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1

Stability of Thin-Walled Composite Structures with Closed Sections Under Compression

Rosłaniec Kuba, Różyło Patryk

Advances in Science and Technology. Research Journal

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2024

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Vol. 18, no 3

188--199

EN

The purpose of the research was to analyze the experimental-numerical influence of the type of cross-section on the stability of thin-walled composite columns with closed (rectangular) cross-sections. The subject of the investigation was thin-walled composite structures made of CFRP composite (carbon fiber reinforced polimer), characterized by a closed rectangular cross-section shape of the profile and a identical ply configuration. In this study, experimental and numerical investigations of axially compressed columns were performed to determine the values of buckling loads and buckling forms. Experimental investigations were performed using a universal testing machine with an optical deformation measurement system. In parallel with the experimental tests, numerical simulations were made using the FEM (Finite Element Method). The numerical studies conducted using dedicated numerical models and the experimental studies made it possible to carry out a thorough analysis of the impact of the cross-sectional shape on the buckling phenomenon of the structure. The novelty of the present paper is the use of interdisciplinary testing methods to compare the effect of cross-sectional geometry on the stability of thin-walled composite columns.

2

Mechanical behavior of laminated bamboo-timber composite columns under axial compression

Chen Si, Wei Yang, Wang Gaofei, Zhao Kang, Ding Mingmin

Archives of Civil and Mechanical Engineering

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2023

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Vol. 23, no. 2

art. no. e72, 2023

EN

Bamboo is a fast-growing biobased building material with a high strength-to-weight ratio, and the combination of bamboo and wood provides an environmentally friendly alternative for building construction. A new type of laminated bamboo-timber composite column was proposed to improve the compressive performance of timber columns, which was expected to obtain better mechanical performance. Bamboo scrimber and Douglas fir were combined to form laminated bamboo-timber composite columns for the experimental study. Axial compression tests were carried out on 5 groups of 15 composite columns. The failure modes of the composite columns were assessed. The laws of axial displacement, lateral displacement, axial strain, ultimate bearing capacity and stiffness were analyzed. Finally, the bearing capacity of the composite columns was calculated by referring to the design specification for timber structures. The results indicated that the composite columns exhibited three failure characteristics. The ultimate bearing capacity and stiffness of the bamboo-timber composite columns increased with increasing amount of bamboo scrimber. The ultimate load of the bamboo-timber composite columns was increased by 23.0-94.6%, while the stiffness was increased by 9.1-38.4%. In addition, the bearing capacity of composite columns was calculated according to two standards. The experimental values of the bamboo-timber composite columns are in good agreement with the theoretical values, and the errors are within 8%.

3

Experimental investigation and beam-theory-based analytical model of cross-laminated timber panels buckling behavior

Fabrizio Cristiano, Sciomenta Martina, Spera Luca, De Santis Yuri, Pagliaro Stefano, Di Egidio Angelo, Fragiacomo Massimo

Archives of Civil and Mechanical Engineering

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2023

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Vol. 23, no. 3

art. no. e172, 2023

EN

This paper investigates the buckling behavior of three-layered cross-laminated timber (CLT) panels, from both the experimental and analytical standpoints. Two different series of specimens are considered: the homogeneous ones, which are entirely made of beech, and the hybrid ones, whose inner layers are made of Corsican pine. The experimental tests aim to evaluate the failure limit loads of the specimens, when loaded by an increasing compression tip force. The analytical formulation is first obtained for a panel with a generic number of layers and after it is specialized for a three-layered panel. Timber layers are modeled as internally constrained planar Timoshenko beams linked together by adhesive layers, which are modeled as a continuous distribution of normal and tangential elastic springs. A closed-form solution of the buckling problem is obtained. The achieved Eulerian critical load of CLT panels depends on two parameters, which account for (1) the interaction between timber layers (due to the glue tangential stiffness) and (2) the rolling shear stiffness of the inner layer. Three different failure criteria are introduced to estimate the limit load. Finally, the analytical limit loads and the experimental ones are compared.

