DEVELOPMENT IN VIBRATION CONTROL TECHNIQUE USING TUNED MASS DAMPERS

International Journal of Mechanical and Production Engineering Research and Development (IJMPERD) ISSN (P): 2249–6890; ISSN (E): 2249–8001 Vol. 10, Issue 3, Jun 2020, 1913–1922 © TJPR Pvt. Ltd.

DEVELOPMENT IN VIBRATION CONTROL TECHNIQUE USING TUNED MASS DAMPERS CHARANJEET SINGH TUMRATE1, ROOPAM KHOKHER2 & YASH TIWARI3 1

Assistant Professor, Department of Civil Engineering, Manipal University Jaipur, Jaipur-Ajmer Express Highway, Dehmi Kalan, Jaipur, Rajasthan, India

2,3

Student, Department of Civil Engineering, Manipal University Jaipur, Jaipur-Ajmer Express Highway, Dehmi Kalan, Jaipur, Rajasthan, India

ABSTRACT A review on research work done in vibration control systems of structures using tuned mass dampers (TMDs) is presented in this paper. The TMDs are categorized as conventional TMDs, pendulum TMDs, Bi-directional TMDs and Tuned liquid mass dampers (TLMD). The theoretical and experimental advancement in tuned mass dampers is presented in this literature review. Among the passive vibration control systems reviewed in this paper, the tuned liquid mass damper comes out to be most promising in contrast with conventional TMDs. KEYWORDS: Tuned Mass Damper, Vibration Control, Pendulum, Bi-Directional & Liquid Mass

1. INTRODUCTION Vibrations experienced by structures due to natural phenomenon like earthquakes or wind forces and due to machines

Original Article

Received: May 19, 2020; Accepted: Jun 11, 2020; Published: Jul 02, 2020; Paper Id.: IJMPERDJUN2020177

installed within the structures can have two significant effects [20]. One can be long term fatigue effect on structures subjected to periodic dynamic loading and other effect can be the human sensitivity due to induced motion. Kareem et al. [10] provides an overview of how structures subjected to excessive vibrations, under the action of wind, results in occupant’s discomfort and discussed the methods to mitigate these vibrations by using aerodynamic tailoring and auxiliary damping devices. Effect of structural vibrations can be reduced by the application of active, passive and hybrid vibration control systems. Passive vibration control system is a well-developed technology, used to control the motion of structure without application of any external force [6]. A device which absorbed dynamic vibrations was invented by Frahm and received a U.S patent in 1909 [19]. Active control method is developed in which energy or force is provided externally to control the structural vibrations [3]. Active TMDs reduces response of vibrations in high-rise buildings generated due to wind loads. Hybrid systems are also being developed which combines the idea of passive control system and active control system using base isolators and active TMDs [4]. Recently semiactive devices are developed which produces control energy by using structural motion, such systems are more energy efficient than active control devices and are used in structures to improve their performance-based design [1].

Few states of the art review paper on vibrational control of structures which provides in-depth research details on passive, active, semi-active and hybrid control systems [5] [12],[2],[22],[24]. Reviewing the valuable research work in field of tuned mass dampers (TMDs) is the main objective of this paper. The TMDs are categorized as: conventional TMDs, pendulum TMDs (PTMDs), bi-directional TMDs (BTMDs) and tuned liquid Conventional Tuned Mass Dampers. In 1909, the first application of TMD, by Frahm, helped ships in reducing their rolling motion. The initial

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theory by Den Hartog in 1928 for passive control vibration system, discussed undamped single degree of freedom systems for a sinusoidal force excitation. But in this model damping of the structural mass was not included in the derivation of the governing equations for optimization of the design parameters of the TMD system [7]. Figure 1 illustrates a SDOF system with a TMD attached to it.

The equations represent primary system and TMD system: (1+μ) x + 2ξsωsx + ωs2x = (p/md) - μu

(1)

+ 2ξdωd + ωd2u= - x

(2)

