漢國城市商業(yè)中心超限高層抗震設計可行性論證報告（word12頁）

1、深圳市廣海投資有限公司Shenzhen GuangHai Investment Co. Ltd.漢國城市商業(yè)中心Hon Kwok City Commercial Center 超限高層建筑抗震設計可行性論證報告 Feasibility Study Report for High-riseBuilding Structure Exceeding Code LimitsISSUE 1深圳市廣海投資有限公司Shenzhen GuangHai Investment Co. Ltd漢國城市商業(yè)中心Hon Kwok City Commercial Center超限高層建筑抗震設計可行性論證報告Feasib

2、ility Study Report for High-riseBuilding Structure Exceeding Code Limits設計單位Prepared bySkidmore, Owings & Merrill LLP San Francisco, California, USA2008 年 10 月 18 日October 18, 2008Job number207023深圳市廣海投資有限公司 漢國城市商業(yè)中心超限高層建筑抗震設計可行性論證報告Shenzhen GuangHai Investment Co. Ltd. Hon Kwok City Commercial Cent

3、er Feasibility Study Report for High-rise Building Structure Exceeding Code Limits目錄7.8抗傾覆驗算和整體穩(wěn)定驗算397.9主要構件驗算39頁數(shù)7.10彈性時程分析421.引言11.1項目概況11.2報告簡介12.設計依據(jù)22.1設計規(guī)范22.2工程技術文檔33.材料43.1混凝土43.2鋼筋43.3結構鋼材54.荷載作用與設計要求64.1樓面荷載64.2雪荷載64.3風荷載74.4地震作用84.5作用效應組合134.6驗算要求144.7基礎作用效應組合164.8結構構件耐火極裉165.場地工程地質與水文地質條

4、件175.1地形地貌175.2地質構造175.3地層構成與巖土工程特性175.4場地穩(wěn)定性和地震效應175.5地基設計參數(shù)185.6地下水185.7基礎選型建議195.8總結196.結構體系與控制參數(shù)206.1塔樓206.2結構超限檢查與超限措施236.3地下室256.4基礎267.ETABS 彈性分析287.1分析軟件與假定287.2周期與振型307.3層間位移角317.4地震剪重比337.5框架承擔的地震剪力比347.6扭轉位移比367.7樓層側向剛度388.ETABS 與 SATWE 分析結果的對比458.1模型質量458.2振型和周期458.3基底剪力458.4地震層間位移468.5風

5、荷載層間位移468.6總結469.結構問題專項研究479.1結構體系研究479.2伸臂桁架中震驗算519.3屋頂桁架研究519.4特殊樓板分析529.5風荷載作用下舒適度539.6徐變與收縮分析569.7施工階段分析579.8剪力墻中震和大震下受拉檢查589.9柱子大震下受拉檢查599.10抗浮驗算609.11由徐變和收縮沉降在梁內引起的附加彎矩6110.罕遇地震彈塑性時程分析6510.1分析目的6510.2彈塑性時程分析方法6510.3罕遇地震下的性能要求6610.4彈塑性時程分析結果6611.總結68附錄 A 建筑初步設計圖紙 附錄 B 結構初步設計圖紙附錄 C Etabs 模型平面圖與荷

6、載圖 附錄 D Etabs 輸入輸出文本文件 附錄 E SATWE 主要輸入輸出數(shù)據(jù) 附錄 F 伸臂桁架和屋頂桁架計算 附錄 G 特殊樓板分析附錄 H 風舒適度研究參考資料 附錄 I徐變與收縮分析附錄 J 徐變與收縮引起的梁內附加彎矩 附錄 K 彈塑性時程分析(由 RBS 完成) 附錄 L 其它驗算CONTENTS8.1Model Mass458.2Modes and Periods45Page8.38.4Base ShearInter-story Drift In Earthquake45468.5Inter-story Drift In Wind Load461.INTRODUCTION1

7、8.6Summary461.1Outline of the Project11.2Contents of the Report19.STUDIES ON VARIOUS STRUCTURAL ISSUES479.1Study on Structural System472.DESIGN BASIS29.2Moderate Earthquake Check for Outriggers512.1Design Codes29.3Roof Truss Study512.2Project Technical Documents39.4Special Diaphragm Slab Analysis529

