超限高层建筑抗震设计可行性论证报告可编辑.doc

超限高层建筑抗震设计可行性论证报告 深圳市广海投资有限公司 Shenzhen GuangHai Investment Co. Ltd汉国城市商业中心 Hon Kwok City Commercial Center 超限高层建筑抗震设计可行性论证报告 Feasibility Study Report for High-riseBuilding Structure Exceeding Code Limits ISSUE 1 深圳市广海投资有限公司 Shenzhen GuangHai Investment Co. Ltd汉国城市商业中心 Hon Kwok City Commercial Center超限高层建筑抗震设计可行性论证报告Feasibility Study Report for High-riseBuilding Structure Exceeding Code Limits设计单位 Prepared bySkidmore, Owings & Merrill LLP San Francisco, California, USA2008年 10月 18日 October 18, 2008Job number 207023 深圳市广海投资有限公司 汉国城市商业中心 超限高层建筑抗震设计可行性论证报告Shenzhen GuangHai Investment Co. Ltd Hon Kwok City Commercial Center Feasibility Study Report for High-rise Building Structure Exceeding Code Limits 7.8 抗倾覆验算和整体稳定验算 39 目录 7.9 主要构件验算 39页数 7.10 弹性时程分析 42 8. ETABS与 SATWE分析结果的对比 45 1. 引言 1 8.1 模型质量 45 1.1 项目概况 1 8.2 振型和周期 45 1.2 报告简介 1 8.3 基底剪力 45 8.4 地震层间位移 46 2. 设计依据 2 8.5 风荷载层间位移 46 2.1 设计规范 2 8.6 总结 46 2.2 工程技术文档 3 9. 结构问题专项研究 47 3. 材料 4 9.1 结构体系研究 47 3.1 混凝土 4 9.2 伸臂桁架中震验算 51 3.2 钢筋 4 9.3 屋顶桁架研究 51 3.3 结构钢材 5 9.4 特殊楼板分析 52 9.5 风荷载作用下舒适度 53 4. 荷载作用与设计要求 6 9.6 徐变与收缩分析 56 4.1 楼面荷载 6 9.7 施工阶段分析 57 4.2 雪荷载 6 9.8 剪力墙中震和大震下受拉检查 58 4.3 风荷载 7 9.9 柱子大震下受拉检查 59 4.4 地震作用 8 9.10 抗浮验算 60 4.5 作用效应组合 13 9.11 由徐变和收缩沉降在梁内引起的附加弯矩 61 4.6 验算要求 14 4.7 基础作用效应组合 16 10. 罕遇地震弹塑性时程分析 65 4.8 结构构件耐火极裉 16 10.1 分析目的 65 10.2 弹塑性时程分析方法 65 5. 场地工程地质与水文地质条件 17 10.3 罕遇地震下的性能要求 66 5.1 地形地貌 17 10.4 弹塑性时程分析结果 66 5.2 地质构造 17 5.3 地层构成与岩土工程特性 17 11. 总结 68 5.4 场地稳定性和地震效应 175.5 地基设计参数 18 附录 A 建筑初步设计图纸 5.6 地下水 18 附录 B 结构初步设计图纸 5.7 基础选型建议 19 5.8 总结 19 附录C Etabs模型平面图与荷载图 附录D Etabs输入输出文本文件 6. 结构体系与控制参数 20 6.1 塔楼 20 附录E SATWE主要输入输出数据 6.2 结构超限检查与超限措施 23 附录 F 伸臂桁架和屋顶桁架计算 6.3 地下室 25 附录 G 特殊楼板分析 6.4 基础 26 附录 H 风舒适度研究参考资料 7. ETABS弹性分析 28 附录 I 徐变与收缩分析 7.1 分析软件与假定 28 7.2 周期与振型 30 附录 J 徐变与收缩引起的梁内附加弯矩 7.3 层间位移角 31 附录 K 弹塑性时程分析由 RBS完成 7.4 地震剪重比 33 7.5 框架承担的地震剪力比 34 附录 L 其它验算 7.6 扭转位移比 36 7.7 楼层侧向刚度 38 深圳市广海投资有限公司 汉国城市商业中心 超限高层建筑抗震设计可行性论证报告Shenzhen GuangHai Investment Co. Ltd Hon Kwok City Commercial Center Feasibility Study Report for High-rise Building Structure Exceeding Code Limits 8.1 Model Mass 45 CONTENTS 8.2 Modes and Periods 458.3 Base Shear 45Page 8.4 Inter-story Drift In Earthquake 46 8.5 Inter-story Drift In Wind Load 46 1. INTRODUCTION 1 8.6 Summary 46 1.1 Outline of the Project 1 1.2 Contents of the Report 1 9. STUDIES ON VARIOUS STRUCTURAL ISSUES 47 9.1 Study on Structural System 47 2. DESIGN BASIS 2 9.2 Moderate Earthquake Check for Outriggers 51 2.1 Design Codes 2 9.3 Roof Truss Study 51 2.2 Project Technical Documents 3 9.4 Special Diaphragm Slab Analysis 52 9.5 Comfortability