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Seismic Design and Testing of Post-tensioned Timber Buildings With Dissipative Bracing Systems

This paper describes a seismic design procedure for low-damage buildings composed by post-tensioned timber framed structures coupled with hysteretic dissipative bracing systems. The main goal of the design procedure is preventing or limiting earthquake induced damage to the structural and no-structural elements. For this aim, a target design displacement is defined according to the desired performance level. Then, the corresponding design force, strength and stiffness of the post-tensioning and of the dissipative braces are evaluated in order to size post-tensioned connections and dissipating devices. The results of shaking table testing performed at the University of Basilicata are also reported. A prototype model, 2/3 scaled, 3-dimensional, 3-storey with post-tensioned timber structure without and with V-inverted braces and U-shaped flexural steel dampers has been extensively tested. During testing, the specimen was subjected to a set of seven earthquakes at different intensity levels of the peak ground acceleration. The effectiveness of the bracing system and the reliability of the proposed procedure are experimentally demonstrated. Nonlinear dynamic analyses have been performed in order to simulate the experimental seismic response. The numerical model is based on lumped plasticity approach, which combines the use of elastic elements with linear and rotational springs representing energy dissipating devices and plastic rotations of the connections. The numerical results accurately predict the nonlinear behavior of the prototype model, obtaining a satisfactory matching with the target drift considered for design.


INTRODUCTION
According to the current seismic code requirements, buildings are expected to provide suitable structural safety level but do not explicitly prevent structural and non-structural damages or maintain structural functionality even after strong earthquakes. The resultant seismic damages are often difficult and financially prohibitive to repair. The effects of major earthquakes have proved the inadequacy of conventional buildings in terms of suffered damages to structural and not structural elements. Further improvements in seismic design and new approaches based on low damage methodologies and cost-efficient technologies are needed (Polocoşer et al., 2018;Pu et al., 2018). The implementation of seismic protection systems, such as dissipative devices (Di Cesare and Mazza and Mazza, 2019) and/or rocking systems Wang and Zhu, 2018), reduces seismic demand and/or increases the lateral capacity of structures, minimizing residual drift, and structural damage. It has been proved that timber structures have the capacity to withstand strong earthquakes without collapsing due to the light weight of wood material, elastic deformation capacity, and ductility of connections (Ugalde et al., 2019). Conventional wooden buildings are usually regular and the seismic resisting structures are shear walls with ductile foundation anchorages designed against the base shear force. In these cases, the maximum seismic forces are limited by the activation of inelastic deformations that could cause serious damages at predefined locations in the structure. Among the recent research on the concept of low-damage structures, post-tensioned timber-framed buildings with dissipative bracing systems can be designed to absorb energy during strong earthquakes, confining the inelastic deformations in replaceable ductile fuses while the structure returns to the initial position after severe earthquake.
The post-tensioned system is a recent technology mainly adopted in seismic areas. This technique is based on the PRESSS system, originally developed for the precast concrete frames and walls (Priestley et al., 1999), and consists of posttensioning force combined with mass timber beam, column, and wall elements. The post-tensioned steel bars join the structural timber elements avoiding cracking of the structural members by softening the structural response elastically through rocking mechanisms . The Pres-Lam system allows the design of timber frames with wide bay lengths (8-12 m) and reduced cross-sections of structural elements (Estévez-Cimadevila et al., 2016). The use of a dissipative bracing system within a framed structure can provide significant additional stiffness and damping, reducing inelastic deformations, and internal forces. Dissipative bracing systems enable the attainment of much higher standards of seismic performance, minimizing damage after the design earthquake level, improving resilience. The system allows the devices to respond elastically at the Service Level Earthquake (SLE) and exhibit non-linear behavior at Design Basis Earthquake (DBE) (Federal Emergency Management Agency, 2012). A singlestory post-tensioned frame with dissipative braces is shown in Figure 1. The representative model of the braced post-tensioned frame (BF) consists of the typical "flag-shaped" behavior as a combination of two components in parallel: (i) the bilinear elastic model representative of the self-centering capability of the post-tensioned bare frame (F) and (ii) the hysteretic model representative of the dissipative bracing system (DB). The replaceable steel dampers (D) of the bracing system (B) work as structural fuses that effectively reduce the forces imposed on the rest of the structural elements through the steel yielding. The ratio between elastic behavior (free rocking) of the bare posttensioned frame and the amount of dissipation provided by the damping bracing system, represented by the β F parameter, is the main aspect that affects the seismic response of the structure.
