A Simple Critical Response Evaluation Method for Base-Isolation Building-Connection Hybrid System Under Double Impulse as Representative of Near-Fault Ground Motion

We revisit a unique building system including a base-isolation, building-connection hybrid control system. The base-isolation system withstands pulse-type earthquake ground motions effectively and the building-connection system resists long-duration earthquake ground motions efficiently. A simple smart critical response evaluation method without nonlinear time-history response analysis is proposed for this hybrid building system under near-fault ground motions. An analytical expression of the maximum elastic-plastic deformation of a damped bilinear hysteretic single-degree-of-freedom (SDOF) model under critical double impulse as a representative of pulse-type ground motions derived in our previous paper plays an important role in the development of the simple critical response evaluation method. A two-step transformation procedure into an SDOF model is proposed. The first step is the transformation of the main base-isolated building into an SDOF system and the second step is the reduction of the connecting dampers supported on a sub building to a damper with a sophisticated compensation factor on an assumed rigid wall. The evaluation of damping coefficients with the consideration of yielding of the base-isolation story is a key step in this paper. Different from the previous work, the equivalent damping coefficient is derived depending on the response range before and after yielding of the base-isolation story. This treatment enhances the accuracy of the proposed method. The accuracy and reliability of the proposed response evaluation method is demonstrated by the time-history response analysis of the multi-degree-of-freedom (MDOF) model.


INTRODUCTION
The resilience of building structures during and after natural disasters is a central theme of late, and many investigations have been accumulated (Bruneau and Reinhorn, 2006;Takewaki et al., 2012). Bruneau and Reinhorn (2006) introduced four factors (redundancy, robustness, rapidity, and resourcefulness) to characterize structure resilience. In earthquake-prone countries and regions, it is essential to design building structures so as to resist severe earthquakes without major damage that obstructs their continuing use (Amadio et al., 2003;Takewaki et al., 2012;Takewaki, 2013;Takewaki et al., 2013). Since intrinsically uncertain characteristics of earthquake ground motions are inevitable, the reliable prediction of forthcoming events in regards to time, space, and character is extremely difficult (Takewaki, 2013;Takewaki et al., 2012;Takewaki et al., 2013). Although newer buildings systems such as passive control systems and base-isolation systems are anticipated as effective strategies for guaranteeing the structural safety of building structures, the structural properties of constituent members and elements of such innovative systems are not certain (Ben-Haim, 2006;Fujita et al., 2021). In Japan, the consideration of the variabilities of structural properties of isolators and dampers is mandatory in the design of passively controlled buildings and base-isolated buildings because the uncertainty degree (± 20-30%) of isolators and dampers is usually larger than those of building frame members (beams and columns) (Takewaki et al., 2012;Fujita et al., 2021). The concept of robustness and redundancy plays a central role in the resilient seismicresistant design of such building structures (Ben-Haim, 2006;Takewaki et al., 2012;Fujita et al., 2021). In the field of resilience, the theme of "Community Resilience" is receiving much interest recently because of the complexity of the concept of resilience and the difficulty in its realization in a real community consisting of many built environments (Mieler et al., 2015;Masoomi and van de Lindt, 2019;You et al., 2021).
Since the 1980s, base-isolated buildings have been developed rapidly. They are effective for pulse-type ground motions with predominant periods shorter than a few seconds or random earthquake ground motions (Hall et al., 1995;Jangid, 1995;Kelly, 1999;Naeim and Kelly, 1999;Jangid and Kelly, 2001;Hino et al., 2008;Takewaki and Fujita, 2009). However, their earthquake resilience is not completely guaranteed for longperiod ground motions with a predominant period of 5-8 s (Kamae et al., 2004;Ariga et al., 2006). Although it is believed in general that passive energy dissipating systems (especially connected building systems) are effective for long-duration and long-period ground motions due to allowing sufficient time for energy dissipation (Luco and Barros, 1998;Basili and Angelis, 2007;Takewaki, 2007;Patel and Jangid, 2011;Takewaki et al., 2012;Richardson et al., 2013;Fukumoto and Takewaki, 2015;Kawai et al., 2021), they are not necessarily resilient against impulsive pulse-type ground motions.
In this paper, a new kind of hybrid or dual passive control building systems is treated in which a base-isolated building model is supported by a sub building (e.g., car parking tower) through oil dampers (Murase et al., 2013;Kasagi et al., 2016;Fukumoto and Takewaki 2017). Some researchers demonstrated that this new passive control system is effectively robust for two counterpart-type earthquake ground motions, i.e., pulse-type ground motions and long-duration, long-period ground motions (Murase et al., 2013;Kasagi et al., 2016;Fukumoto and Takewaki 2017). It has also been demonstrated through the input energy analysis in the frequency domain that, although the connecting oil dampers do not withstand pulse-type ground motions effectively due to the lack of time for energy dissipation, those dampers work smartly for long-duration, long-period ground motions (Taniguchi et al., 2016;Tamura et al., 2017). However, these analyses are limited to linear models. Although Hayashi (2018) and Hayashi et al. (2018) developed a simple method using a single-degree-of-freedom (SDOF) model for simulating the earthquake response of these buildings including the base-isolation, building connection hybrid damper system of nonlinear properties, the accuracy for near-fault ground motions is relatively low because of the non-robust evaluation of damping properties (Hayashi, 2018), or the method was applied only to the response under long-duration ground motion .
A simple and sophisticated response evaluation method using an SDOF model is proposed in this paper for the abovementioned base-isolation, building-connection hybrid structural system under a near-fault ground motion. As in the previous method (Hayashi, 2018;Hayashi et al., 2018), a two-step transformation of the overall structural system into an SDOF model is conducted. The first step is the transformation into an SDOF system and the second step is the reduction of the connecting oil dampers supported on a sub building to upper-story concentrated oil dampers with a smart compensation factor on a rigid wall. It is shown that application of the previously derived analytical expression (Akehashi et al., 2018) of the maximum deformation to the reduced SDOF model under the critical double impulse as a representative of pulse-type near-fault ground motions enables the establishment of a simplified, but rather accurate response evaluation method.

