# Seismic Vulnerability Analysis of Prefabricated Concrete Frame with a Cam-Type Response Amplifying Device of Viscous Damper

Authors: Luyao Wei; Huijiao Nie
Journal: Advances in Civil Engineering
 (2022)

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## Abstract

A new type of limit response amplifying device (cam-type response amplifying device) was proposed in order to be able to solve the shortcomings of the seismic performance of the prefabricated concrete structures and the shortcomings of the existing response amplification devices that were prone to failure under rare earthquakes. On the basis of the unit library provided by ABAQUS, the secondary development was carried out and the dynamic time history analysis was performed on the solid model of the prefabricated frame structure. We selected the displacement angle between layers as the structural damage index and used the dynamic incremental method to analyze the seismic vulnerability of the uncontrolled structure without the cam-type response amplification device and the added damping structure. The results show that compared with the uncontrolled structure, the damping structure with a cam-type response amplification device had a significant reduction in the probability of reaching various failure states, and the seismic performance was effectively improved. The cam-type response amplifier had an excellent shock absorption effect under the action of all levels of the earthquake, which could effectively reduce the damage degree to the structure. Through the analysis of the vulnerability curve, it could provide the basis for the design method based on the behavior of the prefabricated concrete structures.


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## Body

## 1. Introduction

Prefabricated buildings have a high degree of industrialization, low labor and energy consumption, and low impact on the environment. Its development and application meet the requirements of sustainable development [1–3]. The frame structure beams and columns are arranged flexibly; it is the most suitable form of concrete structure for assembly technology. Due to its low lateral rigidity, its applicability, such as height, is strictly limited [4]. At present, prefabricated concrete structures mostly adopt wet connections at the beam-column nodes. The steel sleeve grouting and concrete postpouring are used for connection to ensure its integrity and seismic performance. However, despite adhering to the concept of “equivalent to cast-in-place”, its overall seismic resistance is still inferior to that of cast-in-place concrete structures, limiting its use in high-intensity areas. On this basis, using energy dissipation and shock absorption technology to improve its overall seismic performance has received widespread attention [5].Energy dissipation and shock absorption technology dissipates or absorbs the energy in the seismic input structure by adding energy dissipation devices (dampers) to the structure, reducing the response of the main structure under earthquake action. Therefore, whether the damper can fully exert the energy dissipation and shock absorption function becomes the key to applying this technology. In 2001, Constantinou et al. [6] proposed the idea of improving the support method to give full play to the role of the additional damper and proposed a toggle support amplifying device (Toggle-Brace-Damper system) based on a crank connecting rod. It had the effect of amplifying the response of force and displacement, which could make the displacement of the damper far greater than the displacement between the layers of the structure, which solved the problem that the damper could not fully function when the displacement between the layers was small. Later, domestic and foreign scholars used linkage mechanism [7–9], gear mechanism [10, 11], lever mechanism [12–16], cross-layer support [17, 18], etc. to propose a variety of damper response amplification devices. It was found that the response amplification technology could amplify the displacement and speed of the series dampers, thereby exerting a good energy consumption capacity under the action of medium and small earthquakes. At the same time, under the action of a large earthquake, the effect of the dampers was amplified and the energy dissipation effect was increased. Therefore, the number of dampers could be reduced, the structural cost could be reduced, and better economic benefits could be achieved.However, when faced with extremely rare earthquakes or large earthquakes beyond expectations, the structure and working mechanism of various existing amplification devices determine that the amplified displacement will cause the series dampers to exceed their limit capabilities earlier, the performance of the damper will decrease or even fail, and the damping effect will be greatly reduced. In extreme cases, the structure may be damaged or even collapse. At the same time, the amplifying device will also amplify the speed of the damper. For speed-dependent dampers such as viscous dampers, the amplified speed will also cause it to exceed its limit speed and stop working, losing energy dissipation and shock absorption. Therefore, various existing amplification devices may have performance defects when encountering extremely rare earthquakes.In this article, a new type of damper cam-type response amplification device (CRAD) is proposed using ball screws and eccentric disc cams widely used in the mechanical field. The finite element models of the assembled monolithic concrete frame structure without damper control and with CRAD-VD are established, respectively. We compare and analyze the response of the two under different intensity earthquakes, and analyze the difference in seismic performance between the two from the perspective of probability, predict the probability of different failure states of the structure under the action of earthquakes at all levels. Then, we prove the effectiveness of the CRAD device in damping and provide a basis for the seismic design of the fabricated structure based on the behavior.


