high-rise building

Purpose The paper is an attempt to evaluate the efficiency of passive control techniques such as base isolation system (e.g. Lead/Rubber Bearing) and fluid viscous dampers subjected to earthquake ground motions and underground blast-induced vibrations. Two moment-resisting steel frame buildings are analyzed to evaluate the structural responses under dynamic excitations. The effect of vertical irregularity on the performance of passive control techniques in mitigating the responses of the building is also studied. Methods Non-linear dynamic analysis has been conducted on regular and irregular steel structures. The study investigates the effect of isolation period on the structural responses. The isolators are designed based on the design procedures developed by various researchers. The technical specifications of fluid viscous dampers have been selected from M/s Taylor Devices, USA. Results The structural responses and energy dissipated by these control techniques is evaluated and a comparative study is also carried out amongst control techniques under blast and seismic excitations. Conclusions Both the selected passive control techniques have proved to be very effective in reducing the structural responses and forces induced in the building owing to ground-induced vibration.

The response reduction efficiency of passive control viscous dampers installed between adjacent structures subjected to blast-induced vibrations was investigated. The blast-induced vibrations studied were mainly due to mining activities along with the accidental explosions in underground storage chambers. Equations of motion formulated by different researchers in examining the performance of damper-connected structures were reviewed. Two different types of structures (similar and dissimilar buildings) were selected to analyse the effectiveness of damper-connected buildings. A parametric study was also conducted to determine the optimum damper placement locations along with optimum damper properties for the similar buildings connected with viscous dampers. The results showed the efficiency of viscous dampers for the case of similar buildings. For dissimilar buildings, the peak responses were found to be almost equivalent for both connected and unconnected structures. Therefore, the r...

Buildings must withstand gravity, wind, and earthquake loads. Both wind gusts and earthquakes can excite a building’s natural frequencies, causing a resonant response. In extreme cases, a building may even have a structural failure or collapse. This issue examines three buildings with respect to dynamic environments. The first building is the Citicorp Tower in New York City. This building has a tuned mass damper designed to counteract building swaying caused by wind gusts. These wind gusts could potentially reach hurricane speeds. The Citicorp Building Tuned Mass Damper page 3 The next building is the Olive View Hospital in Sylmar, California. This hospital partially collapsed during the 1971 San Fernando Earthquake. It was later demolished. A new Olive View Hospital was built in 1976. The new hospital successfully withstood the 1994

Flexible structures may fall victim to excessive levels of vibration under the action of wind, adversely affecting serviceability and occupant comfort. To ensure the functional performance of flexible structures, various design modifications are possible, ranging from alternative structural systems to the utilization of passive and active control devices. This paper presents an overview of state-of-the-art measures to reduce structural response of buildings, including a summary of recent work in aerodynamic tailoring and a discussion of auxiliary damping devices for mitigating the wind-induced motion of structures. In addition, some discussion of the application of such devices to improve structural resistance to seismic events is also presented, concluding with detailed examples of the application of auxiliary damping devices in Australia, Canada, China, Japan, and the United States.

The problem of excessive structural floor vibrations due to human activities is critical because it results in excessive interference response at specified frequencies. Excessive vibrations can occur in slab systems with low stiffness or a low damping ratio. Increasing the stiffness of the slab is one method which can be used to reduce excessive floor vibration. In some cases this is, however, not possible because the additional mass of the stiffening structure will indirectly increase the overall mass of the structure; therefore, it will increase the stress of the structural elements. Other methods are using passive, active and semi-active dampers. This study used a passive damper system named tuned mass damper (TMD) with an additional "X-shaped metal" absorber as an additional damper which was applied to the concrete slab having a dimension of 4 m in length, 0.90 m in width and 0.08 m in thickness. This research showed that the mass ratio of the TMD to slab (μ) of 2.00 % with a spring stiffness (k) of 80.281 kN/m could increase the damping ratio of the slab from 1.82% to 2.06%. The TMD with the additional "X-shaped metal" absorber resulted in the damping ratio of 3.40%.

