[香港OVE]央视新址建筑结构超限设计可行性报告

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 www.arup.com 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Ove Arup & Partners Hong Kong Ltd Draft 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Ove Arup & Partners Hong Kong Ltd Draft 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 1 Ove Arup & Partners Hong Kong Ltd Draft 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 187,000m² site area, which provides a total of 550,000 m² 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 2 Ove Arup & Partners Hong Kong Ltd Draft 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 3 Ove Arup & Partners Hong Kong Ltd Draft 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/mm 2) 强度种类标准值 f ck (N/mm 2) f c f t 弹性模量 E c (N/mm 2 ) C30 20.1 14.3 1.43 3.00 x 10 4 C35 23.4 16.7 1.57 3.15 x 10 4 C40 26.8 19.1 1.71 3.25 x 10 4 C45 29.6 21.1 1.80 3.35 x 10 4 C50 32.4 23.1 1.89 3.45 x 10 4 C60 38.5 27.5 2.04 3.6 x 10 4 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， f yk (N/mm 2 ) 设计值， f y ， f y ’ (N/mm 2 ) 弹性模量， E s (N/mm 2 ) HPB 235 φ 8~20 235 210/ 210 2.1x10 5 HRB335 φ 6~50 335 300/ 300 2.0x10 5 HRB400 6~50 400 360/ 360 2.0x10 5 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/mm 2) 剪变模量 G (N/mm 2) 线膨胀系数 α α α α （以每 ° C 计）质量密度 ρ ρ ρ ρ （ kg/m 3 ） 206 × 10 3 79 × 10 3 12 × 10 - 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 f ck (N/mm²) f c (N/mm²) f t (N/mm 2) Young’s Modulus E c (N/mm²) C30 20.1 14.3 1.43 3.00 x 10 4 C35 23.4 16.7 1.57 3.15 x 10 4 C40 26.8 19.1 1.71 3.25 x 10 4 C45 29.6 21.1 1.80 3.35 x 10 4 C50 32.4 23.1 1.89 3.45 x 10 4 C60 38.5 27.5 2.04 3.6 x 10 4 3.2 Reinforcement All reinforcement complies with Chinese Standard GB50010-2002 Type Symbol dia (mm) Standard Value ， f yk (N/mm 2) Design Value ， f y ， f y ’ (N/mm 2) Young’s Modulus ， E s (N/mm 2) HPB 235 φ 8~20 235 210/ 210 2.1x10 5 HRB335 φ 6~36 335 300/ 300 2.0x10 5 HRB400 6~50 400 360/ 360 2.0x10 5 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/mm 2 ) Shear Modulus G (N/mm 2 ) Coefficient for thermal expansion α α α α （ ° C ） Density ρ ρ ρ ρ （ kg/m 3 ） 206 × 10 3 79 × 10 3 12 × 10 – 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 4 Ove Arup & Partners Hong Kong Ltd Draft 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/mm 2 ) 钢材牌号厚度或直径 (mm) 抗拉、抗压和抗弯 f 抗剪 f v 端面承压（刨平顶紧） f ce ≤ 16 215 125 320 >16 ～ 40 205 120 320 >40 ～ 60 200 115 320 Q235 钢 >60 ～ 100 190 110 320 ≤ 16 310 180 400 >16 ～ 35 295 170 400 >35 ～ 50 265 155 400 Q345 钢 >50 ～ 100 250 145 400 ≤ 16 350 205 415 >16 ～ 35 335 190 415 >35 ～ 50 315 180 415 Q390 钢 >50 ～ 100 295 170 415 ≤ 16 380 220 440 >16 ～ 35 360 210 440 >35 ～ 50 340 195 440 Q420 钢 >50 ～ 100 325 185 440 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/mm 2 ) Steel Grade Thickness or Diameter (mm) Tensile, Compressive and Bending f Shear f v Bearing （ Flat Comfort Surface ） f ce ≤ 16 215 125 320 >16 ～ 40 205 120 320 >40 ～ 60 200 115 320 Q235 >60 ～ 100 190 110 320 ≤ 16 310 180 400 >16 ～ 35 295 170 400 >35 ～ 50 265 155 400 Q345 >50 ～ 100 250 145 400 ≤ 16 350 205 415 >16 ～ 35 335 190 415 >35 ～ 50 315 180 415 Q390 >50 ～ 100 295 170 415 ≤ 16 380 220 440 >16 ～ 35 360 210 440 >35 ～ 50 340 195 440 Q420 >50 ～ 100 325 185 440 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 5 Ove Arup & Partners Hong Kong Ltd Draft 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/m 2) 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/m 2) 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/m 3 – 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 ω 0 为 0.50 kN/m 2 。