## 2. CRAD-VD Working Mechanism and Resilience Model

CRAD-VD can be installed between structural layers through herringbone supports or wall supports or used for energy dissipation and shock absorption structures. The overall structure and cross-sectional views are shown in Figure1. The working mechanism of CRAD-VD is that one end of the ball screw is connected to the structure through a universal joint. When the structure is displaced between layers due to external excitation, the screw will move horizontally, drive the ball nut to rotate so that the eccentric disc connected to it rotates, then push the rectangular frame to make a horizontal reciprocating movement perpendicular to the moving direction of the screw. The viscous damper generates viscous damping force under the reciprocating push-pull action of the driven rectangular frame, which plays a role in dissipating seismic energy and reducing structural response.Figure 1
Schematic diagram of CRAD-VD.
(a)(b)It can be seen from the above-mentioned mechanism of action that the screw advances or retreats one pitch every time the structure is pushed by force and deformation. The eccentric disc rotates once, thereby driving the driven rectangular frame to make a reciprocating horizontal movement, where the amplitude of the driven rectangular frame movement is the eccentric distance of the eccentric disc. Obviously, in the process of structural vibration, the tandem damper always reciprocates within the eccentricity of the disc to ensure that the damper will not lose displacement when the structure encounters rare or extremely rare earthquakes. According to the working mechanism of CRAD-VD, the formula of CRAD-VD restoring force is derived as follows.The mechanical force diagram of CRAD is shown in Figure2, which reflects the mechanical relationship between the disc cam and the driven rectangular frame when the disc cam rotates. The self-weight of the driven rectangular frame and the moment of the weight to the center of the ball screw are ignored.Figure 2
Force analysis diagram of CRAD: (a) CRAD mechanism force diagram; (b) force diagram of eccentric disc cam.
(a)(b)The rectangular frame is balanced under the action ofFD, FN, Ff, FN′ , and Ff′, and the equilibrium relationship is as follows:(1)FN=FD+Ff′,(2)Ff=μFN,(3)Ff′=μFN′,(4)Ff=FN′,where FD is the damping force of the additional damper; FN is the pressure on the rectangular driven frame when the disc cam rotates; Ff is the friction force at the contact point between the disc cam and the rectangular driven frame when the disc cam rotates; FN′ is the vertical pressure between the rectangular driven frame and the upper and lower base plates; Ff′ is the frictional force between the rectangular frame and the upper and lower base plates when the rectangular frame moves horizontally. In the calculation of this article, the selected value of friction coefficient is 0.1. Usually, the friction coefficient between steel and steel is between 0.05 and 0.15. The friction coefficient is related to the surface roughness of the contact surface and has nothing to do with the size of the contact area.(5)Ff′=μ2FN,(6)FN=FD1−μ2≈FD.The force analysis of the eccentric disc cam, as shown in Figure3, is based on the torque balance condition at point O of the ball screw axis:(7)Fssτγss=FNγN+Ffγf+Mc=FDγN+μFDγf+Mc,where Fssτ is the tangential force of the ball screw, which is the force that drives the ball nut to rotate; γss is the screw radius; γN is the vertical distance from the FN action line to the center of the ball screw; γf is the vertical distance from Ff to the center of the ball screw; Mc is the rotational inertia moment of the eccentric cam.Figure 3
Restoring force-displacement model of CRAD-VD.The ball screw and the matching ball nut together form the ball screw pair mechanism. The ball nut uses the screw groove to convert the axial force into the torque that rotates the ball nut. The force relationship is shown in Figure4.Figure 4
Force analysis diagram of the ball screw.In the figure, FCRAD is the axial force of the screw;Fssn is the normal force of the ball screw, the direction points to the center of the ball screw, and its moment to point O is zero; α is the inclination angle of the ball screw groove; Ld is the screw pitch. Among them, α, Ld, γss are determined by the ball screw products and can be selected according to needs. It can be seen from Figure 4 that(8)FCRAD=Fssτηtanα,(9)tanα=Ld2πγss,(10)Mc=Iθ¨.According to the calculation formula of the moment of inertia of the theoretical mechanics eccentric circle and the basic characteristics of the ball screw, there are(11)I=12mcr2+mce2,where mc is the mass of the disc cam; r is the radius of the disc cam; e is the eccentricity of the disc cam. For simultaneous equations (6)–(11), the expression of the screw axial force CRAD restoring force is as follows:(12)FCRAD=2ELdFD.rN+μFDγf+12mcr2+mce2θ¨.According to equation (12), the axial force of the screw is related to rN and γf, so it is necessary to analyze the variation law of rN and γf.In CRAD, every time the ball nut rotates one wire groove, the eccentric disc rotates one turn, and the angular displacementθ of the eccentric disc rotation is as follows:(13)θ=2πLdx,where θ is the angular displacement of the ball nut and the eccentric cam; x is the axial displacement of the screw. Then, the angular acceleration of the cam is as follows:(14)θ¨=2πLdx¨,where x¨ is the axial acceleration of the screw. As shown in Figure 2(b), the vertical distance rN from the action line of the positive pressure FN of the driven rectangular frame to the center of the ball screw is as follows:(15)rN=ecosθ.When the disc cam rotates, there is a sudden change in the contact point between the cam and the rectangular driven frame, so the vertical distanceγf from the friction force Ff to the center of the ball screw is as follows:(16)γf=r+eθ,where e(θ) is the horizontal distance between the center of the cam and the center of the lead screw, which is the transformation relation of θ.When the lead screw is located on the upper side of the eccentric disc andγf=r, the angular displacement θ = 0 is defined for the rotation of the ball nut and the eccentric cam. When the rotational angular displacement of the disc cam is a = (n − 0.5)π, the contact point between the disc cam and the rectangular frame changes abruptly from one side to the other. The rf value changes abruptly, from r + e to r − e, or from r − e to r + e. At the mutation point, the mutation amplitude of rf is 2e, and the corresponding e(θ) function graphs are shown in Figures 5 and 6.Figure 5
Change rule chart ofe(θ) when ball screw is moving in a positive direction.Figure 6
Change rule chart ofe(θ) when ball screw is moving in a negative direction.The expressione(θ) can be derived as follows:(17)eθ=esinθsgncosθsgnx˙,where sgncosθ is the sign function of cosa, used to convert the sign of e(θ) when b = (n − 0.5)π; x˙ is the axial speed of the screw; sgnx˙ is the sign function of the axial speed of the screw, which is used to judge the direction of the screw. When sgnx˙ > 0, it means the screw is moving in the positive direction. When sgnx˙ < 0, it means the screw is moving in the negative direction.According to the action mechanism of CRAD, the damping force of the series damper is always opposite to the direction of the screw movement, andFD always hinders the rotation of the disc cam. Combining equations (12)–(17) and considering the change in the direction of the screw movement, the theoretical calculation formula of the CRAD restoring force of the screw can be obtained as follows:(18)FCRAD=2πηLdFDe1−μ2cos2πLdx+γsgnx˙+FD1−μ2μrsgnx˙+esin2πLdx+γsgncos2πLdx+γ+12mcr2+mce22πLdx¨+mcger2r2−rss2sin2πLdx+γsgnx˙,where FCRAD is the resilience of CRAD-VD; γ is the initial angle of the connection line between the center of the screw and the center of the disc. From the above restoring force formula, it can be known that the restoring force hysteresis model of CRAD-VD presents full-wave rectification waveform changes, as shown in Figure 3.


