同济大学：《高层建筑结构》课程教学资源（参考资料）SHAKING TABLE TEST LAB - MODEL TEST ON SHANGHAI WORLD FINANCIAL CENTER TOWER

TALL BUILDINGS ASSIGNMENT NO.2 SHAKING TABLE TEST LAB-MODEL TEST ON SHANGHAI WORLD FINANCIAL CENTER TOWER Century Boulevard,Pudong New Area Shanghai SH China Status built Building Uses Construction Dates mixed use 199 useum Basement Floors 377 m ooms 300 ing garage ctural Types hrise Mat -concrete,reinforced Value Source/Con 1614 ent Website&Wikipedia Top floor 1555 ft Wikipedia Observation 1549 deck DESCRIPTION OF THE SHAKING TABLE TEST The earthquake-shaking table is used to test the response of structures in order to verify their seismic performance,and it is a device for shaking structural models or building components with a wide range of simulated ground motions,including reproductions of recorded earthquakes time-histories.Modern tables usually consist of a rectangular platform that can recreate up to six degrees of freedom movements.Test specimens are fixed to the platform and shaken,often to the point of failure,and by using data from transducers,it is possible to interpret the dynamic behaviour of the specimen. The Shaking Table Testing Division in Tongji University was established in early 1975. In 1983,a two-dimensional earthquake simulation testing system was imported from the States.In 1991,the system was upgraded to a three-dimensional system with six- degree of freedom.In June 1991,the State Key Laboratory for Disaster Reduction in

GIROLOMINI MATTIA TALL BUILDINGS ASSIGNMENT NO. 2 1436376 SHAKING TABLE TEST LAB - MODEL TEST ON SHANGHAI WORLD FINANCIAL CENTER TOWER DESCRIPTION OF THE SHAKING TABLE TEST The earthquake-shaking table is used to test the response of structures in order to verify their seismic performance, and it is a device for shaking structural models or building components with a wide range of simulated ground motions, including reproductions of recorded earthquakes time-histories. Modern tables usually consist of a rectangular platform that can recreate up to six degrees of freedom movements. Test specimens are fixed to the platform and shaken, often to the point of failure, and by using data from transducers, it is possible to interpret the dynamic behaviour of the specimen. The Shaking Table Testing Division in Tongji University was established in early 1975. In 1983, a two-dimensional earthquake simulation testing system was imported from the States. In 1991, the system was upgraded to a three-dimensional system with six￾degree of freedom. In June 1991, the State Key Laboratory for Disaster Reduction in

TALL BUILDINGS ASSIGNMENT NO.2 Civil Engineering was assessed as an opening laboratory towards domestic and abroad. In 1997,State Key Laboratory for Disaster Reduction in Civil Engineering was evaluated as one of the top ten Key Laboratories in China. A number of major earthquake-test research projects has been completed,such as the shaking table tests,calculation and analysis,connection model testing and in-site measuring of the Shanghai World Financial Centre,Shanghai Shimao International Plaza,Guangzhou natural Centre,LG Beijing Building and so on.The number of high- rise building model testing projects is now coming up to 40. The lab is furnished with the following testing equipment: 。Shaking table test ·Pseudo-static test; Pseudo-dynamic test; Test on structural fatigue behaviour; Static test on important structural system: Detecting on dynamic behaviour of structures Inspection of construction quality; Structural health monitoring. SHAKING TABLE MODEL TEST ON SHANGHAI WORLD FINANCIAL CENTRE TOWER DESCRIPTION OF THE STRUCTURE This megastructure is a 101-storey is a mixed-use skyscraper with height of 492m, located in Lujiazui Financial and Trade district,Shanghai,China. The structure is diagonally symmetrical with a square base plan of 57.95 mx57.95 m

GIROLOMINI MATTIA TALL BUILDINGS ASSIGNMENT NO. 2 1436376 Civil Engineering was assessed as an opening laboratory towards domestic and abroad. In 1997, State Key Laboratory for Disaster Reduction in Civil Engineering was evaluated as one of the top ten Key Laboratories in China. A number of major earthquake-test research projects has been completed, such as the shaking table tests, calculation and analysis, connection model testing and in-site measuring of the Shanghai World Financial Centre, Shanghai Shimao International Plaza, Guangzhou natural Centre, LG Beijing Building and so on. The number of high￾rise building model testing projects is now coming up to 40. The lab is furnished with the following testing equipment:  Shaking table test;  Pseudo-static test;  Pseudo-dynamic test;  Test on structural fatigue behaviour;  Static test on important structural system;  Detecting on dynamic behaviour of structures;  Inspection of construction quality;  Structural health monitoring. SHAKING TABLE MODEL TEST ON SHANGHAI WORLD FINANCIAL CENTRE TOWER DESCRIPTION OF THE STRUCTURE This megastructure is a 101-storey is a mixed-use skyscraper with height of 492m, located in Lujiazui Financial and Trade district, Shanghai, China. The structure is diagonally symmetrical with a square base plan of 57.95 m×57.95 m

