by a half turn-of-the-nut slightly decreased the strength of the joints. Key words: glass-fibre-reinforced plastic, connections, fibreglass bolts, experimental.

scholarly journals LOAD-CARRYING CAPACITY INCREASE OF ARCH-TYPE TIMBER ROOF

2019 ◽  
Vol 1 ◽  
pp. 175
Author(s):  
Janis Murnieks ◽  
Dmitrijs Serdjuks ◽  
Karina Buka-Vaivade
Keyword(s):  
Cross Sections ◽  
Carrying Capacity ◽  
Load Carrying Capacity ◽  
Specific Load ◽  
Dead Weight ◽  
Reinforced Plastic ◽  
Load Carrying ◽  
Steel Bars ◽  
Carbon Fibre Reinforced Plastic ◽  
Bottom Zone

Possibility to increase load-carrying capacity of arch-type timber roof of multifunctional public building with the span equal to 60 m was analysed. Three-hinged segment arches with the rectangular glued cross-sections are considered as the main load-carrying structures in the transversal direction. Freely supported purlins with the massive rectangular cross-sections are considered as the main load-carrying structures in the longitudinal direction. The dependences between height of the arches, it bays and distances between the bracing members strengthening top and bottom zone of the arches cross-sections so as relative materials consumption and specific load-carrying capacity of the arches were obtained as the second power polynomial equations. Height of the arches and it bay changes within the limits from 10 to 30 and from 2 to 9 m, correspondingly. The distances between the bracing members strengthening top and bottom zone of the arches changes within the limits from 2 till 10 and from 4 till 16 m, correspondingly. The arch-type timber roof was considered under the action of the load combination which include structural dead weight, drifted and undrifted snow loads and wind loads. The relative materials consumption of the arches was determined as a relation between the dead weight of the arch to it span and changes within the limits from 24 till 114 kg/m. Glued and solid timber with strength classes GL24h and C24 are considered as materials of arches and purlins, correspondingly. The specific load-carrying capacity of the arches was determined as a relation between load –carrying capacity of the arche and volume of structural materials. Specific load-carrying capacity of the arches changes within the limits from 0.23 till 0.83 kN/m/t in the case, if purlins are taken into account. It was shown, that the rational from the point of view of materials consumption and specific load-carrying capacity height of the arche, it bays so as the distances between the bracing members strengthening top and bottom zone of the arches are equal to 15, 7.5, 5 and 15 m, correspondingly. Corresponding values of relative materials consumption and specific load-carrying capacity are equal to 24 and 0.23 kN/m/t. The depth and width of the arche cross-section were equal to 1617 and 318 mm, correspondingly. It was shown, that strengthening of the arches cross-section by the steel bars of strength class B500 and carbon fibre reinforced plastic tape Sika Crbo Dur S512 enables to increase load-carrying capacity of the arche by 10.20 and 9.48%, correspondingly. But common use of the steel bars together with the carbon fibre reinforced plastic tapes enables to increase load-carrying capacity of the arche by 18.89%.

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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