4

Effect of corrosion on the buckling behaviour of cold‑formed steel channel section columns under axial compression

Nie Biao, Xu Shanhua, Chen Huapeng, Wang Youde

Archives of Civil and Mechanical Engineering

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2023

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Vol. 23, no. 2

art. no. e70, 2023

EN

This paper presents an experimental and numerical investigation on the buckling behaviour of corroded cold-formed steel (CFS) channel section columns under axial compression. 7 stub columns and 7 medium long columns were accelerated corrosion by the outdoor periodic spray test. Prior to compression tests, the mass, residual thickness, surface morphology and initial geometric imperfection of the corroded CFS columns were measured. The failure modes, load-strain curves and load-axial displacement curves obtained from axial compression tests were discussed. Based on the corrosion morphology, the non-linear finite element (FE) model for the corroded CFS columns was then developed. Finally, the calculation method for corroded CFS channel section columns was proposed. The results indicated that with the increasing mass loss rate, the irregularity of residual thickness increased rapidly at first, and then increased slowly due to uniform corrosion. The failure mode of the corroded specimens may change from distortional buckling to local buckling as the mass loss rate increased. With the increase in mass loss rate, the buckling critical load, ultimate load, post-buckling strength and axial displacement corresponding to ultimate load decreased. The failure positions of distortional buckling and local buckling were mainly related to the corrosion degree of the flange and web, respectively. The FE results were compared against the experiment results showing a good match in terms of both the ultimate strength and failure modes.

5

Overall buckling performance of high strength steel welded I-sections under combined axial compression and bending

Huang Bin, Zhang Wen-Fu

Archives of Civil Engineering

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2022

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Vol. 68, nr 3

369--384

EN

This paper presents a numerical investigation into the high strength steel (HSS) welded I-section overall buckling performance with respect to the major axis under combined axial compression and bending. The validation of FE models compared with the existing test data to verify the appropriateness of the element division and boundary condition was firstly conducted. In line with the FE arrangement verified, separate 890 numerical models, covering a broader range of eight steel grades (460 MPa, 500 MPa, 550 MPa, 620 MPa, 690 MPa, 800 MPa, 890 MPa and 960 MPa), different overall slenderness and various eccentricities were designated. Subsequently, the comparison of the resistance prediction codified design rules in EN 1993-1-1, ANSI/AISC 360-10 and GB50017-2017 was preferentially operated, by the instrumentality of the normalized axial compression-bending moment curves. The results graphically revealed that, the provision given in ANSI/AISC 360-10 concerned in the present work was the most loose, whereas, the corresponding content set out in EN 1993-1-1 and GB50017-2017 was relatively on the safe side. Taking account of the FE results, the conservative shortcomings of the considered rules in EN 1993-1-1 and GB50017-2017 were further highlighted. Especially, the disparity of EN 1993-1-1 and numerical results was higher to 27%, from the perspective of a definition given in the present work. In contrast, the provision in ANSI/AISC 360-10 yielded a relatively accurate prediction, on average. Based on the numerical program, an alternative formula for the HSS welded I-section beam-columns with a general expression form was sought, which intimately reflected the effect of overall slenderness.

6

Performance of circular stainless‑carbon steel tube confned concrete stubs under axial compression

Gao Shan, Guo Lanhui, Zhang Sumei

Archives of Civil and Mechanical Engineering

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2022

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Vol. 22, no. 3

art. no. e104

EN

To increase the usage cost-efectiveness of stainless steel in structural members, a bimetallic tube composed of an external thin-walled stainless steel tube and an internal relatively thick-walled carbon steel tube is proposed. Fifteen stub specimens including nine stainless-carbon steel tube confned concrete (SCTCC) stubs and six concrete-flled stainless-carbon steel tubes (CFSCT) were tested and analyzed in detail. The results show that both SCTCC stubs and CFSCT stubs exhibit good mechanical performance and shear failure modes. The axial strength of SCTCC stubs is higher than that of CFSCT stubs. Regarding SCTCC stubs, the exterior stainless-steel tube would yield before the interior carbon-steel one. The parametric analysis shows that the rising in the thickness ratio of stainless steel tube would decrease the axial capacity of SCTCC model, but also cause the decrease in the axial resistance of the model beyond the peak to become more subtle. The predicting method regarding the capacity of SCTCC stub under axial compression is proposed based on the current design standard and test results.

