Methods of Removing Buildings Deflection Used in Poland

Gromysz, Krzysztof

doi:10.1088/1757-899x/245/3/032096

Cited by 17 publications

(15 citation statements)

References 1 publication

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“…After the completion of rectification, the eastern edge of the building is situated higher, and the western part remains at the same level. Another rectification method, where ground is removed from underneath the part of the building situated higher [6,7], would have led to considerable, inadmissible, relative displacements of the church construction elements having low rigidity. Three scenarios of uneven building lifting were considered.…”

Section: Analysis Of Deflection Removal Methodsmentioning

confidence: 99%

Analysis of removal method of a 19^th church‘s deflection

Gromysz

2019

MATEC Web Conf.

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A historic mid-19th C. church building is located on the area affected by the impact of underground coal mining. In the past, the building was secured many times against an adverse effect of the mining area deformation by providing massive reinforced-concrete reinforcements. As uneven depressions have emerged, caused by underground coal mining, the structure has become vertically deflected by 39 mm/m in the eastern direction. With the building length of 51 m, the corners have been vertically displaced in relation to each other by 1.99 m. The existing deflection impedes the structure‘s usage, decreases its value and threatens the stability of its furnishings. The deflection should therefore be removed. Due to the building‘s historic character and the presence of massive reinforcements installed already during its operation, three scenarios of deflection rectification were assessed. After the assessment, a scenario was chosen where the building is detached with the use of hydraulic jacks in the floor level, and then straightened by uneven raising. The lifting height of the corners is up to 1.99 m. The article presents the results of the building model calculations and the reinforcements proposed for the time of straightening. It was assumed that the structure, with the total weight of 810,000 tonnes, will be straightened by means of 178 jacks. The outlined procedure will restore the building‘s architectural assets and value and will allow the church goers to use the church comfortably.

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Section: Analysis Of Deflection Removal Methodsmentioning

confidence: 99%

Analysis of removal method of a 19^th church‘s deflection

Gromysz

2019

MATEC Web Conf.

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“…The procedures described in [3,4] provide way for the removal of a building deflection as a whole, not for its particular components. It is thus necessary to use a non-standard way of handling the barrack's gable walls.…”

Section: Introductionmentioning

confidence: 99%

Analysis of stabilisation method of gable walls of a barrack located at the section BI of the former KL Auschwitz II-Birkenau

et al. 2019

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The subject of the article is an analysis of the stabilisation method of the western gable walls of a barrack with the inventory number B-123, situated at the section BI of the former German Nazi concentration and extermination camp Auschwitz II-Birkenau. The barracks of the former Birkenau have a documentary and historical value and are subject to protective conservation. A barrack with inv. no. B-123 had been erected in the last months of 1941 as a residential barrack, then it was used as a hospital facility. The barrack walls are characterised by low stiffness, because with the building’s plan of 36.17 m  11.39 m, the walls are only 0.12 m thick. Gable walls have been greatly deformed, as a result they have detached from longitudinal walls and their deflection is up to 120 mm. The construction of the walls is at risk, because a bad-quality wall is loaded with horizontal and vertical forces transmitted from the roof, on the eccentricity reaching 120 mm. Deformations are progressing as a consequence of such forces and the walls must be stabilised. In case of the western wall, it was decided to stop its further deformation and to increase the local carrying capacity by stabilising with steel elements connected with ties anchored in the ground. Given the historical value of the plasters with paint coats layers covering the wall, it was decided not to remove the wall deformation mechanically. For the eastern wall, which is not covered with plaster and was partly reconstructed after the war, the removal of its deflection by rectification was designed.

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“…Building deflections are removed (straightened) by uneven raising of structures with hydraulic jacks (Fig. 1) [1]. The jacks of length lja are installed in openings made in advance in structure walls (Fig.…”

Section: Introductionmentioning

confidence: 99%

Stiffness test in lateral direction of temporary wooden building supports

Gromysz

2019

MATEC Web Conf.

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Temporary supports consisting of a jack, a stack of wooden cubic elements and a iron plate are used during the removal of buildings deflections by uneven raising. Where the weight of a building is rested on temporary supports with a considerable length, unintentional displacements of buildings in the horizontal direction are seen. The displacements are connected with supports deformations caused by horizontal forces acting on the building part being raised. Non-vertically installed jacks, being part of the supports, are the most frequent reason for the occurrence of such forces. The jacks are not vertical due to deformations in the stack of wooden elements, upon which they are rested. In such case, the stiffness of temporary supports is essential for the safety of the deflection removal process. Laboratory tests of temporary supports were carried out and they showed that their stiffness, understood as a horizontal force divided by a displacement in the acting direction of the force, is not constant. The stiffness of supports is decreasing as the displacement amplitude grows. A considerable decrease in supports stiffness was experienced when positive longitudinal deformations occurred in the cross section of the support elements. As a result, the unconnected elements of the supports were unable to transmit positive stresses of this number. For the investigated range of loads, the deformations of the material of the supports elements were elastic. Inelastic forces were however generated along the contact points of the elements forming part of the supports, and such forces were responsible for creating a hysteresis loop and energy dissipation by the supports. The system, when a full load-unload cycle was applied, was returning to the initial position. Higher values of the energy dissipation coefficient correspond to higher values of a displacement amplitude.

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Methods of Removing Buildings Deflection Used in Poland

Cited by 17 publications

References 1 publication

Analysis of removal method of a 19^th church‘s deflection

Analysis of removal method of a 19^th church‘s deflection

Analysis of stabilisation method of gable walls of a barrack located at the section BI of the former KL Auschwitz II-Birkenau

Stiffness test in lateral direction of temporary wooden building supports

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Methods of Removing Buildings Deflection Used in Poland

Cited by 17 publications

References 1 publication

Analysis of removal method of a 19th church‘s deflection

Analysis of removal method of a 19th church‘s deflection

Analysis of stabilisation method of gable walls of a barrack located at the section BI of the former KL Auschwitz II-Birkenau

Stiffness test in lateral direction of temporary wooden building supports

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Product

Resources

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Analysis of removal method of a 19^th church‘s deflection

Analysis of removal method of a 19^th church‘s deflection