http://103.99.128.19:8080/xmlui/handle/123456789/466 IEER thesis Sun, 13 Sep 2026 19:50:32 GMT 2026-09-13T19:50:32Z http://103.99.128.19:8080/xmlui/handle/123456789/571 Experimental Investigation of the Structural Performance of Inclined Headed Shear Stud in Steel-Concrete Composite Construction Islam, Md. Seragul In the building industry, steel-concrete composite constructions are becoming more important and popular for sustainable construction. A shear connector is used in steel-concrete composite structures to produce the full composite action between the two materials concrete and steel. The transverse shear that develops at the steel-concrete interface is transferred by the shear connector. The most popular kind of shear connector is headed shear stud, which is typically welded perpendicular to the steel beam's flange surface at a zero angle to the normal of the beam flanges as per current design standards including BS5400, Eurocode 4, CSA S6-14, BNBC-2020, AASHTO LRFD etc. In this study the structural performance of inclined headed shear stud in steel-concrete composite construction has been attempted to be investigated experimentally. 08(eight) test specimen were made at different inclination (0,15,30,45) degree using headed shear stud for investigating of their structural performance. The ultimate shear resistance of the 15, 30, and 45-degree inclined headed shear stud specimen is found to be reduced by 23.38%, 37.57%, and 50.45%, respectively, for inclinations along the direction of loading, in comparison to the perpendicularly oriented headed shear stud. The 15-degree, 30-degree and 45-degree inclined headed shear studs showed ductile behaviour with maximum slip values of 17.58 mm, 19.95mm and 16.29 mm; respectively will above the limiting value of 6 mm as suggested by BS5400 for ductile behaviour. Considering the shear resistance capacity, perpendicularly oriented shear stud is found better around 95.31 KN as compared to inclined oriented shear connector. Considering the ductility, inclined headed shear stud showed be their performance with the maximum slip of 19.95mm for 30º inclination. A Master of Engineering (M.Engg) Thesis in the Institute of Earthquake Engineering Research at Chittagong University of Engineering and Technology (CUET). Sun, 29 Sep 2024 00:00:00 GMT http://103.99.128.19:8080/xmlui/handle/123456789/571 2024-09-29T00:00:00Z http://103.99.128.19:8080/xmlui/handle/123456789/558 COMPARATIVE STUDY OF SEISMIC RESPONSES OF MOMENT RESISTING FRAME AND SHEAR WALL FRAME SYSTEM HOSSAIN, MUHAMMED ABUL Rapid urban population growth and land scarcity have significantly impacted the construction of high-rise buildings. Different structural systems can be adopted for high-rise buildings. Different codes recommend dynamic analysis like response spectrum analysis and Time history analysis (THA) for high-rise buildings based on height limits. The choice of structural system and method of structural analysis can be crucial in terms of safety, economy, and usable space area. In this research, two types of building framing systems, the frame shear wall system (FSWS) and the moment resisting frame system (MRFS), are analysed by linear time history approach applying scaled ground motion time histories for a typical site class following the Bangladesh National Building Code (BNBC). These two buildings have the same aspect ratio of 1.44, slenderness ratio of 5.77, plan area of 3900 ft2, and height of 300 ft, with different member sections. The column steel percentage for MRFS is 1.2% and FSWS is 1.0%. The two building framing systems are compared through building responses such as story deflection and story drift, which were evaluated in both X and Y directions for scaled ground motion pairs. The research results show that story deflection and story drift for the two framing systems varied for different time history load cases. On the other hand, the usable floor area and concrete volume varied significantly in the two framing systems. A P.G.D. Thesis in the Institute of Earthquake Engineering Research (IEER) Department at Chittagong University of Engineering and Technology (CUET). Sun, 02 Mar 2025 00:00:00 GMT http://103.99.128.19:8080/xmlui/handle/123456789/558 2025-03-02T00:00:00Z http://103.99.128.19:8080/xmlui/handle/123456789/518 PERFORMANCE BASED SEISMIC DESIGN OF REINFORCED CONCRETE BUILDING FRAMES Rana, Sohel Buildings and other structures must be designed to perform satisfactorily to withstand earthquake, provide safety to human lives, and to minimize the economic losses from the damages, if any. Current code-prescriptive forcebased design intends to