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 1 st 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/m 2 ) 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/m 2 ) Location/Loads Live Load Mechanical & Ceiling Finishes Partitions Landscape Area 4.0 – Fill = 20 KN/m³ – 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 ， ω 0 for Beijing area is 0.50KN/m 2 . 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 6 Ove Arup & Partners Hong Kong Ltd Draft 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/m 2 。 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，ξ L = 0.02 ( 全钢 ), = 0.05 ( 混凝土 ) - 弹塑性分析，阻尼比，ξ 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/m 2. 4.5 Earthquake Loads The data below is based on Chinese Code GB50011-2001 and the recommendations from the Seismic Hazard Report from adjacent site. Reference Level Earthquake Probability of Occurrence in 50 yr Return Period (yr) Peak Ground Acceleration (g) 1 2 3 Frequent Design Intensity Severe 63.2% 10% 2% 50 475 2475 0.07 0.2 0.4 Specific Seismic Design Parameters • Basic seismic intensity (code) Zone 8 Design ground acceleration = 0.2g • Site type: Type III, Group I, Tg = 0.45s • Response spectrum (According to GB50011-2001, cl 5.1.5)-Figure 4.1 • Real time history curves used for analysis - TBC - TBC • Artificial Time History Curve - Awaiting seismic Hazard Study • For all Time History, time step should not be more than 0.02s. • Damping - For linear analysis, ξ L = 0.02 (Steel), = 0.05 (Concrete) - For nonlinear elasto-plastic analysis, ξ EP = 0.05 (JGJ99-98, cl 5:37) • In calculating the Level 1 seismic force of high-rise steel structures, the Chinese Code requires that the periods should be multiplied by a reduction factor (0.9) to account for the stiffness due to non-structural elements. 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 7 Ove Arup & Partners Hong Kong Ltd Draft 1 14 May 2003 4.5.1 楼层水平地震剪力楼层水平地震剪力楼层水平地震剪力楼层水平地震剪力结构抗震验算时，任一楼层的水平地震剪力应符合下式要求： ¦ = ≥ n i j j Eki G V λ 式中： V Eki —第 i 层对应于水平地震作用标准值的楼层剪力； λ —剪力系数，对于扭转效应明显或基本周期小于 3.5s 的结构取为 0.032 ，对于基本周期大于 5.0s 的结构取为 0.024 ，对于基本周期介于 3.5s 和 5.0s 之间的结构，可插入取值；对竖向不规则结构的薄弱层，尚应乘以 1.15 的增大系数； j G —第 j 层的重力荷载代表值。 Response Sprectum 反應譜反應譜反應譜反應譜 0.00 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16 0.18 0 1 2 3 4 5 6 7 T(s) Horizontal Force Coefficient 水平地震影響系數水平地震影響系數水平地震影響系數水平地震影響系數 ma x 2 α γ η α ̧ ̧ ¹ · ̈ ̈ © § = T T g m ax 2 α η m ax 45 0 α g T 1 0 g T 5 16 0 m ax = α ξ ξ γ 5 5 0 05 0 9 0 + − + = ξ ξ η 7 1 06 0 05 0 1 2 + − + = 8 05 0 02 0 1 ξ η − + = 0 1 ≥ η 55 0 2 ≤ η m ax 1 2 ] 5 ( 2 0 [ α η η α γ g T T − − = Figure 4.1 Response Spectrum 图 4.1 地震影响系数曲线 4.5.1 Horizontal Seismic Story Shear Under seismic load condition, the shear force in each story should satisfy the following: ¦ = ≥ n i j j Eki G V λ where V Eki — The standard horizontal seismic shear force in i th story λ — Shear Force Coefficient, for structures with torsional behaviour or fundamental period less than 3.5s equals to 0.032. For structures with fundamental period larger than 5s use 0.024, for structures with period between 3.5s and 5s, use linear interpolation; for soft story structure with vertical irregularity, a 1.15 factor should also be applied. j G — The standard vertical load in j th story. 