[香港OVE]央视新址建筑结构超限设计可行性报告.pdf

中国中央电视台 China Central Television Ltd.中国中央电视台新台址中国中央电视台新台址中国中央电视台新台址中国中央电视台新台址 China Central Television New Headquarter 建筑结构超限设计可行性报告Feasibility Study for Building Structure Exceeding Code Limited CCTV Tower DRAFT 1 草稿草稿草稿草稿 1 中国中央电视台 China Central Television Ltd.中国中央电视台新台址中国中央电视台新台址中国中央电视台新台址中国中央电视台新台址 China Central Television New Headquarter 建筑结构超限设计可行性报告 Feasibility Study for Building Structure Exceeding Code Limited CCTV Tower May 2003 Ove Arup&Partners Hong Kong Ltd Level 5,Festival Walk,80 Tat Chee Avenue,Kowloon Tong,Kowloon,Hong Kong Tel+852 2528 3031 Fax+852 22683945 Job number 23688 中国中央电视台 China Central Television Ltd.中国中央电视台新台址 China Central Television New Headquarter建筑结构超限设计可行性报告 Feasibility Study for Building Structure Exceeding Code Limited Z:23000236884 INTERNAL PROJECT DATA11 SUBMISSIONS02 EXPERT PANEL SUBMISSIONFIRST REVIEWEPR_REPORT1_FROM_HKEPR 01_FINAL DRAFT 03-05-15.DOC Ove Arup&Partners Hong Kong LtdDraft 1 14 May 2003 目录目录目录目录 页数 1.引言引言引言引言 1 1.1 项目概况 1 2.设计规设计规设计规设计规范范范范 2 3.材料材料材料材料 3 3.1 混凝土 3 3.2 钢筋 3 3.3 钢材 3 4.荷荷荷荷载载载载 5 4.1 建筑设计分类 5 4.2 楼面荷载 5 4.3 风荷载 5 4.4 雪荷载 6 4.5 地震荷载 6 4.6 设计荷载组合 9 5.场场场场地工程地地工程地地工程地地工程地质条质条质条质条件件件件(参参参参考初步工地勘察考初步工地勘察考初步工地勘察考初步工地勘察报报报报告告告告)11 5.1 地形地貌 11 5.2 地层构成 11 5.3 水文地质条件 11 5.4 场地抗震性能 11 5.5 场区地层分布情况 11 6.基基基基础础础础 13 6.1 地基承载力特征值与土的压缩模量 13 6.2 灌注桩极限阻力标准值 14 7.结结结结构系构系构系构系统统统统 15 7.1 描述 15 7.2 侧向支撑稳定系统 16 7.3 楼盖系统 16 7.4 地基系统 17 8.与与与与规规规规范要求的比范要求的比范要求的比范要求的比较较较较 18 8.1 平面不规则 18 8.2 竖向不规则 20 9.弹弹弹弹性分析性分析性分析性分析 23 9.1 分析模型 23 9.2 分析结果 24 9.3 弹性分析结论 33 10.基基基基础础础础研究研究研究研究 34 10.1 介绍 34 10.2 概述 34 10.3 分析 35 10.4 设计包络 38 11.非非非非线线线线性地震反性地震反性地震反性地震反应应应应分析与分析与分析与分析与结结结结构抗震性能构抗震性能构抗震性能构抗震性能评评评评价价价价 40 11.1 目的 40 11.2 方法、步骤与参考文件 40 11.3 结构非线性地震反应分析模型 41 11.4 地震输入 48 11.5 非线性静力分析 49 11.6 非线性动力时程分析 54 11.7 初步结论 59 12.下一下一下一下一阶阶阶阶段工作的建段工作的建段工作的建段工作的建议议议议 60 12.1 对斜撑进行重新归化布置 60 12.2 结构构件的非线性模拟 60 12.3 非线性静力推覆分析 60 12.4 非线性动力时程分析 60 12.5 应用场地地震记录与场地反应谱 60 12.6 更有效地耗能机制 61 中国中央电视台 China Central Television Ltd.中国中央电视台新台址 China Central Television New Headquarter建筑结构超限设计可行性报告 Feasibility Study for Building Structure Exceeding Code Limited Z:23000236884 INTERNAL PROJECT DATA11 SUBMISSIONS02 EXPERT PANEL SUBMISSIONFIRST REVIEWEPR_REPORT1_FROM_HKEPR 01_FINAL DRAFT 03-05-15.DOC Ove Arup&Partners Hong Kong LtdDraft 1 14 May 2003 CONTENTS Page 1.INTRODUCTION 1 1.1 Outline of the Project 1 2.DESIGN STANDARDS 2 3.MATERIAL DATA 3 3.1 Concrete 3 3.2 Reinforcement 3 3.3 Structural Steel 3 4.LOADS 5 4.1 