7

Experimental investigation and analysis on the axial compressive performance of recycled concrete‑filled corroded steel tubular columns

Hui Cun, Li Yonggang, Li Ke, Liu Cong, Hai Ran, Li Chunqing

Archives of Civil and Mechanical Engineering

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2022

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Vol. 22, no. 2

art. no. e97, 1--22

EN

In this study, the axial compressive performance of recycled concrete-filled corroded steel tubular columns was assessed with different concrete strength grades (C30, C45, C60) and different corrosion degrees (0%, 5%, 10%, 15%, 20%). Axial compression tests on 15 specimens were conducted, and the corresponding load-displacement curves, skeleton curves, stiffness degradation curves, characteristic load, characteristic displacement, failure modes, and the stress-strain distribution in steel tube and concrete specimens were obtained and thoroughly analyzed. The load-bearing capacity of the specimens was calculated by the typical local and international standards. The static calculation model of the specimens was built by the finite element software, and the load-bearing capacity and deformation performance were evaluated and compared with the test results. The results showed that with the increase of corrosion degree under the same load, the specimen deformation and central bulge are more prominent, whereas the load-bearing capacity and stiffness decrease. As the concrete strength increased, the load-bearing capacity of specimens increased significantly. The calculated load-bearing capacity values and the finite element analysis results agree well with the test values. The findings of this research can be used in different engineering applications.

8

Utrata stateczności osiowo ściskanych słupów dwugałęziowych

Piotrowski Rafał, Siedlecka Monika

Inżynieria i Budownictwo

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2021

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R. 77, nr 5-6

242--246

PL

Przedstawiono wyniki analitycznych i numerycznych rozważań dotyczących formy lokalnej i globalnej utraty stateczności osiowo ściskanych bisymetrycznych prętów dwugałęziowych połączonych sztywnymi przewiązkami, w jednej lub dwu płaszczyznach, bądź przeponami. Poza oczywistym wpływem sposobu podparcia końców pręta na postać wyboczenia, uwzględniono także rozstaw gałęzi i ilość połączeń między nimi.

EN

The analysis covers the forms of local and global loss of stability of axially compressed bisymmetric two-branch bars connected with rigid lacings, in one or two planes, or with diaphragms. Apart from the obvious influence of the method of supporting the bar ends on the buckling form, the branch spacing and the number of connections between them were also taken into account.

9

Wpływ owalizacji na nośność ściskanych osiowo stalowych powłok walcowych

Hotała E., Kozikowski D.

Materiały Budowlane

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2018

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nr 4

100--102

PL

W artykule przedstawiono wyniki numerycznych analiz stateczności walcowych powłok stalowych ściskanych osiowo, w których oprócz imperfekcji w postaci wgnieceń wystąpiły również imperfekcje w postaci owalizacji o znacznej wartości. Owalizacja walcowych powłok silosów, zbiorników i innych stalowych konstrukcji powłokowych jest powszechną i trudną do uniknięcia odchyłką wykonawczą. Wyniki przeprowadzonych analiz wskazują, że imperfekcje geometryczne w postaci owalizacji dwukrotnie większych niż normowe wartości dopuszczalne mogą nie mieć istotnego wpływu na nośność ściskanych osiowo powłok walcowych. Może to ułatwić podejmowanie racjonalnych decyzji podczas procedur odbiorczych stalowych konstrukcji powłokowych.