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 8 Ove Arup & Partners Hong Kong Ltd Draft 1 14 May 2003 4.5.2 竖向地震作用竖向地震作用竖向地震作用竖向地震作用长悬臂结构及大跨度结构的竖向地震作用标准值，取结构、构件重力荷载代表值之 10% 。参考 JGJ3-2002 第 10.5.2 条对连体结构之要求， CCTV 主楼亦应按下列方程考虑竖向地震作用： v eq v j j i i vi G H G H G F max α ¦ = 式中 F vi = 质点 i 的竖向地震作用标准值 G i , G i = 分别为质点 i 、 j 的等效重力荷载代表 H i , H j = 分别为质点 i 、 j 的计算高度 v max α = 竖向地震影响系数的最大值或 0.65 α max v eq G = 结构等效重力荷载或 0.75 G e 楼层的竖向地震作用效应可按各构件承受的重力荷载代表值比例分配，并宜乘以增大系数 1.5 。 4.5.3 地震的性能目标地震的性能目标地震的性能目标地震的性能目标因中央电视台主楼的外形较为特别，故将以基于性能的设计方法来证明结构系统在罕遇地震下的性能。基于性能的设计方法是通过复杂的非线性动力分析软件对结构进行分析，以证明结构可以达到预定的性能目标。对各结构构件会进行充份的研究以对结构的整体性能得出定性的结论。以下针对中央电视台主楼在不同水平的地震作用下的设计提出了性能指标。这些指标作为设计的目标，代表了结构在相关地震设计等级下的预期抗震性能。 4.5.2 Vertical Seismic Effect The standard load for long cantilever structure and long span structures under vertical seismic effect should be taken as 10%of the standard value of gravity load. With reference to JGJ 3-2002 clause 10.5.2, vertical seismic effects should be considered using the following equation: v eq v j j i i vi G H G H G F max α ¦ = where F vi = Vertical seismic load standard value G i , G i = Vertical load representative value for mass i and j respectively H i , H j = Height of mass i and j respectively v max α = Maximum vertical seismic load coefficient or 0.65 α max v eq G = Structure vertical load representative value or 0.75 G e The vertical seismic load at each storey should be calculated in accordance with the structural vertical load representative value storey, a factor of 1.5 should be applied. 4.5.3 Seismic Performance Objectives Give the atypical nature of the CCTV tower configuration it is proposed that a performance based design (PBD) approach is adopted to justify the structural systems adopted especially under extreme seismic events. The PBD will be based on a first principles justification of the design using complex non-linear dynamic analysis software to demonstrate certain target performance objectives are achieved. Various elements of the design will be studied in substantial detail so that overall statements in terms of buildings qualitative performance can be made. The following general performance objects are proposed for the design of the CCTV tower to the various levels of seismic events. These objectives serve as targets for the design, representing predicted seismic performance with respect to associated earthquake design levels. 