Lateral Displacement

The outrigger and belt truss system is one of the most efficient systems used to effectively control the excessive drift due to lateral load, so that, during small or medium lateral load due to either wind or earthquake load, the risk of structural and non-structural damage can be minimized. For high-rise buildings, particularly in seismic active zone or wind load dominant, this system can be chosen as an appropriate structure. This paper studies the efficient use of outrigger and belt truss system for high-rise concrete building subjected to wind or earthquake load. Seven 44 storey two dimensional models of outrigger and belt truss system are subjected to wind and earthquake load, analyzed and compared to find the lateral displacement reduction related to the types of outrigger and belt system. The analysis has been carried out to study the effect and performance of outrigger system in 44 storey building. The outrigger system is provided at different levels along the height of the building. The depth of the Outrigger and belt trusses is equal to the height of the typical story and maintained same in all the models. The key parameters discussed in this paper include lateral deflection, storey drifts, base shear and fundamental time periods. Loads are considered as per Indian Standards IS: 875(Part1)-1987, IS: 875(Part2)-1987, IS: 875(Part3)-1987 and IS: 1893(Part-1)-2002. The modeling and analysis were performed using finite element software ETABS 15.2.2.

In case of dynamic analysis of tall buildings, the various important dynamic characteristics of tall building namely, the natural frequency (ω, radians/second) or simply time period (T, seconds),lateral displacement, base shear and overturning moment of tall buildings using ETABS software. In this paper, an approximate procedure is generated to perform the seismic analysis of simple and tubular tall building system with base isolation (lead-rubber bearings) system and the outcome compared with the results obtained without base isolation (lead-rubber bearing) of tall buildings. Base isolation system is basically a passive control device which decouples the super structure from substructure resting ground motion by insinuating structural elements with low horizontal stiffness between the structure and foundation. This analysis of G+29 rigid joint plane RCC frame has for four cases. First case is simple RCC frame with fixed base and with base isolation (LRB), second case is simple tube RCC frame with fixed base and with base isolation (LRB), third case is tube in tube system RCC frame with fixed base and with base isolation (LRB) and fourth case is bundle tube system RCC frame with fixed base and with base isolation (LRB) .The effectiveness of base isolation in every cases is compared with simple frame and tubular system cases. This analysis is done by using ETABS software and for design purpose of base isolated system 1893:2002 (part 1) and for seismic design of isolated structures (F.Naeim and J.M.Kelly).

In case of dynamic analysis of tall buildings, the various important dynamic
characteristics of tall building namely, the natural frequency (ω, radians/second) or
simply time period (T, seconds),lateral displacement, base shear and overturning
moment of tall buildings using ETABS software. In this paper, an approximate
procedure is generated to perform the seismic analysis of simple and tubular tall
building system with base isolation (lead-rubber bearings) system and the outcome
compared with the results obtained without base isolation (lead-rubber bearing) of
tall buildings. Base isolation system is basically a passive control device which
decouples the super structure from substructure resting ground motion by insinuating
structural elements with low horizontal stiffness between the structure and foundation.
This analysis of G+29 rigid joint plane RCC frame has for four cases. First case is
simple RCC frame with fixed base and with base isolation (LRB), second case is
simple tube RCC frame with fixed base and with base isolation (LRB), third case is
tube in tube system RCC frame with fixed base and with base isolation (LRB) and
fourth case is bundle tube system RCC frame with fixed base and with base isolation
(LRB) .The effectiveness of base isolation in every cases is compared with simple
frame and tubular system cases. This analysis is done by using ETABS software and
for design purpose of base isolated system 1893:2002 (part 1) and for seismic design
of isolated structures (F.Naeim and J.M.Kelly)

The behaviour of buildings during strong seismic waves will depend on the overall shape, size and geometry of the building. In general, building with simple geometry in plan will perform well during strong earthquake motions as compared to complex geometry building with re-entrant corners. To overcome the deficiency of re-entrant shaped corners building (T), the lateral force resisting systems called shear wall, braced frame and in-filled frame are provided to the re-entrant shaped corner building (T) to reduce the damage due to seismic waves. Most of the high-rise buildings in India consist of flexure resisting frames with brick infill. But the brick in-fill is considered to be non-structural element and therefore all the lateral loads are assumed to be resisted by the frame itself. Compared to reinforced concrete frame, a brick infill is brittle and this fails during an earthquake. The lateral failure of the structure can be controlled by using masonry infill such as shear wall, strut and bracings. In the present study, G+ 28 storey building on medium type soil is considered in seismic zones II, III, IV and V for the analysis. In total, four models are used for the analysis using structural software package ETABS 2013.The response parameters of four models such as Base shear, Mode period, Storey displacement and Storey accelerations are studied. Their comparisons are made with both the methods of Equivalent static lateral force and response spectrum.