8、.5Comfortability in Wind Load533.MATERIAL DATA49.6Creep and Shrinkage Analysis563.1Concrete49.7Construction Stage Analysis573.2Reinforcement49.8Walls Tension Check in Moderate Earthquake and Rare Earthquake583.3Structural Steel59.9Columns Tension Check in Rare Earthquake599.10Hydrostatic Uplift Chec

9、ks604.LOADING AND DESIGN CRITERIA69.11Additional Moments in Beams due to Creep and Shrinkage Settlement614.14.2Floor LoadsSnow Loads6610.ELASTIO-PLASTIC TIME-HISTORY ANALYSIS IN RARE EARTHQUAKE654.3Wind Loads710.1Aim of Elasto-plastic Time-history Analysis654.4Earthquake Action810.2Analysis Method65

10、4.5Design Load Combination1310.3Performance Objectives in Rare Earthquake664.64.7Design CriteriaFoundation design load combination141610.4Key Results of Time-history Analysis664.8Fire Resistance for Structural Elements1611.SUMMARY685.GEOTECHNICAL AND HYDROLOGICAL CONDITIONS175.1Topography175.2Tecton

11、ic Setting17Appendix AArchitectural Design Development Drawings5.3Stratigraphy and Geotechnical Characteristics175.4Geotechnical Stability and Seismic Effects175.5Foundation Design Parameters185.6Hydrology185.7Suggestion on Foundation Selection195.8Summary196.STRUCTURAL SYSTEM AND MAJOR PARAMETERS20

12、6.1Main Tower206.2Code Exceeding Aspects and Structural measures236.3Basement256.4Foundation267.ETABS ELASTIC ANALYSIS OF THE STRUCTURE287.1Software and Assumptions287.2Periods and Modal Shapes307.3Inter-story Drift317.4Seismic Shear-Weight Ratios337.5Moment Frame Shear Ratios347.6Torsion Ratio367.7

13、Story Lateral Stiffness387.8Check for Overturning Moment and Global Stability397.9Check of Key Members397.10Elastic Time-history Analysis428.COMPARISON OF SATWE AND ETABS RESULTS45Appendix BStructural Design Development Drawings Appendix CEtabs Framing Plans and Loading Plans Appendix DEtabs Input a

14、nd Output Text File Appendix EKey SATWE Input and Output Data Appendix FOutrigger and Roof Truss Calculations Appendix GSpecial Diaphragm Slab Analysis Appendix HReference for Wind Acceleration Study Appendix ICreep and Shrinkage AnalysisAppendix JAdditional Moments in Beams due to Creep and Shrinka

15、geAppendix KElasto-plastic Time-history Analysis (by RBS) Appendix LMiscellaneous ChecksD:Zhao-fan LIProjects207023 Hon KwokDesign Report20081017 EPRHonKwok_EPR_Report_20081018_ISSUE 1b.docPage PAGE 68Skidmore, Owings & Merrill LLP Issue 1 October 18, 20081.引言SOM 及深圳方佳建筑設計有限公司受甲方深圳市廣海投資有限公司委任為漢國城市商業(yè)

16、中心提 供設計服務。SOM 將負責主塔樓、裙房及地下室的結構設計至初步設計階段。方佳為國內設計 單位，在初步設計階段提供咨詢服務，在初步設計完成后負責施工圖設計。方佳在初步設計階段 將完成人防部分的設計。廣州容柏生建筑工程設計事務所（RBS）受業(yè)主委托做為設計咨詢方，將在設計及施工過程中提 供咨詢意見，并且負責對結構進行彈塑性動力時程分析。1.1項目概況漢國城市商業(yè)中心項目位于深圳市福田區(qū)深南路與福明路交叉路口，為一座超高層綜合樓，地上 共 75 層（包括避難層及夾層），地下五層，主樓主要結構屋頂高 311.9 米，頂部另有裝飾性桁架 結構，其頂部高 329.4 米。地下室做為商場、停車以及機

17、電設備用房，其中地下 5 層局部區(qū)域設 置戰(zhàn)時人防地下室。裙房為 6 層，屋頂高 30 米，結構與塔樓連為一體。1.2報告簡介本報告包含了結構初步設計與計算的依據(jù)、主要假定、設計方法以及主要結果。由于本項目屬于 超限高層建筑結構，報告中提出了超限應對措施，并且針對若干結構問題進行了專項分析。結構初步設計初期中，邀請了一些結構設計專家對結構體系進行了討論，并提出了一些意見。在 設計深入中根據(jù)這些意見對結構設計進行了相應的調整，詳見第 6.2 節(jié)以及第 9 節(jié)。1.INTRODUCTIONSkidmore, Owings & Merrill LLP (SOM) and Shenzhen Fangj