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 9 Ove Arup & Partners Hong Kong Ltd Draft 1 14 May 2003 地震烈度 ( 设计等级 ) 1 = 多遇地震 (T = 50 年 ) 2 = 设防烈度 (T = 475 年 ) 3 = 罕遇地震 (T = 2475 年 ) 性能等级没有破坏有破坏但可修补不可倒塌允许层间位移 h/300 h/100 h/50 层间延性 < 1 ( 弹性 ) 有待确定有待确定梁性能弹性有待确定有待确定斜支撑性能弹性有待确定有待确定柱性能弹性有待确定有待确定转换结构的性能弹性弹性弹性于设防烈度及罕遇地震的设计复核中将不考虑风荷载，竖向重力 G e 将视为如下： G e = 恒载 + λ L 活载 + λ s 雪荷载 λ L =0.5( 一般情况 ), 0.8( 藏书室、文件档案部份 ) λ S =0.5 (G e 计算中不考虑顶层的活荷载及活荷载折减 ) 4.5.4 双向水平地震作用的扭转效应，可按下列公式确定：双向水平地震作用的扭转效应，可按下列公式确定：双向水平地震作用的扭转效应，可按下列公式确定：双向水平地震作用的扭转效应，可按下列公式确定： ( ) 2 2 2 2 ) 85 0 ( , ) 85 0 ( max y x y x EK S S S S S + + = 4.6 设计荷载组合设计荷载组合设计荷载组合设计荷载组合 4.6.1 多遇地震多遇地震多遇地震多遇地震 ( 弹性弹性弹性弹性 ) 的构件设计的构件设计的构件设计的构件设计所有结构构件的承载力应按下表要求，按以下的最不利的荷载组合进行设计。结构设计依据文件第 4.4.1 节可作为参考。 Seismic Intensity (Reference Level) 1 = Frequent (T = 50 years) 2 = Design Intensity (T = 475 years) 3 = Severe (T = 2475 years) Qualitative Performance Levels No Damage Repairable Damage No Collapse Allowable Story Drift Ratio h/300 h/100 h/50 Story Ductility < 1 (Elastic) To be determined To be determined Beam Performance Elastic To be determined To be determined Brace Performance Elastic To be determined To be determined Column Performance Elastic To be determined To be determined Transfer Structure Performance Elastic Elastic Elastic In Level 2 and Level 3 design checks, wind load can be ignored and the vertical load, G e taken to be. G e =Dead Load + λ L Live Load + λ s Snow Load λ L =0.5(for general area), 0.8(book store, file storage area) λ S =0.5 (Roof’s Live Load and Live Load reduction cannot apply to G e .) 4.5.4 For torsional effect due to bi-directional horizontal seismic, the following equation can be used: ( ) 2 2 2 2 ) 85 0 ( , ) 85 0 ( max y x y x EK S S S S S + + = 4.6 Design Load Combination 4.6.1 Level 1 (Elastic) Elemental Design The capacity of all structural elements should be designed according to the table below for the worse case load combination given below. Reference should be made to section 4.4.1 of the Structural Design Brief. 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 10 Ove Arup & Partners Hong Kong Ltd Draft 1 14 May 2003 设计荷载分项系数组合恒载 γ G 活载 γ Q1 、γ Q2 水平地震 γ E 竖向地震 γ Ev 风 γ W 1. 恒载 + 活载 ( 恒载控制 ) 1.35 (1.0) 0.98 (0) 1A. 恒载 + 活载 ( 活载控制 ) 1.20 (1.0) 1.40 (0) 2. 恒载 + 活载 + 风 ( 恒载控制 ) 1.35 (1.0) 0.98 (0) ±1.40 2A. 恒载 + 活载 + 风 ( 活载控制 ) 1.20 (1.0) 1.26 (0) ±1.40 3. 恒载 + 风 1.35 (1.0) ±1.40 4. 恒载 + 活载 + 竖向地震 1.20 (1.0) 0.6 (0) * ±1.30 5. 恒载 + 活载 + 风 + 水平地震 1.20 (1.0) 0.6 (0) * ±1.30 ±0.28 6. 恒载 + 活载 + 风 + 水平地震 + 竖向地震 1.20 (1.0) 0.6 (0) * ±1.30 ±0.50 ±0.28 指号内的数值将用于荷载有利设计的组合上。 * 活荷载不折减。 Design Load Factor Combination Dead Load γ G Live Load γ Q1 、γ Q2 Horizontal Earthquake γ E Vertical Earthquake γ Ev Wind Load γ W 1. Dead and Live (DL governs) 1.35 (1.0) 0.98 (0) 1A. Dead and Live (LL governs) 1.20 (1.0) 1.40 (0) 2.Dead, Live and Wind (DL governs) 1.35 (1.0) 0.98 (0) ±1.40 2A. Dead, Live and Wind (LL governs) 1.20 (1.0) 1.26 (0) ±1.40 3. Dead and Wind 1.35 (1.0) ±1.40 4.Dead, Live and Vertical. Earthquake 1.20 (1.0) 0.6 (0) * ±1.30 5.Dead, Live, Wind, and Horizontal Earthquake 1.20 (1.0) 0.6 (0) * ±1.30 ±0.28 6.Dead, Live, Wind, Horizontal Earthquake and Vertical. Earthquake 1.20 (1.0) 0.6 (0) * ±1.30 ±0.50 ±0.28 Values in parentheses are to be taken if load is beneficial. * Live load is assumed to be unreduced in cases marked thus. 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 11 Ove Arup & Partners Hong Kong Ltd Draft 1 14 May 2003 5. 