## 3. CRAD-VD Working Mechanism and Resilience Model

### 3.1. Project Overview

Take the 10-story assembly monolithic concrete frame structure as an example for analysis; the structural site category is Class II, the design earthquake is divided into two groups, the seismic fortification classification is C, the seismic fortification intensity is 8 degrees, and the design basic seismic acceleration value is 0.20 g. The height of each floor is 3.9 m, the total height of the structure is 39 m, the beams and columns are made of C35 concrete, the floor is made of C30 concrete, and the main reinforcement is the HRB400 rebar. The schematic diagram of the damper installed on the frame is shown in Figure7.Figure 7
Schematic diagram of damper installation frame structure.


### 3.2. CRAD-VD Subroutine Secondary Development and Verification

Due to the high nonlinearity of the CRAD-VD restoring force model, it cannot be obtained by simplifying and superimposing the restoring force model of the existing damper. Therefore, carrying out the secondary development of the CRAD-VD in the finite element software is necessary. The ABAQUS software not only has a rich structural analysis unit library and various types of material model libraries but also has strong nonlinear solving capabilities, which can effectively simulate the seismic response of building structures. Moreover, it provides a user-defined unit subprogram interface, and the mechanical characteristics of the user-defined unit can be reflected in the software simulation analysis by writing the user subunit program through the FORTRAN language. The ABAQUS/Explicit explicit algorithm based on central difference has high calculation efficiency, strong convergence, and high accuracy and is suitable for highly nonlinear strong earthquake simulation analysis. Therefore, this article uses explicit algorithms for the secondary development of VUEL subunits for CRAD-VD. In order to verify the correctness of the subunit development, the MATLAB language CRAD-VD single-degree-of-freedom damping system time history analysis program was compiled to compare with the calculated results of the developed VUEL subunit. Input the El Centro wave to the two systems, respectively, and the comparison result is shown in Figure8.Figure 8
Comparison of time curves for SDOF system reaction: (a) displacement time history comparison; (b) speed time history comparison; (c) acceleration time history comparison; (d) CARD-VD hysteresis curve comparison.
(a)(b)(c)(d)It can be seen from Figure8 that the structural response and hysteresis characteristics of CRAD-VD obtained by the two calculation methods are consistent, which proves that the developed VUEL unit subroutine can better reflect the mechanical performance of CRAD-VD. On this basis, by changing different model parameters and inputting different seismic waves for analysis, the analysis results obtained by MATLAB and ABAQUS are consistent, which proves that the developed VUEL unit subroutine is correct and can be used in subsequent analysis.


### 3.3. The Realization of Structural Model in ABAQUS

Because ABAQUS has a wide range of applications, it has insufficient pertinence in engineering structure modeling, and the modeling process is complicated. The Yingjianke software is not only quick in structural modeling but also efficient and accurate in realizing structural calculation and reinforcement design in accordance with the requirements of the specification. Therefore, according to the method of literature [19], this article adopts YJK to reduce the stiffness and bearing capacity of concrete and steel bars in the model and establishes an assembly integral structure analysis model in the form of “equivalent cast-in-place.” Then it uses the model conversion interface provided by YJK to import the YJK structure model into ABAQUS, and the converted analysis model is shown in Figure 9. In order to verify the consistency of the dynamic characteristics of the model used in the ABAQUS analysis with the original YJK model, two software programs were used for structural modal analysis. The period comparison results are shown in Table 1.Figure 9
3D diagram of structure.Table 1
Structural period calculation results and comparison.
Mode shapeCycleMode descriptionYJKABAQUSError rate (%)11.6421.5992.6X first-order translation21.4981.5332.3Y first-order translation31.4261.4180.57First-order twist40.5420.5532.1Y second-order translation50.5300.5152.9X second-order translation60.5060.5020.69Second-order twistIt can be seen from Table1 that the maximum error of the two modes is only 2.9%; and from the analysis results of the two, the final self-weight of the building model established by ABAQUS is 11570.11 t, the final self-weight of the building model established by YJK is 11019.85 t, and the error rate is 4.9%. The dynamic characteristics of the converted model are more consistent and can be further used in the subsequent structural nonlinear simulation analysis.