18、ia 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,

19、 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 basement.Guangdong RBS Architectural Engineering Design Associates (RBS) i

20、s 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 structure.1.1Outline of the ProjectThe Hon Kwok City Commercial Center is l

21、ocated in the Futian District, at the crossing of ShenNan Avenue 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 roof is 311.9m, with decorative roof tr

22、usses 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, which is 30m tall and structurally connected to the main Tower.1.2Contents of the ReportThis report includes the basis, main assumpt

23、ions, design methods and key results of the Structural Design Development. Relevant structural measures in response to the code exceeding aspects are proposed, and results of studies on several structural issues are presented.At the early stage of the design, a group of eminent structural experts we

24、re 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 comments. Details of these adjustments are listed in Sections 6.2 and Section 9 o

25、f the report.2.設計依據(jù)2.1設計規(guī)范本發(fā)展項目按中國國家已頒布之各規(guī)范及廣東、深圳地方規(guī)范進行設計，國家規(guī)范主要包括：(1)建筑結構設計術語和符號標準GB/T50083-97(2)建筑抗震設防分類標準GB50223-2008(3)工程結構設計基本術語和通用符號GBJ132-90(4)建筑結構可靠度設計統(tǒng)一標準GB 50068-2001(5)建筑結構荷載規(guī)范（2006 年版）GB50009-2001(6)建筑抗震設計規(guī)范（2008 年版）GB50011-2001(7)混凝土結構設計規(guī)范GBJ50010-2002(8)鋼結構設計規(guī)范GB50017-2003(9)人民防空地下室設計規(guī)

26、范GB 50038-2005(10)地下工程防水技術規(guī)范GB 50108-2001(11)建筑地基基礎設計規(guī)范GB50007-2002(12)地下工程防水技術規(guī)范GB50108-2001(13)高層民用建筑設計防火規(guī)范(2005 年版)GB50045-95(14)高層民用建筑鋼結構技術規(guī)程JGJ99-98(15)高層建筑箱形與筏形基礎技術規(guī)范JGJ6-99(16)建筑樁基技術規(guī)范JGJ94-2008(17)高層建筑混凝土結構技術規(guī)程JGJ3-2002(18)型鋼混凝土組合結構技術規(guī)程JGJ138-2001(19)鋼管混凝土結構設計與施工規(guī)程CECS28:90(20)建筑鋼結構防火技術規(guī)范CEC

27、S200:2006廣東省以及深圳地方規(guī)范包括：(1)建筑地基基礎設計規(guī)范DBJ15-31-2003 (2)廣東省實施高層建筑混凝土結構技術規(guī)程(JGJ3-2002)補充規(guī)定DBJ/T15-46-2005(3)建筑防水工程技術規(guī)程DBJ15-19-20062.DESIGN BASIS2.1Design CodesThe design will comply with current code of practices in China and Guangdong / Shenzhen. National codes mainly include:(1) General definitions &

28、 symbols Architectural Design GB/T50083-97 (2) Standard for classification of seismic protection of Buildings GB50223-2008 (3) General definitions & symbols Structural Design GBJ132-90(4) Unified Standard for Reliability Design of Building StructuresGB 50068-2001 (5) Load Code for the Design of Buil

29、ding Structures (rev 2006)GB50009-2001 (6) Code for Seismic Design of Buildings (Rev. 2008)GB50011-2001 (7) Code for Design of Concrete StructuresGBJ50010-2002 (8) Code for Design of Steel StructuresGB50017-2003 (9) Specification for Civil Defence BasementsGB 50038-2005 (10) Technical Code for Water

30、proofing of Underground WorksGB 50108-2001 (11) Code for Design of Building FoundationGB50007-2002 (12) Technical Code for Waterproof in Underground EngineeringGB50108-2001 (13) Code for Fireproof in Design of Highrise Buildings (rev 2005)GB50045-95 (14) Technical Specification for Steel Structure o

31、f Tall BuildingsJGJ99-98(15) Technical Specification for Box and Raft FoundationJGJ6-99 for Tall Buildings(16) Specification for Pile Foundation of BuildingsJGJ94-2008 (17) Technical Specification for Tall Reinforced Concrete BuildingsJGJ3-2002 (18) Technical Specification for Steel ReinforcedJGJ138