场地工程地质条件场地工程地质条件场地工程地质条件场地工程地质条件 ( 参考初步工地勘察报告参考初步工地勘察报告参考初步工地勘察报告参考初步工地勘察报告 ) 5.1 地形地貌地形地貌地形地貌地形地貌本场地地貌上为永定河冲洪积扇中下部，第四系地层厚度大于 130m 。场地地形较平坦，自然地面标高在 39.00m 左右。 5.2 地层构成地层构成地层构成地层构成拟建场地地基土层主要为永定河多次冲洪积形成的冲洪积层，在勘探深度 130m 范围内地基土层主要为粉土、粉质粘土、细中砂及卵石、砾石组成，在垂直方向上形成多次沉积韵律。 5.3 水文地质条件水文地质条件水文地质条件水文地质条件根据初步钻探资料，自然地面下 30m 深度范围内主要有 3 层地下水；第一层为上层滞水，初步勘察未发现该层水；第二层为潜水，静止水位标高在 +24.40 – +23.99m 之间，埋深 14.38 ~ 14.74m ；第三层为承压水，静止水位标高约在 22.58m ，埋深约为 16.20m 。上述各层地下水水质对混凝土结构及钢筋混凝土中的钢筋均无腐蚀性，但在干湿交替情况下对钢筋混凝土结构中的钢筋均具有弱腐蚀性。 5.4 场地抗震性能场地抗震性能场地抗震性能场地抗震性能根据建筑抗震设计规范（ GB50011-2001 ），拟建场地的抗震设防烈度为 VIII 度，场地土类型为中软土，建筑场地类别为 III 类。根据现场标准贯入试验与剪切波速试验结果分析判定：拟建场地属非液化地基。有关场地地震安全性评估，参见地震局发出的相关报告。 5.5 场区地场区地场区地场区地层分布情况层分布情况层分布情况层分布情况岩土工程初步勘察所揭露的 130 米深度范围内地层，按沉积年代、成因类型可分为人工堆积层和第四系沉积层两大类，而按地层岩性及工程特性又可进一步划分为 18 个主要土层，自上而下分布情况如下表。 5. GROUND CONDITION (WITH REFERENCE TO THE PRELIMINARY SI REPORT) 5.1 Topography The site is located at the middle and lower area of the alluvial/diluvial fan of Yongding River. The thickness of the Quaternary deposits is estimated to be more than 130m. The site is flat and the current ground level is at about +39.0m. 5.2 Geology The soils are mainly the alluvial/diluvial sediments of the Yongding River. Within the 130m exploration depth, the subsoil is composed of silt, silty clay, fine to medium sand, cobble and gravel, among which multi sedimentary rhythms were formed vertically. 5.3 Hydrology Based on the preliminary site investigation, there are 3 ground water layers within 30m in depth. The first one is perched water, which was not found in the preliminary site investigation; the second layer is phreatic water, which has a hydrostatic water table of +24.40 to +23.99m(14.38 to 14.74m in depth); and the third one is confined water, whose hydrostatic water table is at about +22.58m (16.20m in depth). The above-mentioned ground water layers have no corrosion to reinforced concrete and the reinforcements inside concrete members. 5.4 Earthquake According to the “Code for seismic design of buildings” (GB50011-2001), the seismic fortification intensity is VIII for the site. The site soil is classified as medium-soft soil and the site is classified as Construction Site Category III. Based on the results of Standard Penetration Tests (SPT) and shear wave velocity tests, the proposed site is considered to be non-liquefiable. Regarding the site-specific seismic hazard study, refer to the report by the Seismic Bureau. 5.5 Stratigraphy Within 130m in depth, soil layers can be classified into two main types: man-made fill and Quaternary deposits. Under the consideration of their lithologic characters and engineering properties, the soil layers can be further divided into 18 sub-layers as shown in the following table. 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 12 Ove Arup & Partners Hong Kong Ltd Draft 1 14 May 2003 层序土层名称层底标高 (m) 1 人工填土 +37.2 – +35.2 2 粉土夹粉质粘土 +30.7 – +27.9 3 中砂夹粉细砂 +26.3 – +24.4 4 圆砾 +20.8 – +19.4 5 粉土 +14.8 – +13.3 6 卵石夹中粗砂 +6.5 – +1.3 7 粉质粘土 +0.8 – -1.6 8 卵石 -4.5 – -6.5 9 粉质粘土 -12.5 – -14.5 10 中砂 -15.4– -17.9 11 粉质粘土 -28.5 – -31.0 12 圆砾夹中砂 -42.7 – -44.4 13 粉质粘土 -49.0 14 中砂 -57.1 15 粉质粘土 -71.7 16 卵石 -80.2 17 粉质粘土 -90.9 18 圆砾 <-91.3 Layer No. Soil description Bottom