This paper presents a brief understanding of the concept of Outrigger system and explains its structural composition, Nowadays, in modern tall buildings, lateral loads induced by wind or earthquake forces are often resisted by a system of multi-outriggers. An outrigger is a stiff beam that connects the shear walls to exterior columns. When the structure is subjected to lateral forces, the outrigger and the columns resist the rotation of the core and thus significantly reduce the lateral deflection and base moment, which would have arisen in a free core. During the last three decades, numerous studies have been carried out on the analysis and behavior of outrigger structures. But this question is remained that how many outriggers system is needed in tall buildings, This paper deals with the comparison of core building without outrigger, with single outrigger and double outrigger

The civil Engineering industry particularly in India has taken a new mode in construction of high rise structures. High rise structures became a need and new trend to accommodate the people’s requirements. As steel structures can be fabricated and erected in no-time compared to R.C.C structures, modern technologies and construction industries are focusing towards the construction of high rise structures using steel. In designing the high rise structures, the effect of lateral loads like wind and earthquake forces are attaining increasing importance and stability against lateral loads because of high height of buildings. For this reason in0recent years wind and earthquake loads have become0determining factors in designing tall structures To attain the resistance against these lateral loads, bracing system is used with different patterns. Bracing system are such structural system which0form an integral part0of frame. The structure has to0be analysed before0arriving the best type0or effective arrangement0of bracing. A 20 storied, irregular 3D framed structure with 3m each story depth is selected for the present study. The columns and beams are designed0to withstand dead load and live load0adequately. The bracings are designed to withstand against lateral load coming in that particular stories. For better results, the various forms of bracing systems are analysed using STAAD Pro software. An attempt has been made to study the behaviour of high rise steel structures for lateral loads by considering Knee and Y bracing systems and also for other bracing systems like X brace, V brace and combination of X and Y braces. Various models thus generated were analysed for different zones, different wind speeds and compared with unbraced0reference model with respect0to criteria’s like base shear, axial force, bending moment, shear force, drift index,0inter story drift and also to have maximum0reduction in inter storey0drift and drift index0per unit quantity0of steel consumed for0bracing configuration which0improves the lateral load0resisting capacity of the tall structures.

In case of dynamic analysis of tall buildings, the various important dynamic characteristics of tall building namely, the natural frequency (ω, radians/second) or simply time period (T, seconds),lateral displacement, base shear and overturning moment of tall buildings using ETABS software. In this paper, an approximate procedure is generated to perform the seismic analysis of simple and tubular tall building system with base isolation (lead-rubber bearings) system and the outcome compared with the results obtained without base isolation (lead-rubber bearing) of tall buildings. Base isolation system is basically a passive control device which decouples the super structure from substructure resting ground motion by insinuating structural elements with low horizontal stiffness between the structure and foundation. This analysis of G+29 rigid joint plane RCC frame has for four cases. First case is simple RCC frame with fixed base and with base isolation (LRB), second case is simple tube RCC frame with fixed base and with base isolation (LRB), third case is tube in tube system RCC frame with fixed base and with base isolation (LRB) and fourth case is bundle tube system RCC frame with fixed base and with base isolation (LRB) .The effectiveness of base isolation in every cases is compared with simple frame and tubular system cases. This analysis is done by using ETABS software and for design purpose of base isolated system 1893:2002 (part 1) and for seismic design of isolated structures (F.Naeim and J.M.Kelly).

