Norouzi et al 2020a - Revision history

Rimni at 15:16, 14 December 2021

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Rimni at 13:44, 14 December 2021

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Rimni at 13:44, 14 December 2021

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Rimni at 13:14, 9 November 2021

2021-11-09T13:14:22Z

Rimni: /* 4. Discussion */

2021-02-12T09:53:24Z

‎4. Discussion

Rimni at 09:50, 12 February 2021

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Rimni at 14:56, 5 February 2021

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Rimni at 14:52, 5 February 2021

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Rimni: /* References */

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‎References

Rimni: /* 5. Conclusion */

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‎5. Conclusion

@@ Line 198: / Line 198: @@
 ==4. Discussion==
-===4.1. Analysis of nonlinear time history===
+===4.1 Analysis of nonlinear time history===
 In this section,  a comprehensive study on two-dimensional dynamic nonlinear time history analysis conducted by OpenSees is carried out to identify the seismic behavior of high-rise 18 and 22-story RC frames in two modes: (1) Designed in accordance with the current methodology in the Codes and, (2) designed with the PBPD method along with the PHFD damper. The focus is on two commonly used quantities: inter-story drift ratio (IDR) and residual drift ratio (RDR) for each story, so that in addition to judging the seismic performance of structures during earthquakes, it is possible to identify and study the stories with the maximum IDR and RDR. The IDR is used to express the overall stability of RC frames under earthquakes. Also, the two above-mentioned quantities are capable of providing an appropriate measurement for the evaluation of damages to structural and non-structural components due to seismic loading.

@@ Line 64: / Line 64: @@
 ==3. Results and discussion==
-===3.1. The proposed design method of the RC frame with the PHFD damper===
+===3.1 The proposed design method of the RC frame with the PHFD damper===
 Analytical models in order to evaluate the PHFD damper are two high-rise 18 and 22-story RC frames with a height of 3.80 meters for each floor and with 5 bays of 6 meters in two categories with or without proposed damper. The first group of models includes a special [http://scholar.google.com/scholar?q=Moment+resisting+frame&hl=fa&as_sdt=0&as_vis=1&oi=scholart moment resisting frame] with the name of SMRF, which was designed at the performance level of life safety according to the latest edition of the earthquake standard and the National Building Code of Iran. The second group of models is RC frames, along with a proposed hybrid damper called PHFD designed according to the proposed design method in this paper. Concrete components of the models were designed in accordance with the ACI 318-08/IBC 2009 codes [11,12]. Materials used in the frames include concrete with compressive strength and modulus of elasticity, respectively, equal to <math display="inline">{f}_{C}=</math><math>30\, MPa</math> and <math display="inline">{E}_{C}=28302.4\, MPa</math>, and steel rebars with yield stress and modulus of elasticity of <math display="inline">{f}_{y}=</math><math>400\, MPa</math> and <math display="inline">{E}_{S}=200000\, MPa</math>. For gravity loading of frames, the design dead load and the live load are considered to be <math display="inline">34.5\, \frac{kN}{m}</math> and <math display="inline">18.0\, \frac{kN}{m}</math>, respectively. Frame mass in accordance with the ASCE41-06 code is considered to be <math display="inline">1287\, \frac{kN}{Floor}</math> because of the dead weight of all structural and non-structural components and part of the live load. The structural details of the frames have been shown in [[#tab-1|Table 1]]. Also, the elevation of the models has been shown in [[#img-2|Figure 2]].
@@ Line 188: / Line 188: @@
 |}
-===3.2. The proposed design method of the RC frame with the PHFD damper===
+===3.2 The proposed design method of the RC frame with the PHFD damper===
 The numerical models of the frames were made using the 2D modeling capability of OpenSees [14]. An axial column carrying gravity load is connected to the frame to simulate the P-Delta effects. The axial column with an elastic beam-column element with a large cross-section and large inertia moment is modeled to take into account the effect of gravity columns on the overall response of the frame. The beam-column elements in the gravity column are connected to each other by rotational springs with very small rotational rigidity, to ensure that the gravity column does not bear any significant moments. Finally, the gravity column is attached to the frame by truss elements which are quite rigid. The first story columns in the base level for the frame and gravity column are fixed and pinned respectively.

