Papers by M A Azeem
IJCIET, 2018
The earthquake accelerations at the ground level are amplified when a roof tower is exposed to an... more The earthquake accelerations at the ground level are amplified when a roof tower is exposed to an earthquake, due to the dynamic response of the supporting building. Because of these seismic amplification effe earthquake accelerations at the ground level can lead to large accelerations on the tower at the roof. This work investigates the seismic accelerations of the buildings and the amplification effects experienced by the rooftop towe and the tower base shear were evaluated using 3D finite element for 20 tower building models which were subjected to 15 ground motion accelerograms. Also, the validity of the amplification factors adopted by IITK Management Authority) and ASCE 7 (Minimum Design loads for buildings and other structures) to approximate seismic acceleration amplification factors for rooftop telecommunication towers were investigated. It was observed that the tower amplification factors recommended by design codes underestimated the amplification of the towers, particularly when the building and tower were at resonance. Based on the numerical results, for rooftop telecommunication towers the maximum tower amplification factor of 4 was proposed in lieu of the codal formulae.
This comparative study focuses on the behavior of a mid-rise long building in the presence and ab... more This comparative study focuses on the behavior of a mid-rise long building in the presence and absence of an expansion joint under seismic, wind and temperature loading using Staad Pro software. In this study 2 models are subjected to different load cases involving gravitational loads, temperature loads, seismic and wind loads in the presence and absence of expansion joint and the parameters like displacements, drifts, bending moments and steel consumption were evaluated. From the study it was observed that both the Models showed considerably lesser values of parameters like Steel consumption, Maximum Bending Moments, Storey drift and Average displacements in the presence of an expansion joint. Based on the overall output is can be suggested that the elimination of the expansion joint should be considered only for Model A because in case of Model B the structure was seen to become very uneconomical with increased values of the parameters compared under higher seismic zones.
This work investigates models of diagrid structures and conventional braced frame structures with... more This work investigates models of diagrid structures and conventional braced frame structures with different symmetric and asymmetric plan geometries. For the purpose of analysis, two symmetric and two asymmetric structures were modeled and analyzed using linear static method for each of the two structural types. Hollow mild steel pipes were considered as exterior diagrids whereas ISA angle sections were considered for exterior bracing. It was observed that the diagrid structures' performance against the lateral loads was much better than that of the conventional braced frame structure and that the member stiffness in diagrid structures' elements were of much greater magnitude than the conventional braced structure despite the fact that all peripheral vertical columns are eliminated from the diagrid structure. The top storey displacements in the diagrid models are less compared to the conventional braced frame models. The storey shear for diagrid models is much less than that of conventional braced frame models which is because the seismic weights of diagrid structures are less than the seismic weights of the conventional braced frame structures.
For this study, three different shape buildings are considered which are both regular and irregul... more For this study, three different shape buildings are considered which are both regular and irregular in plan. Three different storey conditions are applied to all the three buildings. A regular Rectangular shape, L shape and C shape buildings are studied having all 11 storey, 16 storey, 21 storey conditions. The Nonlinear static analysis is performed for all the models. The Seismic performance of Bare frame is compared with Infill frame, and for each shape models with different storey combination the effect change in number of bays with infill is studied. The Seismic performance of frame with soft storey is compared with frame having no soft storey conditions. The parameters studied are Storey Drifts, Time Period, Base Shear, Roof displacement, Performance points, and Hinge formation mechanism. From the study of all the thirty models it is found that the presence of Infill wall increases the load carrying capacity of the structure by 8 to 10 times than that of bare frame and the time period is decreased ranging from 188% to 325%.
— Background/Objectives: Setback buildings are now increasingly encountered in modern urban const... more — Background/Objectives: Setback buildings are now increasingly encountered in modern urban construction. Many investigations have been performed to understand the behavior of setback structures and to ascertain method of improving performance. Methods: Based on modal analysis of 90 setback buildings with varying irregularity and height, the goal of this research is to investigate the accuracy of existing code-based equations for estimation of the fundamental period of setback buildings and provide suggestions to improve their accuracy. Findings: Based on the analytical studies, an empirical formula for modification of expression of the time period proposed by existing code is proposed. Application/Improvements: The proposed equation for estimation of fundamental time period can be used in order to achieve more accurate results.