Transformation of the Main Part of Near-Fault Ground Motion into Double Impulse
The concept of a pair of impulses with inverse directions to each other, called a double impulse, was introduced by Kojima and Takewaki (2015a) to represent a major part of near-fault ground motions. Since the characteristic main part of near-fault ground motions is well known to be expressed by a pulse-type one-cycle or 1.5-cycle sine wave and is influential particularly for tall and base-isolated buildings, with a rather long natural period (Sasani and Bertero, 2000;Mavroeidis and Papageorgiou, 2003;Makris and Black, 2004;Mavroeidis et al., 2004;Kalkan and Kunnath, 2006). Figure 1A shows an example of a near-fault ground motion (Rinaldi FN component during the 1994 Northridge earthquake) and its modeling into a one-cycle sine wave and a double impulse. Figure 1B illustrates the velocity and FIGURE 1 | Transformation of recorded ground motion into a one-cycle sine wave and double impulse, (A) Example of Rinaldi Station FN component during 1994 Northridge earthquake and its modeling into a one-cycle sine wave and double impulse, (B) Velocity and displacement properties of a one-cycle sine wave and double impulse.
FIGURE 2 | Base-isolation, building-connection hybrid control system, (A) Overview of system (Fukumoto and Takewaki, 2017), (B) MDOF shear building model with the base-isolation, building-connection hybrid control system, (C) Restoring force-deformation relation of the base-isolation story.
Frontiers in Built Environment | www.frontiersin.org November 2021 | Volume 7 | Article 790584 3 displacement properties of the one-cycle sine wave and the double impulse. The red arrows indicate the Dirac delta function δ(t). V is the given velocity (the input velocity level) and t 0 is the time interval of two impulses. Consequently, the double impulse can be expressed by (1) To make the double impulse a reliable substitute for near-fault ground motions, it is important to compare it with the one-cycle sine wave. The equivalent one-cycle sine wave with the circular frequency ω p (the period is T p ) and the velocity amplitude V p1 can be expressed by where V p1 1.2222V . This relation can be derived from the equivalence of the maximum Fourier amplitudes of both inputs.