@@ Line 48: / Line 48: @@
 ==2. Theory==
-===2.1. The performance of the proposed hybrid friction damper equipped with SMA===
+===2.1 The performance of the proposed hybrid friction damper equipped with SMA===
 The proposed hybrid friction damper (PHFD) acts as a fuse in the structure and by concentrating on non-linear behavior in itself, it prevents non-linear behavior and damage to other structural and non-structural components. The PHFD damper consists of two parts. The first part is a friction damper that works with high seismic energy dissipation through friction between two contact plates, with a perpendicular contact force that can be created through high-strength bolts. Brake pad layers on steel, steel on brass and steel on steel are commonly used as sliding surfaces for this type of damper. The choice of base metal for a friction damper is very important. High corrosion resistance can often reduce the friction reduction coefficient assumed for the life of the device. Low carbon steel alloy rusted and corroded and their sliding surface properties change over time. Experiments on stainless steel in contact with brass did not show any additional corrosion. Therefore, these materials are suitable for use in friction dampers [10]. The motion range of friction dampers is limited by slot holes with slot length equal to <math>S</math>. The value of <math>S</math> is equal to the maximum inter-story drift at the desired performance level. Since the PHFD damper design method is a performance-based approach, the structure for the desired seismic hazard level is designed in such a way that, the inter-story drift is not expected higher than the permissible amount at the performance level. When the displacement reaches the slipping limit of <math>S</math>, the bolts collides with their end wall, after which further slipping motion will be prevented.

