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Figure 4: 3D Finite Element Model of Irgandi Bridge. Therefore, shear wave velocity was chosen in the range of 410 m/s and 760 m/s. Additionally, moment magnitudes of the selected earthquake records for the In this study, linear dynamic analysis of Irgandi Bridge is performed and earthquake performance is examined. 3D modeling approach by finite element method was used in this analysis to achieve more realistic results in the bridge model. The ground type, where this bridge is located, is type B. The generated

Figure 4 3D Finite Element Model of Irgandi Bridge. Therefore, shear wave velocity was chosen in the range of 410 m/s and 760 m/s. Additionally, moment magnitudes of the selected earthquake records for the In this study, linear dynamic analysis of Irgandi Bridge is performed and earthquake performance is examined. 3D modeling approach by finite element method was used in this analysis to achieve more realistic results in the bridge model. The ground type, where this bridge is located, is type B. The generated

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Masonry structures are often modeled by discrete or finite element method. As part of this study, the Irgandi Bridge, a masonry structure, is modeled with the finite element method. This me structural physical sys hod turns a structural or non- tem into a mathematical equation, giving the approximate solution of the system. When using t his method, analysis type, material properties, model geometry, boundary conditions and loads as well as a realistic definition of element type and correc element is of great impor of the analysis. selection of the number of ance in the realistic outcome walls were made up of limestone and lime mortar. Core samples were taken from the arch structure of Irgandi Bridge as part of the restoration work conducted by Bursa Metropolitan Municipality in 2003 (Table 1). The mean value (33.5 MPa) of these samples was used in the arch structure of the bridge consisting of unreinforced concrete. The Young’s modulus was determined by putting this mean value of concrete compressive strength in the Equation 3 [7]. In Equation 3, E refers to the Young’s modulus and f, is the concrete compressive strength. The properties of concrete materials used in analysis are shown in Table 2.
Masonry structures are often modeled by discrete or finite element method. As part of this study, the Irgandi Bridge, a masonry structure, is modeled with the finite element method. This me structural physical sys hod turns a structural or non- tem into a mathematical equation, giving the approximate solution of the system. When using t his method, analysis type, material properties, model geometry, boundary conditions and loads as well as a realistic definition of element type and correc element is of great impor of the analysis. selection of the number of ance in the realistic outcome walls were made up of limestone and lime mortar. Core samples were taken from the arch structure of Irgandi Bridge as part of the restoration work conducted by Bursa Metropolitan Municipality in 2003 (Table 1). The mean value (33.5 MPa) of these samples was used in the arch structure of the bridge consisting of unreinforced concrete. The Young’s modulus was determined by putting this mean value of concrete compressive strength in the Equation 3 [7]. In Equation 3, E refers to the Young’s modulus and f, is the concrete compressive strength. The properties of concrete materials used in analysis are shown in Table 2.
Table 1: Core Samples Table 2: Material Properties of the Arch
Table 1: Core Samples Table 2: Material Properties of the Arch
In the scope of the study, the most critical values of the material properties given in the literature are used for limestone and lime mortar materials that were required for the construction of spandrel walls [8]. In
In the scope of the study, the most critical values of the material properties given in the literature are used for limestone and lime mortar materials that were required for the construction of spandrel walls [8]. In
Table 3: Material Properties of Spandrel Walls and Backfill Material The load combination was calculated considering the overload condition stated in Equation 8. In the
Table 3: Material Properties of Spandrel Walls and Backfill Material The load combination was calculated considering the overload condition stated in Equation 8. In the
Figure 3: Side elevation and section of Irgandi Bridge.
Figure 3: Side elevation and section of Irgandi Bridge.
Table 4: Selected Earthquake Records
Table 4: Selected Earthquake Records
Table 5: Scaling Factors for Earthquake Record
Table 5: Scaling Factors for Earthquake Record
3. RESULTS AND DISCUSSIONS Earthquake records were scaled between 0.2T and T according to the design spectrum of Eurocode-8 [16]. The scaling factors are given in Table 5. 5% damping ratio was used in this analysis. The spectra resulting from combining each earthquake record using SRSS (Square-Root-Sum-of-Squares) after scaling, and the design spectra drawn according to Eurocode-8 are shown in Figure 5.