32、-2001Concrete Composite Structures(19) Specification for Design and Construction of CFT StructuresCECS28:90(20) Technical Code for Fireproof of Building Steel StructureCECS200:2006Guangdong and Shenzhen codes include:(1) Code for Design of Building FoundationDBJ15-31-2003 (2) Supplemental regulation

33、 to implement JGJ3-2002in Guangdong ProvinceDBJ/T15-46-2005 (3) Specification for waterproof engineering of constructionDBJ15-19-2006如結構設計部分不包括在中國規(guī)范之內，則參考(1) 美國 國際建筑規(guī)范IBC-2006 (2) 美國 統(tǒng)一建筑規(guī)范UBC-1997 (3) 美國 房屋抗震加固設計標準及注釋FEMA 356(4) 美國 NEHRP 新建建筑及結構抗震設防條例建議NEHRP 19972.2工程技術文檔設計依據(jù)還包括業(yè)主提供的場地巖土勘察設計報告、場地地震

34、安全性評價報告、風洞試驗報告等 文件。(1) 漢國城市商業(yè)中心巖土工程詳細勘察報告 GK2008-11，深圳巖土工程公司，2008 年 7 月；(2) 漢國城市商業(yè)中心工程場地地震安全性評價報告，廣東省地震工程試驗中心，2008 年 7 月；(3) 深圳漢國城市商業(yè)中心工程風洞試驗報告，汕頭大學風洞實驗室，2008 年 10 月。In cases where elements are not covered by Chinese Standards, reference to the following standards will be made.(1) US International B

35、uilding Code IBC-2006 (2) US Uniform Building CodeUBC-1997 (3) Prestandard and Commentary for the Seismic Rehabilitation of Buildings FEMA356(4) NEHRP Recommended Provisions for Seismic RegulationNEHRP 1997 for New Buildings and other Structures2.2Project Technical DocumentsDesign basis also include

36、s the site geotechnical investigation report, site seismic hazard assessment report and wind tunnel report.(1) Hon Kwok City Commercial Center Geotechnical Investigation Report GK2008-11, ShenzhenGeotechnical Engineering Co. Ltd., 2008.07;(2) Hon Kwok City Commercial Center Site Seismic Hazard Asses

37、sment Report, GuangDong SeismicEngineering Test Center, 2008.07;(3) Hon Kwok City Commercial Center Wind Tunnel Test Report, Wind Tunnel Laboratory of Shan TouUniversity, 2008.10.3.材料3.1混凝土強度種類標準值(MPa)設計值(MPa)彈性模量Ec (MPa)fckftkfcftC3020.12.0114.31.433.00 x 104C3523.42.2016.71.573.15 x 104C4026.82.39

38、19.11.713.25 x 104C4529.62.5121.11.803.35 x 104C5032.42.6423.11.893.45 x 104C6038.52.8527.52.043.60 x 104C7044.52.990 x 104C8050.23.10 x 104結構構件所選用之混凝土將不低于 C30，按 GB50010-2002 材料參數(shù)如下：3.MATERIAL DATA3.1ConcreteGrade of concrete for structural components shall not be less than C3

39、0, according to GB50010-2002 the design parameters are as follows:ConcreteGradeStandardValue (MPa)DesignValue(MPa)Youngs ModulusEc (MPa)fckftkfcftC3020.12.0114.31.433.00 x 104C3523.42.2016.71.573.15 x 104C4026.82.3919.11.713.25 x 104C4529.62.5121.11.803.35 x 104C5032.42.6423.11.893.45 x 104C6038.52.

40、8527.52.043.6 x 104C7044.52.990 x 104C8050.23.10 x 1043.2鋼筋鋼筋材料應符合中國規(guī)定 GB50010-2002。鋼筋種類符號直徑(mm)標準值，fyk(MPa)設計值，fy，fy(MPa)彈性模量，Es(MPa)3.2ReinforcementAll reinforcement complies with Chinese Standard GB50010-2002.HPB235820235210/ 2102.1x105HRB335650335300/ 3002.0 x105HRB4006504