### 3.4. CRAD-VD Parameter Setting and Layout Plan

From equation (1), it can be seen that the parameter selection of CRAD has a great influence on the amplification effect of the damper, so it is necessary to accurately select the parameters according to actual needs to achieve the ideal amplification effect. According to the trial calculation results, the CRAD-VD device parameter values are as follows: the screw pitch is 30 mm, the cam eccentricity is 20 mm, and the cam radius is 0.1 m. According to the results of literature [11], the displacement magnification of CRAD-VD under this parameter is 2.67, the speed magnification is 4.18, and the magnification of the maximum damping force is 6.28. At this time, the magnification can not only meet the requirement of sufficient energy consumption of the damper in small earthquakes but also prevent the speed under large earthquakes from being amplified and exceeding the limit speed of the series viscous dampers and failing.Analyze the seismic performance of the structural model, and set the damping coefficient of the series viscous damper in CRAD-VD to 600 kN (s/m) and the speed index to 0.3 according to the set damping target. According to the literature [20], the layout of CRAD-VD is shown in Figure 10.Figure 10
The layout of CRAD-VD: (a) 1–3-floor CRAD-VD layout; (b) 4-floor CRAD-VD layout; (c) 5–10-floor CRAD-VD layout.
(a)(b)(c)


## 3.1. Project Overview

Take the 10-story assembly monolithic concrete frame structure as an example for analysis; the structural site category is Class II, the design earthquake is divided into two groups, the seismic fortification classification is C, the seismic fortification intensity is 8 degrees, and the design basic seismic acceleration value is 0.20 g. The height of each floor is 3.9 m, the total height of the structure is 39 m, the beams and columns are made of C35 concrete, the floor is made of C30 concrete, and the main reinforcement is the HRB400 rebar. The schematic diagram of the damper installed on the frame is shown in Figure7.Figure 7
Schematic diagram of damper installation frame structure.


## 3.2. CRAD-VD Subroutine Secondary Development and Verification

Due to the high nonlinearity of the CRAD-VD restoring force model, it cannot be obtained by simplifying and superimposing the restoring force model of the existing damper. Therefore, carrying out the secondary development of the CRAD-VD in the finite element software is necessary. The ABAQUS software not only has a rich structural analysis unit library and various types of material model libraries but also has strong nonlinear solving capabilities, which can effectively simulate the seismic response of building structures. Moreover, it provides a user-defined unit subprogram interface, and the mechanical characteristics of the user-defined unit can be reflected in the software simulation analysis by writing the user subunit program through the FORTRAN language. The ABAQUS/Explicit explicit algorithm based on central difference has high calculation efficiency, strong convergence, and high accuracy and is suitable for highly nonlinear strong earthquake simulation analysis. Therefore, this article uses explicit algorithms for the secondary development of VUEL subunits for CRAD-VD. In order to verify the correctness of the subunit development, the MATLAB language CRAD-VD single-degree-of-freedom damping system time history analysis program was compiled to compare with the calculated results of the developed VUEL subunit. Input the El Centro wave to the two systems, respectively, and the comparison result is shown in Figure8.Figure 8
Comparison of time curves for SDOF system reaction: (a) displacement time history comparison; (b) speed time history comparison; (c) acceleration time history comparison; (d) CARD-VD hysteresis curve comparison.
(a)(b)(c)(d)It can be seen from Figure8 that the structural response and hysteresis characteristics of CRAD-VD obtained by the two calculation methods are consistent, which proves that the developed VUEL unit subroutine can better reflect the mechanical performance of CRAD-VD. On this basis, by changing different model parameters and inputting different seismic waves for analysis, the analysis results obtained by MATLAB and ABAQUS are consistent, which proves that the developed VUEL unit subroutine is correct and can be used in subsequent analysis.


## 3.3. The Realization of Structural Model in ABAQUS

Because ABAQUS has a wide range of applications, it has insufficient pertinence in engineering structure modeling, and the modeling process is complicated. The Yingjianke software is not only quick in structural modeling but also efficient and accurate in realizing structural calculation and reinforcement design in accordance with the requirements of the specification. Therefore, according to the method of literature [19], this article adopts YJK to reduce the stiffness and bearing capacity of concrete and steel bars in the model and establishes an assembly integral structure analysis model in the form of “equivalent cast-in-place.” Then it uses the model conversion interface provided by YJK to import the YJK structure model into ABAQUS, and the converted analysis model is shown in Figure 9. In order to verify the consistency of the dynamic characteristics of the model used in the ABAQUS analysis with the original YJK model, two software programs were used for structural modal analysis. The period comparison results are shown in Table 1.Figure 9
3D diagram of structure.Table 1
Structural period calculation results and comparison.
Mode shapeCycleMode descriptionYJKABAQUSError rate (%)11.6421.5992.6X first-order translation21.4981.5332.3Y first-order translation31.4261.4180.57First-order twist40.5420.5532.1Y second-order translation50.5300.5152.9X second-order translation60.5060.5020.69Second-order twistIt can be seen from Table1 that the maximum error of the two modes is only 2.9%; and from the analysis results of the two, the final self-weight of the building model established by ABAQUS is 11570.11 t, the final self-weight of the building model established by YJK is 11019.85 t, and the error rate is 4.9%. The dynamic characteristics of the converted model are more consistent and can be further used in the subsequent structural nonlinear simulation analysis.


## 3.4. CRAD-VD Parameter Setting and Layout Plan

From equation (1), it can be seen that the parameter selection of CRAD has a great influence on the amplification effect of the damper, so it is necessary to accurately select the parameters according to actual needs to achieve the ideal amplification effect. According to the trial calculation results, the CRAD-VD device parameter values are as follows: the screw pitch is 30 mm, the cam eccentricity is 20 mm, and the cam radius is 0.1 m. According to the results of literature [11], the displacement magnification of CRAD-VD under this parameter is 2.67, the speed magnification is 4.18, and the magnification of the maximum damping force is 6.28. At this time, the magnification can not only meet the requirement of sufficient energy consumption of the damper in small earthquakes but also prevent the speed under large earthquakes from being amplified and exceeding the limit speed of the series viscous dampers and failing.Analyze the seismic performance of the structural model, and set the damping coefficient of the series viscous damper in CRAD-VD to 600 kN (s/m) and the speed index to 0.3 according to the set damping target. According to the literature [20], the layout of CRAD-VD is shown in Figure 10.Figure 10
The layout of CRAD-VD: (a) 1–3-floor CRAD-VD layout; (b) 4-floor CRAD-VD layout; (c) 5–10-floor CRAD-VD layout.
(a)(b)(c)


## 4. Analysis of Vulnerability of CRAD-VD Assembly Integral Structure

The IDA method is used to analyze the vulnerability of the assembly structure without control and installation of CRAD-VD.