Building Classification Details 5 4.2 Floor Loads 5 4.3 Wind Loads 5 4.4 Snow Loads 6 4.5 Earthquake Loads 6 4.6 Design Load Combination 9 5.GROUND CONDITION(WITH REFERENCE TO THE PRELIMINARY SI REPORT)11 5.1 Topography 11 5.2 Geology 11 5.3 Hydrology 11 5.4 Earthquake 11 5.5 Stratigraphy 11 6.FOUNDATION 13 6.1 Characteristic values of subsoil bearing capacity and compression modulus of soils 13 6.2 Standard values of shaft friction and tip resistance of subsoil for bored piles 14 7.STRUCTURAL SYSTEM 15 7.1 Description 15 7.2 Lateral Stability System 16 7.3 Floor Systems 16 7.4 Foundation System 17 8.COMPARSION WITH STANDARD CODE REQUIREMENTS 18 8.1 Plan Irregularity 18 8.2 Vertical Irregularity 20 9.ELASTIC ANALYSIS 23 9.1 Analysis Model 23 9.2 Analyses Results 24 9.3 Conclusions of Elastic Analysis 33 10.FOUNDATION STUDY 34 10.1 Introduction 34 10.2 General 34 10.3 Analyses 35 10.4 Design Envelopes 38 11.NON-LINEAR SEISMIC RESPONSE ANALYSIS AND SEISMIC PERFORMANCE EVALUATION 40 11.1 Objectives 40 11.2 Methodology,Design Procedure and Reference Documents 40 11.3 Non-linear Structural Model for Seismic Response Analysis 41 11.4 Earthquake Input 48 11.5 Non-linear Static Pushover Analysis 49 11.6 Non-linear Dynamic Time History Analysis 54 11.7 Preliminary Conclusions 59 12.FURTHER WORK 60 12.1 Re-evaluation of the bracing arrangements 60 12.2 Non-linear modelling of components 60 12.3 Non-linear pushover analysis 60 12.4 Non-linear dynamic time history analysis 60 12.5 Site specific time history data 60 12.6 More effective energy dissipation 61 中国中央电视台 China Central Television Ltd.中国中央电视台新台址 China Central Television New Headquarter建筑结构超限设计可行性报告 Feasibility Study for Building Structure Exceeding Code Limited Z:23000236884 INTERNAL PROJECT DATA11 SUBMISSIONS02 EXPERT PANEL SUBMISSIONFIRST REVIEWEPR_REPORT1_FROM_HKEPR 01_FINAL DRAFT 03-05-15.DOC Page 1 Ove Arup&Partners Hong Kong LtdDraft 1 14 May 2003 1.引言引言引言引言 荷兰大都会建筑事务所/奥雅纳工程顾问/华东建筑设计研究院有限公司(ECADI)受甲方中国中央电视台委任为中央电视台新台址提供顾问服务。奥雅纳工程顾问将负责两座主塔楼的结构设计至扩初阶段。ECADI 为国内设计单位，在前阶段提供建议，在扩初阶段后负责施工图。1.1 项目概况项目概况项目概况项目概况 新台址建设工程位于北京市朝阳区东三环中路 32 号（原为北京市汽车摩托车联合制造公司光华路厂址），地处东三环路以东、光华路以北、朝阳路以南，在北京市中央商务区（CBD）规划范围内。中央电视台新台址用地面积总计 187,000 平方米，总建筑面积约 55 万平方米，最高建筑约 230米，工程建筑安装总投资约 50亿元人民币（约计 6亿美元）。中央电视台新台址工程包括：(1)一幢 230米高的中央大楼(2)一幢 150米高的电视文化中心(3)一幢警卫楼(4)一幢多媒体外景地 各楼于地下室车库连为一体通。