in Wind Load 53 3. MATERIAL DATA 4 9.6 Creep and Shrinkage Analysis 56 3.1 Concrete 4 9.7 Construction Stage Analysis 57 3.2 Reinforcement 4 9.8 Walls Tension Check in Moderate Earthquake and Rare Earthquake 58 3.3 Structural Steel 5 9.9 Columns Tension Check in Rare Earthquake 59 9.10 Hydrostatic Uplift Checks 60 9.11 Additional Moments in Beams due to Creep and Shrinkage Settlement 61 4. LOADING AND DESIGN CRITERIA 6 4.1 Floor Loads 6 4.2 Snow Loads 6 10. ELASTIO-PLASTIC TIME-HISTORY ANALYSIS IN RARE EARTHQUAKE 65 4.3 Wind Loads 7 10.1 Aim of Elasto-plastic Time-history Analysis 65 4.4 Earthquake Action 8 10.2 Analysis Method 65 4.5 Design Load Combination 13 10.3 Performance Objectives in Rare Earthquake 66 4.6 Design Criteria 14 10.4 Key Results of Time-history Analysis 66 4.7 Foundation design load combination 16 4.8 Fire Resistance for Structural Elements 16 11. SUMMARY 685. GEOTECHNICAL AND HYDROLOGICAL CONDITIONS 175.1 Topography 17 Appendix A Architectural Design Development Drawings 5.2 Tectonic Setting 17 5.3 Stratigraphy and Geotechnical Characteristics 17 Appendix B Structural Design Development Drawings 5.4 Geotechnical Stability and Seismic Effects 17 Appendix C Etabs Framing Plans and Loading Plans 5.5 Foundation Design Parameters 18 5.6 Hydrology 18 Appendix D Etabs Input and Output Text File 5.7 Suggestion on Foundation Selection 19 Appendix E Key SATWE Input and Output Data 5.8 Summary 19 Appendix F Outrigger and Roof Truss Calculations 6. STRUCTURAL SYSTEM AND MAJOR PARAMETERS 20 Appendix G Special Diaphragm Slab Analysis 6.1 Main Tower 20 6.2 Code Exceeding Aspects and Structural measures 23 Appendix H Reference for Wind Acceleration Study 6.3 Basement 25 Appendix I Creep and Shrinkage Analysis 6.4 Foundation 26 Appendix J Additional Moments in Beams due to Creep and Shrinkage 7. ETABS ELASTIC ANALYSIS OF THE STRUCTURE 28 Appendix K Elasto-plastic Time-history Analysis by RBS 7.1 Software and Assumptions 28 Appendix L Miscellaneous Checks 7.2 Periods and Modal Shapes 30 7.3 Inter-story Drift 317.4 Seismic Shear-Weight Ratios 33 7.5 Moment Frame Shear Ratios 34 7.6 Torsion Ratio 36 7.7 Story Lateral Stiffness 38 7.8 Check for Overturning Moment and Global Stability 39 7.9 Check of Key Members 39 7.10 Elastic Time-history Analysis 42 8. COMPARISON OF SATWE AND ETABS RESULTS 45 深圳市广海投资有限公司 汉国城市商业中心 超限高层建筑抗震设计可行性论证报告Shenzhen GuangHai Investment Co. Ltd Hon Kwok City Commercial Center Feasibility Study Report for High-rise Building Structure Exceeding Code Limits 1. 引言 SOM 及深圳方佳建筑设计有限公司受甲方深圳市广海投资有限公司委任为汉国城市商业中心提供设计服务。SOM 将负责主塔楼、裙房及地下室的结构设计至初步设计阶段。