CHOOMINI MATTA TALL BUILDINGS ASSIGNMENT NO.2 The features of the structural layout are illustrated as follows Three parallel structural systems,consisting in: 0 The mega-frame structure consisting in mega-columns,mega-diagonals,and belt trusses: o The reinforced concrete and braced steel services core: o The outrigger trusses,giving the interactions between the services core and the mega-structure columns,and combined together to resist to the vertical and lateral loads .Perimeter concrete wall located at the first five floors,and mega-columns positioned at the corners: Some stiffened stories a are regularly spaced throughout the height of the building o One-storey high belt-trusses and core transfer trusses are placed at each 12- storey intervals; o Three 3-storey high outrigger trusses spanning between the mega-structure columns and the corners of the concrete services core are distributed along the height.They are regularly distributed to connect the mega-frame structure with the services core.Due to the constraints imposed by the architecture,the outrigger trusses are connected to the embedded core perimeter trusses and the mega-columns at two ends; The mega-diagonals,extending to the top ofthe tower,are used to create a very stiff three-dimensional braced frame.These mega-diagonal members consist of concrete-filled built-up steel box sections.The single-diagonal system is selected for a more desirable interior space and a more aesthetically pleasing exterior facade. mega-column A outrigger truss mega-diagonal n E mega-colu ega-column A

GIROLOMINI MATTIA TALL BUILDINGS ASSIGNMENT NO. 2 1436376 The features of the structural layout are illustrated as follows:  Three parallel structural systems, consisting in: o The mega-frame structure consisting in mega-columns, mega-diagonals, and belt trusses; o The reinforced concrete and braced steel services core; o The outrigger trusses, giving the interactions between the services core and the mega-structure columns, and combined together to resist to the vertical and lateral loads;  Perimeter concrete wall located at the first five floors, and mega-columns positioned at the corners;  Some stiffened stories are regularly spaced throughout the height of the building: o One-storey high belt-trusses and core transfer trusses are placed at each 12- storey intervals; o Three 3-storey high outrigger trusses spanning between the mega-structure columns and the corners of the concrete services core are distributed along the height. They are regularly distributed to connect the mega-frame structure with the services core. Due to the constraints imposed by the architecture, the outrigger trusses are connected to the embedded core perimeter trusses and the mega-columns at two ends;  The mega-diagonals, extending to the top of the tower, are used to create a very stiff three-dimensional braced frame. These mega-diagonal members consist of concrete-filled built-up steel box sections.The single-diagonal system is selected for a more desirable interior space and a more aesthetically pleasing exterior facade

TALL BUILDINGS ASSIGNMENT NO.2 DESCRIPTION OF THE MODEL The model has been designed by scaling down the geometric and material properties from prototype structure.Steel structural elements were modelled with copper plates,and those of reinforced concrete elements were modelled with fine-aggregate concrete with fine wires.Since the dynamic behaviour of a structure is fully described by means of three basic quantities. only three independent parameters can be selected when designing a model.Considering the capacity and the size of the shaking table used at Tongji University,the dimension scaling parameter is chosen as 1/50. To ensure an effective transmission of the table motion to the base of the test structure,the model base plate was mounted on the shaking table through bolt connections.The instrumentation is organized so that both overall and local responses of interest could be measured,including accelerations measured by accelerometers,displacements measured by LVDTs and strains measured by strain gauges.A total amount of 40 accelerometers is placed at floor levels all along the height. The soil condition is finally one of the most important factors to determine the earthquake inputs for dynamic test.Considering the spectral density properties of the site soil,El Centro wave(1940) and San Fernando(1971)wave were selected. TEST RESULTS The test model survived from frequent intensity 7 to rare intensity 7 without visible damage.Major damages eventually occurred and propagated under rarely-occurred earthquake intensity 8.The main failure patterns under rare intensity 8 are described as follows: A large amount of concrete on Mega-Column A between the 5th and the 7th floor erushed,and reinforcing wires in exposed in the same area Concrete on Mega-Column B crushed severely between the 5th and the 7th floor; .Major cracks spread at the top of the 12th on Mega-Column B: Fine cracks occurred horizontally both on Mega-Column A and Mega-Column B at the top and the bottom of the 12th and the 18thfloor, The perimeter steel columns buckled at the levels of the 6th and the 7th floor