Regarding the seismic design of buildings with dissipative bracing systems including hysteretic dampers, several studies have been based on the Displacement Based Design (DBD) procedure (Lin et al., 2003;Zahrai and Froozanfar, 2018;Mazza and Mazza, 2019;Nuzzo et al., 2019). The base concept of DBD, originally developed by Priestley et al. (2007), consists in the approximation of a multi-degree of freedom (MDOF) structure in a single degree of freedom (SDOF) system with equivalent secant stiffness and viscous damping at the design displacement (Priestley, 2000;Priestley and Grant, 2005;Pei et al., 2012). Usually, design values are suggested within the design code depending on structural types or governed by allowable material strain limits. Recently, the application of the DBD method has been extended toward the design of timber buildings (Ugalde et al., 2019), such as CLT shear walls (Di Cesare et al., 2019a), coupled timber walls (Newcombe et al., 2011), and post-tensioned timber frames without and with the addition of dissipative rocking systems (Newcombe et al., 2010;Di Cesare et al., 2012Pei et al., 2012). However, DBD applications to timber-framed buildings remain largely unexplored, and new techniques are still being investigated aiming to minimize residual damage induced by earthquakes.
An extensive program of shaking table tests has been developed in order to assess the effectiveness of different passive energy dissipating systems in controlling the seismic vibrations of post-tensioned timber framed buildings. The experimental campaign, carried out considering a 3D, 2/3 scaled timber frame, is part of a collaboration between the University of Basilicata (UNIBAS, Italy) and the University of Canterbury (UoC, New Zealand) . The project aim is to evaluate the feasibility of applying jointed ductile post-tensioning technology to glue-laminated (glulam) timber (Smith et al., 2014), a more widespread engineered timber material, and to evaluate the increasing seismic performance due to the addition of various dissipative forms based on rocking mechanisms and on bracing systems.
In this paper, a DBD procedure for post-tensioned timberframed buildings with hysteretic dissipative bracing systems is proposed. The main performance objective of the proposed method consists in preventing seismic damage to the frame elements and connections, fixing a target displacement d (or drift) and typical flag-shape parameters related to the reliable amount of dissipation of the braced post-tensioned frame under a reference level of seismic intensity. Starting from these parameters, the proposed method allows to evaluating the posttensioning (PT) forces and the dissipative devices. The proposed procedure has been applied to design the hysteretic dampers of a three-story post-tensioned timber frame prototype model equipped with a V-inverted hysteretic dissipative bracing system, for which the preliminary results are reported in Di Cesare et al. (2019b). The effectiveness of the dissipative bracing system in control of seismic vibrations has been proved through the comparison between the experimental results of the braced frame and the results of the bare frame.
Moreover, the experimental results are endorsed by non-linear dynamic analysis, carried out in order to simulate experimental results firstly and then to validate the design results.  systems. In the step-by-step procedure, the equivalent SDOF systems of the bare post-tensioned frame (F) and of the dissipative bracing system (DB) have been considered as a bilinear and hysteretic system working in parallel, providing the equivalent flag-shape response (Figure 1) of the combined braced post-tensioned frame (BF). The substitute SDOF structure has the same base shear F u of the inelastic MDOF structure associated with secant stiffness k e and equivalent viscous damping ξ eq at the design displacement d or drift θ d . The equivalent elastic properties of the SDOF system allowed the design of the MDOF structure through an elastic displacement response spectrum, reduced by ξ eq . Based on the flag-shape parameters, the equivalent contributions of the bare structure and of the dissipative bracing systems can be evaluated and distributed at each story. Finally, the design assumption must be verified and the design completed.