SUMMARY OF PREVIOUS RESEARCH FOR ACCURACY UPGRADE
The base-isolation, building-connection hybrid control system as shown in Figure 2A was treated by Murase et al. (2013). They demonstrated the high performance of this control system for both impulsive and long-duration ground motions. Then, Hayashi (2018) tried to propose a simple response evaluation method using an SDOF model for impulsive and long-duration ground motions (Kojima and Takewaki, 2015b). It was shown that, while his simple model is effective for long-duration ground motions , it is not for impulsive ground motions resulting from the narrow-band estimation performance of the equivalent damping for a broader range of deformation including a plastic region. In this paper, a revised transformation method effective also for impulsive ground motions is presented. For this purpose, the method by Hayashi (2018) is explained first. Consider a multi-degree-of-freedom (MDOF) shear building model with the base-isolation, building-connection hybrid control system as shown in Figure 2B. The common mass of the main building, the common mass of the sub building, and the mass of the base-isolation story are denoted by m U , m F and m I . The damping coefficient of each connecting viscous damper is c. The base-isolation story is assumed to consist of natural rubber isolators, steel dampers, and oil dampers. By neglecting the second-branch stiffness (stiffness of natural rubber after yielding of steel dampers), the restoring-force characteristic of the base-isolation story is assumed to obey an elastic-perfectly plastic model as shown in Figure 2C. The story shear force and the deformation of the base-isolation story are denoted by Q i and u i . The initial stiffness, the yield force, and the yield deformation of the base-isolation story are expressed by k I , f y , d yI and the damping coefficient of the base-isolation story is denoted by c I .
In the method of Hayashi (2018), an elastic-perfectly plastic SDOF model with viscous damping was introduced to make use of an effective response evaluation method by the critical (resonant) double impulse .
In the single base-isolated building, the superstructure is modeled into an SDOF model and a 2DOF model is constructed with the super building model mass M U and the base-isolation story mass m I . By neglecting m I compared to M U in high-rise buildings, the base-isolated building is reduced to an SDOF model. The super building model mass M U is the sum of the super building masses. The stiffness k U and the damping coefficient c U of the super building are determined so as to attain the given fundamental natural period and the specified lowest damping ratio of the MDOF model. k I , f y , d yI , and c I defined above for the MDOF model are used in the 2DOF model (k I f y /d yI ). In the SDOF model, the mass, the initial stiffness, the yield deformation, and the damping coefficient are expressed by M e , k e , d ye , c main .
By applying the above-mentioned assumption, the mass of the SDOF model is obtained as The series-spring assumption leads to the following initial stiffness of the SDOF model.
As for the damping, the series-spring assumption of complex springs provides the damping coefficient c main of the SDOF model .
where i is the imaginary unit and From Eqs 5, 6, c main can be derived consequently as The problem in deriving c main is that the effect of yielding in the base-isolation story is not reflected. This issue will be overcome in this paper. On the other hand, the reduction of connecting dampers requires a sophisticated procedure which considers 1) the effect of rigid modeling of the sub building for simple treatment, 2) the effect of the location of connecting dampers, 3) the effect of height of the sub building. Hayashi (2018) introduced a coefficient β d on the connecting damping coefficient c for compensating these effects in the model where the connecting dampers are allocated in the top n c stories and the main building is connected to the sub building at the top n c stories (this model is called the RMDOF model). Consequently, the total connecting damping coefficient is determined by The compensation coefficient β d is determined so that the fundamental damping ratios of the MDOF model and the RMDOF model by complex eigenvalue analysis coincide. In the analysis, the equivalent stiffness k Ieq of the base-isolation story is to be evaluated iteratively for the convergent deformation u I of the base-isolation story.

