# Seismic Fragility and Life Cycle Cost Analysis of Reinforced Concrete Structures with a Hybrid Damper

Authors: Naga Dheeraj Kumar Reddy Chukka; L. Natrayan; Wubishet Degife Mammo
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

The main objective of this research is to develop a hybrid damper by combining the friction damper (FD) and the X-shaped metallic damper (XMD) to enhance the performance of a building under seismic excitations with different peak ground accelerations (PGA). Four- and twelve-storey-reinforced concrete buildings were retrofitted with the hybrid damper, and seismic fragility, nonlinear dynamic, and life cycle cost analyses were executed on both structures to evaluate the performance of the hybrid damper and are compared with the FD and XMD of same yield load. According to the nonlinear dynamic analysis results, when a four-storey structure is installed with the XMD, FD, and hybrid dampers, the percentage of deduction of the average of the maximum interstorey drifts is 63, 67, and 74, respectively. When a twelve-storey structure is installed with the XMD, FD, and hybrid dampers, the percentage of deduction of the average of the maximum interstorey drifts is 59, 64, and 71, respectively. So the performance of the hybrid damper is superior to the XMD and FD in reducing interstorey drift of both structures. Results also show that the hybrid damper has enhanced the energy dissipation capacity compared to the XMD and FD under earthquakes with both low and high PGA values. According to fragility analysis results, the performance of the hybrid damper is superior to the XMD and FD in reducing the probability of attaining the collapse state. Life cycle cost analysis results show that structures with the hybrid damper acquired the shortest repair time and lowest repair cost.


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## Body

## 1. Introduction

Many researchers are working on the earthquake-resistant systems to diminish the losses created by seismic excitations. Earthquake-resistant systems are categorized as passive energy dissipation system, active energy dissipation system, and base isolation. The passive energy dissipation system or dampers are well known when compared to the active energy dissipation system and base isolation due to their low cost. Among the dampers, friction and metallic dampers are widely used. Metallic dampers were used for the first time in the buildings by Skinner et al. [1] to dissipate the earthquake energy. Out of all the metallic dampers, the X-shaped metallic damper is popular and widely used because it is easy to manufacture. In order to improve the mechanical characteristics of this device, many researchers worked on this damper [2–5]. The friction damper was introduced by Pall and Marsh [6] and is popularly known as Pall friction damper. Later, Anagnostides et al. [7] developed the rotational and linear frictional dampers whose hysteresis loops were broad and stable. In order to further improve this device, many researchers worked on this damper [8–11]. But these dampers executed great performance only when subjected to the single source of earthquake excitation, which is either high or low PGA. To improve the energy dissipation capacity and to enhance the performance of a building under earthquake excitations with both high and low PGA, many of the investigators worked on using two different devices together instead of one damper. Marko et al. [12] worked on the combination of viscoelastic damper and friction daper. To improve seismic performance of a building under multilevel vibrations, Ibrahim et al. [13] developed a hybrid device by combining the metallic yielding device and the viscoelastic damper. The viscoelastic damper dissipates the input earthquake energy under low levels of vibration. The metallic yielding device and the viscoelastic damper work together and dissipate earthquake energy under high levels of vibration. Karavasilis et al. [14] developed a hybrid device by combining a self-centering device that has friction-based energy dissipation properties and a viscoelastic damper to enhance the steel frames performance under multilevels of earthquake ground motion. Lee et al. [15] proposed a wall-type damping system, which is a combination of a nonuniform steel strip damper and a shear-type friction damper used for strengthening of moment resisting framed structures under multilevels of earthquake ground excitation. From the above-mentioned studies, it can be noticed that hybrid dampers displayed great performance than the individual dampers.This study focuses on the development of a hybrid damper by combining the FD and the XMD to enhance the seismic performance of a building when subjected to earthquake ground motions with different PGA values. The FD dissipates the energy for earthquake ground motions with low PGA values. The FD and the XMD work together and dissipate the energy for earthquake ground motions with high PGA values. To estimate the performance of the hybrid damper, a four-storey and a twelve-storey-reinforced concrete buildings were retrofitted with the hybrid damper, and the nonlinear dynamic analysis was executed on both structures by using eight earthquake ground excitations and simultaneously the hybrid damper performance is compared with the FD and the XMD of same yield load. Along with the nonlinear dynamic analysis, the seismic fragility analysis and the life cycle cost analysis were also executed on both the structures without dampers and with the FD, XMD, and hybrid dampers.


## 2. Hybrid Damper

The FD and the XMD are parallelly connected to each other in a hybrid damper, as shown in Figure1(a).Figure 1
The hybrid damper. (a) Components of the hybrid damper. (b) Typical installation of the hybrid damper.
(a)(b)X-shaped yielding plates are placed parallel to one another, and top and bottom of these plates are attached with the top plate and bottom plate, respectively; this complete setup is called the XMD. Two exterior plates are positioned on either side of these X-shaped yielding plates. In between both exterior plates and the top plate, friction pads with the coefficient of friction equal to 0.5 are positioned. Three bolts are used to fix the exterior plates firmly, and these bolts are passed through a hole in the top plate in such a way that bolts and the top plate will not be in contact with each other and at the bottom both the exterior plates and the bottom plate are connected firmly. Recess is made on both sides of the top plate and inside of exterior plates where pads are positioned to stop radial elongation and lateral movement of pads because of clamping force caused by bolts. Friction pads are made up of brake pad material, which shows consistent behaviour over many cycles of loading. Rectangular plates are positioned in between the exterior plates and bolts to uniformly dispense the clamping force. This complete setup is positioned on chevron bracing, and the top of the hybrid damper is attached to the beam as shown in Figure1(b). As top of the hybrid damper, i.e., the top plate (since the height of the XMD is more than the height of exterior plates) is attached to overlying beam and bottom of the hybrid damper is attached to the chevron bracing, X-plates start to dissipate the input energy due to interstorey drift, and exterior plates remain elastic because their top is not attached to the overlying beam. Due to the movement between the top plate and exterior plates, friction is produced since exterior plates are fixed only to the bottom plate. Basic concept of the hybrid damper is that the friction damper dissipates energy for earthquake ground motions with low PGA values. The FD and the XMD work together and dissipate energy for earthquake ground motions with high PGA values.


## 3. Seismic Response of Four-Storey and Twelve-Storey Structures with the Hybrid Damper

### 3.1. Description of Four- and Twelve-Storey Structures

To calculate the hybrid damper performance, a four-storey and a twelve-storey existing reinforced concrete residential buildings were considered. Then the hybrid damper developed in this study is installed in both the buildings, and the buildings with the hybrid damper performance are compared with seismic performance of buildings with the FD and the XMD of same yield load. These two buildings are situated in India zone-V (whose MCE is 0.36 g PGA). These buildings were designed without taking the earthquake loads into account. Both the buildings are symmetrical and are having 3 bays of 5 m length in bothX and Y directions, as shown in Figure 2.Figure 2
Plan of both four- and twelve-storey buildings.The storey height of both the buildings is 3.5 m. In a four-storey building, all beams of size 210 mm × 420 mm and columns of size 350 mm × 350 mm were taken for simplicity and similarly in a twelve-storey structure all beams of size 300 mm × 500 mm and columns of size 550 mm × 550 mm were taken for simplicity. Wall thickness and floor slab thickness of both the buildings are considered as 150 mm. For both the structures, grade of concrete used was M25 whose characteristic compressive strength is 25 MPa, Poisson’s ratio is 0.2, Young’s modulus is 25000 MPa, and unit weight is 25 kN/m3. For longitudinal and confinement reinforcement, Fe 415 and Fe 250 grades of steel are used, respectively. According to IS [16], dead load is considered as 1 kN/m2 on all floors of the structure and on terrace it is taken as 3 kN/m2. Live load is considered as 3 kN/m2 on all floors of structure and on terrace it is taken as 1.5 kN/m2. Both the buildings were primarily designed using the load combination of 1.5 times dead load +1.5 times live load.