### 4.1. Seismic Wave Selection

Literature [21] studied the applicable scope of different intensity measures (IM) and their respective advantages and disadvantages and pointed out that using seismic wave peak acceleration PGA as the seismic wave intensity index for vulnerability analysis can obtain more reasonable results. Therefore, this article chooses PGA as the seismic wave intensity index and uses the equal step method to modulate the PGA.The Class II site of the analysis model corresponds to theS2 site divided by the US Seismological Survey Center, and the shear wave velocity is 180∼360 m/s [22]. Literature [23] showed that when IDA analysis is performed, 10–20 seismic waves can be selected to more accurately assess the seismic vulnerability demand model of the structure. From the 22 seismic waves recommended by ATC-63 in the United States, 10 seismic wave acceleration time histories were selected for vulnerability analysis. The selected seismic wave-related data are shown in Table 2. The seismic wave acceleration response spectrum is shown in Figure 11.Table 2
Information of seismic records.
Serial numberEarthquake nameyearsStation nameMagnitudeEpicenter distance (km)Vs30 (m/s)1San_Fernando1971LA-Hollywood_Stor_FF6.622.8316.52Imperial_Valley-061979Delta6.522274.53Superstition_Hills-021987Poe_Road_(temp)6.511.2207.54Loma_Prieta1989Capitola6.98.7288.65Cape_Mendocino1992RioDell_Overpass-FF7.07.9311.86Northridge-011994Canyon_Country-W_Lost_Cany6.711.4308.67Kobe-Japan1995Shin-Osaka6.919.12568Kocaeli-Turkey1999Duzce7.513.62769Chi-Chi-Taiwan, China1999CHY1017.610258.910Duzce-Turkey1999Bolu7.112326Figure 11
Seismic wave acceleration response spectrum.


### 4.2. Structured Random Sample Generation

In actual engineering, it is difficult to avoid the randomness of structural materials, component geometric dimensions, loads, and other parameters. The uncertainty of structural parameters should be considered to ensure the accuracy of the finite element model. This article only considers the compressive strength of concrete, the yield strength of rebars, and the modulus of elasticity, which have a greater impact on structural analysis.Because the components of the prefabricated concrete structure are assembled in the factory after being prefabricated by modern equipment, the stability of the components is high. British scholar Basler [24] tested and counted the strength of a large number of precast and cast-in-place concrete components and found that the coefficient of variation was only 7%. The values of other parameters are consistent with the concrete specifications, and the statistical information is shown in Table 3.Table 3
Statistics of structural uncertainty parameter.
Uncertainty parameterDistribution typeAverage valueCoefficient of variationC30 concrete compressive strength (N/mm2)Normal distribution22.70.07C35 concrete compressive strength (N/mm2)Normal distribution26.40.07HRB400 rebar yield strength (N/mm2)Normal distribution443.80.06HRB400 rebar elastic modulus (N/mm2)Normal distribution2030000.01The Latin hypercube sampling (LHS) program is compiled by MATLAB, and the stiffness and bearing capacity of the sampled material data are reduced according to the method of literature [19], and then the structural uncertainty parameters are randomly sampled. Set up 10 model samples of the assembled monolithic concrete frame structure, randomly match them with the selected 10 seismic waves to form a “structure-seismic wave” sample pair, and then conduct structural vulnerability analysis. The sampling results are shown in Table 4.Table 4
Latin hypercube sampling parameters (N/mm2).
NumberC30 concrete compressive strengthC35 concrete compressive strengthHRB400 rebar yield strengthRB400 rebar elastic modulus121.824.5385.8203298224.124.9470200340323.127.3417.920199242228.5440.4204749524.930.4434.2201637619.225.9450.0204376723.527.4428.0203872823.826.6456.8205721921.223.3464.52010071022.426.3496.5202943


### 4.3. Determination of Structural Damage Index and Performance Level

Structural damage measures (DM) are an important indicator to measure the degree of structural damage. Therefore, it is necessary to correctly determine the DM to judge the damage state of the structure and analyze it. According to the characteristics of the assembled monolithic concrete frame structure, this article adopts the maximum interstory displacement angle as the damage index of the structure. Refer to the “Technical Regulations for Prefabricated Concrete Structures” for values as shown in Table5.Table 5
Structural performance levels and quantitative indicators.
Performance levelBasically intactMinor damageModerate damageSerious destructionCollapseInterlayer displacement angle1/5501/3001/1501/1001/50