The ratio between mass of TMD (md) and mass of structural (ms) is denoted by μ, damping ratio of the structure is denoted by ξs and that of TMD is denoted by ξd. The ratio TMD frequency (ωd) to structure frequency (ωs) is represented by γ. Structural displacement is given by x and displacement of TMD by u. The primary structure is subjected to external excitation p. Using conventional stationary random vibration calculations, the mean response ratio (ratio of the peak response with damper to peak response without damper) is underestimated. Therefore, a probabilistic model is developed to broaden the response spectral density function caused by the damper [8]. The response of tall buildings can be reduced to a remarkable extent if the parameters of TMD like mass ratio, damping ratio and frequency are optimized in such a manner that the large model damping occur in the first two modes of vibration. Displacement and acceleration is seen to be reduced by 50 percent after optimization of TMD parameters. Patil and Jangid [9] stated that multi tuned mass dampers (MTMDs) are very effective in vibration control of the wind excited benchmark building subjected to wind loads. In the first case, TMD is installed on the top floor of the benchmark building, various performance criteria of the building are obtained for different mass ratio by optimizing parameters of the damper. In the second case, the MTMDs are installed at the same location with constant stiffness. The comparative analysis showed the effectiveness of MTMDs is more as compared to a single TMD for a benchmark building. The multiple TMDs are more successful and more practical since they are smaller in size as compared to a single TMD [10]. Mitigation of excessive response of wind-sensitive high-rise buildings is achieved by the combined effect of vibration control and structural optimization. Huang et al. [11] used cost optimization {[12], [13], [14], [15], [16]} by redistributing material of a 60-story reinforced concrete building equipped with a TMD. John Hancock buildings (1976) in Boston MA USA pioneered in installing four TMD of net weight of 600 tons. The Huis ten Bosh Domtoren tower in Nagasaki Japan (1990) is installed with one TMD of 0.65 Hz and Weight of 7.8 ton. Similarly, the Tokyo Skytree tower in Tokyo Japan is installed with a unique system to control vibrations, the core column system and the rigid substructure system to minimize the building response against several typhoons and earthquakes in Japan [17].

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2. PENDULUM TUNED MASS DAMPER (PTMD) A cable supported pendulum tuned mass damper (PTMD) is more effective as compared to conventional (TMDs) because PTMDs requires less installation space. Moreover, in high rise buildings, frequency of the building can be re-tuned by altering the length of cable. Therefore, the alternative solution to conventional TMDs is pendulum tuned mass damper (PTMD) [18]. A semantic diagram is shown in figure 2 with single degree of freedom with PTMD installed. Assuming 𝜃 is very small, u = L and the cable tension T = mg. The primary equation of motion is the same as in equation 1.

(1+μ) + 2ξsωs + ωs2x = (p/md) –μ

(3)

The equation of motion for pendulum tuned mass damper as purposed by Connor JJ [40] is: md + (mdg/L)(u) = -md

(4)

(a) (b) Figure 2: a) Single Degree of Freedom System with Pendulum Tuned Mass Damper. (b) Motion of Pendulum Tuned Mass Damper.

TMDs, which can absorb energy in a single direction, the pendulum tuned mass damper can absorb the vertical and horizontal vibrational energies. The reduction in vibration can further be mitigated by using multiple PTMDs instead of one PTMD [20]. This technique helps in avoiding the requirement of excessive vertical space. Application of single PTMD can be seen in buildings such as Crystal tower building of 157m, Tokyo Japan, having PTMD of weight 540 ton. Steel chimney of 90 m height, Bangkok Thailand, having PTMD of weight 4 ton.Aspire tower of height 300m, Doha Qatar, having PTMD of weight 140 ton. Shen Zhen Wu Tong tower of height 198m, Shen Zhen China, having Adaptive PTMD.

3. BIDIRECTIONAL TUNED MASS DAMPER (BTMD) Almazán et al. [21] conducted an experimental shake table test proceed of a scaled model of an isotropic Bidirectional tuned mass damper (BTMD) concluded that the proposed device (BTMD) is consistent and itsdamping ratio and oscillation period are self-reliant of the motion amplitude. Figure 3 consist of two cables connecting the mass at the equidistant and further connected to a frictional curb from the bottom.

Figure 3 BTMD in a Single Degree of Freedom System.

Compared up to single PTMDs, BHTMD allows control of vibration in both principle directions due to its bidirectional nature. Moreover, its energy dissipation capacity also improves. Soto [22], provided the appropriate equations for

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raising structures whose elementary period of vibration exceeds one. This was achieved by investigating the vibration control process of high-rise structures considering harmonic absorber and bidirectional. Lin [23] proposed that BTMD is an operative proposal for minimizing the response spectrum for both flexible and rigid two-way lopsided aim building.

4. TUNED LIQUID COLUMN DAMPER (TLCD) Sakai et al. [24] was the first to intend the application of tuned liquid column damper in building. A single degree of freedom system with a TLCD is shown in figure (4). Yalla and Kareem [25], presented the equation of motion for a single degree of freedom system equipped with TLCD. The equations representing primary and TLCD systems in single degree of freedom system are: ms + ρA(Lh + Lv ) + cs + ksx = p –(Lh/ Lv)ρA(Lh + Lv)

(5)

ρA(Lh+Lv) + (ρAζ)/2 + 2gρAu = μp – (Lh/ Lv)ρA(Lh + Lv )

(6)

ms and mt represent mass of the structure and TLCD respectively. Lh and Lv are the horizontal and vertical length. Ρ represents fluid solidity and ζ represents head loss coefficient.

Figure 3: TLCD in a Single Degree of Freedom System.