### 3.2. Modeling for Nonlinear Analysis

According to ASCE/SEI [17], considering the cracked section, the shear and flexural stiffness of column is decreased to 0.4EcAw and 0.7EcIg, respectively; similarly, shear and flexural stiffness of beam is decreased to 0.4EcAw and 0.5EcIg, respectively, where Aw is the cross-sectional area of web, Ec is the modulus of elasticity of concrete, and Ig is the moment of inertia of gross section. In order to model the inelastic behaviour of the structures, M3 type of plastic hinges is allotted at ends of beam and P-M2-M3 type of plastic hinges are allotted at ends of column as per the guidelines given in ASCE/SEI [17]. To model the hybrid damper in [18] (2009), plastic (Wen) link element was used. Plastic (Wen) link element was used to model the hysteretic dampers such as the XMD [19] and the FD [20] successfully. Kim and Shin [21] developed a slit-friction hybrid damper and performed experimental analysis on that damper. So the slit-friction hybrid damper is modeled in [18] (2009) by using plastic (Wen) link element and compared with results from the experimental analysis of Kim and Shin [21] to validate the multiphase or hysteresis behaviour of hybrid damper, which is modeled by plastic (Wen) link element and is shown in Figure 3. According to NourEldin et al. [22] the slit damper in the slit-friction hybrid damper can be modeled by using plastic (Wen) link element.Figure 3
Comparison of force displacement loops from the experimental results of the slit-friction hybrid damper in [21] and SAP 2000 model.It can be observed from Figure3 that force displacement curves of SAP 2000 model are in accordance with force displacement curves from the experimental results of the slit-friction hybrid damper in [21]. So from this it is noted that plastic (Wen) link element can be used to model the hybrid damper in SAP 2000. The installation of dampers in both the four- and twelve-storey structures is shown in Figure 4.Figure 4
Installation of dampers in both the structures. (a) Four-storey structure. (b) Twelve-storey structure.
(a)(b)As shown in Figure4, the top of dampers is attached to the beam and the bottom of dampers is attached to bracing. For a four-storey structure, ISA 150 × 150 × 10 bracings were used and for a twelve-storey structure ISA 200 × 200 × 15 bracings were used.


### 3.3. Assessment of Required Damping

Figure5 shows the interstorey drift of unretrofitted four- and twelve-storey structures when subjected to design earthquake loads (i.e., ½ times the MCE) according to IS [23].Figure 5
Interstorey drifts of both the structures under design seismic loads. (a) Four-storey structure. (b) Twelve-storey structure.
(a)(b)But from Figure5, it is clear that the maximum interstorey drift of both four- and twelve-storey buildings has surpassed allowable storey drift, which is 0.4% as per the guidelines given in IS [23].So to retrofit both the four- and twelve-storey structures, first the target displacements (according to ASCE/SEI [17] which is nothing but the roof displacement of the structure under the design earthquake loads) of both structures have to be estimated and then the required damping ratio to satisfy target displacement is calculated with the help of the capacity spectrum method.As per the guidelines given in ASCE/SEI [17], target displacement δt can be evaluated by using (1)δt=C0C1C2SaTe24π2g,where C0 is the modification factor to relate spectral displacement of an equivalent single degree of freedom system to top floor displacement of the building multiple degree of freedom system, which is evaluated as 1.35 and 1.5 for four- and twelve-storey structures, respectively; C1 is the modification factor to relate expected maximum inelastic displacements to displacements calculated for linear elastic response, which is evaluated as 0.92 and 1 for four- and twelve-storey structures, respectively; C2 is the modification factor to represent the effect of cyclic stiffness degradation, strength deterioration, and pinched hysteresis shape on maximum displacement response, which is evaluated as 0.97 and 1 for four- and twelve-storey structures, respectively; Sa is the acceleration of response spectrum, evaluated as 0.5 and 0.21 for four- and twelve-storey structures, respectively; Te is the effective fundamental period of the building, which is 0.542 seconds for four-storey and 1.237 seconds for twelve-storey structures; and g is the acceleration of gravity. By substituting all the values, i.e., C0,C1,C2,Sa, and Te in (1), target displacement of four- and twelve-storey structures is calculated as 44 mm and 119.6 mm, respectively. So the maximum interstorey drift of four- and twelve-storey structures corresponding to this target displacements is 0.314% and 0.28%, respectively.Once the target displacements are evaluated, then the required damping ratios to satisfy these target displacements are calculated with the help of the capacity spectrum method, which is provided in ATC [24]. According to the capacity spectrum method, the nonlinear static pushover analysis has to be performed for both the structures to obtain the capacity curves, and these curves are converted to SaSd curves or acceleration displacement response spectrum curves. After that demand curves corresponding to ½ of MCE have to be constructed, and these curves are converted to curves or acceleration displacement response spectrum curves, as shown in Figure 6.,Figure 6
Assessment of damping ratio required to satisfy target displacement of both the structures. (a) Four-storey structure. (b) Twelve-storey structure.
(a)(b)Figures6(a) and 6(b) show the SaSd curves for four- and twelve-storey structures, respectively. The damping ratio required (βeff) can be attained from the intersection point of demand curve, capacity curve, and spectral displacement equivalent to target displacement. So from Figures 6(a) and 6(b), it can be observed that the damping ratio required for four- and twelve-storey structures is 10% and 29%, respectively.Once the damping ratio required is attained, then based on the guidelines given in ASCE/SEI [17], the energy amount to be dissipated by the hybrid damper can be evaluated with the help of the following equations:(2)βeff=β+∑jWj4πWk,(3)Wk=12∑iFiδi,where β is the inherent damping of a building taken as 5%, Wj is the sum of energy dissipated by hybrid dampers in the jth floor, Wk is the potential energy of structure, Fi is the design earthquake load at the ith storey corresponding to ½ of MCE, and δi is the displacement of storey.After finding sum of energy to be dissipated by the hybrid damper, the hybrid damper is designed as follows.According to Xia and Hanson [3], energy amount dissipated by the XMD is evaluated with the help of (4)W=4⋅PyXMD⋅ΔyXMDμ−1.According to Constantinou et al. [25], energy amount dissipated by the FD is evaluated with the help of (5)W=4⋅PyFD⋅ΔmaxFD.In the hybrid damper as the XMD and the FD are parallelly attached, energy amount dissipated by the hybrid damper is evaluated with the help of(6)W=4⋅PyXMD⋅ΔyXMDμ−1+4⋅PyFD⋅ΔmaxFD,where PyXMD is the yield load of the XMD, ΔyXMDis the yield displacement of the XMD, µ is the ductility ratio of the XMD, PyFD is the yield load of the FD, andΔmaxFD is the maximum displacement of the FD. The ductility ratio and yield displacement of the XMD for both the structures are taken as 4.8 and 2.2 mm, respectively [3]. According to Pall and Pall [26], yield force or the slip load of the FD is generally assumed in between 130% of wind shear force and 75% of the members yield shear force. Based on this, for four- and twelve-storey structures, yield force of the FD is estimated as 40.4 kN and 123.7 kN, respectively. As the maximum interstorey drift for four- and twelve-storey structures is 0.314% and 0.28%, the maximum displacement of the FD for four- and twelve-storey structures are 10.99 mm and 9.8 mm, respectively.By substituting the calculatedΔyXMD, µ, PyFD, and ΔmaxFD values of four-storey structure and amount of energy to be dissipated by the hybrid damper of a four-storey building, which is estimated by using (2) and (3). Using (6), the PyXMD of a four-storey building is estimated as 62.2 kN. Since the XMD and the FD are parallelly connected to each other, the yield force of the hybrid damper is estimated as 102.6 kN (62.2 kN + 40.4 kN). When the force on the hybrid damper surpasses 40.4 kN, only the FD dissipates the earthquake energy and when force surpasses 102.6 kN, which is the yield load of the hybrid damper, the FD, and the XMD works together and dissipates the earthquake energy.A similar procedure is used to calculate the yield load of the XMD and the hybrid dampers for a twelve-storey building. The yield load of the XMD is estimated as 189.5 kN and yield load of the hybrid damper is estimated as 313.2 kN (189.5 kN + 123.7 kN) for the twelve-storey structure. The XMD and the FD of same yield strength of the hybrid damper were used in this analysis for comparison. The natural periods of four- and twelve-storey structures without the dampers are 0.542 seconds and 1.237 seconds, respectively. The natural periods of the four-storey structure with the the XMD, FD, and hybrid dampers are same and are 0.404 seconds. The natural periods of the twelve-storey structure with the XMD, FD, and hybrid dampers are same and are 0.922 seconds.In order to estimate the performance of the hybrid damper, all the three dampers, i.e., the FD, XMD, and hybrid dampers, were installed in both four- and twelve-storey structures and then the nonlinear dynamic analysis was executed on both the structures to compare seismic performance of the structure without dampers and structures with the FD, XMD, and hybrid dampers by using [18] (2009) software. Eight different earthquakes having different PGA were chosen, and the average PGA of all these earthquakes is 0.18g corresponding to half of the maximum considered earthquake. These earthquakes were provided by PEER NGA database [27], and WAVEGEN software by Mukherjee and Gupta [28] was used to scale and match these eight earthquakes to the target spectrum (i.e., half of MCE). Earthquake ground motion records used for the nonlinear analysis are shown in Table 1.Table 1
Ground motions used for the nonlinear analysis.
Sl. noEarthquakeStationYearMagnitudePGA, g1Imperial Valley-02El Centro Array # 919406.90.062Northern Calif-01Ferndale City Hall19416.40.093BorregoEl Centro Array # 919426.50.114Southern CalifSan Luis Obispo195260.135Northern Calif-03Ferndale City Hall19546.50.176Borrego MtnLA-Hollywood Stor FF19686.60.227Borrego MtnLB-Terminal Island19686.60.38San fernandoAnza Post Office19716.60.39Both the unscaled and scaled accelerograms of ground motions used for the nonlinear analysis along with their average spectrum and target spectrum are shown in Figure7.Figure 7
Accelerograms of ground motions used for the nonlinear analysis. (a) Unscaled. (b) Scaled.
(a)(b)