### 4.4. Establishment of Earthquake Probability Demand Model

Probabilistic demand analysis is to establish the probability relationship between structural seismic demand and seismic intensity by means of statistical regression. According to the research of Cornell et al. [25], assuming that the seismic demand D of the structure follows a lognormal distribution, the median value SD of the seismic demand of the structure and the seismic wave intensity index IM follow the following relationship.(19)lnSD=alnIM+b.Equation (19) is the probabilistic seismic demand model of the structure, which reflects the correlation between the seismic demand of the structure and the seismic wave intensity, where a and b are the parameters to be sought.Use ABAQUS to perform dynamic nonlinear time history analysis of the assembled monolithic concrete frame structure, and take the maximum interstory displacement angleθ of the structure as the structural seismic demand D, the median value is selected from it and the logarithmic regression analysis is carried out with the seismic peak acceleration PGA, and the probabilistic seismic demand model of uncontrolled and installed CRAD-VD structure is obtained as shown in Figure 12 and Table 6.Figure 12
Probabilistic seismic demand regression model: (a) uncontrolled structure; (b) install CARD-VD structure.
(a)(b)Table 6
Probabilistic seismic demand model.
StructureFitting functionRelated indexR2Uncontrolled structureln (θ) = 0.98035 ln (PGA) − 4.091330.98834CRAD-VD structureln (θ) = 0.99599 ln (PGA) − 4.580690.99036


### 4.5. Earthquake Vulnerability Analysis

The seismic vulnerability analysis mainly studies the probability that the seismic demand of a structure exceeds its seismic capacity under the action of a given seismic wave intensity. According to the empirical vulnerability curve obtained from a large number of postearthquake observations, the relationship between the seismic demand and seismic capacity of the structure obeys a lognormal distribution [17], and the probability of the structure reaching a given limit state can be expressed by the following equation:(20)Pf=PD≥CIM=ϕlnSD/SCβD2IM+βC2.In the formula, Φ(x) is the standard normal distribution function; SD and βD are the median and logarithmic standard deviation of structural seismic demand; SC and βC are the median and logarithmic standard deviation of the seismic capacity of the structure. Because this example uses the peak seismic acceleration PGA as the seismic wave intensity index, according to HAZUS99 [26], βD2IM+βC2 takes 0.5.According to the previously selected structural performance level and the seismic probability demand model, the probability of exceeding the structure to reach different performance levels at a given seismic intensity can be calculated, and the vulnerability curve can be drawn, as shown in Figure13.Figure 13
Comparison of fragility curve of the assembled monolithic concrete structure of uncontrolled and additional CRAD-VD.In order to verify that the installation of CRAD-VD can better meet the fortification requirements of small earthquake elasticity, by interpolating the vulnerability curve of the “basically intact state,” it can be obtained that the uncontrolled assembly and the CRAD-VD assembly structure under frequent earthquakes (0.07 g) are basically intact with the probability of exceeding and the probability of occurrence, as shown in Table7.Table 7
Probability of basic integrity of the uncontrolled structure and additional CRAD-VD structure in different earthquakes.
PGA value (g)State of destructionUncontrolled structureCRAD-VD structureProbability of transcendenceProbability of occurrenceProbability of transcendenceProbability of occurrence0.07Basically intact0.3284330.6715670.0907550.9092450.2Minor damage0.4062300.6921810.0472210.7653110.4Serious destruction0.2681230.6416210.0851210.2773411Collapse0.2852210.6529440.0146710.383132It can be seen from Figure13 and Table 7 that under the action of multiple earthquakes (0.07 g), the probability that the uncontrolled prefabricated structure is basically intact under the frequent earthquakes is 67.2%. The shock-absorbing fabricated structure installed with CRAD-VD is as high as 91.0%, indicating that the installation of CRAD-VD can better meet the seismic fortification requirements of small earthquake elasticity.Under the action of the fortification earthquake (0.2 g), compared with the uncontrolled structure, the overtaking probability of installing the CRAD-VD structure to achieve slight damage is reduced by 35.9%, and the probability of overtaking to achieve moderate damage is reduced by 8.44%. Therefore, CRAD-VD can greatly reduce the degree of structural damage and effectively reduce the maintenance probability and maintenance cost of the main structure after a moderate earthquake.Under the action of a rare earthquake (0.4 g), compared with an uncontrolled structure, the overrun probability of severe damage to the CRAD-VD structure is reduced by 18.3%. It shows that CRAD can still fully exert the hysteretic energy dissipation capacity of series dampers under rare earthquakes. CRAD-VD can greatly reduce the probability of serious damage or even collapse of fabricated structures and greatly improve the reliability of the structure. It can effectively expand the scope of application of the fabricated structure and provide a guarantee for the promotion of the fabricated structure.Under the extremely rare earthquake that exceeded expectations, both structural systems basically reached a state of slight damage. With the further increase of PGA, the overtaking probability of the structure with CRAD-VD installed in the middle and above damage state is much smaller than that of the uncontrolled structure. When the PGA is 0.6 g, the collapse probability of the uncontrolled structure is 8.69%, while the collapse probability of the CRAD-VD structure is almost 0. When the PGA reaches 1.0 g, compared with the uncontrolled assembly structure, the overriding probability of installing the CRAD-VD structure to achieve serious damage is reduced by 32.8%, and the overriding probability of collapse is reduced by 27.0%. It shows that CRAD-VD can greatly reduce the probability of serious damage and collapse of fabricated structures under extremely rare earthquakes, and it has great significance in ensuring people’s life safety and postdisaster relief.