方佳为国内设计单位,在初步设计阶段提供咨询服务,在初步设计完成后负责施工图设计。方佳在初步设计阶段将完成人防部分的设计。 广州容柏生建筑工程设计事务所(RBS)受业主委托做为设计咨询方,将在设计及施工过程中提供咨询意见,并且负责对结构进行弹塑性动力时程分析。 1.1 项目概况 汉国城市商业中心项目位于深圳市福田区深南路与福明路交叉路口,为一座超高层综合楼,地上共 75层(包括避难层及夹层),地下五层,主楼主要结构屋顶高 311.9米,顶部另有装饰性桁架结构,其顶部高 329.4 米。地下室做为商场、停车以及机电设备用房,其中地下 5 层局部区域设置战时人防地下室。裙房为 6层,屋顶高 30米,结构与塔楼连为一体。 1.2 报告简介 本报告包含了结构初步设计与计算的依据、主要假定、设计方法以及主要结果。由于本项目属于超限高层建筑结构,报告中提出了超限应对措施,并且针对若干结构问题进行了专项分析。 结构初步设计初期中,邀请了一些结构设计专家对结构体系进行了讨论,并提出了一些意见。在设计深入中根据这些意见对结构设计进行了相应的调整,详见第 6.2节以及第 9节。 1. INTRODUCTION Skidmore, Owings & Merrill LLP SOM and Shenzhen Fangjia Architectural Design Co., Ltd. Fangjia were appointed by Guanghai Investment to design the Hon Kwok City Commercial Center. SOM will be responsible for the design of the main tower, the podium and basement to Development Design DD stage. Fangjia will act as the China Local Design Institution, before and during the DD stage to provide advice on design and responsible for the construction drawings design stage after DD. During the DD stage, Fangjia will also be responsible for the design of bomb shelter area in the basementGuangdong RBS Architectural Engineering Design Associates RBS is appointed by Client as the design consultant for this project. They will provide consultancy service during the design and construction of the project, and is responsible for the elasto-plastic time-history analysis of the structure1.1 Outline of the Project The Hon Kwok City Commercial Center is located in the Futian District, at the crossing of ShenNanAvenue and FuMing Road. It is a super-high-rise complex with 75 stories including refuge floors and mezzanines above grade and 5 stories below grade. The height of the structure at the main structural 1.2 Contents of the Report roof is 311.9m, with decorative roof trusses reaching 324.9m. The basement serves as retail, garage and mechanical rooms, with part of the B5 level as a bomb shelter for war time. There is a 6-story podium, This report includes the basis, main assumptions, design methods and key results of the Structural which is 30m tall and structurally connected to the main TowerDesign Development. Relevant structural measures in response to the code exceeding aspects are proposed, and results of studies on several structural issues are presentedAt the early stage of the design, a group of eminent structural experts were invited for a discussion on the structural system for this building. The comments from this discussion were studied and relevant adjustments to the structural design were made in the DD design process based on these commentsDetails of these adjustments