## 3.1. Description of Four- and Twelve-Storey Structures

To calculate the hybrid damper performance, a four-storey and a twelve-storey existing reinforced concrete residential buildings were considered. Then the hybrid damper developed in this study is installed in both the buildings, and the buildings with the hybrid damper performance are compared with seismic performance of buildings with the FD and the XMD of same yield load. These two buildings are situated in India zone-V (whose MCE is 0.36 g PGA). These buildings were designed without taking the earthquake loads into account. Both the buildings are symmetrical and are having 3 bays of 5 m length in bothX and Y directions, as shown in Figure 2.Figure 2
Plan of both four- and twelve-storey buildings.The storey height of both the buildings is 3.5 m. In a four-storey building, all beams of size 210 mm × 420 mm and columns of size 350 mm × 350 mm were taken for simplicity and similarly in a twelve-storey structure all beams of size 300 mm × 500 mm and columns of size 550 mm × 550 mm were taken for simplicity. Wall thickness and floor slab thickness of both the buildings are considered as 150 mm. For both the structures, grade of concrete used was M25 whose characteristic compressive strength is 25 MPa, Poisson’s ratio is 0.2, Young’s modulus is 25000 MPa, and unit weight is 25 kN/m3. For longitudinal and confinement reinforcement, Fe 415 and Fe 250 grades of steel are used, respectively. According to IS [16], dead load is considered as 1 kN/m2 on all floors of the structure and on terrace it is taken as 3 kN/m2. Live load is considered as 3 kN/m2 on all floors of structure and on terrace it is taken as 1.5 kN/m2. Both the buildings were primarily designed using the load combination of 1.5 times dead load +1.5 times live load.


## 3.2. Modeling for Nonlinear Analysis

According to ASCE/SEI [17], considering the cracked section, the shear and flexural stiffness of column is decreased to 0.4EcAw and 0.7EcIg, respectively; similarly, shear and flexural stiffness of beam is decreased to 0.4EcAw and 0.5EcIg, respectively, where Aw is the cross-sectional area of web, Ec is the modulus of elasticity of concrete, and Ig is the moment of inertia of gross section. In order to model the inelastic behaviour of the structures, M3 type of plastic hinges is allotted at ends of beam and P-M2-M3 type of plastic hinges are allotted at ends of column as per the guidelines given in ASCE/SEI [17]. To model the hybrid damper in [18] (2009), plastic (Wen) link element was used. Plastic (Wen) link element was used to model the hysteretic dampers such as the XMD [19] and the FD [20] successfully. Kim and Shin [21] developed a slit-friction hybrid damper and performed experimental analysis on that damper. So the slit-friction hybrid damper is modeled in [18] (2009) by using plastic (Wen) link element and compared with results from the experimental analysis of Kim and Shin [21] to validate the multiphase or hysteresis behaviour of hybrid damper, which is modeled by plastic (Wen) link element and is shown in Figure 3. According to NourEldin et al. [22] the slit damper in the slit-friction hybrid damper can be modeled by using plastic (Wen) link element.Figure 3
Comparison of force displacement loops from the experimental results of the slit-friction hybrid damper in [21] and SAP 2000 model.It can be observed from Figure3 that force displacement curves of SAP 2000 model are in accordance with force displacement curves from the experimental results of the slit-friction hybrid damper in [21]. So from this it is noted that plastic (Wen) link element can be used to model the hybrid damper in SAP 2000. The installation of dampers in both the four- and twelve-storey structures is shown in Figure 4.Figure 4
Installation of dampers in both the structures. (a) Four-storey structure. (b) Twelve-storey structure.
(a)(b)As shown in Figure4, the top of dampers is attached to the beam and the bottom of dampers is attached to bracing. For a four-storey structure, ISA 150 × 150 × 10 bracings were used and for a twelve-storey structure ISA 200 × 200 × 15 bracings were used.