@@ Line 50: / Line 50: @@
 ===2.1. The performance of the proposed hybrid friction damper equipped with SMA===
-The proposed hybrid friction damper (PHFD) acts as a fuse in the structure and by concentrating on non-linear behavior in itself, it prevents non-linear behavior and damage to other structural and non-structural components. The PHFD damper consists of two parts. The first part is a friction damper that works with high seismic energy dissipation through friction between two contact plates, with a perpendicular contact force that can be created through high-strength bolts. Brake pad layers on steel, steel on brass and steel on steel are commonly used as sliding surfaces for this type of damper. The choice of base metal for a friction damper is very important. High corrosion resistance can often reduce the friction reduction coefficient assumed for the life of the device. Low carbon steel alloy rusted and corroded and their sliding surface properties change over time. Experiments on stainless steel in contact with brass did not show any additional corrosion. Therefore, these materials are suitable for use in friction dampers [10]. The motion range of friction dampers is limited by slot holes with slot length equal to ''S''. The value of ''S'' is equal to the maximum inter-story drift at the desired performance level. Since the PHFD damper design method is a performance-based approach, the structure for the desired seismic hazard level is designed in such a way that, the inter-story drift is not expected higher than the permissible amount at the performance level. When the displacement reaches the slipping limit of ''S'', the bolts collides with their end wall, after which further slipping motion will be prevented.
+The proposed hybrid friction damper (PHFD) acts as a fuse in the structure and by concentrating on non-linear behavior in itself, it prevents non-linear behavior and damage to other structural and non-structural components. The PHFD damper consists of two parts. The first part is a friction damper that works with high seismic energy dissipation through friction between two contact plates, with a perpendicular contact force that can be created through high-strength bolts. Brake pad layers on steel, steel on brass and steel on steel are commonly used as sliding surfaces for this type of damper. The choice of base metal for a friction damper is very important. High corrosion resistance can often reduce the friction reduction coefficient assumed for the life of the device. Low carbon steel alloy rusted and corroded and their sliding surface properties change over time. Experiments on stainless steel in contact with brass did not show any additional corrosion. Therefore, these materials are suitable for use in friction dampers [10]. The motion range of friction dampers is limited by slot holes with slot length equal to <math>S</math>. The value of <math>S</math> is equal to the maximum inter-story drift at the desired performance level. Since the PHFD damper design method is a performance-based approach, the structure for the desired seismic hazard level is designed in such a way that, the inter-story drift is not expected higher than the permissible amount at the performance level. When the displacement reaches the slipping limit of <math>S</math>, the bolts collides with their end wall, after which further slipping motion will be prevented.
-The second part of the PHFD damper consists of a self-centering damper based on the superelastic SMA wires. The superelastic NiTi wires have essentially their self-centering role in addition to large force absorption and hysteric damping properties. With the proper design of the number of superelastic SMA wires stretched appropriately, the device is capable of providing energy dissipation and self-centering capacity, which can reduce the seismic response of the building, leading to the return of the building to the initial conditions after the earthquake. SMA wires are wound around two bars. Each of these two bars has an equal motion range of ''S'' in terms of tensile or compressive force that according to [[#img-1|Figure 1]], they can move on all three upper, lower and middle steel plates of the right side by creating a slot hole with the length of ''S''. Initially (<math>V=0</math>), the right bar is in contact with the end of the slot hole and the left bar is spaced ''S'' to the end of the slot hole. By increasing the force V, which is the sum of the frictional force and the strength of the SMA wires, the left bar remains fixed, and the right rod moves to the right by the length of the SMA wires increase. By further moving of the right middle steel plate, the end of the slot hole collides with the left bar, and eventually, the SMA wires will not be able to extend longer and provide more strength. In this paper, a proposed design method is provided to determine the optimal ratio between SMA wires and frictional force at the PHFD damper. This coincidence method ensures the activity of two dampers in order to provide proper self-centering capacity and energy dissipation equal to seismic demand.
+The second part of the PHFD damper consists of a self-centering damper based on the superelastic SMA wires. The superelastic NiTi wires have essentially their self-centering role in addition to large force absorption and hysteric damping properties. With the proper design of the number of superelastic SMA wires stretched appropriately, the device is capable of providing energy dissipation and self-centering capacity, which can reduce the seismic response of the building, leading to the return of the building to the initial conditions after the earthquake. SMA wires are wound around two bars. Each of these two bars has an equal motion range of <math>S</math> in terms of tensile or compressive force that according to [[#img-1|Figure 1]], they can move on all three upper, lower and middle steel plates of the right side by creating a slot hole with the length of <math>S</math>. Initially (<math>V=0</math>), the right bar is in contact with the end of the slot hole and the left bar is spaced <math>S</math> to the end of the slot hole. By increasing the force V, which is the sum of the frictional force and the strength of the SMA wires, the left bar remains fixed, and the right rod moves to the right by the length of the SMA wires increase. By further moving of the right middle steel plate, the end of the slot hole collides with the left bar, and eventually, the SMA wires will not be able to extend longer and provide more strength. In this paper, a proposed design method is provided to determine the optimal ratio between SMA wires and frictional force at the PHFD damper. This coincidence method ensures the activity of two dampers in order to provide proper self-centering capacity and energy dissipation equal to seismic demand.
 <div id='img-1'></div>
@@ Line 59: / Line 59: @@
 |style="padding:10px;"|  [[Image:Review_526018455950-image1.png|700px]]
 |- style="text-align: center; font-size: 75%;"
-| colspan="1" style="padding:10px;"| '''Figure 2'''. Configuration of the PHFD damper
+| colspan="1" style="padding:10px;"| '''Figure 1'''. Configuration of the PHFD damper
 |}
 ==3. Results and discussion==

@@ Line 445: / Line 445: @@
 <div class="center" style="font-size: 75%;">'''Table 3'''.  Structural performance level of models subjected to 10 earthquakes for the IDR ratio</div>
-<div id='tab-2'></div>
+<div id='tab-3'></div>
 {| class="wikitable" style="margin: 1em auto 0.1em auto;border-collapse: collapse;font-size:85%;width:auto;"
 |-style="text-align:center"
@@ Line 677: / Line 677: @@
 |-
 |  style="text-align: center;"|S.P.<br> level
-|  style="text-align: center;"|RDR (%)
+|  style="text-align: center;"|RDR <br> (%)
 |  style="text-align: center;"|S.P. <br>level
-|  style="text-align: center;"|RDR (%)
+|  style="text-align: center;"|RDR <br> (%)
 |  style="text-align: center;"|S.P. <br> level
-|  style="text-align: center;"|RDR (%)
+|  style="text-align: center;"|RDR <br> (%)
 |  style="text-align: center;"|S.P. <br> level
-|  style="text-align: center;"|RDR (%)
+|  style="text-align: center;"|RDR <br> (%)
 |  style="text-align: center;"|S.P. <br>level
-|  style="text-align: center;"|RDR (%)
+|  style="text-align: center;"|RDR <br> (%)
 |  style="text-align: center;"|S.P. <br>level
-|  style="text-align: center;"|RDR (%)
+|  style="text-align: center;"|RDR <br> (%)
 |  style="text-align: center;"|S.P. <br> level
-|  style="text-align: center;"|RDR (%)
+|  style="text-align: center;"|RDR <br> (%)
 |  style="text-align: center;"|S.P. <br>level
-|  style="text-align: center;"|RDR (%)
+|  style="text-align: center;"|RDR <br> (%)
 |-
 |  style="text-align: center;"|LS

