Experimental investigation of bond–slip behavior of between-anchored steel strips to concrete surface

• Autorzy: Kopraman Yağmur , Özdemir Anil , Anil Özgür , Sakin Shaimaa , Armakan Furkan

Identyfikatory

DOI

10.1007/s43452-022-00523-4

• Języki publikacji: EN

Abstrakty

EN

Reinforced concrete and masonry structures may need strengthening or retrofitting for many different reasons. It is known that strengthening/retrofitting details developed with steel elements are used and widely preferred in these studies. Realistic knowledge of the bond–slip material model between the existing concrete surface and the steel strip in the strengthening/retrofitting details developed using steel strips is extremely important to determine the designed strengthened structural bearing capacity and load–displacement behavior. In the literature review, no study was found in which the bond–slip material model between concrete surfaces and steel strips was investigated extensively. For this reason, an experimental study was planned. In the experimental program, using a special axial tensile test setup designed by the authors, 72 test specimens were tested under the effect of monotonically increased axial tensile force. Axial load displacement, shear stress–shear displacement, and strain distribution values along the steel strip of the test specimens were obtained. It was interpreted how the results were affected by the experimental variables. An innovative bond–slip material model was proposed using the experimental results between the non-anchored and anchored steel strips and the concrete surface. It is thought that the bond–slip model between the developed steel strips and the concrete surface will be useful in the realistic calculation of the bearing capacity and general load–displacement behaviors of the strengthening/retrofitting details designed using steel strips. It can be used in finite element models. It can be used in finite element models. The increase in concrete compressive strength from 10 to 25 MPa increased the axial load maximum bearing capacity values of the steel strips by an average of 44%. The maximum bearing capacity values of the steel strips bonded with a 2 mm thickness epoxy layer were calculated by, on average of 86% higher than the test specimens bonded with 6 mm thickness epoxy. The maximum axial bearing forces of the test specimens in which the axial tensile force was applied concentrically were obtained on an average of 27% greater than the test specimens tested by applying eccentric loading. The maximum bearing capacity values of the test specimens with two anchors on the steel strips adhered to the concrete surface were obtained on an average of 42% higher than the non-anchored test specimens in which only epoxy was used. The maximum bearing capacity values of the test specimens with 400 mm steel strip adhesion length exhibited an average of 108% higher maximum bearing capacity values than the test specimens with 100 mm steel strip bond length.

Słowa kluczowe

EN

epoxy; steel strip; concrete; bonding surface; bond-slip model; anchorage

PL

epoksyd; taśma stalowa; beton; zakotwienie

• Wydawca: Springer ; Wrocław University of Science and Technology
• Czasopismo: Archives of Civil and Mechanical Engineering
• Rocznik: 2022
• Tom: Vol. 22, no. 4
• Strony: art. no. e198, 2022
• Opis fizyczny: Bibliogr. 18 poz., fot., rys., tab., wykr.

Twórcy

autor

Kopraman Yağmur

• Civil Engineering Department, Gazi University, Ankara, Turkey

autor

Özdemir Anil

• Department of Engineering Science, University of Oxford, Oxford, UK

autor

Anil Özgür

• Civil Engineering Department, Gazi University, Ankara, Turkey

autor

Sakin Shaimaa

• College of Engineering, Civil Engineering Department, Al Mustansiriya University, Baghdad, Iraq

autor

Armakan Furkan

• Civil Engineering Department, Gazi University, Ankara, Turkey

Bibliografia

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Uwagi

PL

Opracowanie rekordu ze środków MEiN, umowa nr SONP/SP/546092/2022 w ramach programu "Społeczna odpowiedzialność nauki" - moduł: Popularyzacja nauki i promocja sportu (2022-2023)