## 3.3. Assessment of Required Damping

Figure5 shows the interstorey drift of unretrofitted four- and twelve-storey structures when subjected to design earthquake loads (i.e., ½ times the MCE) according to IS [23].Figure 5
Interstorey drifts of both the structures under design seismic loads. (a) Four-storey structure. (b) Twelve-storey structure.
(a)(b)But from Figure5, it is clear that the maximum interstorey drift of both four- and twelve-storey buildings has surpassed allowable storey drift, which is 0.4% as per the guidelines given in IS [23].So to retrofit both the four- and twelve-storey structures, first the target displacements (according to ASCE/SEI [17] which is nothing but the roof displacement of the structure under the design earthquake loads) of both structures have to be estimated and then the required damping ratio to satisfy target displacement is calculated with the help of the capacity spectrum method.As per the guidelines given in ASCE/SEI [17], target displacement δt can be evaluated by using (1)δt=C0C1C2SaTe24π2g,where C0 is the modification factor to relate spectral displacement of an equivalent single degree of freedom system to top floor displacement of the building multiple degree of freedom system, which is evaluated as 1.35 and 1.5 for four- and twelve-storey structures, respectively; C1 is the modification factor to relate expected maximum inelastic displacements to displacements calculated for linear elastic response, which is evaluated as 0.92 and 1 for four- and twelve-storey structures, respectively; C2 is the modification factor to represent the effect of cyclic stiffness degradation, strength deterioration, and pinched hysteresis shape on maximum displacement response, which is evaluated as 0.97 and 1 for four- and twelve-storey structures, respectively; Sa is the acceleration of response spectrum, evaluated as 0.5 and 0.21 for four- and twelve-storey structures, respectively; Te is the effective fundamental period of the building, which is 0.542 seconds for four-storey and 1.237 seconds for twelve-storey structures; and g is the acceleration of gravity. By substituting all the values, i.e., C0,C1,C2,Sa, and Te in (1), target displacement of four- and twelve-storey structures is calculated as 44 mm and 119.6 mm, respectively. So the maximum interstorey drift of four- and twelve-storey structures corresponding to this target displacements is 0.314% and 0.28%, respectively.Once the target displacements are evaluated, then the required damping ratios to satisfy these target displacements are calculated with the help of the capacity spectrum method, which is provided in ATC [24]. According to the capacity spectrum method, the nonlinear static pushover analysis has to be performed for both the structures to obtain the capacity curves, and these curves are converted to SaSd curves or acceleration displacement response spectrum curves. After that demand curves corresponding to ½ of MCE have to be constructed, and these curves are converted to curves or acceleration displacement response spectrum curves, as shown in Figure 6.,Figure 6
Assessment of damping ratio required to satisfy target displacement of both the structures. (a) Four-storey structure. (b) Twelve-storey structure.
(a)(b)Figures6(a) and 6(b) show the SaSd curves for four- and twelve-storey structures, respectively. The damping ratio required (βeff) can be attained from the intersection point of demand curve, capacity curve, and spectral displacement equivalent to target displacement. So from Figures 6(a) and 6(b), it can be observed that the damping ratio required for four- and twelve-storey structures is 10% and 29%, respectively.Once the damping ratio required is attained, then based on the guidelines given in ASCE/SEI [17], the energy amount to be dissipated by the hybrid damper can be evaluated with the help of the following equations:(2)βeff=β+∑jWj4πWk,(3)Wk=12∑iFiδi,where β is the inherent damping of a building taken as 5%, Wj is the sum of energy dissipated by hybrid dampers in the jth floor, Wk is the potential energy of structure, Fi is the design earthquake load at the ith storey corresponding to ½ of MCE, and δi is the displacement of storey.After finding sum of energy to be dissipated by the hybrid damper, the hybrid damper is designed as follows.According to Xia and Hanson [3], energy amount dissipated by the XMD is evaluated with the help of (4)W=4⋅PyXMD⋅ΔyXMDμ−1.According to Constantinou et al. [25], energy amount dissipated by the FD is evaluated with the help of (5)W=4⋅PyFD⋅ΔmaxFD.In the hybrid damper as the XMD and the FD are parallelly attached, energy amount dissipated by the hybrid damper is evaluated with the help of(6)W=4⋅PyXMD⋅ΔyXMDμ−1+4⋅PyFD⋅ΔmaxFD,where PyXMD is the yield load of the XMD, ΔyXMDis the yield displacement of the XMD, µ is the ductility ratio of the XMD, PyFD is the yield load of the FD, andΔmaxFD is the maximum displacement of the FD. The ductility ratio and yield displacement of the XMD for both the structures are taken as 4.8 and 2.2 mm, respectively [3]. According to Pall and Pall [26], yield force or the slip load of the FD is generally assumed in between 130% of wind shear force and 75% of the members yield shear force. Based on this, for four- and twelve-storey structures, yield force of the FD is estimated as 40.4 kN and 123.7 kN, respectively. As the maximum interstorey drift for four- and twelve-storey structures is 0.314% and 0.28%, the maximum displacement of the FD for four- and twelve-storey structures are 10.99 mm and 9.8 mm, respectively.By substituting the calculatedΔyXMD, µ, PyFD, and ΔmaxFD values of four-storey structure and amount of energy to be dissipated by the hybrid damper of a four-storey building, which is estimated by using (2) and (3). Using (6), the PyXMD of a four-storey building is estimated as 62.2 kN. Since the XMD and the FD are parallelly connected to each other, the yield force of the hybrid damper is estimated as 102.6 kN (62.2 kN + 40.4 kN). When the force on the hybrid damper surpasses 40.4 kN, only the FD dissipates the earthquake energy and when force surpasses 102.6 kN, which is the yield load of the hybrid damper, the FD, and the XMD works together and dissipates the earthquake energy.A similar procedure is used to calculate the yield load of the XMD and the hybrid dampers for a twelve-storey building. The yield load of the XMD is estimated as 189.5 kN and yield load of the hybrid damper is estimated as 313.2 kN (189.5 kN + 123.7 kN) for the twelve-storey structure. The XMD and the FD of same yield strength of the hybrid damper were used in this analysis for comparison. The natural periods of four- and twelve-storey structures without the dampers are 0.542 seconds and 1.237 seconds, respectively. The natural periods of the four-storey structure with the the XMD, FD, and hybrid dampers are same and are 0.404 seconds. The natural periods of the twelve-storey structure with the XMD, FD, and hybrid dampers are same and are 0.922 seconds.In order to estimate the performance of the hybrid damper, all the three dampers, i.e., the FD, XMD, and hybrid dampers, were installed in both four- and twelve-storey structures and then the nonlinear dynamic analysis was executed on both the structures to compare seismic performance of the structure without dampers and structures with the FD, XMD, and hybrid dampers by using [18] (2009) software. Eight different earthquakes having different PGA were chosen, and the average PGA of all these earthquakes is 0.18g corresponding to half of the maximum considered earthquake. These earthquakes were provided by PEER NGA database [27], and WAVEGEN software by Mukherjee and Gupta [28] was used to scale and match these eight earthquakes to the target spectrum (i.e., half of MCE). Earthquake ground motion records used for the nonlinear analysis are shown in Table 1.Table 1
Ground motions used for the nonlinear analysis.
Sl. noEarthquakeStationYearMagnitudePGA, g1Imperial Valley-02El Centro Array # 919406.90.062Northern Calif-01Ferndale City Hall19416.40.093BorregoEl Centro Array # 919426.50.114Southern CalifSan Luis Obispo195260.135Northern Calif-03Ferndale City Hall19546.50.176Borrego MtnLA-Hollywood Stor FF19686.60.227Borrego MtnLB-Terminal Island19686.60.38San fernandoAnza Post Office19716.60.39Both the unscaled and scaled accelerograms of ground motions used for the nonlinear analysis along with their average spectrum and target spectrum are shown in Figure7.Figure 7
Accelerograms of ground motions used for the nonlinear analysis. (a) Unscaled. (b) Scaled.
(a)(b)