Yalla and Kareem [25], stated that with the help of U- shaped container, tuned liquid mass damper provides indirect damping to the primary formation. The energy is scattered by the liquid passing through an orifice in U shaped container with inward head loss characteristics. Optimal head loss in league for explicit draft and trembling elation is computed by using TLCDs theory and equivalent linearization scheme. The solid mass used in conventional TMDs, PTMDs or in BTMDs is replaced by fluid (aqua pura) in a cannula with an outlet or in tank with gates. The external vibration experienced by the structure is balanced by the flounder effect of the aqua Pura in a cannula or cask. Love [26], studied the orientation in TLD cask by analyzing its behavior on a 2D structure installed with TLCD system. By changing the orientation of TLCD, the TLCD performance will not change. Jong [27] proposed the guidelines for designing TLCDs for a single degree of freedom system under a type of white noise wind excitation. Using an identical cutaway for all columns, optimum performance has be achieved by the given mass ratio and horizontal length ratio. Won [28] by using random vibration analysis, conducted a parametric study and sensitivity analysis to investigate the TLCD performance and also to determine its critical design parameters. Balendra [29], studied the performance of TLCD in governing the draft-induced fluctuation of towers. This was achieved by converting the non-definite overseeing equalization of the TLCD into definite equalization. The study concluded by providing the variation of opening ratios of the orifice in the TLCD to reduce the acceleration and displacement for the tower. The structural response of seaward draft turbine, modeled as multi-degree of freedom, is simulated combining the KAIMAL spectrum for draft loading with the JONSWAP wave spectrum by Shane MDOF structures is subjected to moderate and strong draft and twirl loading in simulations. The usage of TLCDs results in enhancing the drowsiness growth of the structure and lessen the bending moment of the structure. GAO [30], selected various cutaway areas of U shaped TLCD and found out that a surge in cutaway area ratio can immensely lessen the length requirement of a TLCD resulting in further Impact Factor (JCC): 8.8746

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effective performance of formation. A current form of TLCS in V-shaped is studied and resulted in suppression of stronger vibration caused by strong winds. This studied also presented that for lessen the response of the formation system, the ideal tuning ratio is independent of the excitation induced. Fahim [31] study indicated that by proper election of the design specification, the conduct of single TLCD and multiple TLCD can lessen seismic response of the structure up to 45 percent.

Moreover, to maintain the comparable level of productivity as an optimized single TLCD, much wider choice is offered by a MTLCD. Therefore, making MTLCD further vigorous than a single TLCD. Yokohama Marine tower of height 101.3m, Yokohama Japan is installed with 1.7 ton TLCD. The Mount Wellington broadcasting tower of height 104m, Hobart Australia is installed with 0.6 ton, 80 circular units TLCD. Atsugi TYG Building of height 59m Tokyo Japan is installed with 18.2 ton 720 donut type TLCD.

5. RECENT TRENDS IN TUNED MASS DAMPERS Zhu Fei et.al. [32] investigate the differences in control performances between Tuned Liquid Damper (TLD) and Tuned Liquid Column Damper (TLCD) by keeping liquid length, mass ratio and structural parameters same for both types using Real-Time Hybrid Simulation (RTHS) technique. Testing were performed on the shaking table, a five-story reinforced concrete building arouse in the computer, and it was testified that both the devices present has well-controlled performance. It was also indicated that TLD is more effective comparatively when the liquid length, mass ratio and the structural parameters remain the same during the testing in energy dispersion. J. Yang, E.M. He et.al.[33] applied the Lagrange's equations to establish the three degrees of freedom mathematical model for the barge-type offshore wind turbine subjected to the unstable vibration in maritime condition. For this, partial ballast is substituted by the equal mass of the TMD to prevent the increasing mass in barge-type platform which effectively improves the dynamic responses by placing a TMD on a floating platform.

The results show that the suppression rate of standard deviation of platform pitch is 47.95%, after substituting the partial mass of ballast, the suppression rate is 50%. Therefore, the dynamic responses of the barge-type floating wind turbine would be reduced significantly when the ballast is replaced by the equal mass of the tuned mass damper on floating platform. Arash Hemmatia et.al. [34] investigated the Tuned Mass Dampers (TMD) and Tuned Liquid Column Dampers (TLCD) to minimize the excessive vibration responses of Offshore Wind Turbine (OWT). Due to its high productivity a united TLCD-TMD is exploit to improve the overall act in a large territory of loading conditions. An experimental investigation is conducted in which sensitivity of the structural control devices is highlighted by performing a parametric study followed by stochastically generated wind loading model in operational, parked, setup and stoppage conditions. The conclusion shows that TMDs are more productive in operational conditions as it surpass alternate devices, the standard deviations of the responses are shortened more than 55% when the liquid mass was 20 tons pursue by the optimal TLCD/TMD and TLCD with the utmost of 51% and 39% reduction respectively, whereas in parked condition TLCDs display superior act as the wind speed merger with an utmost of 93% cutback in the standard deviation of deflection at wind speed 24 m/s. In setup and stoppage conditions, due to its impotence to adapt to the highly effective motion of the structure, Optimal TLCD roots a minor boost in the responses at the cut-off wind speed analogously.