A SIMPLE CRITICAL RESPONSE EVALUATION METHOD FOR BASE-ISOLATED BUILDING UNDER DOUBLE IMPULSE AS REPRESENTATIVE OF NEAR-FAULT GROUND MOTION
As explained before, it was shown that, while Hayashi's simple model (Hayashi, 2018) is effective for long-duration ground motions , it is not for impulsive ground motions. In this paper, a revised transformation method effective for even impulsive ground motions is presented.

Plane Frame Model of Base-Isolated High-Rise Building
Consider a 40-story base-isolated frame building model as shown in Figure 3. Unlike the base-isolation system used in Section 3, lead rubber isolators and oil dampers are employed as the constituent members of the base-isolated story. The total depth of these isolators is 200 [mm]. This base-isolated frame building model is reduced to an SDOF mass-spring model with a dashpot via a 2DOF model as illustrated in Figure 3. For the simplicity of presentation of the proposed theory, the super building frame has a constant floor mass m U and the free wall (sub building) has a constant floor mass m F . Let m I denote the mass of the base-isolation story and let c denote the constant damping coefficient of connecting oil dampers placed at several stories. The base-isolation story is assumed to have a bilinear hysteretic restoring-force characteristic as usually used for lead rubber isolators. k I1 , f y , d yI indicate the initial stiffness in the elastic range, the yield force, and the yield deformation of the base-isolation story, respectively (k I1 f y /d yI ). The first and second stiffnesses of each lead rubber isolator are K 1 20.01 [kN/mm] and K 2 1.54 [kN/ mm] and the force axis percept is Q d 360.6 [kN]. These properties are multiplied by 36 (number of lead rubber bearings) to obtain the restoring-force characteristics of the base-isolation story.
T up and T sub denote the fundamental natural period of the main frame building for the fixed base-isolation story and the fundamental natural period of the sub building. Furthermore, c I indicates the total damping coefficient of oil dampers in the base-isolation story. The total damping coefficient c I of oil dampers is to be specified so as to attain the damping ratio 0.15 for the equivalent stiffness k Ieq of the base-isolation story at the deformation u I 0.4(m). The structural damping ratio of the super-structure (instantaneous stiffnessproportional damping) is set to 0.03. The strength of concrete is Fc60 (60 [N/mm 2 ]) and the Young's modulus is 33,500 [N/mm 2 ]. The floor mass is 286.2 × 10 3 [kg] and the mass of the base-isolation story is 858.6 × 10 3 [kg]. The parameters of the base-isolated building are shown in Table 1.