## 4. Results of Nonlinear Dynamic Analysis

As previously stated, the nonlinear time history analysis was executed on both the structures without and with all the three different dampers under eight earthquakes and the results are as follows.


### 4.1. Interstorey Drift

Maximum interstorey drifts of a four-storey structure without the damper in every floor under eight earthquake ground motions and average of these eight interstorey drifts is shown in Figure8(a). From Figure 8(a), it can be observed that maximum interstorey drifts have exceeded the allowable storey drift of 0.4% (IS) [23]. But when a four-storey structure is retrofitted with dampers, maximum interstorey drifts are minimised and are within the target drift of 0.314%, as shown in Figure 8(b). Figure 8(b) shows only the average of the maximum interstorey drifts of structure with and without three dampers.Figure 8
Interstorey drifts of a four-storey building. (a) Without damper. (b) Average with and without dampers.
(a)(b)Before retrofitting, the average of the maximum interstorey drift of the four-storey structure under eight earthquake ground motions is 0.483% (Figure8(a)), which can be observed in second storey. But when the four-storey building is installed with the FD, XMD, and hybrid dampers, the average of maximum interstorey drift is 0.159%, 0.176%, and 0.124% (Figure 8(b)), which implies a reduction of 67%, 63%, and 74%, respectively. Maximum interstorey drifts of a twelve-storey building without dampers in every floor under eight earthquake ground motions and their average is shown in Figure 9(a).Figure 9
Interstorey drifts of a twelve-storey building. (a) Without damper. (b) Average with and without dampers.
(a)(b)Similar to the four-storey building, after installation of dampers, maximum interstorey drifts in a twelve-storey building are minimised and are within the target drift of 0.28% (Figure9(b)). Before retrofitting, the average of the maximum interstorey drifts of the twelve-storey structure under eight earthquake ground motions is 0.651% (Figure 9(a)), which can be observed in the third storey. But when the twelve-storey building is installed with the FD, XMD, and hybrid dampers, the average of maximum interstorey drift is 0.236%, 0.264%, and 0.19% (Figure 9(b)), which implies a reduction of 64%, 59%, and 71%, respectively. So from this it can be noticed that the hybrid damper is performing better than the FD and the XMD in minimising interstorey drift.


### 4.2. Energy Dissipation

Figure10 shows the energy dissipation of a four-storey structure without damper and with the hybrid damper when subjected to earthquake 8. Due to the implementation of hybrid dampers into the structure, there will be a change in the amount of the earthquake energy entering the structure when compared to the structure without dampers. When the four-storey structure without dampers is subjected to earthquake 8, the total amount of input energy entering into the system is 1204.14 kN-m, and when the four storey structure with the hybrid damper is subjected to earthquake 8, the total amount of input energy entering into the system is 674.19 kN-m. So in order to show comparison between these two structures, these values are converted into percentages and are shown in Figure 10.Figure 10
Energy dissipation time histories of a four-storey structure under earthquake 8. (a) Without damper. (b) With hybrid damper.
(a)(b)Before retrofit of the four-storey structure, 79.8% of seismic input energy is dissipated by beams and columns and 20.2% of seismic input energy is dissipated by elastic vibration energy and inherent viscous damping under the earthquake 8, as shown in Figure10(a). But after the four-storey building is installed with hybrid damper, seismic energy dissipated by beams and columns is reduced from 79.8% to 10.12%, which can be seen in Figure 10(b), and it can be noticed that input seismic energy dissipated by the hybrid damper is 74.8% (i.e., 84.9%–10.12%). Percentage of energy dissipated by the FD, XMD, and hybrid dampers for both the structures under eight earthquake ground motions is shown in Figure 11.Figure 11
Percentage of energy dissipated by the FD, XMD, and hybrid dampers for both the structures under eight earthquake ground motions. (a) Four-storey structure. (b) Twelve-storey structure.
(a)(b)It can be noticed from Figure11 that the hybrid damper is dissipating more amount of seismic energy when compared to the FD and the XMD under all eight earthquake ground motions in both four- and twelve-storey structures. From Figure 11(a), it can be observed that for the four-storey structure under earthquake with PGA equal to 0.07 g (i.e., earthquake 1), the amount of seismic energy dissipated by the FD, XMD, and hybrid dampers is 22%, 15%, and 40%, respectively, and under earthquake with PGA equal to 0.4 g (i.e., earthquake 8), the amount of seismic energy dissipated by the FD, XMD, and hybrid dampers is 46%, 43%, and 75%, respectively. Similarly, from Figure 11(b), it can be observed that for the twelve-storey structure under earthquake with PGA equal to 0.07 g (i.e., earthquake 1), the amount of seismic energy dissipated by the FD, XMD, and hybrid damperss is 19%, 15%, and 37%, respectively, and under earthquake with PGA equal to 0.4 g (i.e., earthquake 8), the amount of seismic energy dissipated by the FD, XMD, and hybrid dampers is 45%, 43%, and 72%, respectively. From this, it can be noticed that the hybrid damper dissipated more amount of seismic energy than the FD and the XMD under earthquakes with both low and high PGA values.


## 4.1. Interstorey Drift

Maximum interstorey drifts of a four-storey structure without the damper in every floor under eight earthquake ground motions and average of these eight interstorey drifts is shown in Figure8(a). From Figure 8(a), it can be observed that maximum interstorey drifts have exceeded the allowable storey drift of 0.4% (IS) [23]. But when a four-storey structure is retrofitted with dampers, maximum interstorey drifts are minimised and are within the target drift of 0.314%, as shown in Figure 8(b). Figure 8(b) shows only the average of the maximum interstorey drifts of structure with and without three dampers.Figure 8
Interstorey drifts of a four-storey building. (a) Without damper. (b) Average with and without dampers.
(a)(b)Before retrofitting, the average of the maximum interstorey drift of the four-storey structure under eight earthquake ground motions is 0.483% (Figure8(a)), which can be observed in second storey. But when the four-storey building is installed with the FD, XMD, and hybrid dampers, the average of maximum interstorey drift is 0.159%, 0.176%, and 0.124% (Figure 8(b)), which implies a reduction of 67%, 63%, and 74%, respectively. Maximum interstorey drifts of a twelve-storey building without dampers in every floor under eight earthquake ground motions and their average is shown in Figure 9(a).Figure 9
Interstorey drifts of a twelve-storey building. (a) Without damper. (b) Average with and without dampers.
(a)(b)Similar to the four-storey building, after installation of dampers, maximum interstorey drifts in a twelve-storey building are minimised and are within the target drift of 0.28% (Figure9(b)). Before retrofitting, the average of the maximum interstorey drifts of the twelve-storey structure under eight earthquake ground motions is 0.651% (Figure 9(a)), which can be observed in the third storey. But when the twelve-storey building is installed with the FD, XMD, and hybrid dampers, the average of maximum interstorey drift is 0.236%, 0.264%, and 0.19% (Figure 9(b)), which implies a reduction of 64%, 59%, and 71%, respectively. So from this it can be noticed that the hybrid damper is performing better than the FD and the XMD in minimising interstorey drift.