SEISMIC DESIGN OF POST-TENSIONED TIMBER BUILDINGS WITH DISSIPATIVE BRACING SYSTEMS
Step 1. Define design displacement. The procedure starts defining a design displacement d at the design basis earthquake (DBE) corresponding to a target drift. The range of target drift for post-tensioned timber buildings varies between θ d = 1.5 ÷ 2.5% based on nonstructural elements and their connections and anchorages (Structural Timber Innovation Company Inc, 2013).
Step 2. Assume flag shape design parameters. The equivalent force-displacement of the braced post-tensioned frame consists in the flag-shaped hysteretic behavior ( Figure 3C), which combines the equivalent bare post-tensioned frame ( Figure 3A) with the equivalent dissipative bracing system ( Figure 3B). The design parameters of the flag-shape of the equivalent SDOF system are the post-yield stiffness ratio r, the displacement ductility µ, and the re-centering ratio of the global system β F (flag (Pei et al., 2012).
Step 3. Evaluate equivalent damping. The equivalent damping ξ eq of the SDOF of the braced post-tensioned frame is evaluated as the sum of energy dissipated by viscous damping ξ eq,v of the bare timber frame and inelastic hysteresis ξ eq,h,v of the dissipative bracing system. In order to account for the random nature of earthquakes, a reduction factor k should be used to correct the hysteretic damping contribution (Priestley et al., 2007)-the suggested range is k = 0.6 ÷ 1-as a function of the specific hysteretic models, ductility levels, and periods (Ponzo et al., 2018;Di Cesare et al., 2019b). Using the general DBD methodology (Priestley et al., 2007), the equivalent damping is calculated as Equation (1).
A value of viscous damping ξ eq,v = 2 ÷ 5% is considered acceptable for timber structures (Di Cesare et al., 2019a). The equivalent hysteretic damping related to the DB ξ eq,h,v can be estimated by the following Equation (2) (Priestley and Grant, 2005). (2) Step 4. Determine the equivalent SDOF. The equivalent parameters of the SDOF system, in terms of design displacement d and equivalent mass m e at the effective height H e , are determined according to the fundamental mode, assuming a linear displacement profile of the i th -story i of the structure, as Equations (3), where m i and H i are the story masses and story heights (Priestley et al., 2007).
From the target displacement d , the equivalent period T e and stiffness K e of the SDOF system shall be calculated by direct transformation of the design acceleration response spectrum S d (T e ), as defined by Equations (4) 1 .
The ultimate force capacity F u (maximum base shear) can be evaluated at the target design displacement (Priestley et al., 2007); then, based on the flag-shaped model reported in Figure 3C, the yielding force F y of the equivalent SDOF system can be obtained by Equations (5).
Step 5. Calculate equivalent contributions. The equivalent contributions of post-tensioning and the dissipative bracing system can be evaluated on the base of the flag-shape model ( Figure 3C). The hysteretic contribution of the dissipative bracing system (DB) is idealized as an elasto-plastic system ( Figure 3B). Assuming the design ductility µ DB of the equivalent SDOF of the dissipative system, the yield force F DB , the yield displacement DB,y, and the elastic stiffness k DB are defined as Equations (6).
The ultimate F S,u and yielding F S,y forces as well as the yield displacement S,y on the bare post-tensioned structure can be calculated as Equations (7), where µ S and k S , evaluated as k 0 = k S + k DB , are the ductility and the initial stiffness of the equivalent bare structure, respectively ( Figure 3A).
Step 6. Design members and joint connections. 6.1 Determine PT force (MMBA procedure). The posttensioning force has been designed applying the Modified Monolithic Beam Analogy (MMBA) procedure (Structural Timber Innovation Company Inc, 2013). For the sake of brevity, this procedure is not reported in this paper-for details please refer to Newcombe et al. (2008). The beam to column connections are sized based on the moment demand associated with the ultimate force F S,u and ductility µ S on the bare posttensioned frame .