Land use conversion took place a lot in Surabaya with the establishment of many buildings in the form of malls, settlements, apartments and others. The construction of high-rise buildings in Surabaya is very rapid. These high-rise buildings contribute greatly as a cause of inundation. High building walls will increase the volume of rainfall-runof , according to the wall area and the rain height coefficient in accordance with the direction of the wind. The coef icients obtained from previous studies are CCn = 0.07 (North), CCs = 0.09 (South), CCe = 0.08 (East), and CCw = 0.08 (West). The expected rainfall calculated by the Log-Pearson type III method produces R1 = 71.94 mm, R2 = 103.66 mm and R5 = 146.32 mm for the rain pattern using an 8 hours pattern. Determination of reservoir dimensions is based on the volume calculated from the sum of the flat top area of the building plus the four sides of the outer wall as the inflow volume, reduced by reservoir with the 0.10 m x 0.10 m size outlet hole.

Land use conversion took place a lot in Surabaya with the establishment of many buildings in the form of malls, settlements, apartments and others. The construction of high-rise buildings in Surabaya is very rapid. These high-rise buildings contribute greatly as a cause of inundation. High building walls will increase the volume of rainfall-runof , according to the wall area and the rain height coefficient in accordance with the direction of the wind. The coef icients obtained from previous studies are CCn = 0.07 (North), CCs = 0.09 (South), CCe = 0.08 (East), and CCw = 0.08 (West). The expected rainfall calculated by the Log-Pearson type III method produces R1 = 71.94 mm, R2 = 103.66 mm and R5 = 146.32 mm for the rain pattern using an 8 hours pattern. Determination of reservoir dimensions is based on the volume calculated from the sum of the flat top area of the building plus the four sides of the outer wall as the inflow volume, reduced by reservoir with the 0.10 m x 0.10 m size outlet hole.

The current development concept is no longer a horizontal building but a vertical building. In fact, there isn't enough space for open land. However, high-rise buildings contribute to an increase in the volume of rainwater on each side of the building walls by an average of 8%. To reduce the addition of surface water runof to urban drainage, it is necessary to build a water reservoir with an outlet system as a flood reducer. This study was conducted in East Surabaya with the highest rain distribution pattern for 4 consecutive hours, and the rain intensity data was converted to a design rainfall with 5 years return period (R5) = 134.206 mm. For the calculation of runof discharge, simulations are carried out using several building area measurements. Furthermore, to control the discharge, a simulation is carried out using several reservoir dimensions and the size of the outlet. To control the outflow discharge, single reservoir and double reservoir systems are installed in series. From the analysis, it is found that the reservoir dimensions and outlet holes are the most effective as a flood reducer. For a single reservoir measuring 2 m × 1 m × 1 m and 3 m × 2 m × 1.25 m with an outlet hole diameter of 2.50 cm, it can reduce flood discharge by 50.13%. Meanwhile, for double reservoirs installed in series, the effective dimensions are 2 m × 2 m × 1 m and 1 m × 1 m × 1 m with an outlet hole diameter of 1.25 cm which can reduce flood discharge by 94.33%.

The current development concept is no longer a horizontal building but a vertical building. In fact, there isn't enough space for open land. However, high-rise buildings contribute to an increase in the volume of rainwater on each side of the building walls by an average of 8%. To reduce the addition of surface water runoff to urban drainage, it is necessary to build a water reservoir with an outlet system as a flood reducer. This study was conducted in East Surabaya with the highest rain distribution pattern for 4 consecutive hours, and the rain intensity data was converted to a design rainfall with 5 years return period (R5) = 134.206 mm. For the calculation of runoff discharge, simulations are carried out using several building area measurements. Furthermore, to control the discharge, a simulation is carried out using several reservoir dimensions and the size of the outlet. To control the outflow discharge, single reservoir and double reservoir systems are installed in series. From the analysis, it is found that the reservoir dimensions and outlet holes are the most effective as a flood reducer. For a single reservoir measuring 2 m × 1 m × 1 m and 3 m × 2 m × 1.25 m with an outlet hole diameter of 2.50 cm, it can reduce flood discharge by 50.13%. Meanwhile, for double reservoirs installed in series, the effective dimensions are 2 m × 2 m × 1 m and 1 m × 1 m × 1 m with an outlet hole diameter of 1.25 cm which can reduce flood discharge by 94.33%.