## 4.2. Energy Dissipation

Figure10 shows the energy dissipation of a four-storey structure without damper and with the hybrid damper when subjected to earthquake 8. Due to the implementation of hybrid dampers into the structure, there will be a change in the amount of the earthquake energy entering the structure when compared to the structure without dampers. When the four-storey structure without dampers is subjected to earthquake 8, the total amount of input energy entering into the system is 1204.14 kN-m, and when the four storey structure with the hybrid damper is subjected to earthquake 8, the total amount of input energy entering into the system is 674.19 kN-m. So in order to show comparison between these two structures, these values are converted into percentages and are shown in Figure 10.Figure 10
Energy dissipation time histories of a four-storey structure under earthquake 8. (a) Without damper. (b) With hybrid damper.
(a)(b)Before retrofit of the four-storey structure, 79.8% of seismic input energy is dissipated by beams and columns and 20.2% of seismic input energy is dissipated by elastic vibration energy and inherent viscous damping under the earthquake 8, as shown in Figure10(a). But after the four-storey building is installed with hybrid damper, seismic energy dissipated by beams and columns is reduced from 79.8% to 10.12%, which can be seen in Figure 10(b), and it can be noticed that input seismic energy dissipated by the hybrid damper is 74.8% (i.e., 84.9%–10.12%). Percentage of energy dissipated by the FD, XMD, and hybrid dampers for both the structures under eight earthquake ground motions is shown in Figure 11.Figure 11
Percentage of energy dissipated by the FD, XMD, and hybrid dampers for both the structures under eight earthquake ground motions. (a) Four-storey structure. (b) Twelve-storey structure.
(a)(b)It can be noticed from Figure11 that the hybrid damper is dissipating more amount of seismic energy when compared to the FD and the XMD under all eight earthquake ground motions in both four- and twelve-storey structures. From Figure 11(a), it can be observed that for the four-storey structure under earthquake with PGA equal to 0.07 g (i.e., earthquake 1), the amount of seismic energy dissipated by the FD, XMD, and hybrid dampers is 22%, 15%, and 40%, respectively, and under earthquake with PGA equal to 0.4 g (i.e., earthquake 8), the amount of seismic energy dissipated by the FD, XMD, and hybrid dampers is 46%, 43%, and 75%, respectively. Similarly, from Figure 11(b), it can be observed that for the twelve-storey structure under earthquake with PGA equal to 0.07 g (i.e., earthquake 1), the amount of seismic energy dissipated by the FD, XMD, and hybrid damperss is 19%, 15%, and 37%, respectively, and under earthquake with PGA equal to 0.4 g (i.e., earthquake 8), the amount of seismic energy dissipated by the FD, XMD, and hybrid dampers is 45%, 43%, and 72%, respectively. From this, it can be noticed that the hybrid damper dissipated more amount of seismic energy than the FD and the XMD under earthquakes with both low and high PGA values.


## 5. Seismic Fragility Analysis

In order to estimate the probability of the structure to reach the complete damage state, i.e., collapse, the seismic fragility analysis is used. Fragility curve can be estimated by using the following eqaution [29]:(7)PC|IM=x=Φlnx/θβ.In order to attain the seismic fragility of the model structure, the incremental dynamic analysis (IDA) is to be performed. In this study, IDA is performed using 21 pairs of earthquakes, which are provided by PEER NGA database (2006). IDA curves of a four-storey building without and with dampers are shown in Figure12.Figure 12
IDA curves of a four-storey building without and with dampers. (a) Without damper. (b) With the FD. (c) With the XMD. (d) With the hybrid damper.
(a)(b)(c)(d)From Figure12(a), it can be noticed that 50% collapse probability spectral acceleration (which is shown with red line) for structure without damper is 1.9 g. When the FD is installed into the structure, this level has increased from 1.9 g to 4.9 g, which is shown in Figure 12(b) and similarly when the XMD and the hybrid dampers are installed into the structure, the 50% collapse probability spectral acceleration is increased from 1.9 g to 4.7 g and from 1.9 g to 6.1 g, respectively, which can be observed from Figures 12c and 12(d). From this, it is clear that the hybrid damper performance is better than the FD and the XMD. IDA curves of a twelve-storey building without and with dampers are shown in Figure 13.Figure 13
IDA curves of a twelve-storey building without and with dampers. (a) Without damper. (b) With the FD. (c) With the XMD. (d) With the hybrid damper.
(a)(b)(c)(d)Similar to the four-storey structure, the hybrid damper performance is better than the FD and the XMD even in the twelve-storey structure. It can also be observed that the 50% collapse probability spectral acceleration for the four- and twelve-storey buildings is 1.9 g and 0.7 g, respectively (which is shown in Figure13(a)). So in tall structures, as the number of storeys increases, P-delta effect also increases, which leads the structure to collapse at low level spectral acceleration when compared to the short structures. Fragility curves of a building without and with dampers for both four- and twelve-storey structures are shown in Figure 14.Figure 14
Fragility curves of the four- and twelve-storey buildings without and with dampers. (a) Four-storey structure. (b) Twelve-storey structure.
(a)(b)From Figure14(a), it can be noticed that at any point of spectral acceleration say 2g, the probability of collapse of a building without damper, with the FD, XMD, and hybrid dampers is 0.5 (i.e., 50%), 0.03 (i.e., 3%), 0.04 (i.e., 4%), and 0.01 (i.e., 1%), respectively. From this, it can be observed that the probability of reaching the complete damage states, i.e., collapse, can be reduced by the installation of dampers. Structure with the hybrid damper has attained lowest probability of collapse when compared with structure with the FD and the XMD. Similar trend can be seen in the twelve-storey structure, which is shown in Figure 14(b). From this fragility analysis, it can be observed that the hybrid damper shows superior performance compared to the FD and the XMD in minimising the probability of reaching complete damage states, i.e., collapse.