41、00360/ 3602.0 x105TypeSymbolDia (mm)StandardValue，fyk(MPa)DesignValue，fy，fy(MPa)Youngs Modulus，Es(MPa)一類環(huán)境二 a 類環(huán)境 (迎水面)鋼筋板、墻梁柱基礎、地下室外墻、頂板縱向受力152530 50*箍筋、分布筋及構造筋101515 50*注：常用鋼筋直徑為 6, 8, 10, 12, 14, 16, 18, 20, 22, 25, 28 及 32 (36, 40 及 50mm 需預定)。 混凝土保護層最小厚度(mm)5HPB 235820235210/ 2102.1x10HRB3356503

42、35300/ 3002.0 x10HRB400650400360/ 3602.0 x1055Note: Bar size increment = 6, 8, 10, 12, 14, 16, 18, 20, 22, 25, 28 and 32 (36, 40 and 50mm require special ordering).Minimum Concrete Cover (mm)Class 1 EnvironmentalConditionClass 2a EnvironmentalConditionRebarSlab, WallBeamColumnFoundation, BasementWal

43、l, RoofMain Bar152530 50*Links,Distribution& Others101515 50*保護層厚大于 40mm，應加上細直徑鋼筋網(wǎng)片。*For cover more than 40mm, wire mesh will be provided.3.3結構鋼材結構用鋼材將采用中國之標準鋼材，其設計值如下：3.3.1鋼材的物理性能指針3.3Structural SteelAll structural steel would be Chinese Standard with the mechanical properties as follow:Elastic Mod

44、ulus E(MPa)Shear Modulus G(MPa)Coefficient forthermal expansion （C）Density （kg/m3）206103791031210 678503.3.1Mechanical Properties for Structural Steel彈性模量 E(MPa)剪變模量 G(MPa)線膨脹系數(shù)（以每C 計）質量密度（kg/m3）206103791031210-678503.3.2鋼材強度設計值(MPa)SteelTensile, Compressive andBending f / fShear fvBearing（Flat Comf

45、ortSurface）fGradeThickness orDiameter (mm)Q23516235/2151253251640225/2051203254060215/20011532560100205/190110325Q34516345/3101804001635325/2951704003550295/26515540050100275/250145400Q345GJ16345/3101804001635345/3101804003550335/30017540050100325/295170400Q39016390/3502054151635370/3351904153550350

46、/31518041550100330/2951704153.3.2Structural Steel Design Strength (MPa)鋼 材抗拉、抗壓 和抗彎fy/f抗 剪fv端面承壓（刨平頂緊）fce牌 號厚度或直徑(mm)Q235 鋼16235/2151253251640225/2051203254060215/20011532560100205/190110325Q345 鋼16345/3101804001635325/2951704003550295/26515540050100275/250145400Q345GJ 鋼16345/3101804001635345/310180

47、4003550335/30017540050100325/295170400Q390 鋼16390/3502054151635370/3351904153550350/31518041550100330/295170415yce本項目鋼結構用鋼主要采用 Q345 以及 Q345GJ 等級。其中 Q345GJ 鋼材應滿足 GBT19879-2005建筑結構用鋼板的要求。3.3.3型鋼鋼號所有熱軋型鋼規(guī)格按 GB/T 11263-2005熱軋 H 型鋼與剖分 T 型鋼。Grade Q345 and Q345GJ will be the main steel grades used for this

48、 project. Q345GJ follows GB/T19879-2005 Steel Plates for Building Structure.3.3.3Steel SectionsRolled steel sections follow GB/T 11263-2005 Hot Rolled H and Cut T Section.4.荷載作用與設計要求4.1樓面荷載位置/荷載機電設備及吊頂找平層間隔墻活荷載觀光平臺屋面1.04.85.0行政酒廊公寓2.0公寓核心筒2.0辦公室3.0辦公室核心筒3

49、.0避難層空中大堂游泳池1.04.018消防疏散樓梯機電房7.5 或實際重量1.21.5電梯機房0.52.420幕墻(立面)1.25屋面屋面(冷卻塔)0.54.812.0商業(yè)餐廳3.0廚房1.53.04.0庫房0.51.210地面綠化區(qū)覆土 20kN/m34.0消防車道5.035停車庫上、落貨區(qū)0.52.020按照中國國家規(guī)范 GB50009-2001(2006 年版)以及使用要求選用下列之荷載標準值。 典型樓面荷載標準值 (kPa)4.LOADING AND DESI

50、GN CRITERIA4.1Floor LoadsThe following loads based on the Chinese Code GB500009-2001 (rev 2006) and operating requirements are used in the design.Location/LoadsMEP & CeilingFinishesPartitionsLive LoadObservation1.04.85.0Exective LoungeApartment2.0Core (Apartment)2.0Office0

51、.51.21.03.0Core (office)3.0RefugeSky lobbySwimming Pool1.04.018Fire Escape StairPlant Room7.5 或實際重量1.21.5Lift Plant Room0.52.420Faade (elevation)1.25Podium RoofRoof (cooling tower)0.54.812.0RetailRestaurant3.0Kitchen1.53.04.0Storage0.51.