Transformation of Base-Isolated Building Frame into SDOF Model
Consider the transformation of a base-isolated building frame into a 2DOF model.
Since the fundamental natural period of the super building with a fixed base is 3.0 (s), the stiffness of the super building can be obtained as The initial stiffness k I1 and the second stiffness k I2 of the base-isolation story are determined by considering the hysteretic characteristics and the number of isolators and dampers ( Figure 4A). Let d yI and f y denote the yield deformation and the yield force of the base-isolation story. The damping coefficient of the super building as an SDOF model is determined for the fundamental damping ratio 0.03 by The damping coefficient of the base-isolation story is determined by considering the number of oil dampers.
The 2DOF model set above is modeled into an SDOF model as shown in Figure 3. Since m I is rather small compared to M U in high-rise buildings, m I is neglected here. Then The stiffness and damping coefficient of the SDOF model are determined differently in the elastic region and the plastic region of the base-isolation story. While Hayashi (2018) determined the equivalent damping coefficient only for the initial stiffness, that is determined differently in the elastic region and the plastic region of the base-isolation story.
In the region before the yielding of the base-isolation story, the equivalent stiffness k e1 and the equivalent damping coefficient c e1 of the SDOF model can be evaluated by the following series modeling of complex springs.
where ω 1 is the elastic fundamental natural circular frequency of the 2DOF model and the natural circular frequency of the SDOF model is obtained from ω e1 k e1 /M e . From Eq. 12, k e1 and c e1 are obtained. While Hayashi (2018) obtained the elastic stiffness and the damping coefficient from Eqs 4, 5, the proposed method provides those in a unified manner from Eq. 12.
After the yielding of the steel damper in the base-isolation story, the stiffness reduces to k I2 (see Figure 4A) and the equivalent stiffness in the base-isolation story changes gradually in time. By responding to this phenomenon, assume the deformation u n 1 I of the base-isolation story and the equivalent stiffness of the base-isolation story by k n 1 Ieq f y /u n 1 I , where n indicates the iteration cycle number. Based on these values, the equivalent stiffness and the equivalent damping coefficient of the SDOF model are obtained from 1 k eeq + iω e2 c e2 where k eeq denotes the equivalent stiffness of the SDOF model and is defined by u e is an assumed maximum deformation of the SDOF model and is determined by u I . In this computation, the lowest mode of the 2DOF model is used so that the equivalent stiffness of the baseisolation story in the 2DOF model attains k Ieq and defines the deformation of the super building as u e for the deformation u I of the base-isolation story. In Eq. 15, ω 2 is the fundamental natural circular frequency of the 2DOF model with the equivalent stiffness k Ieq of the baseisolation story. In addition, ω e2 k eeq /M e . From Eq. 15, k eeq and c e2 are consequently obtained.
Once u e and k eeq are obtained for the SDOF model, the second stiffness k e2 of the SDOF model is determined by using the forcedeformation relation of the 2DOF model. Since the equivalent damping coefficient of the SDOF model changes depending on the yielding of the base isolation story, c e2 for the post-yield case is used as the equivalent damping coefficient c main in place of c e1 for the elastic case.
Through the above-mentioned procedure, the parameters M e , k e1 , k e2 , c main for the SDOF model are obtained.
The maximum deformation of the bilinear hysteretic SDOF model to the critical double impulse was derived by Akehashi et al. (2018). In this paper, this closed-form expression is used. The relation between u max and u iso is derived as follows.
where d ye is the yield displacement of the SDOF model and b I , b e are the force-axis intercept in the 2DOF model and the SDOF model. Because the SDOF model is modeled from the 2DOF model, the maximum deformation u iso of the base-isolation story has to be transformed from the maximum deformation u max of the SDOF model. In this process, the maximum story shear force of the SDOF model is defined by f max , and the deformation u iso of the base-isolation story of the 2DOF model is computed for the same maximum story shear force f max (see Figure 4B). In Eq. 14, the parameters of the SDOF model are determined for an assumed equivalent stiffness k Ieq of the base-isolation story of the 2DOF model. The assumed maximum deformation u I of the base-isolation story is determined iteratively so that the difference from the value u iso obtained from Eqs 17, 18 is minimized. The flowchart is shown in Figure 5.  The parameters of the 2DOF model and the SDOF model obtained by the above-mentioned procedure are shown in Table 2.
Since the second stiffness k e2 and the damping coefficient c main of the SDOF model after yielding in the base-isolation story are computed iteratively, those values change depending on the input velocity level of the critical double impulse. The relations of k e2 , c main with the input velocity V are shown in Figures 6A,B. It can be observed that, as V increases and the plastic deformation becomes larger, the second stiffness k e2 and the damping coefficient c main of the SDOF model become larger and those values converge to constant values finally. It should be remarked that, while the damping coefficient c main is constant at the lower level around 0.7 × 10 7 (N/(m/s)) in the previous method (Hayashi, 2018;Hayashi et al., 2018), the proposed method provides a larger value depending on the input velocity level. Figure 6C indicates the maximum deformation comparison of the base-isolation story among the proposed one, the 2DOF model under the one-cycle sine wave, the plane frame under the one-cycle sine wave, and the previous one by Hayashi (2018). It can be seen that, while the previous method (Hayashi, 2018) exhibits an inaccurate result, especially for a larger input level due to the factors explained in Figure 6B (the estimation of a smaller damping coefficient for the SDOF model), the proposed method for the SDOF model can evaluate the maximum deformation of the base-isolation story of the plane frame accurately. In addition, it is noted that the present model employs a bilinear hysteretic restoring-force model (second stiffness ratio 0.077) for the base-isolation story while an elastic-perfectly   plastic model was used in the previous method mentioned above. This may slightly affect the difference in Figure 6C.