## 6. Life Cycle Cost Estimation of Four- and Twelve-Storey Structures

To estimate the life cycle cost of buildings, the FEMA [30] method is used. This method calculates the structure performance in terms of repair time and repair cost. Computer software called Performance Assessment Calculation Tool (PACT) is used in this method to calculate the structure performance in terms of repair time and repair cost. In this method, first, the structure performance model has to be assembled, and the different earthquake intensities have to be defined. Then based on the response of the structure to these different earthquake intensities and by the use of collapse fragility curve, the probability of the damage of structure for different earthquake intensities is estimated.In this method, repair cost and repair time are governed by damage states of structure. In this research, damage of the hybrid damper is divided into 3 states, i.e., damage state 1 (DS-1), damage state 2 (DS-2), and damage state 3 (DS-3), and similarly damage of the XMD and the FD is divided into 2 states, i.e., DS-1 and DS-2. For the hybrid damper, the repair cost and repair time for DS-1 are determined as the cost and time required for the replacement of friction pads, respectively. Repair cost and repair time for DS-2 are determined as the cost and time required for replacement of the hybrid damper excluding the chevron bracings. The repair cost and repair time for DS-3 are determined as the cost and time required for complete replacement of the hybrid damper including chevron bracings and anchor bolts required to fix the hybrid damper to structural members. For the XMD and the FD, the repair cost and repair time for DS-1 are determined as the unit cost and time required for placement of the XMD and the FD, respectively. For the XMD and the FD, the repair cost and repair time for DS-2 are determined as the cost and time required for complete replacement of the XMD and the FD including chevron bracings and anchor bolts required to fix the XMD and the FD to structural members, respectively. Tables2 and 3 show the repair cost and repair time of different damage states for different dampers for both four- and twelve-storey structures, respectively.Table 2
Repair cost and repair time of different damage states for the FD, XMD, and hybrid dampers for the four-storey structure.
DS-1DS-2DS-3Repair cost (INR)Repair time (days)Repair cost (INR)Repair time (days)Repair cost (INR)Repair time (days)FD21,600336,0007——XMD28,800343,2007——Hybrid damper10,800339,600554,00010Table 3
Repair cost and repair time of different damage states for the FD, XMD, and hybrid dampers for the twelve-storey structure.
DS-1DS-2DS-3Repair cost (INR)Repair time (days)Repair cost (INR)Repair time (days)Repair cost (INR)Repair time (days)FD64,80031,08,0007——XMD86,40031,29,6007——Hybrid damper32,40031,18,80051,62,00010Monte Carlo simulation is used in the FEMA [30] method to predict the seismic performance of structure. In this study, the minimum number of realizations used is 500 based on the recommendations provided in FEMA [30]. Three different earthquake intensities having annual probability of exceedance of 20%, 10%, and 2% in 50 years have been used to compare life cycle cost and repair time of both structures without dampers and structures with the FD, XMD, and hybrid dampers. Based on the international construction market survey [31], the total construction cost or the total replacement cost of four and twelve-storey structures is calculated and is shown in Tables 4 and 5, respectively.Table 4
Replacement cost of the four-storey structure without and with dampers.
Structure without dampersStructure with the FDStructure with the XMDStructure with the hybrid damperTotal replacement cost (INR)2,55,31,2002,61,07,2002,62,22,4002,63,95,200Core and shell replacement cost (INR)1,02,12,4801,04,42,8801,04,88,9601,05,58,080Table 5
Replacement cost of the twelve-storey structure without and with dampers.
Structure without dampersStructure with the FDStructure with the XMDStructure with the hybrid damperTotal replacement cost (INR)7,65,93,6008,17,77,6008,28,14,4008,43,69,600Core and shell replacement cost (INR)3,06,37,4403,27,11,0403,31,25,7603,37,47,840International construction market survey (2019) says the cost of a residential building in India per square meter is 394 USD, and with the exchange rate of 1 USD = 72 INR, the total replacement cost of four- and twelve-storey structures is calculated. From Table2, the cost of the FD, XMD, and hybrid dampers including the chevron bracings for the four-storey structure is 36,000 INR, 43,200 INR, and 54,000 INR, respectively, and from Table 3, the cost of the FD, XMD, and hybrid dampers including the chevron bracings for the twelve-storey structure is 1,08,000 INR, 1,29,600 INR, and 1,62,000 INR, respectively. Based on these data and since four dampers are used for each floor, the total replacement cost of the structure with the FD, with XMD, and with hybrid damper for both the structures is calculated and is shown in Tables 4 and 5, respectively.The time required for the construction of four- and twelve-storey structures is assumed to be 100 days and 300 days, respectively, and the time required for the construction of four- and twelve-storey structures retrofitted with dampers is assumed to be 120 days and 350 days, respectively. The total loss threshold is kept as 1. Since both the structures are residential buildings, in PACT population model type is taken as “Multi-unit Residential”. Nonlinear time history analyses are performed by using 10 earthquake ground motions on both structures without and with dampers. These earthquakes are scaled to design spectra of three different earthquake intensities, which have annual probability of exceedance of 20%, 10%, and 2% in 50 years. The analysis results such as maximum interstorey drift ratio and accelerations at each storey are given as input to the PACT software. Then, PACT software uses maximum interstorey drift ratio and structure repair fragility to decide the damage state. If the damage state of a building is irreparable, then the repair cost and repair time of structure are considered as replacement cost and replacement time, respectively. Cumulative distribution of repair cost and repair time of four-storey structure without and with dampers under three different intensity earthquakes calculated using PACT is shown in Figures15 and 16, respectively.Figure 15
Cumulative distribution of repair cost of a four-storey structure under three different intensity earthquakes. (a) Intensity 1. (b) Intensity 2. (c) Intensity 3.
(a)(b)(c)Figure 16
Cumulative distribution of repair time of a four-storey structure under three different intensity earthquakes. (a) Intensity 1. (b) Intensity 2. (c) Intensity 3.
(a)(b)(c)Figure15 is plotted between the probability of nonexceedance and the repair cost of the structure without and with dampers under three intensity earthquakes. From Figure 15, it can be observed that the probability of nonexceedance for a given repair cost of structure without damper is smaller (i.e., probability of exceedance is larger) than the building with the XMD, FD, and hybrid dampers under all the three intensity earthquakes. From Figure 15(a) i.e., for intensity 1 earthquakes, at any given repair cost say 25,00,000 INR, the probability of nonexceedance of the building without damper and with the FD, XMD, and hybrid dampers is 0.55, 0.86, 0.79, and 1, respectively, and similar pattern could be noticed for intensity 2 and 3 earthquakes. From Figure 15, it can also be observed that as intensity increases, damage in a building without damper increases and therefore the probability of nonexceedance decreases. It can also be observed that as intensity increases, difference between the probabilities of nonexceedance of structure without and with dampers also increases. Similar trend can be observed in Figure 16, which shows the cumulative distribution of repair time of the four-storey structure without and with dampers under three intensity earthquakes.Table6 shows mean repair cost of the four-storey structure without and with dampers under three intensity earthquakes that is obtained from Figure 15.Table 6
Mean repair cost of the four-storey structure without and with dampers.
Mean repair cost in INR (mean repair cost/total replacement cost (%))Intensity 1Intensity 2Intensity 3Structure without damper22,78,296 (8.9%)76,50,000 (29.9%)1,57,86,000 (61.8%)Structure with the FD9,72,000 (3.7%)36,59,976 (14%)73,08,000 (27.9%)Structure with the XMD12,43,944 (4.7%)44,55,000 (16.9%)89,10,000 (33.9%)Structure with the hybrid damper4,89,600 (1.8%)23,04,000 (8.7%)47,34,000 (17.9%)From Table6, it is clear that the mean repair cost of the structure without damper under intensity 1 earthquakes is 22,78,296 INR, which is nothing but 8.9% of total replacement cost (which is also presented in Table 6). When the FD, XMD, and hybrid dampers are installed in the structure, the mean repair cost/total replacement cost is reduced from 8.9% to 3.7%, 4.7%, and 1.8%, respectively. Even though the unit cost of the hybrid damper is greater than the FD and the XMD, the mean repair cost of the structure with the hybrid damper is lower than the structure with the FD and structure with the XMD. Similarly, under intensity 2 and 3 earthquakes, the mean repair cost of a building with the hybrid damper is lower than the structure with the FD and structure with the XMD.The mean repair time of the four-storey structure without and with dampers under three intensity earthquakes, which is obtained from Figure16, is shown in Table 7.Table 7
Mean repair time of the four-storey structure without and with dampers.
Mean repair time in days (mean repair time/total replacement time (%))Intensity 1Intensity 2Intensity 3Structure without damper23 (23%)47 (47%)73 (73%)Structure with the FD15 (12.5%)35 (29.1%)52 (43.3%)Structure with the XMD16 (13.3%)39 (32.5%)60 (50%)Structure with the hybrid damper13 (10.8%)29 (24.1%)44 (36.6%)From Table7, it can be observed that for intensity 1 earthquakes, the mean repair time of the structure without damper is 23 days, which is nothing but 23% of total replacement time. When the FD, XMD, and hybrid dampers are installed in the structure, the mean repair time/total replacement time is reduced from 23% to 12.5%, 13.3%, and 10.8%, respectively. Even though the time for installation of the hybrid damper is higher than the FD and the XMD, the mean repair time of structure with the hybrid damper is lower than the structure with the FD and structure with the XMD. Similarly under intensity 2 and 3 earthquakes, the mean repair time of structure with the hybrid damper is lower than the structure with the FD and structure with the XMD.Cumulative distribution of repair cost and repair time of the twelve-storey structure without damper and with the FD, XMD, and hybrid dampers under three different intensity earthquakes calculated using PACT is shown in Figures17 and 18, respectively.Figure 17
Cumulative distribution of repair cost of a twelve-storey structure under three different intensity earthquakes. (a) Intensity 1. (b) Intensity 2. (c) Intensity 3.
(a)(b)(c)Figure 18
Cumulative distribution of repair time of a twelve-storey structure under three different intensity earthquakes. (a) Intensity 1. (b) Intensity 2. (c) Intensity 3.
(a)(b)(c)Similar to the four-storey structure, the probability of nonexceedance of the twelve-storey building without dampers is smaller (i.e., probability of exceedance is larger) than the structure with XMD, FD, and hybrid dampers under all the three intensity earthquakes. Same as the four-storey structure, this pattern can be observed in both the cumulative distribution of repair cost and repair time. Mean repair cost and mean repair time of the twelve-storey structure without and with dampers under three intensities are shown in Tables8 and 9, respectively.Table 8
Mean repair cost of the twelve-storey building without and with dampers.
Mean repair cost in INR (mean repair cost/total replacement cost (%))Intensity 1Intensity 2Intensity 3Structure without damper2,60,12,880 (33.9%)5,09,40,000 (66.5%)6,94,79,928 (90.7%)Structure with the FD94,18,320 (11.5%)2,03,00,472 (24.8%)2,79,83,952 (34.2%)Structure with the XMD1,10,45,808 (13.3%)2,47,34,088 (29.8%)3,49,63,200 (42.2%)Structure with the hybrid damper35,80,344 (4.2%)1,36,73,952 (16.2%)2,13,62,976 (25.3%)Table 9
Mean repair time of the twelve-storey building without and with dampers.
Mean repair time in days (mean repair time/total replacement time (%))Intensity 1Intensity 2Intensity 3Structure without damper147 (49%)265 (88.3%)299 (99.6%)Structure with the FD110 (31.4%)181 (51.7%)226 (64.5%)Structure with the XMD117 (33.4%)197 (56.2%)243 (69.4%)Structure with the hybrid damper80 (22.7%)148 (42.2%)163 (46.5%)Similar to the four-storey structure, even though the unit cost of the hybrid damper is greater than the FD and the XMD, the mean repair cost of structure with the hybrid damper is lower than the structure with FD and structure with the XMD under all the three intensity earthquakes. Even though the time for installation of the hybrid damper is higher than the FD and the XMD, the mean repair time of structure with the hybrid damper is lower than the structure with the FD and structure with the XMD under all the three intensity earthquakes. So from the life cycle cost analysis of both the structures, it can be stated that the hybrid damper has performed better than the FD and the XMD of same yield strength.