52、210Landscape AreaFill = 20 kN/m34.0Fire Truck Access5.035Car ParkLoading Bay0.52.020Typical Floor Loads (kPa)對于塔樓隔墻荷載，經(jīng)過與本地院協(xié)商，公寓分戶墻采用 100mm 厚輕質復合墻板，戶內隔墻為75mm 厚輕質復合墻板。核心筒內需要支承電梯小構架的隔墻采用 150mm 厚砌塊墻，其余都采 用 100mm 厚輕質復合墻板。表中隔墻荷載即根據(jù)此配置計算。4.2雪荷載深圳地區(qū)不考慮雪荷載。For partition loads, after the discussion

53、 with LDI, the following assumptions are adopted. Apartment unit separation wall is 100mm thick light-weight panel; partition inside unit is 75mm thick light-weight panel; core partition which needs to support lift secondary members is 150mm thick masonry wall; other partitions inside core are 100mm

54、 light-weight panels. Partition loads in above table are calculated based on this configuration.4.2Snow LoadsNo snow load is required for Shenzhen.4.3風荷載4.3.1 規(guī)范風荷載深圳市基本風壓按 50 年一遇 0 為 0.75 kPa，按 100 年一遇 0 為 0.90 kPa?？紤]到塔樓高度約300 米，根據(jù)當?shù)匾?guī)定構件強度校核時應采用 100 年一遇風壓，而進行風荷載作用下位移計算時可以采用 50 年一遇的風壓。另外在風壓高度變化系數(shù)根據(jù)

55、C 類地面粗糙度采用。由于高寬比較 大，風荷載體型系數(shù)取 1.4。4.3.2 風洞試驗 風洞試驗結果表明，按照規(guī)范計算的風荷載以及風洞試驗結果在南北方向（Y 方向）比較接近，而在東西方向(X 方向)風洞試驗結果較大。設計中將采用兩者中較大的數(shù)值。50 年風荷載ETABS風洞試驗風洞/ ETABSX 向風基底剪力 (kN)2670046592174.5%Y 向風基底剪力 (kN)3450040333116.9%X 向風傾覆彎矩 (MNm)52729770185.3%Y 向風傾覆彎矩 (MNm)69277621110.0%下表比較了 ETABS 中文版按照荷載規(guī)范計算的 50 年一遇風荷載以及風洞

56、試驗給出的 50 年一遇 風荷載作用下基底剪力數(shù)值?？梢钥吹皆?Y 向基底剪力兩者相差較小，而在 X 方向，風洞試驗 結果比 ETABS 大將近 75。風洞試驗計算 50 年風荷載采用阻尼 4。4.3Wind Loads4.3.1 Code Wind LoadThe reference wind pressure 0 for Shenzhen is 0.75kPa based on 50 years return period and 0.90kPa based on 100 years return period. As the tower is about 300mm tall, cons

57、idering local regulations, wind pressure based on 100 years return period shall be used for the strength check of members, while wind pressure based on 50 years return period can be used for lateral drift check under wind load. For exposure factor for wind load, the terrain roughness used is Categor

58、y C. Wind load shape factor is 1.4 considering the large H/B ratio.4.3.2 Wind Load from Wind Tunnel TestWind tunnel results show that in the north-south direction (Y Dir) the wind loads calculated from design code and those from wind tunnel test are quite similar, while in the east-west direction (X

59、 Dir) the wind tunnel test gives larger wind loads. The envelope of code wind load and wind tunnel test results will be used in the design.50-year Wind LoadETABSWind Tunnel TestTest / ETABSWind X Base Shear(kN)2670046592174.5%Wind Y Base Shear (kN)3450040333116.9%Wind X Overturning Moment (MNm)52729

60、770185.3%Wind Y Overturning Moment (MNm)69277621110.0%The table below shows the comparison of base shear under wind loads of 50-year return period, given by code and wind tunnel test. It can be seen that the wind load in Y direction are very close, but in X direction, wind tunnel test gives wind loa