@@ Line 942: / Line 942: @@
 [13] AISC 341–10. Seismic Provisions for Structural Steel Buildings, (ANSI/AISC 341–10), American Institute of Steel Construction, 2010.
-[14] Pacific Earthquake Engineering Research Center. OpenSees - The open system for earthquake engineering simulation (Online). Last update 2015. Available: [http://opensees.berkeley.edu http://opensees.berkeley.edu] [2012, Feb. 16]
+[14] Pacific Earthquake Engineering Research Center. OpenSees - The open system for earthquake engineering simulation (Online). February 2012. Last update 2015. Available: [http://opensees.berkeley.edu http://opensees.berkeley.edu]
 [15] FEMA. Quantification of building seismic performance factors. FEMA Rep. No. P695, Applied Technology Council for FEMA, Washington, DC, 2009.
 </div>

@@ Line 920: / Line 920: @@
 [2] Gao Y., Ren W. Theoretical study on vibration control of symmetric structure with shape memory alloy (SMA)-Friction Damper. The Open Mechanical Engineering Journal, 8:803-808, 2014.
-[3] Ozbulut O.E., Hurlebau, S. Application of an SMA-based hybrid control device to 20-story nonlinear benchmark building. Journal of Earthquake Engng Struct. Dyn, 41(13):1831-1843, 2012. DOI: 10.1002/eqe.2160.
+[3] Ozbulut O.E., Hurlebau, S. Application of an SMA-based hybrid control device to 20-story nonlinear benchmark building. Journal of Earthquake Engng Struct. Dyn, 41(13):1831–1843, 2012. DOI: 10.1002/eqe.2160.
 [4] McCormick J., DesRoches R., Fugazza D., Auricchio F. Seismic assessment of concentrically braced steel frames with shape memory alloys braces. J. Struct. Eng., 133(6):862–70, 2007.
@@ Line 930: / Line 930: @@
 [7] Massah S.R., Dorvar H. Design and analysis of eccentrically braced steel frames with vertical links using shape memory alloys. Journal of Smart Materials and Structures, 23(11):115015, 2014.
-[8] DesRoches R., Delemont M. Seismic retrofit of simply supported bridges using shape memory alloy. Journal of Engineering Structures, 24:325-332, 2002.
+[8] DesRoches R., Delemont M. Seismic retrofit of simply supported bridges using shape memory alloy. Journal of Engineering Structures, 24:325–332, 2002.
-[9] Sharabash A.M., Andrawes B.O. Application of shape memory alloy dampers in the seismic control of cable-stayed bridge. Journal of Engineering  Structures, 31(2):607-616, 2009.
+[9] Sharabash A.M., Andrawes B.O. Application of shape memory alloy dampers in the seismic control of cable-stayed bridge. Journal of Engineering  Structures, 31(2):607–616, 2009.
-[10] Le C.H., Kim J., Kim D.H., Ryu J., Ju Y.K. Numerical and experimental analysis of combined behavior of sheartype friction damper and non-uniform strip damper for multi-level seismic protection. Journal of Engineering Structures, 114:75-92, 2016.
+[10] Le C.H., Kim J., Kim D.H., Ryu J., Ju Y.K. Numerical and experimental analysis of combined behavior of sheartype friction damper and non-uniform strip damper for multi-level seismic protection. Journal of Engineering Structures, 114:75–92, 2016.
 [11] ACI Standard (ACI 318-08). American Concrete Institute, Building Code Requirements for Structural Concrete and Commentary, Edition January 2008.

