Wyniki wyszukiwania - BazTech

1

Pierwsze w Królestwie Polskim łukowe mosty systemu Moniera zbudowane przez inżyniera Arnolda Bronikowskiego

Mistewicz Marek

Kwartalnik Historii Nauki i Techniki

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2019

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T. 64, nr 1

39--55

EN

The article lists the fi rst applications of the Joseph Monier patent for the construction of reinforced concrete bridges that took place on the Polish lands. The history of the construction of Monier reinforced concrete arch bridges by Biuro Techniczne Arnold Bronikowski & S-ka Inżynierowie in the Kingdom of Poland was described on the basis of written sources, iconography, literature and current records. In particular, these included the bridge on the pond in the Ujazdów Park in Warsaw, the Reformacki Bridge on the Rypinowski Canal in Kalisz, the bridge over the Czechówka River in Lublin and the viaduct along the Karowa Street in Warsaw. The basic technical parameters of these constructions, dates of implementation and current status were specifi ed. The life and professional achievements of engineer Arnold Bronikowski were presented in the context of his constructions, both beautiful and innovative at the time. Three of the engineering objects described in the article survived the ravages of war and remain in use today.

2

Determinants of shaping an architectural form and structure in wooden halls

Sroka-Burdzińska A.

Czasopismo Techniczne. Architektura

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2014

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R. 111, z. 8-A

77--84

EN

In the paper, objects of modern hall construction of wood and mixed construction of primary structural systems are presented. Plane beam structures as well as trusses, post-and-beam construction, frame and arch construction are described in this paper. Cross-sectional dimensions and maximum span are estimated as well as information on the slope of roof surface is presented for the respective structural systems. The possibilities, restrictions and problems in shaping of architectural forms of the objects' structural systems also are presented in the paper.

PL

W artykule omówiono obiekty nowoczesnego budownictwa halowego z drewna oraz rozwiązania mieszane o podstawowych układach konstrukcyjnych. Zaprezentowano płaskie ustroje belkowe i kratowe, słupowo-ryglowe, ramowe oraz łukowe. Dla odpowiednich układów konstrukcyjnych przedstawiono orientacyjne wysokości przekroju poprzecznego i maksymalne rozpiętości, a także informacje o pochyleniu połaci dachowej możliwej do osiągnięcia. Przedstawiono możliwości oraz ograniczenia i problemy, jakie należy uwzględnić w kształtowaniu form architektonicznych obiektów, ich układów konstrukcyjnych.

3

Wzmacnianie sklepień murowych siatkami z włókien szklanych

Hojdys Ł., Janowski Z.

Czasopismo Techniczne. Budownictwo

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2011

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R. 108, z. 3-B

71-91

PL

W artykule przedstawiono wyniki badań doświadczalnych przeprowadzonych na pięciu sklepieniach walcowych. Sklepienia wykonano z cegły ceramicznej pełnej układanej na zaprawie wapiennej. Grubość sklepień wynosiła 125 mm. Rozpiętość sklepień mierzona w świetle podpór była równa 2000 mm, a strzałka 730 mm. Obciążenie przekazywane było bezpośrednio do górnej powierzchni sklepień w 1/4 ich rozpiętości. Opisano wyniki badań dwóch sklepień niewzmocnionych oraz trzech sklepień wzmocnionych powierzchniowo kompozytem o matrycy mineralnej zbrojonym siatką z włókien szklanych. Badano sklepienia wzmacniane przy powierzchni grzbietowej lub przy powierzchni podniebienia. Określono wpływ zastosowanej metody wzmocnienia na nośność i schemat zniszczenia sklepień.

EN

This paper presents results of experimental tests on five masonry barrel vaults. The vaults were made of clay bricks and lime mortar. Thickness, internal span and rise of the vaults were 125 mm, 2000 mm and 730 mm respectively. Two of them were tested without strengthening whereas three of them were strengthened with composite material. A glass grid embedded in a cement-based matrix was used. The vaults were strengthened at its extrados or at its intrados. In all tests the load was applied at a quarter span. The main aim of the research was the experimental study of the influence of strengthening on load bearing capacity and failure mechanism of masonry vaults. The influence of strengthening location was also discussed.

4

Numerical and experimental approaches of masonry arches effected by horizontal springing displacements

Lamblin D., Van Parys L., Descamps T.

Foundations of Civil and Environmental Engineering

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2006

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No. 7

201-213

EN

Masonry arches arc efficient structural systems that have been used for centuries in important constructions. Since some of them have been sensitively affected by structural pathologies, it can be difficult for engineers to assess the remaining stability of the structure. The numerical simulation of this kind of problem often constitutes an interesting approach whose crucial point is the modelling of the interface between the vous-soirs. This paper proposes a simplified Finite Element modelling using virtual truss bars exhibiting a non-linear behaviour. After the description of the procedure, the paper presents three classical approaches that can be used in order to validate the results obtained with the simplified one: limit analysis theory, finite element simulation performed in a general framework, and a lab test campaign. An original complementary approach based on a multi-body system formulation has also been described. Key results obtained with the different approaches have been compared briefly for a case study.

5

Design of steel arches against in-plane instability

Bradford M. A., Pi Y.-L.

International Journal of Applied Mechanics and Engineering

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2004

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Vol. 9, no 1

37-45

EN

Steel arches may be subject to instability caused by in-plane buckling or out-of-plane flexural-torsional buckling. The in-plane buckling of flat steel arches is addressed in this paper, where the method of virtual work is used to determine the buckling loads of circular arches with either pinned or fixed ends and subjected to a uniform loading distributed radially around the arch, and to a point load at the crown. The formulation includes the nonlinear prebuckling configuration of the arch, in deference to the classical stability formulations that treat the prebuckling response as being linear. Design formulae for the elastic buckling loads of arches are derived, as are the limits of the arch modified slenderness that delineates between antisymmetric and symmetric (snap-through) buckling modes.