## 4 Seismic Performance of a Masonry Structure with RC Frames on the First Story with CFST Dampers  
### Design Information of Three Masorny Structures JG-1, JG-2, and JG-3  
The masonry structure with RC frames on the first story with CFST dampers is illustrated in Figure 14. According to the Code for Design of Concrete Structures (GB 50010-2010), the masonry structure with RC frames on the first story with CFST dampers (JG-1), the masonry structure with an energy-dissipated low-rise concrete shear wall with CFST short columns (JG-2), and the masonry structure with an ordinary low-rise concrete shear wall (JG-3) were designed. Using the finite element numerical analysis method, the seismic response of JG-1 was compared with JG-2 and JG-3 to verify that the masonry structure with RC frames on the first story with CFST dampers (JG-1) has better seismic performance. The structural plane layouts of JG-1, JG-2, and JG-3 are illustrated in Figure 15, and the elevation layouts of the first story of the three structures are illustrated in Figure 16.  
The building model of a masonry structure with RC frames on the first story has five stories, and the seismic fortification category is Class C. The story height of the bottom frame structure is 4.2 m, and the height of each story of the second to the fifth stories is 3.3 m. The height of the parquet wall is 0.5 m, and the total height of the building is 17.4 m. The seismic fortification intensity is Intensity 8, and is in the second Design Seismic Group and the Site-Classe. The characteristic period of the site is Tg = 0.40 s. The concrete strength grade of the bottom frame column and beam, ring beam, and constructional column in the upper masonry structure and floor slab is C30, C25, and C30, respectively. The masonry strength grade is MU10, and the mortar strength grade is M5. The grade of load-bearing reinforcement of the bottom frame beam and column is HRB400, and the stirrup is HPB300. The section of the frame column, frame beam, constructional column and ring beam is 400 mm \(\times\) 400 mm, 250 mm \(\times\) 500 mm, 240 mm \(\times\) 190 mm, and 240 mm \(\times\) 180 mm, respectively. The thickness of the transition floor slab, roof slab, and other floors is 120, 120, and 100 mm, respectively. The thickness of the masonry wall is 190 mm. The standard value of the permanent load of the floor and roof is 4.0 and 6.0 KN/m\({}^{2}\), respectively. The standard value of the variable load of the floor and roof is 2.0 and 0.5 KN/m\({}^{2}\), respectively (the roof is a non-accessible roof). Modal analysis of the three structures JG-1, JG-2, and JG-3 is shown in Table 3. The three waves (El-Centro wave, Taft wave, and TJYY wave)  
Figure 14: Masonry structure with RC frames on the first story with CFST dampers.  
were selected as the input seismic waves with an amplitude modulation of 400 cm/s\({}^{2}\). The Fourier spectrum of three waves are illustrated in Figure 17.  
Figure 16: Elevation layouts of the first story. (**a**) JG-1; (**b**) JG-2; (**c**) JG-3.  
Figure 15: Structure plane layouts. (**a**) JG-1 plane layout of CFST dampers on the first story; (**b**) JG-2 and JG-3 plane layouts of shear wall on the first story; (**c**) plane layout of the second to fifth floors of three structures.