are listed in Sections 6.2 and Section 9 of the reportD:Zhao-fan LIProjects207023 Hon KwokDesign Report20081017 EPRHonKwok_EPR_Report_20081018_ISSUE 1b.doc Page 1 Skidmore, Owings & Merrill LLP Issue 1 October 18, 2008深圳市广海投资有限公司 汉国城市商业中心 超限高层建筑抗震设计可行性论证报告Shenzhen GuangHai Investment Co. Ltd Hon Kwok City Commercial Center Feasibility Study Report for High-rise Building Structure Exceeding Code Limits 2. DESIGN BASIS 2. 设计依据 2.1 设计规范 2.1 Design Codes 本发展项目按中国国家已颁布之各规范及广东、深圳地方规范进行设计,国家规范主要包括: The design will comply with current code of practices in China and Guangdong / Shenzhen. National codes mainly include: 1 建筑结构设计术语和符号标准GB/T50083-97 1 General definitions & symbols Architectural DesignGB/T50083-97 2 建筑抗震设防分类标准GB50223-2008 2 Standard for classification of seismic protection of Buildings GB50223-2008 3 工程结构设计基本术语和通用符号 GBJ132-90 3 General definitions & symbols Structural Design GBJ132-90 4 建筑结构可靠度设计统一标准GB 50068-2001 4 Unified Standard for Reliability Design of Building Structures GB 50068-2001 5 建筑结构荷载规范(2006年版) GB50009-2001 5 Load Code for the Design of Building Structures rev 2006 GB50009-2001 6 建筑抗震设计规范(2008年版) GB50011-2001 6 Code for Seismic Design of Buildings Rev. 2008GB50011-2001 7 混凝土结构设计规范 GBJ50010-2002 7 Code for Design of Concrete StructuresGBJ50010-2002 8 钢结构设计规范 GB50017-2003 8 Code for Design of Steel StructuresGB50017-2003 9 Specification for Civil Defence Basements GB 50038-2005 9 人民防空地下室设计规范GB 50038-2005 10 Technical Code for Waterproofing of Underground Works GB 50108-2001 10 地下工程防水技术规范GB 50108-2001 11 Code for Design of Building Foundation GB50007-2002 11 建筑地基基础设计规范GB50007-2002 12 Technical Code for Waterproof in Underground Engineering GB50108-2001 12 地下工程防水技术规范GB50108-2001 13 Code for Fireproof in Design of Highrise Buildings rev 2005 GB50045-95 13 高层民用建筑设计防火规范2005年版 GB50045-95 14 Technical Specification for Steel Structure of Tall Buildings JGJ99-98 14 高层民用建筑钢结构技术规程JGJ99-98 15 Technical Specification for Box and Raft FoundationJGJ6-99 15 高层建筑箱形与筏形基础技术规范 JGJ6-99for Tall Buildings 16 建筑桩基技术规范 JGJ94-2008 16 Specification for Pile Foundation of Buildings JGJ94-2008 17 高层建筑混凝土结构技术规程JGJ3-2002 17 Technical Specification for Tall Reinforced Concrete Buildings JGJ3-2002 18 型钢混凝土组合结构技术规程JGJ138-2001 18 Technical Specification for Steel Reinforced JGJ138-2001 19 钢管混凝土结构设计与施工规程 CECS28:90 Concrete Composite Structures 20 建筑钢结构防火技术规范CECS200:2006 19 Specification for Design and Construction of CFT Structures CECS28:90 20 Technical Code for Fireproof of Building Steel Structure CECS200:2006广东省以及深圳地方规范包括: Guangdong and Shenzhen codes include: 1 