## 4.1. Seismic Wave Selection

Literature [21] studied the applicable scope of different intensity measures (IM) and their respective advantages and disadvantages and pointed out that using seismic wave peak acceleration PGA as the seismic wave intensity index for vulnerability analysis can obtain more reasonable results. Therefore, this article chooses PGA as the seismic wave intensity index and uses the equal step method to modulate the PGA.The Class II site of the analysis model corresponds to theS2 site divided by the US Seismological Survey Center, and the shear wave velocity is 180∼360 m/s [22]. Literature [23] showed that when IDA analysis is performed, 10–20 seismic waves can be selected to more accurately assess the seismic vulnerability demand model of the structure. From the 22 seismic waves recommended by ATC-63 in the United States, 10 seismic wave acceleration time histories were selected for vulnerability analysis. The selected seismic wave-related data are shown in Table 2. The seismic wave acceleration response spectrum is shown in Figure 11.Table 2
Information of seismic records.
Serial numberEarthquake nameyearsStation nameMagnitudeEpicenter distance (km)Vs30 (m/s)1San_Fernando1971LA-Hollywood_Stor_FF6.622.8316.52Imperial_Valley-061979Delta6.522274.53Superstition_Hills-021987Poe_Road_(temp)6.511.2207.54Loma_Prieta1989Capitola6.98.7288.65Cape_Mendocino1992RioDell_Overpass-FF7.07.9311.86Northridge-011994Canyon_Country-W_Lost_Cany6.711.4308.67Kobe-Japan1995Shin-Osaka6.919.12568Kocaeli-Turkey1999Duzce7.513.62769Chi-Chi-Taiwan, China1999CHY1017.610258.910Duzce-Turkey1999Bolu7.112326Figure 11
Seismic wave acceleration response spectrum.


## 4.2. Structured Random Sample Generation

In actual engineering, it is difficult to avoid the randomness of structural materials, component geometric dimensions, loads, and other parameters. The uncertainty of structural parameters should be considered to ensure the accuracy of the finite element model. This article only considers the compressive strength of concrete, the yield strength of rebars, and the modulus of elasticity, which have a greater impact on structural analysis.Because the components of the prefabricated concrete structure are assembled in the factory after being prefabricated by modern equipment, the stability of the components is high. British scholar Basler [24] tested and counted the strength of a large number of precast and cast-in-place concrete components and found that the coefficient of variation was only 7%. The values of other parameters are consistent with the concrete specifications, and the statistical information is shown in Table 3.Table 3
Statistics of structural uncertainty parameter.
Uncertainty parameterDistribution typeAverage valueCoefficient of variationC30 concrete compressive strength (N/mm2)Normal distribution22.70.07C35 concrete compressive strength (N/mm2)Normal distribution26.40.07HRB400 rebar yield strength (N/mm2)Normal distribution443.80.06HRB400 rebar elastic modulus (N/mm2)Normal distribution2030000.01The Latin hypercube sampling (LHS) program is compiled by MATLAB, and the stiffness and bearing capacity of the sampled material data are reduced according to the method of literature [19], and then the structural uncertainty parameters are randomly sampled. Set up 10 model samples of the assembled monolithic concrete frame structure, randomly match them with the selected 10 seismic waves to form a “structure-seismic wave” sample pair, and then conduct structural vulnerability analysis. The sampling results are shown in Table 4.Table 4
Latin hypercube sampling parameters (N/mm2).
NumberC30 concrete compressive strengthC35 concrete compressive strengthHRB400 rebar yield strengthRB400 rebar elastic modulus121.824.5385.8203298224.124.9470200340323.127.3417.920199242228.5440.4204749524.930.4434.2201637619.225.9450.0204376723.527.4428.0203872823.826.6456.8205721921.223.3464.52010071022.426.3496.5202943


## 4.3. Determination of Structural Damage Index and Performance Level

Structural damage measures (DM) are an important indicator to measure the degree of structural damage. Therefore, it is necessary to correctly determine the DM to judge the damage state of the structure and analyze it. According to the characteristics of the assembled monolithic concrete frame structure, this article adopts the maximum interstory displacement angle as the damage index of the structure. Refer to the “Technical Regulations for Prefabricated Concrete Structures” for values as shown in Table5.Table 5
Structural performance levels and quantitative indicators.
Performance levelBasically intactMinor damageModerate damageSerious destructionCollapseInterlayer displacement angle1/5501/3001/1501/1001/50


## 4.4. Establishment of Earthquake Probability Demand Model

Probabilistic demand analysis is to establish the probability relationship between structural seismic demand and seismic intensity by means of statistical regression. According to the research of Cornell et al. [25], assuming that the seismic demand D of the structure follows a lognormal distribution, the median value SD of the seismic demand of the structure and the seismic wave intensity index IM follow the following relationship.(19)lnSD=alnIM+b.Equation (19) is the probabilistic seismic demand model of the structure, which reflects the correlation between the seismic demand of the structure and the seismic wave intensity, where a and b are the parameters to be sought.Use ABAQUS to perform dynamic nonlinear time history analysis of the assembled monolithic concrete frame structure, and take the maximum interstory displacement angleθ of the structure as the structural seismic demand D, the median value is selected from it and the logarithmic regression analysis is carried out with the seismic peak acceleration PGA, and the probabilistic seismic demand model of uncontrolled and installed CRAD-VD structure is obtained as shown in Figure 12 and Table 6.Figure 12
Probabilistic seismic demand regression model: (a) uncontrolled structure; (b) install CARD-VD structure.
(a)(b)Table 6
Probabilistic seismic demand model.
StructureFitting functionRelated indexR2Uncontrolled structureln (θ) = 0.98035 ln (PGA) − 4.091330.98834CRAD-VD structureln (θ) = 0.99599 ln (PGA) − 4.580690.99036