EN

Paper presents results from numeric analysis of stability of cylindrical steel shells under axial compression, in which except dents, out-of-roundness imperfections of substantial values were taken into account. Out-of-roundness in cylindrical silos, tanks and other steel structures is seldom and hard to eliminate in construction rising. Outcomes of undertaken analysis has shown that out-of-roundness imperfections with dimension twice as high as acceptable according to norm classes can have no significant influence on bearing capacity of axially compressed cylindrical steel shells. This conclusion can ease taking reasonable decisions in construction release to use.

10

O wyznaczaniu temperatury krytycznej stalowych słupów ściskanych ogarniętych pożarem

Maślak M., Suchodoła M.

Inżynieria i Budownictwo

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2018

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R. 74, nr 2

99--104

PL

Omówiono sposób wyznaczania temperatury krytycznej eksponowanego na działanie ognia stalowego słupa osiowo ściskanego. Wskazano na ograniczenia w stosowaniu do tego celu uproszczonej formuły normowej opartej na specyfikacji wskaźnika wykorzystania nośności. Zaproponowano skorygowane postępowanie iteracyjne pozwalające na oszacowanie poszukiwanej temperatury, gdy bezpośrednie wykorzystanie wskazanej zależności nie jest miarodajne.

EN

A procedure for determining the critical temperature of axially compressed steel column when exposed to fire was presented and discussed in detail. The limitations for the use in this purpose a simplified standard formula which is based on the specification of degree of utilization index were identified. A revised iterative procedure has been proposed to evaluate the sought temperature level in the case when the direct use of such the formula is not reliable.

11

Influence of the transverse inhomogeneity on the nonlinear post-buckling path of compressed FG cylindrical panels

Lykhachova O., Kołakowski Z.

Engineering Transactions

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2017

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Vol. 65, iss. 4

563--577

EN

In this paper, nonlinear stability of axially compressed cylindrical panels simply supported according to two types of boundary conditions (with possible or limited circumferential displacements of unloaded sides) is presented. Panels made of functionally graded materials (FGMs) of two constituents (metallic and ceramic phases) are treated as multi-layered composite structures with transverse inhomogeneity. Volume fractions of ceramics and metal distribution throughout the layer thickness are described by a simple power law. The influence of the transverse inhomogeneity of FGM panels on unsymmetrical stable post-buckling paths is shown. Special attention is paid to effect of the imperfection sign on post-buckling paths of investigated FGM panels. Some validations of the finite element analysis are discussed for isotropic panels compressed according to two (force and kinematic) loading schemes.

12

Badania eksperymentalne słupów CFST z betonem zwykłym i ekspansywnym

Abramski M., Kondrat J., Korzeniowski P.

Czasopismo Inżynierii Lądowej, Środowiska i Architektury / Journal of Civil Engineering, Environment and Architecture

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2017

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z. 64, nr 3/I

307--323

PL

Praca przedstawia badania eksperymentalne ponad 40 słupów CFST. Analizie poddano wyniki siły niszczącej słupy w aspekcie grubości stalowego płaszcza, smukłości słupa, rodzaju betonu wypełniającego stalową rurę (zwykły i ekspansywny) i jego wytrzymałości a także sposobu obciążania słupa (przez rdzeń lub przez cały przekrój). Sprawdzono efektywność słupów CFST z użyciem betonu ekspansywnego i zwykłego rozumianą jako stosunek nośności eksperymentalnej słupa do nośności plastycznej osiowo ściskanego przekroju słupa. Oceniono przydatność autorskiej metody wyznaczania nośności słupów CFST, różniącej się zasadniczo od metody wg EC4, przy wyższych stopniach zbrojenia, przekraczających 6%.