A SIMPLE CRITICAL RESPONSE EVALUATION METHOD FOR BASE-ISOLATION BUILDING-CONNECTION HYBRID SYSTEM UNDER DOUBLE IMPULSE AS REPRESENTATIVE OF NEAR-FAULT GROUND MOTION
Consider a base-isolation, building-connection hybrid control system as shown in Figure 7. By extending the previous method by Hayashi (2018) to a more sophisticated method including an accurate damping evaluation, a more reliable response evaluation method for a simple SDOF model is presented. This method enables the evaluation of the maximum deformation of the baseisolation story under a double impulse as a representative of nearfault ground motions without laborious time-history response analysis.

Base-Isolation Building-Connection Hybrid System
The member parameters of this system are the same as those in Table 1. The connection dampers are placed on stories 4, 8, 12, 16, 18, 20, 22, 24, and 26. While Hayashi (2018) treated a shear building model, the present paper deals with a reinforced concrete plane frame. As in Section 4.1, the structural damping ratio of the super-structure (instantaneous stiffness-proportional damping) is set to 0.03. The strength of concrete is Fc60 (60 [N/mm 2 ]) and the Young's modulus is 33,500 [N/mm 2 ]. In addition, the restoring-force characteristic of the base-isolation story is extended from the elastic-perfectly plastic model to the bilinear hysteretic model for the purpose of practicality.
FIGURE 7 | Plane frame including base-isolation building-connection hybrid control system and its reduction to SDOF model supported on rigid wall by compensated oil dampers.

Transformation of Base-Isolation Building-Connection Hybrid System into SDOF Model
The simplified SDOF model of a base-isolated building is further reduced to another SDOF model by connecting that SDOF model to a rigid wall as a representative of a stiff sub-building as shown in Figure 7. In this simplification procedure, a compensation coefficient β d for connecting dampers is introduced as in the method of Hayashi (2018) to include 1) the effect of rigid modeling of the sub building for simple treatment, 2) the effect of the location of connecting dampers, and 3) the effect of height of the sub building. The novel point is in the damping evaluation in the simplification of the base-isolated building explained in Section 4. As in the method by Hayashi (2018), the RMDOF model with the compensation factor β d for the connecting dampers is considered as shown in Figure 8A to reflect the above three factors (rigid modeling of sub building, location of connecting dampers, height of the sub building).
The compensation factor β d for the connecting dampers is determined so that the lowest damping ratio h R (by complex eigenvalue analysis) of the RMDOF model coincides with that h M of the hybrid-controlled plane building frame.
Equation 19 requires repetition for obtaining β d . To avoid this repetition, it is assumed that h R is linear to the total damper quantity. Let h p R denote the lowest damping ratio of the RMDOF model with the original total damper quantity c × n c as shown in Figure 8B.
In the complex eigenvalue analysis, it is necessary to determine the equivalent stiffness of the base-isolation story. In this paper, the equivalent stiffness is to be obtained from the analysis for the SDOF model with β d 1 (initial assumption) where the equivalent stiffness of the base-isolation story is evaluated using the 2DOF model. While the Hayashi's model and method (Hayashi, 2018) requires repetition for evaluating β d due to the inaccuracy in the evaluation of the equivalent damping coefficient, the proposed method highly enhances the reliability and accuracy because of the upgrade of the accuracy in the response evaluation in terms of the SDOF model. Figure 9A shows the relation of the lowest-mode damping ratio of the MDOF model and the RMDOF model with the equivalent stiffness of the base-isolation story where five damping coefficients of the connecting damper are taken. The following observation can be drawn from Figure 9A *The lowest-mode damping ratio of the MDOF model exhibits different values depending on the equivalent stiffness. The variation is large in the range of smaller equivalent stiffness. *The lowest-mode damping ratio of the RMDOF model indicates larger values than the MDOF model. The Once such a relationship is obtained, the compensation factor β d can be determined by using the equivalent stiffness corresponding to the input velocity level. Figures 9B,C present the relation of the equivalent stiffness of the base-isolation story with the input velocity level and the relation of the compensation factor with the input velocity level. It can be observed from Figures 9B,C that, as the damping coefficients of connecting dampers becomes large, the compensation factor becomes smaller for a smaller input velocity level. It is noted that only eigenvalue analysis is needed for MDOF and RMDOF models and the response evaluation is conducted only for the SDOF model by using the closed-form expression (Akehashi et al., 2018). Figure 10 presents the comparison of the maximum deformation of the base-isolation story by the proposed method for the SDOF model (with and without compensation factor) with that by time-history response analysis for the plane frame model for various connection damper levels. It can be observed that, while the proposed method exhibits a good correspondence to the plane frame model regardless of the compensation factor β d in the small connection damper level, the compensation factor plays an important role in the larger connection damper level. It seems that this results from the fact that, when the connection damper level becomes larger, the effect of the assumption of the rigid sub-building arises strongly. This fact can also be understood from the result that, as the connection damper level becomes larger, β d becomes smaller (see Figure 9C). This indicates the compensation effect clearly.  In Sections 4, 5, the one-cycle sine wave equivalent to the critical double impulse for the SDOF model was used to verify the accuracy of the proposed response evaluation method. However, it seems necessary to check whether the critical double impulse for the SDOF model is actually critical for the plane frame model. In this section, this issue will be investigated.