1.INTRODUCTION Office for Metropolitan Architecture(OMA)/Arup Group/ECADI were appointed by China Central Television as the consultant team to design the new CCTV headquarter.Arup will be responsible to the design of two main towers to Extended Preliminary Stage.ECADI will act as the China Local Design Institution,before the EPD stage to provide advice on design,and responsible for the construction drawings after the EPD.1.1 Outline of the Project The new CCTV development is located in the Central Business District(CBD)Beijing,No.23 of East Third Ring Road,East Chao Yang Qu(Originally the Beijing Jeep Factory).The site is on the East side of the East Third Ring Road,North of Guang Hua Road and south of Chao Yang Road.The new CCTV development comprises of 187,000m site area,which provides a total of 550,000 m GFA.The tallest tower would be around 230m high and the estimated construction cost would be around 500M RMB(or 60M US).The development includes:(1)a 230m tall CCTV main Tower(2)a 150m tall TVCC tower(3)a Security Building(4)an open area for external feature.All areas will be linked by a underground car parking basement.中国中央电视台 China Central Television Ltd.中国中央电视台新台址 China Central Television New Headquarter建筑结构超限设计可行性报告 Feasibility Study for Building Structure Exceeding Code Limited Z:23000236884 INTERNAL PROJECT DATA11 SUBMISSIONS02 EXPERT PANEL SUBMISSIONFIRST REVIEWEPR_REPORT1_FROM_HKEPR 01_FINAL DRAFT 03-05-15.DOC Page 2 Ove Arup&Partners Hong Kong LtdDraft 1 14 May 2003 2.设计规范设计规范设计规范设计规范 本发展项目将按中国国家已颁布之各规范及北京地方规范进行设计，幷同时参考规范修改送审稿，具体如下：(1)建筑结构设计术语和符号标准 GB/T50083-97(2)建筑抗震设防分类标准 GB50223-95(3)工程结构设计基本术语和通用符号 GBJ132-90(4)建筑结构可靠度设计统一标准 GB 50068-2001(5)建筑结构荷载规范 GB50009-2001(6)建筑抗震设计规范 GB50011-2001(7)混凝土结构设计规范 GBJ50010-2002(8)钢结构设计规范 GBJ17-88(9)高层民用建筑钢结构技术规程 JGJ99-98(10)高层建筑箱形与筏形基础技术规范 JGJ6-99(11)建筑桩基技术规范 JGJ94-94(12)北京地区建筑地基基础勘察设计规范 DBJ01-501-92(13)高层建筑混凝土结构技术规程 JGJ3-2002(14)人民防空地下室设计规范 GB 50038-94(15)地下工程防水技术规范 GB 50108-2001(16)建筑地基基础设计规范 GB50007-2002(17)型钢混凝土组合结构技术规程 JGJ138-2001 如结构设计部分不包括在中国国家规范之内，则参考(1)美国 国际建筑规范 IBC-2000(2)美国 统一建筑规范 UBC-1997(3)欧洲规范 8 Eurcode 8(4)美国 房屋抗震加固设计标准及注释 FEMA356(5)NEHRP新建建筑及结构抗震设防条例建议 NEHRP 1997 2.DESIGN STANDARDS The design of the proposed development will comply the following current code of practices in China:(1)General definitions&symbols Architectural Design GB/T50083-97(2)Standard for classification of seismic protection of Buildings GB50223-95(3)General definitions&symbols Structural Design GBJ132-90(4)Unified Standard for Reliability Design of Building Structures GB 50068-2001(5)Load Code for the Design of Building Structures GB50009-2001(6)Code for Seismic Design of Buildings