EN

The paper presents the results of the study on over 40 CFST columns. The analysis covered the results of applying the destructive force onto the columns in the following aspects: the thickness of the steel coat, the slenderness of the columns, the type of the concrete filling (the ordinary and the expansive) and its strength as well as the type of the load application (onto the core or onto the whole section). The effectiveness of the columns, understood as the ratio of the load bearing capacity of the experimental column versus the plastic load bearing capacity of the axially compressed columns’ section, was analysed for both the ordinary concrete and the expansive concrete filled CFST columns. Finally, the original method of calculating the load bearing capacity of the CFST columns was evaluated for columns of the higher (over 6%) reinforcement ratios. The method differs significantly from the EC4 method.

13

Numerical Simulation of Axially Compressed Cylindrical Shells with Circular Cutouts

Lykhachova O.

Mechanics and Mechanical Engineering

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2016

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Vol. 20, nr 3

309--320

EN

The present paper deals with FEM modelling of Tennyson’s famous experiment: the buckling problem of axially compressed elastic cylindrical shells with small single circular cutouts. It is completed using ANSYS software package in geometrically linear and nonlinear formulations for three different loading schemes. Two of the loading schemes provide an upper and lower bounds for buckling loads. The third loading scheme corresponds to the experiment and gives an excellent agreement of numerical results with the experimental data. The influence of shell thickness on buckling load is studied in addition to common non–dimensional geometrical shell parameter. Decrease of a shell thickness about two times leads to decrease of buckling load parameter about 7 % in the studied range of cutouts. The efficiency of ANSYS software is proved for the buckling design of shells with highly non–homogeneous stress strain state.

14

Axial splitting of empty and foam-filled circular composite tubes – An experimental study

Rezaei B., Niknejad A., Assaee H., Liaghat G. H.

Archives of Civil and Mechanical Engineering

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2015

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Vol. 15, no. 3

650--662

EN

This paper studies the effects of polyurethane foam-filler on the axial splitting process of circular composite tubes under the axial quasi-static loading, experimentally. A shear mode of failure in circular composite tubes is initiated by crushing the tube onto a conical die to absorb the energy. The effects of conical die angle, number of fiber fabric layers, resin type and also, diameter and fiber fabric type of the tubes on axial load, energy absorption and specific absorbed energy by the structure are studied. Experimental results show that the polyurethane foam-filler increases energy absorption capability by the tubes. Also, it is found that in the investigated domain, composite tubes with smaller diameters are better energy absorbers, comparing with the composite tubes with larger diameters. Experiments show that foam-filled circular tubes under the axial compression in the splitting process works as good energy dissipater.

15

Quasi-static and dynamic properties of the intervertebral disc : experimental study and model parameter determination for the porcine lumbar motion segment

Araujo A. R. G., Peixinho N., Pinho A. C. M., Claro J. C. P.

Acta of Bioengineering and Biomechanics

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2015

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Vol. 17, no. 4

59--66

EN

Purpose: The study of axial loading is essential to determine the properties of intervertebral disc. The objectives of this work are (1) to quantify the mechanical properties of porcine lumbar intervertebral discs under static and cyclic compressive loading, and (2) to determine the parameters of a five-parameter rheological model for porcine and compare them with those obtained for human lumbar intervertebral discs. Methods: Thus, the porcine lumbar motion segments were subjected to quasi-static and dynamic compression tests. The quasi-static tests were used to obtain the static stiffness coefficient at different strain rates, while the data from the cyclic compressive tests were used to both determine the dynamic stiffness coefficient and to be fitted in a 5-parameter model, in order to simulate the creep response of the porcine intervertebral discs. Results: The results demonstrated that dynamic stiffness coefficient of porcine discs is between four and ten times higher than the static stiffness coefficient, depending on load applied. The parameters of the rheological model suggested a low permeability of nucleus and endplate during the fast response of porcine discs. In addition, the fast response in terms of displacement is four times higher than those documented for human discs. Conclusions: This study revealed that care must be taken on the comparison between porcine and human discs, since they present different behaviour under quasi-static and dynamic compressive loading.