Parham Shoaei et.al [35] projected a united control approach using TLDs and base confinement structure under temblor agitation. A probabilistic approach was proposed for rule-based modeling of steel shear building structures and was practiced to three steel juncture frame format with contrasting tales. Genetic Algorithm were used to design the Base-confinement structure with spot base deracination of 200, 250, and 300 mm pursue by the parametric inspection to examine the consequences of TLDs. Furthermore, the mass ratio and frequency ratio event were accomplished and was exhibit that TLD

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is more adequate for mass ratios in 1% and 3%, whereas the frequency ratio vary from unity for which the act of TLD was shortened. It can be determining that at the isolation level, the base displacement can be shortened 23% by average, although the utmost cutback can go farther 30%. K. Dziedziech et.al. [36], inspected both wide and airtight Tuned Liquid Column Damper which direct on its chance-differing ability of random absorb, recurrence and air pressure. Preliminary test of the damper was operated on an adequate rate model which was carried out by hydraulic shaker in which the deracination of the aqua column was evaluated by the exponential decay. The agenda was regulated at intervals, in which mode split with the use of Stable Wavelet Mold was execute and the first mode of vibration was performed by the identification of the instantaneous absorb ratio. It manifest that the absorb ratio is random, chance-differing and depends on the level of fluctuation, also to affirm the random nature of the pressure change, the air pressure data in the airtight TLCD was taped and evaluated. It indicates the presence of higher odd harmonics which settled the random conduct forecasted by the model.

SaboorKarimi, ElnazMousazadeh et.al.[37], performed a experimental study of optimized TLCDs with column inclinations of 45º, 60º, and 90º are presented, using nonlinear constrained optimization. As geometry being an influential element on TLCD dynamic behavior, a geometric layout of TLCDs are designed for a four-story shear-frame structure. The structural behavior is monitored using a wireless structural health monitoring system which measure acceleration responses.

The result indicatethat the TLCDs are tuned effectively since additional damping can be supplemented to the structure.

Moreover, the expected results from the numerical and experimental analysis of the TLCDs shows difference in the performance of theoretical and the experimental optimized TLCD, for example, the TLCD at 90º which was expected to possess the lowest efficiency, shown the best performance due to the differences in the intrinsic damping of the TLCDs or to the mass of the liquid employed, which demonstrate that further investigation is necessary for achieving experimentally optimized TLCDs as mere optimization cannot ensure efficient TLCD performance.

Hao Wu, Liang Cao et.al. [38], argue a novel versatile wall structure planted with multiple-capillaries enclose demonstrative solution. It can serve as a task bearing member and a Tuned Liquid Wall Damper (TLWD). The absorb drag of the wall system in all capillary is lend by the head loss of the solution as a result of comparable duty to a Tuned Liquid Column Damper (TLCD). Computational Fluid Dynamics (CFD) simulations was driven to construe the compelling nature of the TLWD, further exhibit the absorb proficiency, the model fixes the shorten return of a stimulated essential format attached with a TLWD. The result shows that for fixed geometries, compute essential shaft may augment the damper’s act.

Furthermore, TLWD with farther shaft will result in lessen productivity and crave considerably minor tube size compared to TLCDs if the aqua amount is constant and the dampers are properly tuned. Soumi Bhattacharyya et.al. [39] Execute an empirical probe on the rationale of a compliant liquid column damper (CLCD) in order to ratify attune benchmark and to form an absorbing structure of the process. Retrieved regularity were found to be deeply compact compare to a coupled eigenvalue analysis of the CLCD model. The CLCD damping is predicted by assess the aperture head-loss coefficient and shows that even at no sonorous succulent regularity the potent douse is provided by the wobbling liquid shaft through the orifice(s). The preliminary event shows that at sonority with close covenant between empirically glean conclusion and outcome from stimulant an adequate return reduction was achieved. Furthermore, to shorten the pulse of comparably stark edifice lead to strand motions, CLCD can be handling as a competent damping device.

5. CONCLUSIONS Deliberating the review study about conventional TMD, PTMD, BTMD, and TLCD states that the conventional TMD has a

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wide application due to the intense research been carried out with detailed experimental data. the need to switch from different TMD type is based on improving efficiency and reducing installation and maintenance cost. TLCDs are more promising damping system as heavy masses used in TMDs, PTMDs or BTMDs are replaced by tanks or orifices containing liquid (water). Furthermore, intense research are still carried out to optimize the TMD, TLD,TLCD,TLWD and CLCD parameters to make it more efficient to generate better response of the structures.

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