Critical Double Impulse for Plane Frame
Recently, many multi-purpose structural analysis programs have become available. In this paper, a general-purpose structural analysis program SNAP (Kozo System Co., 2019) is used. In this program, the accuracy check is included automatically, e.g., the processing of unbalanced forces. The double impulse € u DI g is to be expressed by a one-point (triangular) acceleration input € u TRI g where the triangle area of this input corresponds to the impulse V I,N . This relation can be expressed by Kawai et al. (2021) showed that Δt 0.01 [s] is sufficient enough for the accuracy. It is noted that, since a rapid change of input acceleration may cause the occurrence of unbalanced forces, division of the time interval into short durations is often conducted.
Furthermore, Akehashi and Takewaki (2019) made clear that the critical input of the second impulse can be characterized by the criterion that the critical timing of the second impulse is the time of the zero story shear in the first story. For the present model, the following relation holds.
where F 1 M is the base-isolation story shear force of the main building and F 1 F is the first-story shear force of the sub building. Figure 11 shows the critical timing of the second impulse and the simulation of the impulses by one-point (triangular) acceleration inputs.

Comparison of the Response of Plane
Frame to One-Cycle Sine Wave With Response to Impulsive Acceleration Input Figure 12A shows the comparison of the maximum deformation of the base-isolation story of the plane frame model under the one-cycle sine wave equivalent to the critical double impulse for the SDOF model with that under the critical double impulse (a pair of inverse-direction one-point acceleration inputs) for the plane frame model. The connection damping coefficient is given by c 0.417 [kN/(mm/s)] and the time increment is specified as Δt 0.01 [s]. It can be observed that both plots correspond well.  This indicates the reliability and accuracy of using the SDOF model and the critical double impulse for the SDOF model. Figure 12B illustrates the time histories of the abovementioned two inputs. The phases of the time histories are adjusted. It can be understood that the responses under both inputs coincide well and the simple response evaluation method proposed in the paper is reliable.