## 7. Conclusions

From this study, the following conclusions are drawn:When subjected to the nonlinear time history analysis, the maximum interstorey drifts and their averages of both four- and twelve-storey structures under eight earthquake ground motions have surpassed the allowable storey drift before installation of dampers, but after retrofitting structures with dampers, the average of maximum interstorey drifts of both the structures was minimised and is within the target drift. When the four-storey structure is installed with the FD, XMD, and hybrid dampers, the percentage of diminution of average of the maximum interstorey drifts is 67, 63, and 74, respectively, similarly when the twelve-storey structure is installed with the FD, XMD, and hybrid dampers, the percentage of diminution of average of the maximum interstorey drifts is 64, 59, and 71, respectively. So from this, it can be noticed that the hybrid damper is better than the FD and the XMD in minimising the interstorey drift.For a four-storey structure under earthquake with PGA equal to 0.07 g (i.e., earthquake 1), seismic energy dissipated by the FD, XMD, and hybrid dampers is 22%, 15%, and 40%, respectively, and under earthquake with PGA equal to 0.4 g (i.e., earthquake 8), seismic energy dissipated by the FD, XMD, and hybrid dampers is 46%, 43%, and 75%, respectively. Similarly, for a twelve-storey structure under earthquake with PGA equal to 0.07 g, seismic energy dissipated by the FD, XMD, and hybrid dampers is 19%, 15%, and 37%, respectively, and under earthquake with PGA equal to 0.4 g, seismic energy dissipated by the FD, XMD, and hybrid dampers is 45%, 43%, and 72%, respectively. From this, it can be noticed that the hybrid damper dissipated more amount of seismic energy than the FD and the XMD under earthquake excitations with both low and high PGA values.From fragility analysis, it can be observed that the probability of reaching the complete damage state, i.e., collapse can be reduced by the installation of dampers. Both the structures with the hybrid damper have attained lowest probability of collapse when compared to the structures with the FD and the XMD. From fragility analysis, it can be noticed that the hybrid damper is better than the FD and the XMD in minimising the probability of reaching complete damage state, i.e., collapse.Even though the unit cost of the hybrid damper is higher than the FD and the XMD, the mean repair cost of the structure with the hybrid damper is lower than the structure with the FD and with the XMD under all the three intensity earthquakes. Similarly, even though the time for installation of the hybrid damper is higher than the FD and the XMD, the mean repair time of the structure with the hybrid damper is lower than the structure with the FD and with the XMD under all the three intensity earthquakes. So from the life cycle cost analysis of both the structures, it can be stated that the hybrid damper has performed better than the FD and the XMD of same yield strength.



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*Source: 4195161-2021-10-08.xml*