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Systematisation of seismic retrofitting in vernacular architecture
Published in Mariana R. Correia, Paulo B. Lourenço, Humberto Varum, Seismic Retrofitting: Learning from Vernacular Architecture, 2015
A. Lima, M.R. Correia, F. Gomes, G.D. Carlos, D. Viana, P.B. Lourenço, H. Varum
Another arch-reinforced element identified in the study area is the flat arch or jack arch. These are elements that replace lintels, in order to achieve greater flexible resistance to the span set. The arches transfer vertical loads, distributing them laterally from the upper walls. Typically, they are constructed in fired brick, and take the entire thickness of the masonry (see Fig. 5.b).
A Case Study from Istanbul’s Westernization Period: The Technical Documentation of Prinkipo Palace
Published in International Journal of Architectural Heritage, 2022
In the case of Istanbul, since the beginning of the 17th century, most houses were probably built by Hımış on a masonry base, until it changed into a frame without infill, Bağdadi, plastered or covered with timber boards around the mid-19th century (Güçhan 2018; Tanyeli 2004; Acar 2017). After the Industrial Revolution, in the second half of the 17th century, the transition to an industry-based economy led to the diversification of building materials and technologies in the 19th century, such as the emergence of metallic structures in Europe (Schueremans et al. 2018; Yergün 2002). Following this, in addition to traditional construction methods, new materials and construction technologies with brickwork, steel, and cement were utilized in Ottoman architecture (Yergün 2006). Eventually, masonry and jack arch constructions were preferred to timber structures to prevent fire incidents (Tanyeli 2004; Yakartepe and Binan 2011; Yergün 2002). However, these structures outnumbered timber ones at the turn of the 20th century.
Traditional High-rise Unreinforced Masonry Buildings: Modeling and Influence of Floor System Stiffening on Their Overall Seismic Response
Published in International Journal of Architectural Heritage, 2021
Juan Jiménez-Pacheco, Ramón González-Drigo, Lluis G. Pujades Beneit, Alex H. Barbat, José Calderón-Brito
The SBBV-floor (also known as jack arch masonry slabs or masonry flat arch diaphragms) shown in Figure 3 is representative of those found in many of the Eixample’s buildings. The weaknesses of this floor system prevent an effective diaphragm action and complicate significantly how a formula is obtained to evaluate its shear stiffness (Maheri 2004). Faced with this difficulty, the entire research effort on SBBV-floors has been focused on the experimental evaluation of shear stiffness. Thus, Shakib and Mirjalili (2010) conducted an experimental study to evaluate the effect of the inclusion of transverse joists (as a method of stiffening intervention) on the seismic performance of an SBBV-floor. They conducted tests in which they applied cyclic lateral loading on full-scale specimens (3.6 m × 3.6 m) in the two orthogonal directions. The setup of these tests was basically that of Zahrai, Zahraei, and Edalat (2006), in which predominant behavior of simple shear in the two orthogonal directions was established. Seismic performance results were obtained from the backbone envelope of the curves of base shear capacity against lateral displacement. Table 8 shows the results corresponding to the unstiffened SBBV-floor (with loading perpendicular to the joists and parallel to the joists).
Experimental Study on Seismic Behavior of Unreinforced Masonry (URM) Brick Walls Strengthened in the Boundaries with Shotcrete
Published in Journal of Earthquake Engineering, 2021
M. Shabdin, Nader Khajeh Ahmad Attari, M. Zargaran
A hypothetical two-floor URM building with one-way jack-arch slab was defined as the prototype structure of the presented cyclic in-plane research study. This prototype structure was selected to be a proper representation of existing URM school buildings in Iran which are, generally, one to two stories height with brick masonry walls and jack-arch floors. The test specimens represent an interior bearing wall without openings placed between the ground level and the first floor as is shown in Fig. 1. Based on the direction of jack-arch slab and the dimension of the rooms which is considered 5 m × 5 m, the tributary area for gravity loads will be 5 m per unit length of the wall. Assuming a usual gravity load of 7 (kN/m2) for each floor, the super imposed load to the wall specimens would be 70 kN/m. Considering the self-weight of the specimens, the normal stress on masonry wall would be 0.25 MPa. Some properties of specimens were assumed and considered stationary to make the global response of the specimen match with the real condition of existing URM buildings in Iran. For this purpose, the thickness and height of the walls were considered 0.35 and 3 m, respectively.