The project is one of the largest large-scale stone sculptures in China， with a total height of 62 meters and a statue area of 4200 m². For the outer contour surface of the statue， it is proposed to use granite stone with a thickness of 30-50 cm， adopting a connection method that combines masonry and dry hanging. The thickness of the concrete wall connected to the stone is about 80 cm. Therefore， the weight of the stone hanging on the entire surface of the statue is very substantial. Based on the preliminary design scheme， it has been decided to adopt a special-shaped frame structure composed of steel-reinforced concrete beams and columns， a composite structural system with internal variable cross-section shear walls， and a steel structure for the arms， shoulders， and head. The review of the overrun items of the project shows that there are torsional irregularity， concave convex irregularity， sudden changes in size， and local irregularity. Considering the function and scale of the building， the seismic performance target is finally set as Grade C， with some key components raised to Grade B. The first three vibration modes of the structure were obtained from YJK and MIDAS/ Gen models. The results showed that the first three modes were basically the same： the first mode was horizontal vibration in the X-direction， the second was horizontal vibration in the Y-direction， and the third was torsional vibration in the XY plane. The vibration mode results showed that the structure exhibited reasonable layout and sufficient torsional stiffness. Through a trequent earthquake elastic calculation， the average error of the structural indices obtained from the YJK and MIDAS models was only 3.9%， indicating that the model is highly accurate. The maximum inter-story displacement angle was 1/893， which was less than the limit of 1/800 in the Technical Specification for Concrete Structures of Tall Buildings（JGJ 3-2010）. The minimum shear-weight ratio was 5.7%， which was 3.28% higher than the requirements of Code for theSeismic Design of Buildings（GB/T 50011-2010）. The minimum stiffness-to-weight ratio was 14.6， far exceeding the limit of 1.4 in JGJ 3-2010. The ratios of the anti-overturning moment to the overturning moment under frequent earthquakes in the X and Y directions were 4.17 and 3.79， respectively， and the zero-stress area was 0%. It is obvious that all performance indicators of the project met the specification requirements under frequent earthquakes. According to the performance objectives for fortification earthquakes， the key components of the project need to meet the requirements of flexural elasticity and shear elasticity under fortification earthquakes. Steel-reinforced concrete columns were adopted for shear wall corner columns and frame columns to achieve the performance objectives of shear resistance and flexural elasticity. Diagonal crossed rebars were provided in the coupling beam of the shear wall to achieve the performance goal of shear non-yielding. The stress ratio of the upper steel structure under fortification earthquakes was less than 0.8， meeting the performance objective of elasticity under fortification earthquakes. A fortification earthquake analysis was performed on the upper steel structure， the bearing reactions were extracted， and the results were used to guide the bearing design. The upper and lower chords of the upper steel structure were directly connected to the cross-section steel embedded in the steel-reinforced concrete column at the support， thus ensuring that loads from the upper steel structure were effectively transferred to the lower steel-reinforced concrete structure. SAUSAGE software was used for elastoplastic analysis under rare earthquakes in this project. The results showed that the seismic shear forces in the X and Y directions of the structure under rare earthquakes were approximately 2.3 times those under frequent earthquakes， and the overall energy dissipation capacity of the structure was better under rare earthquake elastoplastic conditions. The maximum elastoplastic inter-story drift ratios of the structure were 1/166 in the X direction and 1/204 in the Y direction， both of which were less than the limit of 1/100 in JGJ 3-2010. The bottom shear wall was slightly damaged， the coupling beam was slightly damaged， most of the upper shear wall was slightly damaged， some were moderately or severely damaged， and the coupling beam was moderately damaged. Obviously， the coupling beam was damaged before the shear wall， and the damage degree of the lower wall was lower than that of the upper wall， indicating that the layout of the shear wall was reasonable. The heavily damaged upper shear wall was reinforced with steel plates. For the space truss， the buckling analysis focuses not on its stability safety factor， but on identifying relatively weak parts and strengthening them based on the buckling mode. The buckling analysis results of the upper steel structure indicated that the first three buckling modes were local buckling， corresponding to the buckling failure of the arms and the head， respectively. The weak sections therefore required strengthening. This project employed the method of pouring a concrete layer between the steel structure and the suspended steel structure to improve the overall stiffness of the head and arm assembly. This method not only achieved the purpose of reinforcement but also provided anti-corrosion protection measures for the steel structure.To prevent damage to the connections of the external hanging stone during an earthquake and avoid the casualties caused by the falling of stones， a shaking table test was carried out on the connection performance of individual stone panels. The test results demonstrated that the connection between the stone and the main structure can withstand frequent， fortification， and rare earthquakes.
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