6.2 Design of dissipative bracing system at i th story. The characteristics of the equivalent SDOF dissipating system (F DB , DB,y , k DB ), determined in Step 5, are distributed up to the building story following the design procedure proposed by Di Cesare and . The stiffness k DB, of the equivalent bracing of the i th story is determined hypothesizing that the ratio between the stiffness at the i th story of the relative bracing k DB,i and that of the bare structure k S,i is proportional to the ratio r k between the elastic stiffness of the bracing systems k DB and the elastic stiffness of the equivalent bare structure k S,0 , as shown by Equation (8). The stiffness of the story i th of the bare structure k S,i can be calculated from the inter-story displacement s ,i generated by linear static analysis (LSA) applying to each story the distribution of horizontal seismic forces F i (Di Cesare and .
In the same way, the yield force F DB, of the equivalent bracing at the i th story is determined in the hypothesis that the ratio between the yield force at each floor of the bare structure F Sy,i and that of relative bracing F DB, is distributed proportionally to the ratio r F between the strength of equivalent bracing F DB systems and the strength of equivalent bare structure F S,y (Equations 9). The yield force of the bare structure F S,y,i at the i th story can be calculated in a simplified manner starting from the displacements at the elastic limits Sy,i . This is determined by redistributing the displacement at the elastic limit of the bare structure S,y as a function of the ratio between the inter-story displacement s i and the total elastic displacement S TOT calculated by means of Linear static analysis (Di Cesare and . The elastic stiffness k DB,i,j and the yield force F DB,i,j of the single j th dissipating brace at the i th story are defined starting from the equivalent dissipative bracing system as a function of the number of dissipative braces at the i th story n DB,i , as in the following Equations (10) (Nuzzo et al., 2019).
At this point, the mechanical characteristics of each damper (D) and brace (B) can be evaluated depending on the dissipative bracing system adopted. The stiffness k D,i,j and the yield force F Di,j of the single hysteretic damper at the i th story are related to the stiffness k B,i,j of the elastic bracing rods and to the yield force F DB,i,j of the dissipative brace. Generally, the dissipative brace stiffness k DB,i,j can be determined as a series composition of rigid brace and damper (Equations 11) (Di Cesare and Nuzzo et al., 2019).
Step 7. Verify design assumption. Finally, the analysis of the MDOF structure can be performed, and the resultant ultimate displacement u or drift θ u , evaluated performing static or dynamic non-linear analysis, is compared with the design value d or θ d (assumed in the Step 1) (Ponzo et al., 2018;Di Cesare et al., 2019b). Considering a suitable modeling of the braced post-tensioned structure and assuming a tolerance value ε, if | u − d | (or |θ u − θ d | < ε), the design procedure is complete, otherwise repeat the procedure from Step 2 assuming different values of the design parameters.

DESIGN OF EXPERIMENTAL PROTOTYPE MODEL Experimental Model
The proposed DBD procedure has been applied to design a threedimensional experimental prototype model of a braced posttensioned timber framed building, 2/3 scaled, with three stories (height of story 2 m, total height 6 m) and a single bay in both directions (dimension in plant 4 × 3 m). The beams and columns of the frame are made of Glulam timber GL32h 2 . The floors have been designed according to Eurocode 1 for office utilization, at intermediate levels (live load of Q = 3 kN/m 2 ) and a rooftop garden at the third floor (Q = 2 kN/m 2 ). The flooring panels spanned in both directions have been made by a series of deep Glulam beams turned on their sides. Proper scaling factors have been applied according to the Cauchy-Froude mass similitude laws (Krawinkler and Moncarz, 1981). The post-tensioning has been applied in both directions with steel bars crossing at the beam-column joints ( Figure 4B).
In order to assess for the influence of different amounts of energy dissipated by additional systems on the seismic response, the experimental model has been designed, and tested in different configurations , varying the re-centering ratio: (i) β F = 0 bare post-tensioned frame (F); (ii) β F = 0.4 with dissipative rocking mechanisms (D) at beam-column and column-foundation connections; and (iii) β F = 0.8 with dissipative bracing systems (F+DB = BF). In this paper the results of the bare post-tensioned frame (F), related to the freerocking condition, and of the braced post-tensioned frame (BF) are compared. More details on the results of the dissipative rocking (D) configuration are reported in Di Cesare et al. (2014). The dissipative bracing system selected for the experimental model consisted of two V-inverted dissipative braces for each story, installed within the bays of the two parallel frames along the testing direction, as shown in Figure 4A. The connection details of the bracing system are shown in Figures 4B-D.