## 4.5. Earthquake Vulnerability Analysis

The seismic vulnerability analysis mainly studies the probability that the seismic demand of a structure exceeds its seismic capacity under the action of a given seismic wave intensity. According to the empirical vulnerability curve obtained from a large number of postearthquake observations, the relationship between the seismic demand and seismic capacity of the structure obeys a lognormal distribution [17], and the probability of the structure reaching a given limit state can be expressed by the following equation:(20)Pf=PD≥CIM=ϕlnSD/SCβD2IM+βC2.In the formula, Φ(x) is the standard normal distribution function; SD and βD are the median and logarithmic standard deviation of structural seismic demand; SC and βC are the median and logarithmic standard deviation of the seismic capacity of the structure. Because this example uses the peak seismic acceleration PGA as the seismic wave intensity index, according to HAZUS99 [26], βD2IM+βC2 takes 0.5.According to the previously selected structural performance level and the seismic probability demand model, the probability of exceeding the structure to reach different performance levels at a given seismic intensity can be calculated, and the vulnerability curve can be drawn, as shown in Figure13.Figure 13
Comparison of fragility curve of the assembled monolithic concrete structure of uncontrolled and additional CRAD-VD.In order to verify that the installation of CRAD-VD can better meet the fortification requirements of small earthquake elasticity, by interpolating the vulnerability curve of the “basically intact state,” it can be obtained that the uncontrolled assembly and the CRAD-VD assembly structure under frequent earthquakes (0.07 g) are basically intact with the probability of exceeding and the probability of occurrence, as shown in Table7.Table 7
Probability of basic integrity of the uncontrolled structure and additional CRAD-VD structure in different earthquakes.
PGA value (g)State of destructionUncontrolled structureCRAD-VD structureProbability of transcendenceProbability of occurrenceProbability of transcendenceProbability of occurrence0.07Basically intact0.3284330.6715670.0907550.9092450.2Minor damage0.4062300.6921810.0472210.7653110.4Serious destruction0.2681230.6416210.0851210.2773411Collapse0.2852210.6529440.0146710.383132It can be seen from Figure13 and Table 7 that under the action of multiple earthquakes (0.07 g), the probability that the uncontrolled prefabricated structure is basically intact under the frequent earthquakes is 67.2%. The shock-absorbing fabricated structure installed with CRAD-VD is as high as 91.0%, indicating that the installation of CRAD-VD can better meet the seismic fortification requirements of small earthquake elasticity.Under the action of the fortification earthquake (0.2 g), compared with the uncontrolled structure, the overtaking probability of installing the CRAD-VD structure to achieve slight damage is reduced by 35.9%, and the probability of overtaking to achieve moderate damage is reduced by 8.44%. Therefore, CRAD-VD can greatly reduce the degree of structural damage and effectively reduce the maintenance probability and maintenance cost of the main structure after a moderate earthquake.Under the action of a rare earthquake (0.4 g), compared with an uncontrolled structure, the overrun probability of severe damage to the CRAD-VD structure is reduced by 18.3%. It shows that CRAD can still fully exert the hysteretic energy dissipation capacity of series dampers under rare earthquakes. CRAD-VD can greatly reduce the probability of serious damage or even collapse of fabricated structures and greatly improve the reliability of the structure. It can effectively expand the scope of application of the fabricated structure and provide a guarantee for the promotion of the fabricated structure.Under the extremely rare earthquake that exceeded expectations, both structural systems basically reached a state of slight damage. With the further increase of PGA, the overtaking probability of the structure with CRAD-VD installed in the middle and above damage state is much smaller than that of the uncontrolled structure. When the PGA is 0.6 g, the collapse probability of the uncontrolled structure is 8.69%, while the collapse probability of the CRAD-VD structure is almost 0. When the PGA reaches 1.0 g, compared with the uncontrolled assembly structure, the overriding probability of installing the CRAD-VD structure to achieve serious damage is reduced by 32.8%, and the overriding probability of collapse is reduced by 27.0%. It shows that CRAD-VD can greatly reduce the probability of serious damage and collapse of fabricated structures under extremely rare earthquakes, and it has great significance in ensuring people’s life safety and postdisaster relief.


## 5. Conclusion

This article uses the IDA method to analyze the seismic vulnerability of uncontrolled and CRAD-VD assembled monolithic concrete frame structures, respectively, and then studies the impact of installing CRAD-VD on the seismic performance of the assembled structure. The conclusions are as follows:(1)
After the installation of CRAD-VD, the probability of overtaking the fabricated structure in each failure state has been significantly reduced, and the seismic performance of the structure has been significantly improved. With the increase of the seismic peak acceleration PGA, compared with the uncontrolled structure, the increase of the probability of exceeding each failure of the installed CRAD-VD structure slows down, which can effectively reduce the structural damage.(2)
The prefabricated structure installed with CRAD-VD can greatly increase the probability that the structure is basically intact under frequent earthquakes so that the structure can better meet the seismic fortification requirements of small earthquake elasticity. Under the action of a fortification earthquake, the probability of exceeding the state of minor damage and medium damage is greatly reduced, and the probability and cost of maintenance are reduced.(3)
Under the action of rare and extremely rare earthquakes, CRAD can still play a good amplifying effect. It can make the series dampers fully consume energy while greatly reducing the probability of serious damage and collapse of the structure, which can effectively improve the seismic resistance performance of the fabricated structure.(4)
The cam-type amplifying device has an excellent shock absorption effect while solving the problem of the displacement failure of the damper under the action of rare earthquakes and extremely rare earthquakes in the existing response amplifying device. It has good damping benefits under the action of earthquakes at all levels, which can effectively reduce the damage degree to the structure and provide a guarantee for the promotion of the prefabricated structure.



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*Source: 3386719-2022-08-31.xml*