— Bubble deck slab has a unique feature of reducing the concrete in the tension zone of the slab ... more — Bubble deck slab has a unique feature of reducing the concrete in the tension zone of the slab eventually reducing the weight of the slab and in turn reducing the size of the various elements like columns, beams and footings. In this study, the seismic behavior of different sizes of conventional slab, flat slab and bubble deck slab is evaluated under different loadings with the help of SAP 2000 software, along with this quantities of steel and concrete are estimated for comparison. The main parameters evaluated in this study are displacement, bending moments, shell stresses, axial force and foundation reaction. It was found that the performance of bubble deck slab over conventional slab and flat slab is more effective. From results, it can be concluded that bubble deck slab has vast amount of concrete saving as it reduces the dead weight of the structure and hence the quantity of concrete is reduced considerably. High Density Poly Ethylene (HDPE) is used for the balls in bubble deck slab. Bubble deck slab is environmental friendly and carbon emission can be reduced.
This study investigates the effect of aftershocks by using fourteen mainshock (MS) and mainshock-... more This study investigates the effect of aftershocks by using fourteen mainshock (MS) and mainshock-aftershock (MS-AS) earthquake sequences applied to three low rise and three high rise building models. The three models consisted of a moment resisting frame structure, a structure with shear walls in the periphery and a structure with internal and external shear walls designed as per IS 1893:2002 specifications. The performance of the buildings was studied using nonlinear time history analysis and response parameters like story drift, story shear and accelerations were compared. The story drifts were compared for the limit states including slight damage, moderate damage and extensive damage to show the seismic responses among the six buildings.
Objectives: Countries with proficient seismic evaluation techniques have efficiently managed to m... more Objectives: Countries with proficient seismic evaluation techniques have efficiently managed to minimize the losses
due to failure of the structure, thereby protecting the lives and non-structural systems. In India, there is no provision
for seismic protection of non-structural elements. The contents of the buildings, attachments/accessories attached on
various floors of the buildings, services and utilities in the buildings fall under the category of non-structural elements.
Methods/ Statistical Analysis: By using non-linear time history analysis on seven building models exposed to
fifteen earthquake records, accelerations at each floor, for the case study models was found. The amplification
factors, computed using the accelerations, were compared with IITK-GSDMA guidelines. Findings: From the results
of time history analyses, it was concluded that the floor amplification factor suggested by IITK-GSDMA needs revision.
Application/Improvements: The proposed formulae for the amplification factors can be used in lieu of the IITK-GSDMA
formulae in order to achieve more representative results.
Teaching Documents by M A Azeem
Infrastructure Engineering Notes for Osmania University curriculum
Uploads
Papers by M A Azeem
due to failure of the structure, thereby protecting the lives and non-structural systems. In India, there is no provision
for seismic protection of non-structural elements. The contents of the buildings, attachments/accessories attached on
various floors of the buildings, services and utilities in the buildings fall under the category of non-structural elements.
Methods/ Statistical Analysis: By using non-linear time history analysis on seven building models exposed to
fifteen earthquake records, accelerations at each floor, for the case study models was found. The amplification
factors, computed using the accelerations, were compared with IITK-GSDMA guidelines. Findings: From the results
of time history analyses, it was concluded that the floor amplification factor suggested by IITK-GSDMA needs revision.
Application/Improvements: The proposed formulae for the amplification factors can be used in lieu of the IITK-GSDMA
formulae in order to achieve more representative results.
Teaching Documents by M A Azeem
due to failure of the structure, thereby protecting the lives and non-structural systems. In India, there is no provision
for seismic protection of non-structural elements. The contents of the buildings, attachments/accessories attached on
various floors of the buildings, services and utilities in the buildings fall under the category of non-structural elements.
Methods/ Statistical Analysis: By using non-linear time history analysis on seven building models exposed to
fifteen earthquake records, accelerations at each floor, for the case study models was found. The amplification
factors, computed using the accelerations, were compared with IITK-GSDMA guidelines. Findings: From the results
of time history analyses, it was concluded that the floor amplification factor suggested by IITK-GSDMA needs revision.
Application/Improvements: The proposed formulae for the amplification factors can be used in lieu of the IITK-GSDMA
formulae in order to achieve more representative results.