GB50011-2001(7)Code for Design of Concrete Structures GBJ50010-2002(8)Code for Design of Steel Structures GBJ17-88(9)Technical Specification for Steel Structure of Tall Buildings JGJ99-98(10)Technical Specification for Box and Raft Foundation JGJ6-99 for Tall Buildings(11)Specification for Pile Foundation of Buildings JGJ94-94(12)Beijing Standard Specifications for Foundation Design DBJ01-501-92(13)Technical Specification for Tall Reinforced Concrete Buildings JGJ3-2002(14)Specification for Civil Defence Basements GB 50038-94(15)Technical Code for Waterproofing of Underground Works GB 50108-2001(16)Code for Design of Building Foundation GB50007-2002(17)Technical Specification for Steel Reinforced JGJ138-2001 Concrete Composite Structures In case where elements are not covered by Chinese Standard,reference to the following standard would be made.(1)US International Building Code IBC-2000(2)US Uniform Building Code UBC-1997(3)Eurcode 8 Eurcode 8(4)Prestand and Commentary for the Seismic Rehabilitation of FEMA356 Buildings(5)NEHRP Recommended Provisions for Seismic Regulation NEHRP 1997 for New Buildings and other Structures 中国中央电视台 China Central Television Ltd.中国中央电视台新台址 China Central Television New Headquarter建筑结构超限设计可行性报告 Feasibility Study for Building Structure Exceeding Code Limited Z:23000236884 INTERNAL PROJECT DATA11 SUBMISSIONS02 EXPERT PANEL SUBMISSIONFIRST REVIEWEPR_REPORT1_FROM_HKEPR 01_FINAL DRAFT 03-05-15.DOC Page 3 Ove Arup&Partners Hong Kong LtdDraft 1 14 May 2003 3.材料材料材料材料 3.1 混凝土混凝土混凝土混凝土 结构构件所选用之混凝土将不少于 C30，按 GB50010-2002材料参数如下：设计值(N/mm2)强度种类 标准值 fck(N/mm2)fc ft 弹性模量 Ec(N/mm2)C30 20.1 14.3 1.43 3.00 x 104 C35 23.4 16.7 1.57 3.15 x 104 C40 26.8 19.1 1.71 3.25 x 104 C45 29.6 21.1 1.80 3.35 x 104 C50 32.4 23.1 1.89 3.45 x 104 C60 38.5 27.5 2.04 3.6 x 104 3.2 钢筋钢筋钢筋钢筋 钢筋(国产)材料应符合中国规定 GB50010-2002 钢筋种类 符号 直径(mm)标准值，fyk(N/mm2)设计值，fy，fy(N/mm2)弹性模量，Es(N/mm2)HPB 235 820 235 210/210 2.1x105 HRB335 650 335 300/300 2.0 x105 HRB400 650 400 360/360 2.0 x105 3.3 钢材钢材钢材钢材 结构用钢材将采用中国之标准钢材，其设计值如下：3.3.1 钢材的物理性能指针钢材的物理性能指针钢材的物理性能指针钢材的物理性能指针 弹性模量 E(N/mm2)剪变模量 G(N/mm2)线膨胀系数 （以每C计）质量密度 （kg/m3）206103 79103 1210-6 7850 3.MATERIAL DATA 3.1 Concrete Grade of concrete for structural components must not less than C30,according to GB50010-2002 the design parameters are as follows:Design Value Concrete Grade Standard Value fck (N/mm)fc (N/mm)ft (N/mm2)Youngs Modulus Ec (N/mm)C30 20.1 14.3 1.43 3.00 x 104 C35 23.4 16.7 1.57 3.15 x 104 C40 26.8 19.1 1.71 3.25 x 104 C45 29.6 