The design spectrum has been defined considering a peak ground acceleration PGA of 0.44 g and medium soil class according to Eurocode 1 . The seismic inputs consisted of seven spectra-compatible earthquakes selected from the European strong motion database (Figure 6). The testing program of all configurations is summarized in Table 1.
The seismic response of the experimental model has been recorded by real-time monitoring through a combination of 54 instruments, including displacement potentiometers, load cells, and accelerometers. Displacement potentiometers and load cells have been used for monitoring the force-displacement behavior of all UFP dampers at each story for both sides of the braced model. During the experimental campaign, the intensity of the seismic inputs was progressively increased in acceleration for earthquakes 1,228, 196, and 535, from 10 to 100% of PGA, in order to provide additional information about the seismic performance frame response at varying levels of ground shaking (Table 1). In the case of braced post-tensioned frame configuration (BF) one UFP damper at the first story of the bracing system (UFP1) reached the failure condition during testing ID 187 at 100% of PGA level due to cyclic fatigue after almost 40 tests and more than 150 cycles to ductility µ DB > 2 sustained by the device (Ponzo et al., 2019). For the bare frame configuration (F) the PGA level was increased up to 75% because an imposed interlock of 2.5% of maximum inter-story drift was reached, except for the weaker earthquake input 1,228, at 100% of PGA (see Table 1).

Numerical Model
The non-linear numerical model of the test frame has been implemented using SAP2000 finite element software based on the lumped plasticity approach, which uses elastic timber elements connected with non-linear elements representing plastic connections of the system (Figure 6). The constitutive laws of connections elements are represented in Figure 6.
The beam to column joints was modeled combining two rotational springs in parallel (detail A of Figure 6), representative of the flexibility of the joint panel (elements 1 of Figure 6), and the post-tensioning (elements 2 of Figure 6). The non-linear force-displacement hysteretic behavior of the UFP dampers was modeled by using non-linear shear link elements connecting the elastic beam and V-inverted braces (detail B of Figure 6) characterized by the Bouc-Wen cyclic laws (element 3 of Figure 6; Bouc, 1967;Wen, 1980). Three rotational springs have been implemented at the column to base connections (detail C of Figure 6), representative of the moment resistance due to gravity load (elements 4 of Figure 6), seismic load (elements 5 of Figure 6), and dissipative steel angles (elements 3 of Figure 6). More details about numerical modeling of the bare and braced frame are reported in Ponzo et al. (2018) andDi Cesare et al. (2019b).

Design of Dissipative Bracing System
A step by step design procedure has been applied for the design of the experimental post-tensioned braced model.
Step 1. The design procedure at the design considered earthquake (PGA 100%) starts from the assumption  of the design displacement u = 58 mm or drift θ d = 1.25%.
Step 2. The post-yield stiffness ratio r = 0.2, the displacement ductility µ = 2.5 and the re-centering ratio of the braced system β F = 0.8 have been assumed in order to define the basic flagshape system.
Step 3. The equivalent viscous damping ξ eq vs. displacement ductility µ is plotted in Figure 7A considering an elastic viscous  damping ξ eq,v = 2% and a reduction factor k = 0.85 for the hysteretic damping ξ eq,h,v .
Step 4. The equivalent period T e of the SDOF braced frame can be derived from the design displacement response spectrum ( Figure 7B) reduced by the damping correction factor η = 10 (5+ξ eq ) 3 . As highlighted, when equivalent viscous damping increased from the post-tensioned frame to the braced frame, the design displacement substantially reduced. The equivalent stiffness K e , the yield force F y and ultimate force F u of the structure have been evaluated by Equation (5).
Step 5. From the flag-shape behavior, the characteristics of the equivalent bare frame and of the equivalent dissipative bracing system have been calculated using Equation (6) and Equation (7). The main design results from step 1 to step 5 are summarized in Figure 8 in terms of force-displacement of the equivalent SDOF systems compared with the seismic design demand.