3. RESULTS AND DISCUSSIONS Earthquake records were scaled between 0.2T and T according to the design spectrum of Eurocode-8 [16]. The scaling factors are given in Table 5. 5% damping ratio was used in this analysis. The spectra resulting from combining each earthquake record using SRSS (Square-Root-Sum-of-Squares) after scaling, and the design spectra drawn according to Eurocode-8 are shown in Figure 5.
Figure 6: Displacement contours of the bridge for Northridge-01 earthquake record.
Figure 6: Displacement contours of the bridge for Northridge-01 earthquake record.
Table 7: Maximum Displacements for all Earthquake Records higher than the average of the maximur displacements in the other direction. Figure 7. Maximum and minimum contours are similar for other earthquake records. It can be observed that both the maximum and the minimum principal stresses occur in the support zones of the arch of the Irgandi Bridge. The maximum values of these stresses for 7 different earthquake records are given in Table 8.
Table 7: Maximum Displacements for all Earthquake Records higher than the average of the maximur displacements in the other direction. Figure 7. Maximum and minimum contours are similar for other earthquake records. It can be observed that both the maximum and the minimum principal stresses occur in the support zones of the arch of the Irgandi Bridge. The maximum values of these stresses for 7 different earthquake records are given in Table 8.
Table 8: Maximum of Maximum and Minimum Principal Stress for all Earthquake Records Maximum principal stresses vary between 2.27 MPa- 8.20 MPa in the arch and 0.14-1.35 MPa in spandrel walls as a result of the linear dynamic analyses performed for 7 different earthquake recordings. For minimum principal stresses, these values range between 0.93 MPa-3.77 MPa and 0.08 MPa-1.26 MPa, respectively (Table 8). The averages of maximum principal stresses in the Irgandi Bridge are 4.17 MPa in the arch and 0.7 MPa in the spandrel wall for all earthquake recordings. In addition, the averages of the minimum principal stresses for the arch and the spandrel wall are 1.97 MPa and 0.55 MPa, respectively. of these materials can be taken as 10% of the compressive strength. Damages to brittle materials were usually caused by tensile stresses. Therefore, the average of maximum strength occurring in the bridge and material tensile strength were compared. While the average of the maximum stresses occurring in the arct of Irgandi Bridge is 4.17 MPa, the tensile strength o the material is 3.35 MPa. This indicates that the arch o the Irgandi Bridge may be damaged. Potential damage to the arch is expected to occur near the support. Ir addition, while the average of the maximum stresses on the spandrel wall of the Irgandi Bridge is 0.7 MPa the homogenized tensile strength of the spandrel wal material is 0.75 MPa. This indicates that the spandre wall is unlikely to be damaged.
Table 8: Maximum of Maximum and Minimum Principal Stress for all Earthquake Records Maximum principal stresses vary between 2.27 MPa- 8.20 MPa in the arch and 0.14-1.35 MPa in spandrel walls as a result of the linear dynamic analyses performed for 7 different earthquake recordings. For minimum principal stresses, these values range between 0.93 MPa-3.77 MPa and 0.08 MPa-1.26 MPa, respectively (Table 8). The averages of maximum principal stresses in the Irgandi Bridge are 4.17 MPa in the arch and 0.7 MPa in the spandrel wall for all earthquake recordings. In addition, the averages of the minimum principal stresses for the arch and the spandrel wall are 1.97 MPa and 0.55 MPa, respectively. of these materials can be taken as 10% of the compressive strength. Damages to brittle materials were usually caused by tensile stresses. Therefore, the average of maximum strength occurring in the bridge and material tensile strength were compared. While the average of the maximum stresses occurring in the arct of Irgandi Bridge is 4.17 MPa, the tensile strength o the material is 3.35 MPa. This indicates that the arch o the Irgandi Bridge may be damaged. Potential damage to the arch is expected to occur near the support. Ir addition, while the average of the maximum stresses on the spandrel wall of the Irgandi Bridge is 0.7 MPa the homogenized tensile strength of the spandrel wal material is 0.75 MPa. This indicates that the spandre wall is unlikely to be damaged.
Figure 7: Maximum of maximum and minimum principal stress contours of the bridge for Tabas earthquake record
Figure 7: Maximum of maximum and minimum principal stress contours of the bridge for Tabas earthquake record
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Architectural EngineeringCivil EngineeringGeologyStructural EngineeringArchitectural Engineering TechnologyHistoric Bridgeslinear dynamic analysis
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