2012/11/22 Chapter 6 Chapter 6 Bu Seismic Design of Structural System and m Grading for Reinforced Concrete 6Selsmic desgn of RCframes Buildings 6.1 Introduction RC structural system Frame structure Structural wall Dualsystem Mega structure 钢混土架买柱楼板配 梁柱节点钢筋连 1
2012/11/22 1 Chapter 6 Seismic Design of Reinforced Concrete Buildings Chapter 6 6.1 Introduction 6.2 Earthquake Damage in Reinforce Concrete Buildings 6.3 Structural System and Seismic Grading for Structures 6.4 Seismic design of RC frames 6.5 Seismic design of RC walls 6.6 Detailing 6.7 Dual system 6.8 Case Study 6.1 Introduction RC structural system Frame structure Structural wall Dual system Mega structure 钢筋混凝土框架 钢筋混凝土框架梁柱楼板配筋 梁柱节点钢筋连接
2012/11/22 梁柱节点钢筋 6.21
2012/11/22 2 梁柱节点钢筋 连接 梁柱节点钢筋 连接 一、现行设计能实现强柱弱梁吗 6.2 Earthquake Damage in Reinforce Concrete Buildings Sources: China Southwest Architecture Design Institute Co., Ltd Con’d 现行设计能实现强柱弱梁吗 Sources: China Southwest Architecture Design Institute Co., Ltd Weak Column
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2012/11/22 3 Con’d 现行设计能实现强柱弱梁吗 Sources: China Southwest Architecture Design Institute Co., Ltd 如何考虑框架、框剪结构中填充墙对整体结构的刚度贡献 Con’d Sources: China Southwest Architecture Design Institute Co., Ltd 如何考虑框架、框剪结构中填充墙对整体结构的刚度贡献 Con’d Sources: China Southwest Architecture Design Institute Co., Ltd 怎样合理设计框架、框剪结构中的填充墙 Con’d Sources: China Southwest Architecture Design Institute Co., Ltd 建议提高竖向构件的最低配筋水准 Con’d Sources: China Southwest Architecture Design Institute Co., Ltd 箍筋设置问题 Damage regarding to stirrups 建筑材料、施工管理问题 Con’d Sources: China Southwest Architecture Design Institute Co., Ltd
2012/11/22 Key lessons from 5.12 earthquake From the earthquake of RC Frames,wo ceg2sesgnorRctane was worse than other ederior an No-dc and bord failres
2012/11/22 4 十六、重视角柱、加腋梁柱的抗震设计 Photo by Prof. Xiong Haibei, 2008.7 Photo by Prof. Xiong Haibei, 2008.7 Photo by Prof. Xiong Haibei, 2008.7 Key lessons from 5.12 earthquake From the earthquake vulnerability of RC Frames, we learnt: • Vulnerability of corner columns was worse than other exterior and interior columns • Column’s failure were more occurred and more severe than beam’s. • All elements must be detailed so that they can respond to strong earthquakes in a ductile mode. • Non-ductile modes such as shear and bond failures must be avoided. • A high degree of structural redundancy should be provided. 6.3 Structural System and Seismic Grading for Structures Conceptual Design for RC frame structures Height Structural System Seismic Fortification Intensity Grading Requirements in Design Configuration Calculation Details
2012/11/22 The appropriate maximum height for R/C buildings(m) Seismic grading for reinforced concrete buildings Table6.1.1inGB50011-2010) (able6.1.2inGB50011-2010) Notes:the heightn()is thevaluelistedn be continued (Table6.1.2inGB50011-2010) 6.4 Seism design of RC frames 5 Earthquake action and responses The Min Value of story shear force Three kinds of Cakulation method Base Shear Method all be qu thcbn0thhartoreoferentareyof
2012/11/22 5 The appropriate maximum height for R/C buildings (m) (Table 6.1.1 in GB50011-2010) Notes: the height in () is the value listed in GB 50011-2008 Structure Types System Seismic Fortification Intensity 6 7 8 (0.2g) 8 (0.3g) 9 Frame System 60 50 (55) 40 (45) 35 24 (25) Frame-Wall System 130 120 100 80 50 Structural Wall System 140 120 100 80 60 Frame supported Wall System 120 100 80 50 N.A Frame- Tube System 150 130 100 90 70 Tube in Tube System 180 150 120 100 80 Slab-Column and Wall System 80(40) 70(35) 55(30) 40 N.A Seismic grading for reinforced concrete buildings (Table 6.1.2 in GB50011-2010) Types of structure Seismic fortification intensity 6 7 8 9 Fram structure Height (m) ≤24 >24 ≤24 >24 ≤24 >24 ≤24 Frames 4th 3rd 3rd 2nd 2nd 1st 1st Large span frames 3rd 2nd 1st 1st WallFrame structure Height (m) ≤60 >60 ≤24 25~60 >60 ≤24 25~60 >60 ≤24 25~60 Frames 4th 3rd 4th 3rd 2nd 3rd 2nd 1st 2nd 1st Structural walls 3rd 3rd 2nd 2nd 1st 1st Structural wall structure Height (m) ≤80 >80 ≤24 25~80 >80 ≤24 25~80 >80 ≤24 25~60 Structural walls 4th 3rd 4th 3rd 2nd 3rd 2nd 1st 2nd 1st be continued Types of structure Seismic fortification intensity 6 7 8 9 Frame - supported wall structure Height (m) ≤80 >80 ≤24 25~ 80 >80 ≤24 25~ 80 Structural walls General 4th 3rd 4th 3rd 2nd 3rd 2nd Strengthening 3rd 2nd 3rd 2nd 1stI 2nd 1st Frames that supporting walls 2nd 2nd 1st 1st Framed-tube structure Frame 3rd 2nd 1st 1st Tube 2nd 2nd 1st 1st Tube in tube structure Exterior tube 3rd 2nd 1st 1st Interior tube 3rd 2nd 1st 1st Slab-columnwall structure Height (m) ≤35 >35 ≤35 >35 ≤35 >35 Columns 3rd 2nd 2nd 2nd 1st Walls 2nd 2nd 2nd 1st 2nd 1st (Table 6.1.2 in GB50011-2010) Seismic design flow chart 6.4 Seismic design of RC frames Earthquake action and responses 22 Three kinds of Calculation method • Base Shear Method • Response Spectrum Method • Time History Analysys Method To get the lateral force to every storey of the building struture, then To get the shear force of every storey of the building struture The Min Value of story shear force Determination of story shear force (GB 50011-2010, 5.2.5) The horizontal seismic shear force at each floor level of structure shall be comply with the requirement of the following equations: n j i Veki Gj 6 7 8 9 Structures with obvious torsion effect or fundermental period is less than 3.5s 0.008 0.016 (0.024) 0.032 (0.048) 0.064 Structures with fundermental period greater than 5s 0.006 0.012 (0.018) 0.024 (0.036) 0.048