Background: A 3-D finite element model of the internal masonry wall of a 103-year-Old Senate hall, Allahabad University, has been modeled using macro-modeling approaches. The masonry wall is an excellent example of Indo-Saracenic style architecture used by Britishers during the late 19th Century, which is a unification of the Mughal and Colonial architecture. Methods: Non-destructive Test (NDT) has been conducted to estimate is compressive strength and Young’s modulus of the wall. Compressive strength of the brick masonry and stone arch was estimated in the range of 10.5-12.5 MPa and 18.6-21.2 MPa, respectively, whereas Young’s Modulus was estimated in the range of 1800-5000 MPa and 5500-8000 MPa (outlier not considered). Finite Element model was prepared using the macro-modeling approach. Results: The gravity load analysis shows that the wall is stable, and its geometrical configuration is safe with maximum Von-Mises stress of 5.38 MPa and deformation of 2.27 mm. The results of the first six modes are presented. Further, in the absence of a recorded ground motion for the Prayag city, synthetic ground motion is simulated for 25th April 2015 Nepal earthquake (Mw) using a stochastic finite fault model. Conclusion: Evaluated behaviour of the internal masonry wall is shown in the form of acceleration, deformation and stress response.
Finite element (FE) macro 3D modelling of the unreinforced masonry (URM) wall of ground floor (GF) is evaluated for static and dynamic behavior and compared with an actual in-situ condition of the building. The Senate Hall (SH) building is built in 1915 (108 years old), designed from Indo-Saracenic style of architecture. In-situ survey and geometrical drawing of the building is used for entire modelling the unreinforced masonry load bearing (thickness 1.07m) and the partition walls (0.91m to 0.31m) on the ground floor level. A site visit of the building has been answered several unknown features such as geometrical plan, construction techniques, mechanical properties, architecture style, damaging maps (cracks, failures, damages, collapse, etc.), strengthening, renovation, retrofitting and actual conditions of the SH building. The major cracks and material deformities are observed in load bearing walls and arches. Most of the construction material deteriorated due to water seepage, moisture, and atmospheric behavior, etc. The finite element technique has been used for built 3D model of entire GF level of the SH building using macro modelling approach. The mechanical properties have been evaluated from non-destructive tests performed on the masonry and stone materials of the building after used approximate values. Static analysis results show the maximum stress and deformation response of the GF level for its self-weight and live load. Dynamic modal analysis results are also shown. Finally, simulation results of the GF level have been compared with the actual in-situ survey condition of the SH building.
A comprehensive analysis was conducted on a 106-year-old masonry tower to assess its response to gravitational forces and wind effects. Various techniques, including visual inspection, non-destructive testing, and finite element analysis (FEA), were employed in this study. Visual inspection played a vital role in evaluating the Tower’s exterior and interior components, aiming to detect signs of damage or wear at any level and comparing them to the analyzed model. Dimensioned and assembled drawings were utilized to create a detailed 3D finite element model, employing the Ansys Workbench's macro and homogeneous modeling techniques. Non-destructive testing was carried out on multiple structural parts of the tower, using techniques, such as the rebound hammer and ultrasonic pulse velocity tests, to gather the mechanical properties of the stone and brick masonry. These properties were incorporated into the finite element model to evaluate the Tower's structural responses during analysis. The tower's structural response under gravitational forces was determined using standard code regulations and guidelines, and stress and strain responses were compared to the actual structural morphology observed during the inspection. The highest stress was found in the stone elements between the connection of the dome and the drum on the second floor. Furthermore, the tower’s response to wind, including stress and deformation, was thoroughly examined at the same location, revealing the maximum response under gravity loading. This study pinpointed critical and weak areas that require retrofitting and strengthening using modern techniques to safeguard these monumental historical structures for future generations. The combined use of visual inspection, non-destructive testing, and finite element analysis proved to be an effective approach in assessing the response of the 106-year-old masonry tower to gravity loading and wind effects.
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