16

Nośność i wytężenie osiowo ściskanych polimerowych rur grubościennych wypełnionych betonem

Abramski M., Korzeniowski P., Wesołowski M.

Inżynieria i Budownictwo

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2014

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R. 70, nr 5

280--284

PL

Przedstawiono wyniki badań i porównano je z podobnymi badaniami polimerowych rur cienkościennych. Stwierdzono, że grubość płaszcza w znacznym stopniu wpływa na zachowanie pokrytyczne słupów oraz rozwój odkształceń podłużnych i obwodowych płaszcza w trakcie procesu obciążania. Próbę wykorzystania zaczerpniętej z Eurokodu 4 procedury obliczania stalowo-betonowych słupów zespolonych do wyznaczania nośności badanych słupów uznano za nieudaną.

EN

In the paper results of experimental investigation carried out on axially loaded polymer thick-walled tubes filled out with concrete are discussed. Comparing this investigation with other tests carried out on similar, but thin-walled tubes authors realize significant differences in post-critical behavior as well as strain development in tube in both longitudinal and circumferential directions. A trial of adaptation of Eurocode 4 procedure of calculating composite steel-concrete columns for the tested columns was made. However load-carrying capacities obtained using this approach differ from the experimental results in authors’ opinion too much.

17

Odkształcalność ściskanego osiowo betonu z kruszywem styropianowym

Rucińska T., Kiernożycki W.

Cement Wapno Beton

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2014

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R. 18/80, nr 1

33--39

PL

W pracy przedstawiono wyniki badań odkształcalności betonu z kruszywem styropianowym o różnych klasach wytrzymałości oraz gęstości objętościowej, poddawanych jednoosiowemu ściskaniu. Wyniki badań wykazują, że poziom naprężenia inicjującego styrobetonów σi/ƒcm mieści się w granicach 35% ÷ 45% naprężeń niszczących, podobnie jak w przypadku betonów zwykłych. Natomiast poziom naprężenia krytycznego σcr/ƒcm wynosi 60%÷75% i jest nieco niższy od betonów zwykłych. Współczynnik Poissona ma wartość około 0,22 i jest zbliżony do betonów zwykłych.

EN

In the paper the results of strain investigation of concrete with styrofoam aggregate of different strength classes and bulk densities subjected to uniaxial compression is presented. The obtained results are showing that the initiating stress of styrofoam concretes σi/ƒcm is in the range 35% ÷ 45% of destructive stress, similarly to ordinary concrete. However the critical stress level σcr/ƒcmis in the range 60%÷75%, slightly lower than for ordinary concrete. Poisson s ratio of stryfoam concrete is about 0.22, similar to ordinary concrete.

18

Pręty kompozytowe GFRP jako zbrojenie elementów betonowych obciążonych siłą podłużną i momentem zginającym

Szymczak P., Olbryk P, Kamińska M.

Budownictwo i Architektura

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2014

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Vol. 13, nr 3

167--174

PL

Referat dotyczy betonowych elementów zbrojonych wewnętrznie prętami kompozytowymi GFRP (Glass Fibre Reinforced Polymer), zawierającymi włókna szklane zatopione w matrycy żywicznej. Skupiono się na elementach obciążonych siłą podłużną i momentem zginającym. Omówiono doświadczalne badania czterech słupków obciążonych ściskającą siłą osiową, zbrojonych podłużnie i poprzecznie prętami GFRP. Słupki miały kształt walców o nominalnej średnicy 200mm i wysokości 600mm. Zbrojenie podłużne było stałe i składało się z sześciu prętów o średnicy 11mm, zbrojenie poprzeczne wykonano jako ciągłe w postaci spirali z prętów o średnicy 4mm lub 8mm, o rozstawie 45mm i 60mm. Zależność σ – ε prętów kompozytowych zbrojenia podłużnego była określona doświadczalnie, zarówno przy rozciąganiu, jak i ściskaniu. Badania wykazały, że zbrojenie GFRP bardzo dobrze współpracuje z betonem, a w stanie zniszczenia osiąga naprężenia adekwatne do podłużnych odkształceń elementu. Wykazano, że na podstawie stanów odkształcenia przekroju takich jak przyjmowane dla przekrojów żelbetowych, zgodnie z EC2, można sporządzić krzywe interakcji Nu-Mu.