provide strength and ductility to structures for life safety, but actual performance is never assessed. Structures designed with a code-based approach experienced extensive damage leading to enormous economic loss and high repairing costs in the past earthquakes (e.g., 1994 Northridge and 1995 Kobe earthquake). With a view to enhancing safety and reducing damage, i.e., emphasizing the performance of structures accelerated the development of performance-based seismic design. This study aims at designing reinforced concrete building frames following performance-based earthquake engineering approach. An archetype eight storied RC building has been selected and a frame has been analyzed and designed following the seismic design approach of the BNBC 2020. Nonlinear time history analyses using suitable earthquake ground motion records have been performed to assess the performance of the code designed building frame. The selected ground motions have been matched with acceleration response spectra of required earthquake hazard levels to check the selected performance objectives. Story drift, an indicator of damage, has been selected as an engineering demand parameter to quantify performance. Then, the frame has been designed using the performance based seismic design approach meeting the selected performance objectives. Finally, the effects of base flexibility on the responses of the building in force-based and performance-based design approaches have also been assessed. The present study will help designers, owners, and stakeholders to make intelligent decisions in designing new or strengthening existing buildings to achieve the required performance of the structures. A Master of Engineering Thesis from the Institute of Earthquake Engineering Research. Thu, 21 Mar 2024 00:00:00 GMT http://103.99.128.19:8080/xmlui/handle/123456789/518 2024-03-21T00:00:00Z http://103.99.128.19:8080/xmlui/handle/123456789/477 Structural Performance of Inclined Shear Key in Steel- Concrete Composite Construction Dey, Rony The use of steel-concrete composite structures is growing in popularity within the construction sector. In steel-concrete composite structure full composite action between steel and concrete is developed using shear connector. Shear connector transfer the transverse shear developed at the interface of steel and concrete. Headed shear stud is the most common type of shear connector which is conventionally welded perpendicularly to the flange surface of the steel beam with zero inclination. Some of the shear connectors unconsciously get welded at an inclined angle during this process. Design equations are not available for inclined shear key in the current design codes like Eurocode 4, CSA S4-14, BNBC- 2020, AASHTO LRFD. Here an attempt has been made to investigate the structural performance of inclined shear key in steel-concrete composite construction. A numerical finite element model of push out test of steel-concrete composite structure as per Eurocode is developed using FEA software ANSYS. The developed FE push-out test model for a 19 mm perpendicularly placed headed shear stud is validated and its results are compared with the previous experimental test. The ultimate shear resistance of a perpendicularly welded headed shear stud obtained from FE analysis is found to be very close to that calculated using the BNBC-2020 & AASHTO LRFD recommended design equations. The ultimate shear resistance of 15, 30 & 45-degree inclined headed shear stud is found to be increased by 15 %, 17.33 % & 24 % respectively for the inclination of headed shear stud along the direction of loading and decreased by 56 %, 42.57 % & 46.93 % respectively for inclination opposite to the direction of loading. For inclination along the direction of loading, 15-degree & 30-degree inclined Headed shear stud exhibits ductile behaviour with maximum slip value 10.79 mm & 7.97 mm respectively but for 45-degree inclination headed shear stud is found to be brittle with maximum slip value 3.95 mm. Headed shear studs are vi found to be brittle for all the angles of inclination opposite to the direction of loading having maximum slip less than 6 mm, which is the Eurocode 4 recommended minimum threshold for ductile behaviour. Hence, headed shear stud shall be welded to the flange surface very carefully in steel-concrete composite construction. Only if the direction of loading is known, inclined shear keys may be a better choice for enhanced composite action of steel concrete composite structures. M. Eng. in Earthquake Eng. Wed, 26 Jun 2024 00:00:00 GMT http://103.99.128.19:8080/xmlui/handle/123456789/477 2024-06-26T00:00:00Z