21.1 1.80 3.35 x 104 C50 32.4 23.1 1.89 3.45 x 104 C60 38.5 27.5 2.04 3.6 x 104 3.2 Reinforcement All reinforcement complies with Chinese Standard GB50010-2002 Type Symbol dia(mm)Standard Value，fyk(N/mm2)Design Value，fy，fy(N/mm2)Youngs Modulus，Es(N/mm2)HPB 235 820 235 210/210 2.1x105 HRB335 636 335 300/300 2.0 x105 HRB400 650 400 360/360 2.0 x105 3.3 Structural Steel Typically structural steel would be Chinese Standard with the mechanical properties as follow:3.3.1 Mechanical Properties for Structural Steel Elastic Modulus E(N/mm2)Shear Modulus G(N/mm2)Coefficient for thermal expansion （C）Density （kg/m3）206103 79103 1210 6 7850 中国中央电视台 China Central Television Ltd.中国中央电视台新台址 China Central Television New Headquarter建筑结构超限设计可行性报告 Feasibility Study for Building Structure Exceeding Code Limited Z:23000236884 INTERNAL PROJECT DATA11 SUBMISSIONS02 EXPERT PANEL SUBMISSIONFIRST REVIEWEPR_REPORT1_FROM_HKEPR 01_FINAL DRAFT 03-05-15.DOC Page 4 Ove Arup&Partners Hong Kong LtdDraft 1 14 May 2003 3.3.2 钢材强度设计值钢材强度设计值钢材强度设计值钢材强度设计值(N/mm2)钢 材 牌 号 厚度或直径(mm)抗拉、抗压 和抗弯 f 抗 剪 fv 端面承压（刨平顶紧）fce 16 215 125 320 1640 205 120 320 4060 200 115 320 Q235钢 60100 190 110 320 16 310 180 400 1635 295 170 400 3550 265 155 400 Q345钢 50100 250 145 400 16 350 205 415 1635 335 190 415 3550 315 180 415 Q390钢 50100 295 170 415 16 380 220 440 1635 360 210 440 3550 340 195 440 Q420钢 50100 325 185 440 3.3.3 型钢钢号型钢钢号型钢钢号型钢钢号 所有热轧型钢按 GB/T 11263-1998 3.3.2 Structural Steel Design Strength(N/mm2)Steel Grade Thickness or Diameter(mm)Tensile,Compressive and Bending f Shear fv Bearing（Flat Comfort Surface）fce 16 215 125 320 1640 205 120 320 4060 200 115 320 Q235 60100 190 110 320 16 310 180 400 1635 295 170 400 3550 265 155 400 Q345 50100 250 145 400 16 350 205 415 1635 335 190 415 3550 315 180 415 Q390 50100 295 170 415 16 380 220 440 1635 360 210 440 3550 340 195 440 Q420 50100 325 185 440 3.3.3 Steel Sections For rolled steel sections,follow GB/T 11263-1998.中国中央电视台 China Central Television Ltd.中国中央电视台新台址 China Central Television New Headquarter建筑结构超限设计可行性报告 Feasibility Study for Building Structure Exceeding Code Limited Z:23000236884 INTERNAL PROJECT DATA11 SUBMISSIONS02 EXPERT PANEL SUBMISSIONFIRST REVIEWEPR_REPORT1_FROM_HKEPR 01_FINAL DRAFT 03-05-15.DOC Page 5 Ove Arup&Partners Hong Kong LtdDraft 1 14 May 2003 4.荷载荷载荷载荷载 4.1 建筑设计分类建筑设计分类建筑设计分类建筑设计分类 中央电视台主楼 建筑结构安全等级 一级 结构重要性系数 1.1 结构设计使用年限 50年 建筑类别 乙类 4.2 楼面荷载楼面荷载楼面荷载楼面荷载 按照中国国家规范 GB50009-2001选用下列之荷载标准值。