INVESTIGATION ON PERFORMANCE OF PROPOSED EVALUATION METHOD THROUGH TIME-HISTORY RESPONSE ANALYSIS FOR RECORDED GROUND MOTION
It seems important to demonstrate the applicability of the proposed simple response evaluation method to actual recorded ground motions. Figure 13 shows the applicability of the proposed evaluation method to a recorded ground motion through the time-history response analysis (Rinaldi Station FN comp. during1994 Northridge). Figure 13A presents the recorded ground motion acceleration and the corresponding one-cycle sinusoidal wave where the acceleration amplitude and the period of the extracted one-cycle sinusoidal wave are 7.85 [m/s] and 0.8 [s]. As for connecting dampers, the damping coefficient c 2.5 × 10 6 [Ns/m] is used. The other parameters are the same as in the previous section. Figure 13B illustrates the maximum displacement of the SDOF model by the proposed method under the critical double impulse and by the time-history response analysis under the recorded ground motion. Since the amplitude and the period of the one-cycle sinusoidal wave are fixed, the model parameters V ye , ω 1 , d ye are changed with the relation V ye ω 1 d ye where ω 1 is the elastic natural circular frequency and d ye is the elastic limit deformation of the SDOF model. This procedure may be similar to the work by Veletsos et al. (1965) for the inelastic response spectrum where the yield displacement or yield strength is changed to attain the specified ductility factor. It can be observed that the proposed method exhibits an accurate result. Figure 13C shows the time-history response for the SDOF model under the critical double impulse corresponding to the one-cycle sinusoidal wave and the recorded ground motion for the input velocity level V/V ye 4.19. It can be seen that the maximum displacement exhibits a good correspondence.

CONCLUSION
An innovative building system including a base-isolation, buildingconnection hybrid control system proposed in the previous study has been revisited. This building system has advantageous features to withstand pulse-type earthquake ground motions through the baseisolation system and to resist long-duration earthquake ground motions through the building-connection system. 1) While the previous response evaluation method with an amplitude-narrow-band damping evaluation procedure exhibited a rather inaccurate result, a simple and more accurate response evaluation method without nonlinear timehistory response analysis has been proposed for this hybridcontrolled building system under near-fault ground motions. 2) It was demonstrated that the previously derived analytical expression of the elastic-plastic deformation of a bilinear hysteretic single-degree-of-freedom (SDOF) model with lead rubber isolators and oil dampers can be used effectively under the double impulse as a representative of pulse-type ground motions. 3) A two-step transformation from this innovative hybrid structural system into an SDOF model via a 2DOF model has been proposed. The first step is the transformation of the main base-isolated building into an SDOF system via a 2DOF model and the second step is the reduction of the connecting oil dampers supported on a sub building to upper-story concentrated oil dampers with a revised compensation factor on a rigid wall. The compensation factor reflects 1) the effect of rigid modeling of the sub building, 2) the effect of the location of connecting dampers, 3) the effect of height of the sub building. 4) It was made clear that the evaluation of damping coefficients is a key step in the upgrade of accuracy. Different from the previous work (Hayashi, 2018;Hayashi et al., 2018), the equivalent damping coefficient was obtained depending on the response range before and after yielding. Effective use of the closed-form expression of the elastic-plastic deformation to the reduced SDOF model enables the development of a simple and sophisticated response evaluation method. 5) The time-history response analysis of the plane frame model under the critical double impulse and a one-cycle sine wave equivalent to the critical double impulse for an SDOF model demonstrated the accuracy of the proposed response evaluation method. 6) It was demonstrated that the proposed method exhibits a reliable performance for recorded ground motions.
The behavior of the sub-building seems to influence the total response of this base-isolation, building-connection hybrid control system because the sub-building is usually made of reinforced-concrete wall structures whose structural properties have never been made clear. The reflection of this property on the total response evaluation system will be desired for a more accurate and reliable design.

DATA AVAILABILITY STATEMENT
The raw data supporting the conclusion of this article will be made available by the authors, without undue reservation.

AUTHOR CONTRIBUTIONS
TN formulated the problem, conducted the computation, and wrote the paper. KF conducted the computation and discussed the results. IT supervised the research and wrote the paper.

FUNDING
Part of the present work is supported by the JSPS KAKENHI (No. 18H01584). This support is greatly appreciated.