level (m) 1 Man-made fill +37.2 – +35.2 2 Silt with silty clay interlayer +30.7 – +27.9 3 Medium sand with silty to fine sand interlayer +26.3 – +24.4 4 Rounded gravel +20.8 – +19.4 5 Silt +14.8 – +13.3 6 Cobble with medium to coarse sand interlayer +6.5 – +1.3 7 Silty clay +0.8 – -1.6 8 Cobble -4.5 – -6.5 9 Silty clay -12.5 – -14.5 10 Medium sand -15.4– -17.9 11 Silty clay -28.5 – -31.0 12 Rounded gravel with medium sand interlayer -42.7 – -44.4 13 Silty clay -49.0 14 Medium sand -57.1 15 Silty clay -71.7 16 Cobble -80.2 17 Silty clay -90.9 18 Rounded gravel <-91.3 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 13 Ove Arup & Partners Hong Kong Ltd Draft 1 14 May 2003 6. 基础基础基础基础根据初步勘察结果，塔楼基底天然地基承载力不足以承受上部荷载。因此，建议塔楼采用桩基基础。典型的桩基直径为 1200 毫米，桩端深度约 75 米深 ( 从地面开始 ) 。建筑物总沉降量可控制在 100mm 以内。桩基承载力与沉降计算中幷未考虑采用后压浆。若采用后压浆，可增加桩的侧端阻力，同时降低建筑物的沉降和沉降差。塔楼以外区域将采用一般筏式基础。塔楼与其它相连结构间之差异沉降将尽可能控制在 50 毫米内。 6.1 地基承载力特征值与土的压缩模量地基承载力特征值与土的压缩模量地基承载力特征值与土的压缩模量地基承载力特征值与土的压缩模量根据初步勘探资料，地基承载力特征值 f ak 与土的压缩模量 E s 见下表。土层名称 f ak (kPa) Es(p 0~p 0+ ∆ p) (MPa) 粉土② 200 ～ 250 6 ～ 14 粉质粘土② 1 160 ～ 220 6 ～ 14 中砂（细中砂）③ 240 ～ 280 45 粉细砂③ 1 240 ～ 280 35 粉质粘土③ 2 160 ～ 220 6 ～ 14 圆砾④（含砾砂④ 1 ） 300 ～ 350 58 粉土⑤（粉质粘土⑤ 1 、粘土⑤ 2 ） 200 ～ 280 13 ～ 33 中粗砂⑥ 1 300 ～ 350 45 卵石⑥（圆砾⑥ 2 ） 450 ～ 500 88 粉质粘土⑦（粉土⑦ 1 ） 230 ～ 300 13 ～ 18 卵石⑧（中砂⑧ 1 ） 500 ～ 550 101 ～ 113 粉质粘土⑨（粉土⑨ 1 ） 250 ～ 340 11 ～ 33 粉砂⑨ 2 300 ～ 350 63 中砂⑩ 350 ～ 400 75 粉质粘土⑩ 2 220 ～ 260 22 ～ 36 粉质粘土(11)（粉土(11) 1 ） 220 ～ 260 22 ～ 36 圆砾(12) 300 ～ 350 180 ～ 193 细中砂(12) 1 270 ～ 350 75 粉质粘土(12) 2 220 ～ 260 25 ～ 32 卵石(12) 3 400 ～ 600 180 ～ 193 粉质粘土(13) 220 ～ 260 25 ～ 32 中砂(14)（含细砂(14) 1 ） 350 ～ 400 75 粉质粘土(15)（粘土(15) 1 、粉土(15) 2 ） 220 ～ 320 27 ～ 50 粉砂(15) 3 250 ～ 350 63 卵石(16)（含细砂(16) 1 砾砂(16) 2 ） 400 ～ 600 200 粉质粘土(17)（粉土(17) 1 、粘土(17) 3 ） 220 ～ 320 27 ～ 50 粉砂(17) 2 250 ～ 350 63 圆砾(18) 300 ～ 350 200 6. FOUNDATION According to the preliminary SI report, the bearing capacity of the soil under the various high- rise towers is not sufficient to support the superstructure load requirements. Piled foundations are proposed for the all the tower structures. Typically the bored reinforced concrete piles are 1200mm in diameter and up to approximately 75m in length (measured from Ground Level). The total average settlement of the building is estimated to be less than 100mm. Pile grouting methods are under consideration to increase the shaft friction and tip resistance of piles and to reduce the building settlement and differential settlement. For areas outside the high-rise towers such as podium structures, piled raft foundations are proposed. The differential settlement between the tower structures and any adjacent podium/linked structures would be controlled to within 50mm. 6.1 Characteristic values of subsoil bearing capacity and compression modulus of soils From the preliminary site investigation results, the characteristic values of subsoil bearing capacity ( f ak ) and compression modulus of soils (E s ) are listed in the table below. Soil description f ak (kPa) E s (p 0~p 0+ ∆ p) (MPa) Silt ② 200 ～ 250 6 ～ 14 Silty clay ② 1 160 ～ 220 6 ～ 14 Medium sand(fine to medium sand) ③ 240 ～ 280 45 Silty to fine sand ③ 1 240 ～ 280 35 Silty clay ③ 2 160 ～ 