EN

This paper discusses concrete members reinforced internally with composite GFRP bars (Glass Fibre Reinforced Polymer). The studies are focused on members under axial force and bending moment. Experimental studies of 4 RC columns loaded with compressive axial force, longitudinally and transversally reinforced with GFRP bars were discussed. Columns had cylinder shape with the nominal diameter of 200mm and height of 600mm. Longitudinal reinforcement contained six bars with 11mm diameter and transversal reinforcement of continuous spiral bars # 4 and #8 with spacing equal to 45mm and 60mm. Studies show that the GFRP reinforcement has very good adhesion to concrete and,in failure state reaches stresses adequate to longitudinal strains of members. This paper proves that the interaction curves can be determined on the same strain state basis as used in RC members according to EC2.

19

Investigation on corroded hss tubular members under compression strengthened with CFRP composites

Sundarraja M. C., Sriram P.

Archives of Civil Engineering

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2014

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Vol. 60, nr 1

145--159

EN

The main objective of this investigation is to assess the feasibility of strengthening of corroded (damaged) square hollow steel tubular sections subjected to compression and to develop or predict the suitable wrapping scheme of fibre reinforced polymer (FRP) to enhance the structural behaviour of it. For this study, compact mild steel tubes were used with the main variable being FRP characteristics. Carbon fibre reinforced polymer (CFRP) fabrics was used as horizontal strips (lateral ties) with other parameters such as the number of layers and spacing of strips. Among fourteen specimens, six were externally bonded by CFRP strips having a constant width of 50mm with a spacing of 20mm and the remaining six were externally bonded by CFRP strips having a constant width of 70mm with a spacing of 20mm, two columns were unbonded. Experiments were undertaken until the failure of columns to fully understand the influence of FRP characteristics on the compressive behaviour of the square sections including their failure modes, axial stress-strain behaviour, enhancement in the load carrying capapcity, and effect of distribution of CFRP layers. Finally, the behaviour of externally bonded hollow tubular sections was compared with one another and also with the control specimens. Evaluation of the results will lead to optimum CFRP jacketing/ wrapping arrangements for the steel tubes considered here.

20

Research on monolithic external walls installed in panel forms with simultaneous facing

Atanesyan V. A.

Budownictwo o Zoptymalizowanym Potencjale Energetycznym

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2012

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nr 2(10)

7--12

EN

The given work represents the research on external monolithic walls installed in vertical position with simultaneous implementation of facing works. Along with research of light concrete structure and properties for monolithic construction, joint work of concrete monolithic walls facing, installed in panel forms, was examined. The research includes the joint work of facing with various stones with monolithic wall concrete. It also determines wall bearing ability. Wall fragments with facing samples were tested for axial compression. The work comprises test results of 12 wall fragments in the size of 100 x 45 x 30 cm, faced with tuff, basalt or travertine plates, and the chart of fragment deformation. The offered methods of simultaneous facing of external monolithic walls have technological and constructive ad-vantages over the traditional method of subsequent facing.

PL

W pracy przedstawiono badania ścian monolitycznych przy zastosowaniu różnego rodzaju okładzin, zainstalowanych w formach. Praca zawiera wyniki testu dla 12 fragmentów ścian wielkości 100 x 45 x 30 cm oraz wykresy odkształceń. Zaproponowane metody wykonania okładziny zewnętrznych ścian monolitycznych mają technologiczną i konstrukcyjną przewagę nad tradycyjnymi rozwiązaniami okładzin.