## 3 Structural Model  
### Prototype Frame Description  
To assess the seismic risk of the novel SCPC building under the near-fault earthquake waves, a five-story four-span prototype precast concrete frame with hysteretic dampers is designed for analysis. According to the design requirements of near-fault ground motion, the distance between the fault fracture surface and the site is within 15 km. Near-fault earthquake waves are chosen from the PEER (Pacific Earthquake Engineering Research Center) record database, all the near-fault earthquake waves only considered the velocity pulse effect generated by the forward-directivity effect. Based on Chinese Standard GB 50010-2010 [28] and GB 50011-2010 [29], the site class of the prototype structures is defined as group II, the characteristic site period \(T_{\text{g}}\) is 0.40 s and the seismic intensity is categorized as 7.0. The original structural layout is regular, with dimensions of 24 m \(\times\) 24 m. The total height of the frame is 32.8 m including 4.8 m for the first floor and 4.0 m for the upper floors. In the light of Chinese Standard Code [30], the dead load is 7.0 kN/m\({}^{2}\) for the roof while it is 5.0 kN/m\({}^{2}\) for other floor. Live loads for all the stories are 2.0 kN/m\({}^{2}\). The calculation method of the representative value of gravity load of the novel frame is dead loads plus 0.5 times of live loads for the novel SCPC frame. The \(P\)-\(\Delta\) effect of frame caused by gravity load is fully considered (the additional internal force and deformation produced by the precast concrete columns). Figure 8b displays the configuration and the reinforcing details. The grade of concrete strength is C40. The longitudinal reinforcement, stirrup and waist bars use HRB400, the corresponding elastic modulus is \(2\times 10^{5}\) MPa. The nominal sectional area of one unbonded tendon is 140 mm\({}^{2}\) and six tendons are arranged in one duct. The yield strength of PT strands is \(f_{\text{py}}=1675\) MPa and the ultimate strength of PT strands is \(f_{\text{py}}=1860\) MPa, the corresponding modulus of elasticity is \(1.95\times 10^{5}\) MPa. The steel used for the hysteretic dampers and steel plated are Q235 and Q335, the corresponding yield strengths are 235 MPa and 335 MPa, respectively. For the beam, four longitudinal reinforcements of 18 mm are arranged at the bottom and the bottom, respectively. Two waist bars of 10 mm are arranged and tie bars of 10 mm are arranged with a spacing of 250 mm. For the column, the diameters of longitudinal reinforcements arranged in the column cross sections are 20 mm. The diameter of stirrups is 8 mm diameter and the spacing of the stirrups is 100 mm in the stirrup densification area. One duct use the polyvinyl chloride (PVC)pipe with the diameter of 40 mm arranged at the beam center and four unbonded tendons do not grout in the duct. The configuration of the steel connector is shown in Figure 8c. The steel connectors are welded between the steel plate and the hysteretic dampers and bolted on the two sides of the beam using high strength friction bolts to limit the dampers' displacements. For the hysteretic dampers and steel connectors, the thickness of all the steel plates is 10 mm. This study uses performance-based seismic design methods to assess the seismic performance of a novel structure from elasticity to partial or overall collapse. According to the Federal Emergency Management Agency (FEMA)356 and characteristics of the novel SCPC frame, the design approach uses two performance state limits--Immediate occupancy (IO) and Repairable (RE) [31]. In addition, two seismic levels are considered--the design basis earthquake (DBE) and the maximum considered earthquake (MCE), whose earthquake return period are 475 years and 2475 years, respectively. The maximum horizontal seismic influence coefficient at the DBE level is about half of that at the MCE level.