中央主楼面荷载标准值(kN/m2)位置/荷载 活荷载 机电设备及吊顶 找平层 间隔墙 屋面 1.5 5.0 4.8 停机坪 待定 待定 A区办公室 3.0 0.5 1.2 1.0 B区信息中心 1.5 7.5 1.2 1.0 C区设备室 5.0 2.0 1.2 2.5 C区公用房 3.0 0.5 1.2 1.5 C区消防疏散楼梯 3.5 0.5 1.2 机电设备房 1.5 不少于 7.5或实际重量 1.2 避难层 5.0 0.5 1.2 幕墙 1.5 有关演播用房荷载请参考附录中结构设计依据文件。地下室楼面荷载标准值(kN/m2)位置/荷载 活荷载 机电设备 找平层 间隔墙 地面绿化区 4.0 覆土按 20 kN/m3 消防车道/大型车道 35 5.0 停车库 上、落货 20 0.5 2.0 小车 4.0 0.5 1.8 4.3 风荷载风荷载风荷载风荷载 北京市基本风压,按 100 年一遇0为 0.50 kN/m2。风压高度变化系数根据 C 类地面粗糙度采用。4.LOADS 4.1 Building Classification Details CCTV Building Safety Category 1st Class Importance Factor 1.1 Design Working Life 50 years Building Class Grade B 4.2 Floor Loads The following live and superimposed loads based on the Chinese Code GB500009-2001 are used.Standard Loads for CCTV Main Building(kN/m2)Location/Loads Live Load Mechanical&Ceiling Finishes Partitions Roof 1.5 5.0 4.8 Helipad TBC TBC Zone A Office 3.0 0.5 1.2 1.0 Zone B Data Center 1.5 7.5 1.2 1.0 Zone C Equipment Room 5.0 2.0 1.2 2.5 Zone C General Purpose 3.0 0.5 1.3 1.5 Zone C Fire Escape Stair 3.5 0.5 1.2 E&M Room 1.5 min 7.5(or actual)1.2 Refuge Area 5.0 1.2 Facade 1.5 Refer to Appendix:Structural Design Brief for specific studio loads Standard Loads for Basement(kN/m2)Location/Loads Live Load Mechanical&Ceiling Finishes Partitions Landscape Area 4.0 Fill=20 KN/m EVA/HGV Access 35.0 5.0 Car Park 4.0 0.5 2.0 Loading Bay 20.0 0.5 2.0 Private Car 4.0 0.5 1.8 4.3 Wind Loads The basic wind pressure,based on 100 years return period，0 for Beijing area is 0.50KN/m2.For variation of wind pressure based on elevation,degree of ground roughness used is Type C.中国中央电视台 China Central Television Ltd.中国中央电视台新台址 China Central Television New Headquarter建筑结构超限设计可行性报告 Feasibility Study for Building Structure Exceeding Code Limited Z:23000236884 INTERNAL PROJECT DATA11 SUBMISSIONS02 EXPERT PANEL SUBMISSIONFIRST REVIEWEPR_REPORT1_FROM_HKEPR 01_FINAL DRAFT 03-05-15.DOC Page 6 Ove Arup&Partners Hong Kong LtdDraft 1 14 May 2003 4.4 雪荷载雪荷载雪荷载雪荷载 按 100年一遇，雪荷载采用 0.45kN/m2。4.5 地震荷载地震荷载地震荷载地震荷载 地震荷载以国标 GB50011-2001为标准，参考邻近场地地震安全性评估报告的结果：设计等级 地震烈度 50年设计基准期 超越概率 重现周期(年)地面最高加速度 PGA(g)1 2 3 多遇地震 设防烈度 罕遇地震 63.2%10%2%50 475 2475 0.07 0.2 0.4 地震设计参数 抗震设防烈度 8度 设计基本地震加速度=0.2g 建筑场地类别 III类场地，第一组，Tg=0.45s 地震反应谱(按 GB50011-2001，5.1.1条)图 4.1 2条天然时程波 -待定 -待定 人工波-待安评结果 时程分析法中步长不宜大于 0.02秒 阻尼-弹性分析，阻尼比，L=0.02(全钢),=0.05(混凝土)-弹塑性分析，阻尼比，EP=0.05 （JGJ99-98，第五章 37条）在计算高层钢结构多遇地震力时,周期时应乘以 0.9折减系数以考虑非结构构件对刚度的影响 4.4 Snow Loads Based on a return period of 100 years,snow Loads equal to 0.45kN/m2.4.5 Earthquake Loads The data below is based on Chinese Code GB50011-2001 and th