建筑地基基础设计规范DBJ15-31-2003 1 Code for Design of Building Foundation DBJ15-31-2003 2 广东省实施高层建筑混凝土结构技术规程 2 Supplemental regulation to implement JGJ3-2002 JGJ3-2002补充规定 DBJ/T15-46-2005 in Guangdong Province DBJ/T15-46-2005 3 建筑防水工程技术规程DBJ15-19-2006 3 Specification for waterproof engineering of constructionDBJ15-19-2006D:Zhao-fan LIProjects207023 Hon KwokDesign Report20081017 EPRHonKwok_EPR_Report_20081018_ISSUE 1b.doc Page 2 Skidmore, Owings & Merrill LLP Issue 1 October 18, 2008深圳市广海投资有限公司 汉国城市商业中心 超限高层建筑抗震设计可行性论证报告Shenzhen GuangHai Investment Co. Ltd Hon Kwok City Commercial Center Feasibility Study Report for High-rise Building Structure Exceeding Code Limits In cases where elements are not covered by Chinese Standards, reference to the following standards will 如结构设计部分不包括在中国规范之内,则参考 be made1 美国 ? 国际建筑规范IBC-2006 1 US ? International Building CodeIBC-2006 2 美国 ? 统一建筑规范UBC-1997 2 US ? Uniform Building Code UBC-1997 3 美国 ? 房屋抗震加固设计标准及注释 FEMA 356 3 Prestandard and Commentary for the Seismic Rehabilitation of Buildings FEMA356 4 美国? NEHRP新建建筑及结构抗震设防条例建议 NEHRP 1997 4 NEHRP Recommended Provisions for Seismic RegulationNEHRP 1997for New Buildings and other Structures2.2 工程技术文档 设计依据还包括业主提供的场地岩土勘察设计报告、场地地震安全性评价报告、风洞试验报告等2.2 Project Technical Documents 文件。 Design basis also includes the site geotechnical investigation report, site seismic hazard assessment 1 汉国城市商业中心岩土工程详细勘察报告 GK2008-11,深圳岩土工程公司,2008年 7月; report and wind tunnel report2 汉国城市商业中心工程场地地震安全性评价报告,广东省地震工程试验中心,2008年 7月; 1 Hon Kwok City Commercial Center Geotechnical Investigation Report GK2008-11, Shenzhen Geotechnical Engineering Co. Ltd., 2008.07; 3 深圳汉国城市商业中心工程风洞试验报告,汕头大学风洞实验室,2008年 10月。 2 Hon Kwok City Commercial Center Site Seismic Hazard Assessment Report, GuangDong Seismic Engineering Test Center, 2008.07; 3 Hon Kwok City Commercial Center Wind Tunnel Test Report, Wind Tunnel Laboratory of Shan Tou University, 2008.10 D:Zhao-fan LIProjects207023 Hon KwokDesign Report20081017 EPRHonKwok_EPR_Report_20081018_ISSUE 1b.doc Page 3 Skidmore, Owings & Merrill LLP Issue 1 October 18, 2008深圳市广海投资有限公司 汉国城市商业中心 超限高层建筑抗震设计可行性论证报告Shenzhen GuangHai Investment Co. Ltd Hon Kwok City Commercial Center Feasibility Study Report for High-rise Building Structure Exceeding Code Limits 3. MATERIAL DATA 3. 