Traditional solid weirs are a water tight body build of impervious materials across the stream, to raise the water level and control the flow. However, it obstructs the longitudinal travel of aquatic life and other materials causing adverse effect on hydro-environment. A Gabion weir serves as a hydro-friendly structure because of its porosity which allows the Aquatic life as well as other materials to pass through them. Gabion weirs can be used as an easy substitute to the solid weirs in case of flow with low afflux and restricted flood mitigation. In this study, sets of laboratory experiments were carried out in order to study the flow characteristics over gabion weirs. The experiment has been conducted in a tilting flume of length 5.36m, 0.245m width and 0.450m depth, for a wide range of discharge, height, weir length, upstream water depth and different size aggregates for filling gabion. The outcome of the gabion weir were compared with solid weirs having equal size and found that the flow characteristics over solid and Gabion weir is different. A linear regression analysis has been performed to find the equation for discharge coefficient in terms of dimensionless parameters and using the proposed equation the discharge has been calculated over the gabion weir for given range of data and found that the calculated discharge is within ±5% of the observed ones.

The current development concept is no longer a horizontal building but a vertical building. In fact, there isn't enough space for open land. However, high-rise buildings contribute to an increase in the volume of rainwater on each side of the building walls by an average of 8%. To reduce the addition of surface water runoff to urban drainage, it is necessary to build a water reservoir with an outlet system as a flood reducer. This study was conducted in East Surabaya with the highest rain distribution pattern for 4 consecutive hours, and the rain intensity data was converted to a design rainfall with 5 years return period (R5) = 134.206 mm. For the calculation of runoff discharge, simulations are carried out using several building area measurements. Furthermore, to control the discharge, a simulation is carried out using several reservoir dimensions and the size of the outlet. To control the outflow discharge, single reservoir and double reservoir systems are installed in series. From the analysis, it is found that the reservoir dimensions and outlet holes are the most effective as a flood reducer. For a single reservoir measuring 2 m × 1 m × 1 m and 3 m × 2 m × 1.25 m with an outlet hole diameter of 2.50 cm, it can reduce flood discharge by 50.13%. Meanwhile, for double reservoirs installed in series, the effective dimensions are 2 m × 2 m × 1 m and 1 m × 1 m × 1 m with an outlet hole diameter of 1.25 cm which can reduce flood discharge by 94.33%.

Strong earthquakes have occurred in many countries and have caused many problems including casualties, economic loss, destruction of infrastructures, and even leaking of radioactive materials. Therefore, earthquake resistant design and reinforcement of existing structures have become increasingly more important due to increasing probability of strong earthquakes. Especially, a higher level of earthquake resistance is required for infrastructures and industrial facilities as it has been shown in historical earthquake studies. In the field of the structural; engineering the major aspect of analysis and designing the building is to ensure the structural stability against effect of various forces especially lateral forces, earthquake and wind are the two important external forces that must be taken in to considerations while designing a building as they play a major role in effecting the stability of structure. The main principle of designing the structure under seismic is to reduce the seismic force or seismic risk. Due to rapid urbanization and growth in industrial sector which led to the increase in the multistory structures construction. Efforts are being taken to reduce or control the seismic response due to wind and earthquake loading (lateral loading) which resulted in developing of seismic control devices such as active control devices and passive control devices. Several seismic resistance techniques are available, depending on the various types and conditions of structures. In this project a symmetrical building of 20 stories with and without dampers (TMD) in zone II and zone V with medium soil is modelled and analyzed in ETABS 2015 under seismic zone II and V and the change in structural response in this is studied.

The Need for taller structure in construction and real estate industry is on a tremendous increase over the world. Vibration creates problem to serviceability requirement of the structure and also reduces structural integrity with possibilities of failure. Current trends use several techniques to reduce earthquake induced structural vibration. This thesis presents comprehensive researches on earthquake-induced vibration control technologies that are applied to high-rise structures; Damper is widely used to control structural vibration under earthquake load. First, earthquake effect on high-rise structures is analysed, and earthquake-induced responses of high-rise structures are analyse. second, optimal parameters of damper installed on structures are deduced, which carefully consider the interactions between the main structure and the damping system, The efficiency of the passive control system is evaluated by the performance of the building will be studied considering building with damper and without damper by using ETABS Software. to find out the seismic response (storey drift, storey displacement, story stiffness and story force) of building with and without any damping device. This thesis work different model with different shape of structure, different locations of damper and different height of structure of building have been modelled. Under this work first of all, the structure has been done without any damping device and secondly the same building with different shape of structure, different locations of damper and different height of structure. These are the result obtained from ETABS Software by comparing the values with and without damper.