GIROLOMINI MATTIA TALL BUILDINGS ASSIGNMENT NO. 2 1436376 DESCRIPTION OF THE MODEL The model has been designed by scaling down the geometric and material properties from prototype structure. Steel structural elements were modelled with copper plates, and those of reinforced concrete elements were modelled with fine-aggregate concrete with fine wires. Since the dynamic behaviour of a structure is fully described by means of three basic quantities, only three independent parameters can be selected when designing a model. Considering the capacity and the size of the shaking table used at Tongji University, the dimension scaling parameter is chosen as 1/50. To ensure an effective transmission of the table motion to the base of the test structure, the model base plate was mounted on the shaking table through bolt connections. The instrumentation is organized so that both overall and local responses of interest could be measured, including accelerations measured by accelerometers, displacements measured by LVDTs and strains measured by strain gauges. A total amount of 40 accelerometers is placed at floor levels all along the height. The soil condition is finally one of the most important factors to determine the earthquake inputs for dynamic test. Considering the spectral density properties of the site soil, El Centro wave (1940) and San Fernando (1971) wave were selected. TEST RESULTS The test model survived from frequent intensity 7 to rare intensity 7 without visible damage. Major damages eventually occurred and propagated under rarely-occurred earthquake intensity 8. The main failure patterns under rare intensity 8 are described as follows:  A large amount of concrete on Mega-Column A between the 5th and the 7th floor crushed, and reinforcing wires in concrete column exposed in the same area;  Concrete on Mega-Column B crushed severely between the 5th and the 7th floor;  Major cracks spread at the top of the 12th on Mega-Column B;  Fine cracks occurred horizontally both on Mega-Column A and Mega-Column B at the top and the bottom of the 12th and the 18th floor;  The perimeter steel columns buckled at the levels of the 6th and the 7 th floor

TALL BUILDINGS ASSIGNMENT NO.2 Given that,the following conclusions can be taken from the test results: .The model test results indicate that the structure is able to withstand frequent occurred,basic intensity and rarely-occurred earthquakes of intensity 7 without sever damage.The structural system in this building demonstrates good quality in resisting earthquakes; The structure remains in elastic range after being subjected to earthquake waves of frequent phase.The ratio of total displacement/height in the X direction is 1/1522, and the one in Y direction is 1/1578.The maximum inter-story drift in X and Y direction are 1/539 and 1/707,respectively,which are less than the allowable drift given by the Codes: After the rarely-occurred earthquake of intensity 7,some visible cracks occur and the natural frequencies and equivalent rigidities decrease apparently.The ratio of total displacement/height in direction X is 1/266,and that in direction Y is 1/261 The ratio of maximum inter-storey drift in direction X and Y are 1/127 and 1/151 respectively,which are smaller than the allowable value according with the Codes

GIROLOMINI MATTIA TALL BUILDINGS ASSIGNMENT NO. 2 1436376 Given that, the following conclusions can be taken from the test results:  The model test results indicate that the structure is able to withstand frequent occurred, basic intensity and rarely-occurred earthquakes of intensity 7 without sever damage. The structural system in this building demonstrates good quality in resisting earthquakes;  The structure remains in elastic range after being subjected to earthquake waves of frequent phase. The ratio of total displacement/height in the X direction is 1/1522, and the one in Y direction is 1/1578. The maximum inter-story drift in X and Y direction are 1/539 and 1/707, respectively, which are less than the allowable drift given by the Codes;  After the rarely-occurred earthquake of intensity 7, some visible cracks occur and the natural frequencies and equivalent rigidities decrease apparently. The ratio of total displacement/height in direction X is 1/266, and that in direction Y is 1/261. The ratio of maximum inter-storey drift in direction X and Y are 1/127 and 1/151, respectively, which are smaller than the allowable value according with the Codes

TALL BUILDINGS ASSIGNMENT NO.2 Under rarely-occurred earthquake of intensity 8,concrete crushes in mega-columns at the 6th floor,and the perimeter steel columns buckle at the same floor level.These damages indicate that the transfer of deformation at the 6th floor is weaker than the others.Design measures to increase the ductility and strength of walls and columns at the 6th floor are needed to avoid extensive deformations

GIROLOMINI MATTIA TALL BUILDINGS ASSIGNMENT NO. 2 1436376  Under rarely-occurred earthquake of intensity 8, concrete crushes in mega-columns at the 6th floor, and the perimeter steel columns buckle at the same floor level. These damages indicate that the transfer of deformation at the 6th floor is weaker than the others. Design measures to increase the ductility and strength of walls and columns at the 6th floor are needed to avoid extensive deformations