@@ Line 914: / Line 914: @@
 ==References==
 [1] Constantinou M.C., Soong T.T., Dargush G.F. Passive energy dissipation systems fro structural design and retrofit. Buffalo (NY): Research Foundation of the State University of New York and Multidisciplinary Center for Earthquake Engineering Research, 1998.
@@ Line 923: / Line 924: @@
 [4] McCormick J., DesRoches R., Fugazza D., Auricchio F. Seismic assessment of concentrically braced steel frames with shape memory alloys braces. J. Struct. Eng., 133(6):862–70, 2007.
-[5] Asgarian B., Salari N and Saadati B, Application of intelligent passive devices based on shape memory alloys in seismic control of structures Structures 5: 161–169, 2016.
+[5] Asgarian B., Salari N.,  Saadati B. Application of intelligent passive devices based on shape memory alloys in seismic control of structures. Structures, 5:161–169, 2016.
-[6] Parulekar Y M et al , Seismic response attenuation of structures using shape memory alloy dampers Struct. Control Health Monit. 19: 102–119, 2012.
+[6] Parulekar Y.M., Reddy G.R.,  Vaze K.K.,  Guha S.,  Gupta C.,  Muthumani K.,  Sreekala R. Seismic response attenuation of structures using shape memory alloy dampers. Struct. Control Health Monit., 19(1):102–119, 2012.
-[7] Massah ,S.R., Dorvar , H. Design and analysis of eccentrically braced steel frames with vertical links using shape memory alloys, Journal of Smart Materials and Structures, 23(11):115015, 2014.
+[7] Massah S.R., Dorvar H. Design and analysis of eccentrically braced steel frames with vertical links using shape memory alloys. Journal of Smart Materials and Structures, 23(11):115015, 2014.
-[8] DesRoches, R. and Delemont, M. Seismic retrofit of simply supported bridges using shape memory alloy. Journal of Engineering Structures, 24: 325-332, 2002.
+[8] DesRoches R., Delemont M. Seismic retrofit of simply supported bridges using shape memory alloy. Journal of Engineering Structures, 24:325-332, 2002.
-[9] Sharabash, A. M. andrawes, B. Application of shape memory alloy dampers in the seismic control of cable-stayed bridge. Journal of Engineering  Structures. 31: 607-616, 2009.
+[9] Sharabash A.M., Andrawes B.O. Application of shape memory alloy dampers in the seismic control of cable-stayed bridge. Journal of Engineering  Structures, 31(2):607-616, 2009.
-[10] Le C.H., Kim J., Kim D.H., Ryu, J., Ju  Y.K. Numerical and experimental analysis of combined behavior of sheartype friction damper and non-uniform strip damper for multi-level seismic protection”, Journal of Engineering Structures, 114:75-92, 2016.
+[10] Le C.H., Kim J., Kim D.H., Ryu J., Ju Y.K. Numerical and experimental analysis of combined behavior of sheartype friction damper and non-uniform strip damper for multi-level seismic protection. Journal of Engineering Structures, 114:75-92, 2016.
-[11] ACI Standard (ACI 318-08), American Concrete Institute, Building Code Requirements for Structural Concrete and Commentary, Edition January 2008.
+[11] ACI Standard (ACI 318-08). American Concrete Institute, Building Code Requirements for Structural Concrete and Commentary, Edition January 2008.
-[12] IBC: International building code. International Code Council, Inc (formerly BOCA, ICBO and SBCCI) 2009; p. 60478-5795.
+[12] IBC: International building code. International Code Council, Inc (formerly BOCA, ICBO and SBCCI), p. 60478-5795, 2009.
-[13] AISC 341–10. Seismic Provisions for Structural Steel Buildings, (ANSI/AISC 341–10); 2010.
+[13] AISC 341–10. Seismic Provisions for Structural Steel Buildings, (ANSI/AISC 341–10), American Institute of Steel Construction, 2010.
-[14] Pacific Earthquake Engineering research Center. ''OpenSees, Open System for Earthquake'' ''Engineering Simulation''. (2015-Last update), [Online]. Available: [http://opensees.berkeley.edu http://opensees.berkeley.edu] [2012, Feb. 16]
+[14] Pacific Earthquake Engineering Research Center. OpenSees - The open system for earthquake engineering simulation (Online). Last update 2015. Available: [http://opensees.berkeley.edu http://opensees.berkeley.edu] [2012, Feb. 16]
-[15] FEMA. Quantification of building seismic performance factors. FEMA Rep. No. P695, Applied Technology Council for FEMA, Washington, DC; 2009.
+[15] FEMA. Quantification of building seismic performance factors. FEMA Rep. No. P695, Applied Technology Council for FEMA, Washington, DC, 2009.