材料 3.1 混凝土 3.1 Concrete 结构构件所选用之混凝土将不低于 C30,按 GB50010-2002材料参数如下: Grade of concrete for structural components shall not be less than C30, according to GB50010-2002 the design parameters are as follows: 强度种类 标准值 设计值 弹性模量 MPa MPa Concrete Standard Design Youngs ModulusEc MPa Grade Value MPa Value Ec MPa fck ftk fc ftMPa 4C30 20.1 2.01 14.3 1.43 3.00 x 10 fck ftk fc ft44C35 23.4 2.20 16.7 1.57 3.15 x 10 C30 20.1 2.01 14.3 1.43 3.00 x 10 44C40 26.8 2.39 19.1 1.71 3.25 x 10 C35 23.4 2.20 16.7 1.57 3.15 x 10 44C45 29.6 2.51 21.1 1.80 3.35 x 10 C40 26.8 2.39 19.1 1.71 3.25 x 10 44C50 32.4 2.64 23.1 1.89 3.45 x 10 C45 29.6 2.51 21.1 1.80 3.35 x 10 44C60 38.5 2.85 27.5 2.04 3.60 x 10 C50 32.4 2.64 23.1 1.89 3.45 x 10 44C70 44.5 2.99 31.8 2.14 3.70 x 10 C60 38.5 2.85 27.5 2.04 3.6 x 10 44C80 50.2 3.11 35.9 2.22 3.80 x 10 C70 44.5 2.99 31.8 2.14 3.70 x 104C80 50.2 3.11 35.9 2.22 3.80 x 10 3.2 钢筋钢筋材料应符合中国规定 GB50010-2002。 直径 标准值,fyk 设计值,fy,fy 3.2 Reinforcement钢筋种类 符号 弹性模量,EsMPa mm MPa MPa All reinforcement complies with Chinese Standard GB50010-20025HPB235 820 235 210/ 210 2.1x10 Design Standard Youngs Modulus,5Type Symbol Dia mm Value,f ,f HRB335 650 335 300/ 300 2.0x10 y yValue,f MPa E MPa yksMPa 5HRB400 650 400 360/ 360 2.0x10 5HPB 235 820 235 210/ 210 2.1x10 注:常用钢筋直径为 6, 8, 10, 12, 14, 16, 18, 20, 22, 25, 28及 32 36, 40及 50mm需预定。 5HRB335 650 335 300/ 300 2.0x10 5HRB400 650 400 360/ 360 2.0x10 混凝土保护层最小厚度mm Note: Bar size increment 6, 8, 10, 12, 14, 16, 18, 20, 22, 25, 28 and 32 36, 40 and 50mm require一类环境 二 a 类环境 迎水面 special ordering钢筋 板、墙 梁 柱 基础、地下室外墙、顶板 Minimum Concrete Cover mm 15 25 30 纵向受力 50* Class 1 Environmental Class 2a Environmental Condition Condition 10 15 15 箍筋、分布筋及构造筋 50* Rebar Slab, Beam Column Foundation, Basement * 保护层厚大于 40mm,应加上细直径钢筋网片。 Wall Wall, Roof Main Bar 15 25 30 50* Links, Distribution & 10 15 15 50* Others * For cover more than 40mm, wire mesh will be providedD:Zhao-fan LIProjects207023 Hon KwokDesign Report20081017 EPRHonKwok_EPR_Report_20081018_ISSUE 1b.doc Page 4 Skidmore, Owings & Merrill LLP Issue 1 October 18, 2008深圳市广海投资有限公司 汉国城市商业中心 超限高层建筑抗震设计可行性论证报告Shenzhen GuangHai Investment Co. Ltd Hon Kwok City Commercial Center Feasibility Study Report for High-rise Building Structure Exceeding Code Limits 3.3 结构钢材 3.3 Structural Steel 结构用钢材将采用中国之标准钢材,其设计值如下: All structural steel would be Chinese Standard with the mechanical properties as follow: 3.3.1 钢材的物理性能指针 3.3.1 Mechanical Properties for Structural Steel 线膨胀系数 质量密度 弹性模量 E 剪变模量 G Coefficient for3 Density Elastic Modulus E Shear Modulus G MPa MPa (以每C计) (kg/m ) thermal expansion 3MPa MPa (kg/m ) (C) 3 3 -67850 20610 7910 1210 3 3 ? 620610 7910 1210 78503.3.2 钢材强度设计值MPa3.3.2 Structural Steel Design Strength MPa抗拉、抗压 抗剪 端面承压 钢 材 Tensile, 和抗弯 (刨平顶紧) Bearing Steel 牌 号 厚度或直径mm Compressive and f Shear (Flat Comfort fy/f f vceThickness or Bending f Surface) vGrade 16 235/215 125 325 Diameter mm f f / f y ce1640 225/205 120 325 16 235/215