Step 6.1. The equivalent force and stiffness of the bare frame (F) have been distributed up to the stories (k S,i , F S,y,i ) and the post-tensioning resistant moments M PT have been evaluated through the MMBA method (Newcombe et al., 2008). For the experimental model the design of posttensioning force was 100 kN for the primary direction and 50 kN for the secondary direction. The section sizes of columns were 200 × 320 mm while primary and secondary beams were 200 × 305 mm and 200 × 240 mm, respectively .
Step 6.2. Two V-inverted chevron braces for each story (n DB,i = 2) both compounded by two linear elastic timber braces (B) in series with the elasto-plastic damper (D) composed the DB system, see Figure 6. The force and stiffness of the equivalent DB system have been distributed  up to the stories (k DB,i , F DB,i ) and in the plan, then the characteristics of the single dissipating brace k DB,i,j , F DB,i,j were defined. The main results of the design are summarized in Table 2A.
U-shaped Flexural steel Plates (UFPs) have been selected as dampers in order to comply with the force requirement at each story without changing the gravity load distribution on beams and columns and reducing the influence on the post-tensioned beam-column joints.
Each elasto-plastic damper (D) is composed of two UFPs placed between the bottom surface of the principal beam and the supporting timber rods (B) having a cross section of 160 × 180 mm (Figure 4C).
In the hypothesis of rigid bracing truss and flexural UFP dampers (k B,i,j >> k D,i,j ), the stiffness k Di,j of the damper corresponds to the stiffness k DB,i,j of the j th dissipative brace at the i th story (k D,i,j ∼ = k DB,i,j ). The design of the UFPs made of C60 stainless steel was performed by fixing geometrical diameter (D u = 60 mm) and thickness (t u = 6 mm) and varying the width b u at each floor, as reported in Table 2A.
Quasi-static displacement controlled cyclic was performed up to the expected inter-story displacement (µ D > 3) in order  to characterize the UFP dampers' behavior. Figure 9 shows the force-displacement behavior of experimental quasi-static tests performed on the UFP dampers designed and installed at each story of the braced frame compared with the results of the design procedure. The experimental results show that the design assumptions are consistent with the actual UFP dampers' behavior. Stable hysteretic behavior, without any sign of failure, has been observed during cyclic loading, maintaining almost the same energy dissipation capability. For more details about the design and testing of UFP dampers, please refer to Ponzo et al. (2019). The proposed procedure is valid also for shear link devices, such as those proposed by Nuzzo et al. (2018), as an alternative to UFP dampers if they do not modify the pattern of vertical loads in the beam. The design assumptions have been verified through non-linear time history analyses performed considering the numerical model of Figure 6 and the input motions of Figure 5, as reported in the following paragraph.

RESULTS AND VALIDATION OF THE DESIGN PROCEDURE
In Figure 10, the comparison between experimental tests performed on the bare frame (F) and braced frame (BF) is shown in terms of maximum story drifts and maximum story accelerations for all PGA intensity levels. The values of drift of the BF at higher PGA levels (50, 75, 100%) are significantly reduced in respect to the bare frame (F), while at lower PGA intensities (10, 25%), especially for seismic inputs 1228 and 196, similar values have been experienced. The maximum accelerations of BF show some increase, in particular at the first floor, compared to the F configuration. Generally, the introduction of the hysteretic DB system allows the reduction of the total drift with a slight increase of story acceleration. In order to show the effectiveness of the DB system, the experimental global results of the BF model have been compared with the results of F for seismic inputs 1228, 196, and 535 at 75% of the PGA level. Figure 11 shows the time histories of base shear and total drift and of total drift vs. corresponding base shear. As can be observed, the global flag shape behavior of both models (F and BF) is highlighted for stronger earthquakes 196 and 535. Due to the stiffening contribution of the dissipative bracing system, the values of base shear increase when DB is added to the bare frame at about 30%, as assumed in the design procedure (Figure 8).