@@ Line 909: / Line 909: @@
 |}
-=5. Conclusion=
+==5. Conclusion==
 In this research, the effect of a hybrid friction damper equipped with SMA wire on reducing the seismic response of high-rise RC frames was investigated. For this purpose, two high-rise 18- and 22-story RC structures with or without PHFD dampers were designed according to the performance-based plastic design method, by considering the interaction effects between the RC frame and the PHFD damper. The comparative study of models by time history analyzing of 10 far-field earthquakes clearly showed the reduction of all important indicators including the inter-story drift ratio (IDR) and the inter-story residual drift ratio (RDR). The average IDR of RC frames with PHFD damper is less than that of conventional RC frames by 55-70% and the IDR distribution at the height of the frames has a more uniform behavior. When the proposed design method based on performance is done considering the proposed limitation for SMA wires (strain less than 6% for determining the length and strain equal to the reversed deformation yield strain for an optimal mechanism with friction damper), RC frames with PHFD damper provide an appropriate reversibility capacity in addition to the maximum energy dissipation capacity, as a result, the average maximum RDR in the case of using PHFD damper in RC frames can be significantly reduced by about 82-97% compared to conventional RC frames. The results of this paper indicate that the proposed damper can bring the RC frame to the structural performance with the least cost and number of bracing spans.
@@ Line 915: / Line 915: @@
 ==References==
-[1] Constantinou MC, Soong TT, Dargush GF. Passive energy dissipation systems fro structural design and retrofit. Buffalo (NY): Research Foundation of the State University of New York and Multidisciplinary Center for Earthquake Engineering Research; 1998.
+[1] Constantinou M.C., Soong T.T., Dargush G.F. Passive energy dissipation systems fro structural design and retrofit. Buffalo (NY): Research Foundation of the State University of New York and Multidisciplinary Center for Earthquake Engineering Research, 1998.
-[2] Gao, Y., Ren, W. Theoretical Study on Vibration Control of Symmetric Structure with Shape Memory Alloy (SMA)-Friction Damper”, The Open Mechanical Engineering Journal, 8: 803-808, 2014.
+[2] Gao Y., Ren W. Theoretical study on vibration control of symmetric structure with shape memory alloy (SMA)-Friction Damper. The Open Mechanical Engineering Journal, 8:803-808, 2014.
-[3] Ozbulut, O.E., Hurlebaus, S. (2012). “Application of an SMA-based hybrid control device to 20-story nonlinear benchmark building”, Journal of Earthquake Engng Struct. Dyn, DOI: 10.1002/eqe.2160.
+[3] Ozbulut O.E., Hurlebau, S. Application of an SMA-based hybrid control device to 20-story nonlinear benchmark building. Journal of Earthquake Engng Struct. Dyn, 41(13):1831-1843, 2012. DOI: 10.1002/eqe.2160.
-[4] McCormick J, DesRoches R, Fugazza D , Auricchio F, Seismic assessment of concentrically braced steel frames with shape memory alloys braces J. Struct. Eng. 133 862–70, 2007.
+[4] McCormick J., DesRoches R., Fugazza D., Auricchio F. Seismic assessment of concentrically braced steel frames with shape memory alloys braces. J. Struct. Eng., 133(6):862–70, 2007.
-[5] Asgarian B, Salari N and Saadati B, Application of intelligent passive devices based on shape memory alloys in seismic control of structures Structures 5: 161–169, 2016.
+[5] Asgarian B., Salari N and Saadati B, Application of intelligent passive devices based on shape memory alloys in seismic control of structures Structures 5: 161–169, 2016.
 [6] Parulekar Y M et al , Seismic response attenuation of structures using shape memory alloy dampers Struct. Control Health Monit. 19: 102–119, 2012.