In case of dynamic analysis of tall buildings, the various important dynamic characteristics of tall building namely, the natural frequency (ω, radians/second) or simply time period (T, seconds),lateral displacement, base shear and overturning moment of tall buildings using ETABS software. In this paper, an approximate procedure is generated to perform the seismic analysis of simple and tubular tall building system with base isolation (lead-rubber bearings) system and the outcome compared with the results obtained without base isolation (lead-rubber bearing) of tall buildings. Base isolation system is basically a passive control device which decouples the super structure from substructure resting ground motion by insinuating structural elements with low horizontal stif ness between the structure and foundation. This analysis of G+29 rigid joint plane RCC frame has for four cases. First case is simple RCC frame with fixed base and with base isolation (LRB), second case is simple tube RCC frame with fixed base and with base isolation (LRB), third case is tube in tube system RCC frame with fixed base and with base isolation (LRB) and fourth case is bundle tube system RCC frame with fixed base and with base isolation (LRB) .The effectiveness of base isolation in every cases is compared with simple frame and tubular system cases. This analysis is done by using ETABS software and for design purpose of base isolated system 1893:2002 (part 1) and for seismic design of isolated structures (F.Naeim and J.M.Kelly).

Effectiveness of composite steel-concrete buckling-restrained braces (BRBs) for steel frames is assessed in this paper. The buckling-restrained braced frames (BRBFs) are investigated by employing the ABAQUS software. This software uses the finite element method. A BRB which has been tested experimentally is modelled in this research in order to verify the modelling. Then, the result of the modelling is compared with that of the experimental test. Since there is a good agreement between the results, the verification of the modelling is accomplished. A BRBF is subsequently designed having moment-shear link. The dynamic analyses of the BRBF with moment-shear link are conducted under three different earthquake records of Tabas, Chi-Chi, and Northridge. The obtained results from the analyses include the lateral displacements, base shears, and energy dissipations of the BRBF and also moment-shear link rotations. These results are compared and discussed. The achieved results from the analyses of the BRBF are also compared with those of its corresponding steel eccentrically braced frame (EBF). The results signify the effectiveness of the BRBF having moment-shear link over the EBF with regard to the lateral displacement, base shear, energy dissipation, and link rotation.

This paper was devoted to investigating and comparing the dynamic lateral resistance (DLR) of various types of sleepers under lateral impact loading conditions. In this regard, a series of impact tests were conducted on concrete, wooden and steel sleepers in the laboratory, using an inventive pendulum loading test device (PLTD). In loading tests, different masses and triggering angles for the PLTD hammer, the impact load, inertia force and lateral displacement of sleepers were recorded by instrumenting the hammer and sleepers. Furthermore, in order to compare the ballast–sleeper interaction force diagrams in dynamic and static states of loading, a number of single tie (sleeper) push tests (STPTs) were accomplished in a similar circumstance. The laboratory results showed the insufficiency of steel sleeper in providing the DLR against impact loads in comparison with concrete and wooden sleepers. Moreover, the maximum DLR of concrete, wooden and steel sleepers were calculated as 12.2, 5.1 and 2.35 kN, which were considerably higher than their static lateral resistances (SLRs) of 6.2, 3.1 and 1.75 kN, respectively. Assuming an impact coefficient as the DLR/SLR ratio, the values of 1.98, 1.65 and 1.34 were attained for the mentioned sleepers, indicating a very good agreement with the value of 200% suggested by the American Railway Engineering and Maintenance-of-Way Association [AREMA. (2006). Manual for railway engineering. Lanham, MD: Author] for a concrete sleeper.

A number of lateral impact tests were performed on two short panels with five and seven concrete sleepers, using a specific apparatus called pendulum loading test device (PLTD). In order to monitor the performance of panels under the exerted lateral impact loads, a comprehensive measurement setup was adopted for both panel and PLTD hammer. Subsequently, the contact force, inertia force and lateral displacement of each sleeper were recorded. The experimental results disclosed that a maximum number of five sleepers participated in the lateral load bearing process, each of which had the average contribution of 46, 17, 17, 11 and 9% to the total lateral force. Moreover, it was revealed that 60 and 40% of the total lateral resistance mobilized by the panel against lateral impact loads were provided by panel-ballast interaction and the panel inertia force, respectively. Furthermore, the dynamic lateral resistance (DLR) of panel, which is representative of the maximum panel-ballast interaction force, was found to be a function of contact force with a maximum value in the vicinity of 21 kN, and it was almost equal to its static lateral resistance (SLR).