In order to simulate the experimental results of BF, non-linear dynamic analyses at 100% of PGA level have been carried out for the complete set of the seismic inputs. The comparisons between numerical and experimental results obtained for seismic inputs 1228, 196, and 535 are reported in Figure 12 in terms of global behavior and local response of UFP dampers at each story. The numerical simulations are in good agreement with experimental results, and the UFPs' cyclic behaviors were reliably predicted. Only a few discrepancies can be observed on the peak values of base shear and on the maximum ductility of UFPs in the case of seismic input 196. The comparison between experimental and numerical results of the braced frame tested at 100% of PGA is summarized in Table 2B. The values of equivalent damping have been estimated as a fraction of the critical damping, as reported in Smith et al. (2014).
The design assumptions used for the BF model (Figure 8) have been validated through comparison with the experimental and numerical outcomes. The equivalent SDOF system obtained from design procedure of F and BF models compared with the acceleration-drift response spectrum format are plotted in Figure 13. The experimental total drift (i.e., maximum top displacement normalized by height of the structure) vs. corresponding accelerations (i.e., base shear divided by the equivalent mass) recorded at different PGA levels are reported in Figure 13A for the F model and in Figure 13B for the BF model.
The numerical results of non-linear dynamic analyses carried out on the BF model for all seismic inputs at 100% of PGA level have been compared with the target displacement d or drift θ d assumed in the design procedure (dashed vertical line at 1.25%) in Figure 13B.
As can be observed, the mean value of numerical drift (averaged on seven earthquakes) was accurately predicted by the design target drift θ d , as a verification of the design procedure (Step 7 of design method). From Figure 13 it can be pointed out that the seismic response of the BF model at the DBE (100% of PGA) reduces the inter-story drift θ d more than twice if compared with the response of model F (from 3 to 1.25%). This effect is mainly due to the increase of the equivalent damping ξ eq (from 2 to 12%) and of the equivalent stiffness K e (from 513 to 1228 kN/m). Moreover, the drift increase with an increasing PGA level of seismic inputs and the equivalent SDOF systems provides a reliable representation of the experimental results in both configurations (F and BF models).

CONCLUSIONS
In this paper, a displacement-based design procedure for posttensioned timber framed buildings with dissipative-bracing systems has been described and applied to a three-dimensional, 2/3 scaled, three-story prototype experimental model. Several shaking table tests have been performed at the structural laboratory of the University of Basilicata (Italy) on different configurations of the experimental model: bare frame (F) and braced frame (BF). The dissipating bracing (BD) system considered in this application consisted of V-inverted braces (B) composed of two timber rods and a hysteretic damper (D) realized with two UFPs, with two braces for each story.
In order to investigate the effectiveness of the energy dissipating bracing system on controlling the seismic response of the post-tensioned timber frame, the experimental results of the braced frame (BF) and the bare frame (F) have been compared. The bare frame (F) and the braced frame (BF) performed as expected with the global flag-shaped behavior observed at the design levels of seismic inputs. The dissipative bracing system improved the seismic response of the experimental model by reducing to 1.25% the experimental maximum drift at the design seismic level, ∼60% less than the bare frame with an increase of 30% of the base shear. Moreover, the braced frame increases the secant stiffness more than 2-fold and the total equivalent viscous damping from 2 to 12%, in good agreement with the experimental and numerical damping estimations. No damage occurred to the structural elements throughout testing, with the application of almost 80 earthquakes in both configurations.
In order to validate the design procedure, the design assumptions have been compared with the shaking table test results and non-linear dynamic analysis carried out on the braced frame (BF) at PGA level of 100%. The numerical seismic response of the BF model and the local behavior of UFP dampers at each story have shown good agreement with experimental tests. The mean value of numerical drift (averaged on seven earthquake inputs) was very close to the design assumption, showing the reliability of the design procedure.

DATA AVAILABILITY
The datasets generated for this study are available on request to the corresponding author.

AUTHOR CONTRIBUTIONS
FP has contributed to the construction technology development and to the international collaboration with other research institutions. AD has designed the experimental specimen and the testing apparatus. DN has organized the experimental shaking table tests. NL has performed the numerical analyses and processed analytical results. All authors have contributed to manuscript revision, read, and approved the submitted version.