220 6 ～ 14 Rounded gravel ④（ including gravelly sand ④ 1 ） 300 ～ 350 58 Silt ⑤（ Silty clay ⑤ 1 、 clay ⑤ 2 ） 200 ～ 280 13 ～ 33 Medium to coarse sand ⑥ 1 300 ～ 350 45 Cobble ⑥（ Rounded gravel ⑥ 2 ） 450 ～ 500 88 Silty clay ⑦（ Silt ⑦ 1 ） 230 ～ 300 13 ～ 18 Cobble ⑧（ medium sand ⑧ 1 ） 500 ～ 550 101 ～ 113 Silty clay ⑨（ silt ⑨ 1 ） 250 ～ 340 11 ～ 33 Silty sand ⑨ 2 300 ～ 350 63 Medium sand ⑩ 350 ～ 400 75 Silty clay ⑩ 2 220 ～ 260 22 ～ 36 Silty clay (11)（ silt (11) 1 ） 220 ～ 260 22 ～ 36 Rounded gravel (12) 300 ～ 350 180 ～ 193 Fine to medium sand (12) 1 270 ～ 350 75 Silty clay (12) 2 220 ～ 260 25 ～ 32 Cobble (12) 3 400 ～ 600 180 ～ 193 Silty clay (13) 220 ～ 260 25 ～ 32 Medium sand (14)（ including fine sand (14) 1 ） 350 ～ 400 75 Silty clay (15)（ clay (15) 1 、 silt (15) 2 ） 220 ～ 320 27 ～ 50 Silty sand (15) 3 250 ～ 350 63 Cobble (16)（ including fine sand (16) 1 gravelly sand (16) 2 ） 400 ～ 600 200 Silty clay (17)（ silt (17) 1 、 clay (17) 3 ） 220 ～ 320 27 ～ 50 silty (17) 2 250 ～ 350 63 Rounded gravel (18) 300 ～ 350 200 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 14 Ove Arup & Partners Hong Kong Ltd Draft 1 14 May 2003 6.2 灌注桩极限阻灌注桩极限阻灌注桩极限阻灌注桩极限阻力标准值力标准值力标准值力标准值根据初步勘探资料，灌注桩极限阻力标准值见下表。土层名称侧阻力 q sik (kPa) 端阻力 q pK (kPa) 圆砾④ 120 ～ 135 粉土⑤ 4 ～ 78 卵石⑥ 120 ～ 135 2000 ～ 3000 中粗砂⑥ 1 70 ～ 80 650 ～ 800 粉质粘土⑦ 64 ～ 78 700 ～ 800 卵石⑧ 120 ～ 135 2000 ～ 3000 粉质粘土⑨ 70 ～ 78 700 ～ 800 粉砂⑨ 2 72 ～ 80 1600 ～ 1700 中砂⑩ 80 ～ 90 1600 ～ 1700 粉质粘土(11) 72 ～ 78 800 ～ 900 粉土(11) 1 72 ～ 80 800 ～ 900 圆砾(12) 120 ～ 135 2500 ～ 3000 细中砂(12) 1 72 ～ 85 1700 ～ 1900 卵石(12) 3 120 ～ 135 2500 ～ 3000 6.2 Standard values of shaft friction and tip resistance of subsoil for bored piles Standard values of shaft friction and tip resistance of subsoil for bored piles are listed in the table below. Soil description Shaft friction q sik (kPa) Tip resistance q pK (kPa) Rounded gravel ④ 120 ～ 135 Silt ⑤ 4 ～ 78 Cobble ⑥ 120 ～ 135 2000 ～ 3000 Medium to coarse sand ⑥ 1 70 ～ 80 650 ～ 800 Silty clay ⑦ 64 ～ 78 700 ～ 800 Cobble ⑧ 120 ～ 135 2000 ～ 3000 Silty clay ⑨ 70 ～ 78 700 ～ 800 Silty sand ⑨ 2 72 ～ 80 1600 ～ 1700 Medium sand ⑩ 80 ～ 90 1600 ～ 1700 Silty clay (11) 72 ～ 78 800 ～ 900 Silt (11) 1 72 ～ 80 800 ～ 900 Rounded gravel (12) 120 ～ 135 2500 ～ 3000 Fine to medium sand (12) 1 72 ～ 85 1700 ～ 1900 Cobble (12) 3 120 ～ 135 2500 ～ 3000 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 15 Ove Arup & Partners Hong Kong Ltd Draft 1 14 May 2003 7. 结构系统结构系统结构系统结构系统图 7.1 模型三维视图 7.1 描述描述描述描述中央电视台（ CCTV ）主楼的最高点为 234 米，建筑面积约 40 万平方米，当中包括地下室及裙楼。其外形按建筑师图纸设计。主楼包括两座斜塔，连接两座斜塔顶部的 14 层高的悬臂结构，以及 9 层裙楼与三层地下室，占据了整个大楼的底部面积。按照国内规范，本塔楼属于乙级建筑。主楼楼层围绕垂直筒体均以办公室用途为主，同时主楼内设有多个演播室，分别布置于主楼不同位置，整个主楼从上到下均设有用来放置建筑设施的专用楼层。从结构角度看，最后竣工时，这两座斜塔、悬臂结构、 9 层的裙楼底座及地下室均可整体看作一个完整结构系统。 7. STRUCTURAL SYSTEM Figure 7.1 Isometric Views of the model 7.1 Description The CCTV Tower is 234m tall at its highest point and has approximately 400,000 m² of floor area including basement and podium structures. Its geometrical definition is as per the architect’s drawings. It consists of two leaning towers, which are linked together at the top via a 14-storey cantilever link element. The building has a 9-storey podium and 3 levels of basement across the entire footprint of the building site. The CCTV tower is defined as a Class B type of building to the Chinese code. The building is predominately for office tasks arranged on regular floors planned around a vertical core. The building also consists of a large number of studios, which are located at various positions around the building. A number of dedicated building services floors are located at various levels throughout the building height. Structurally the 2 towers, the cantilever overhang, the 9-storey podium, and basement predominantly act as one structural system in the final as built case. 塔楼 1 平面图平面图平面图平面图悬臂悬臂裙楼塔楼 2 裙楼裙楼西南面西南面西南面西南面视图视图视图视图东南面视图东南面视图东南面视图东南面视图中国中央电视台 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:\23000\23688\4 INTERNAL PROJECT DATA\11 SUBMISSIONS\02 EXPERT PANEL SUBMISSION\FIRST REVIEW\EPR_REPORT1_FROM_HK\EPR 01_FINAL DRAFT 03-05-15.DOC Page 16 Ove Arup & Partners Hong Kong Ltd Draft 1 14 May 2003 7.2 侧向支撑稳定系统侧向支撑稳定系统侧向支撑稳定系统侧向支撑稳定系统由于两座塔楼本身倾斜，而悬臂位置较高，同时当承受到风和地震时将会产生侧向荷载力，所以本塔楼必须保证足够的结构稳定性，以抵抗由于重力及其他侧向荷载力作用下产生的倾覆力。斜塔、悬臂与裙楼四周均分布了多个利用三角形状结合形成的钢结构外筒体，此结构系统能提供塔楼的整体稳定性，其中部份钢结构外筒体表面延续至筒体内部，以加强大楼转角部份的结构及保持钢结构外斜筒体的连续性。这些三角表面由水平梁、柱及斜支撑组成。幷有规律性地分布于建筑表面。斜支撑则按不同的剪力分布需求而分布于建筑表面。该建筑的所有核心筒体都是垂直的，有助于保持各层位于主要支撑节点间的楼板稳定。在发生大地震时，这种核心筒体结构可以有助整体的建筑物稳定性。现正考虑在塔楼的核心筒体和外钢筒的表面使用吸收能量的阻尼器。楼板将作为横隔板，把风力以及地震的惯性力转移到主要的稳定系统上。塔楼 2 中某些楼层设有双层高的演播室，所以该处每两层提供一层楼板。本塔楼地基基础稳定性依靠由深桩筏形地基。地库四边的钢筋混凝土墙将进一步加强塔楼基础，同时亦增加整体杆臂长度，有助抵抗塔楼颠覆。地基系统之所以这样建造，是为了保证桩不承受永久的拉力。只有在大震下部份地桩才会承受较小的拉力。 7.3 楼盖系统楼盖系统楼盖系统楼盖系统这两座斜塔主要为钢结构。外筒体结构为一完全支撑框架，其中包括柱、梁及交叉支撑形成一系列的刚性面板，这外筒体结构将伸至塔楼悬臂及裙楼部份，从而承担悬臂和裙楼的重力，形成动能直接转达下层结构，从总体上保证大楼的稳定性。大楼整个上层建筑内的楼板均用组合钢梁与及混凝土板制造。楼板的重量由外部钢筒体与及内部柱子承撑。尽管外钢筒体的结构构件在两个平面间有 6 度的倾角，然而大楼的内柱，包括中心带的内柱，却均保持垂直。由于塔楼倾斜，同时亦考虑到楼板的深度限制在合理的范围内，故部份内柱需于塔楼内终止及换转作配合。这些内柱所承撑的重量将被转移到内筒心和外部钢筒体上。转换结构大多采用二层高的桁架结构，位置多设于适当位置如设备用房内。转换结构数目将尽量控制于最小。悬臂内的柱子由设于悬臂底层的桁架支承。而这些悬臂底层的桁架则将重力荷载传递给周边外筒体钢结构，后者再把这些重量转移到地基上。设于悬臂底层的转换桁架深度至少为 2 层。 7.2 Lateral Stability System The tower structures are required to provide stability for both the permanent overturning under gravity loads, due to the sloping nature of the towers and the high level cantilever overhang, and the lateral loads imposed by wind and seismic loading. The overall building stability system is provided by a triangulated external tube surface on all four sides of the towers, overhang and podium. Some of the external surfaces that form the tube continue in plane into the building volume in order to reinforce corners and provide continuity of the tube actions. The triangulated surface is made up of horizontal edge floor beams, columns, and diagonals. These are arranged in a regular pattern on the external surface of the building and the diagonal distribution pattern reflects the varying shear forces distributed in the tube and the full envelope of the design load cases. All of the cores in the building including the towers are vertical and will contribute to stabilise floors, between the primary braced node floors. The core structure may also be used to contribute to the stability system in an extreme seismic event. The use of energy absorbing elements (dampers) is being considered for the tower cores and also the surface of the external tube. The