中國國際貿(mào)易中心三期A階段工程之設計、供應及安裝玻璃幕墻工程塔冠幕墻結構計算書

1、.中國國際貿(mào)易中心三期A階段工程China World Trade Center Phase 3A之設計、供應及安裝玻璃幕墻工程Facade Scope of Work塔冠幕墻結構計算書Structural Calculation for curtain wall on tower crown編制人AUTHOR：版號REV ： B編制單位：JIANGHE GROUP編制日期：September 28, 2007:中國國際貿(mào)易中心三期A階段工程 China World Trade Center Phase , Faade Scope of work,之設計、供應及安裝玻璃幕墻工程 Structu

2、re Calculation結 構 計 算 書 Cupples-J&H-ASI TEAMCatalogue說明 notes2PART ：玻璃幕墻計算 calculation on glass C.W.41 荷載計算Load calculation42 玻璃面板計算Glass panel calculation93 中橫料計算Calculation for middle transom184 單元橫料計算Calculation for transom235 單元豎料計算calculation for mullion296 單元邊立柱計算 Unit mullion calculating457 豎

3、料插芯計算Calculation for plugboard in mullion518 掛件組計算calculation for bracket group659 層間附加鋼梁計算Calculation for spandrel steel beam79PART ：鋁板結構計算Calculation for Alum panel Structure10110 荷載計算Load calculation10111 鋁板計算Calculation for alum panel10312 鋼立柱計算calculation for steel mullion113PART ：玻璃翼計算Calculat

4、ion for Glass fin11713 玻璃計算Glass calculation117說明 notes1. 本工程計算采用的風荷載，根據(jù)國家規(guī)范計算和風洞試驗結果進行比較，取較大值。大樓標高330m，根據(jù)中國規(guī)范建筑結構荷載規(guī)范GB 500092001計算出的風荷載標準值為4.1 KPa。根據(jù)業(yè)主提供的風洞試驗報告，最大風荷載位于大樓東立面26層，標高110.6m，其風荷載標準值為3.3 KPa。所以塔冠結構計算時取4.1KPa。The larger one of the wind load value calculated per national code and result f

5、rom wind tunnel test will be used in this calculation. The height of tower is 330m. The characteristic value of wind load calculated according to the “Load Code for the Design of Building Structures GB50009-2001” is 4.1 KPa, while per the wind tunnel test provided by Owner, the Max wind load is on t

6、he L26 of the eastern faade, 110.6m high, whose characteristic value for the wind load is 3.3 KPa Therefore 4.1KPa is adopted when conducting the structural calculation for the hotel floor.2. 玻璃翼風荷載按照風洞試驗報告最大值選取，其風荷載標準值為8.25 KPa。the Max value 8.25 KPa of wind tunnel test is adopted for the wind load

7、 on glass fins.PART ：玻璃幕墻計算 calculation on glass C.W.1 荷載計算Load calculation1.1 幕墻自重荷載計算Dead load calculation for curtain wall玻璃重力密度Gravity density of glass: 25.6 KN/m3鋁材重力密度Gravity density of Aluminium: 28 KN/m310+12A+8鋼化中空玻璃自重面荷載標準值Characteristic value for area dead load of 10+12A+8 tempered insula

8、ted glass:GGK=1810-325.6=0.461 KN/m2選取一個1.4m6m單元進行計算（L72）：A unit of 1.4m6m is used for calculation（L72）1）豎料（包括公料、母料及扣蓋等）：Mullion (including male extrusion, female extrusion and capping):截面積sectional area： A=8515 mm2，線密度linear density：（5940+2342）10-628=0.232 KN/m重量為weight：0.2326=1.392 KN2）橫料（包括頂橫料、底橫

9、料和中橫料及扣蓋等）：Transom (including head transom, sill transom, middle transom and capping)截面積sectional area: A=2469+22303+2014=9089 mm2，線密度為linear density:908910-628=0.255 KN/m重量為weight：0.2551.4=0.357 KN3）鋁合金背板（包括3mm鋁背板和波紋型材）Aluminium back board (including 3mm Alum. back pan and corrugated extrusion)3mm鋁

10、背板自重面荷載 area dead load of 3mm Alum. back pan: 2810-33=0.084 KN/m2；波紋型材截面積 sectional area of corrugated extrusion：A=131 mm2，線密度為 the linear intensity: 13110-628=0.00367 KN/m；重量為 weight：0.0841.260.88+190.003671.26=0.181 KN以上三項重量合計為 total weight of the above three items：1.392+0.357+0.181=1.93 KN將該部分重量折

11、算成面荷載transform the weight of this part into area load:1.93/（1.46）=0.230 KN/m2則單元自重面荷載標準值（不包括螺釘?shù)攘闩浼篢hen characteristic value for the area dead load of unit:(Screws and other accessory are not included)GGK=0.461+0. 230=0.691 KN/m2考慮螺釘?shù)攘闩浼亓浚?weight of screw and other accessory will put into conside

12、ration, adopt:GGK=0.75 KN/m2幕墻單元自重面荷載設計值The design value for area dead load of unit:GG=GGGK=1.20.75=0.9 KN/m2自重作用效應分項系數(shù)取G =1.2，按玻璃幕墻工程技術規(guī)范JGJ102-2003第5.4.2.1條規(guī)定。The dead load effect distribution coefficient:G =1.2 per the Technical Specification for Glazing Curtain Wall Engineering Table JG102-2003

13、item 5.4.2.11.2 風荷載計算Wind load calculation 計算高度Calculating Height：H=330 m地面粗糙程度Ground roughness type:C基本風壓Basic wind pressure：W0=0.5 KN/m2（Beijing,100 year wind）瞬時風壓陣風系數(shù)Gust coefficient of momentary wind pressure:gz=1.428高度變化系數(shù)Changing coefficient of height: Z=2.869體形系數(shù)Shape coefficient：S=-2.0.作用在幕墻

14、上的風荷載標準值Characteristic value of wind load on the CW:WK=gzZSW0=-1.4282.8692.00.5=-4.10 KN/m2根據(jù)招標文件風洞試驗報告，風荷載標準值最大為-3.3 KN/m2，如下表：Characteristic value of the Max wind load given by the wind tunnel testing report of the tender documents is -3.3 KN/m2, shown as follows:表面surface1秒鐘外部峰值壓力1-sec Peak Exter

15、nal Pressure1秒鐘峰值凈壓力1-sec Net External Pressure1秒鐘峰值壓差1-sec Peak differential Pressure PmaxPminkPakPaPmaxPminkPakPaPmaxPminkPakPa東立面east elevation1.2-3.01.5-3.3-北立面 north elevation1.6-2.71.8-3.0-南立面south elevation1.3-2.81.5-3.1-西立面 west elevation1.5-2.81.8-3.0-屋頂 roof0.1-3.00.4-3.2-雨蓬 canopies1.2-2.

16、4-1.7-2.4綜合后取 therefore : WK=-4.1 KN/m2風荷載設計值Design value of wind load:W=WWK=1.44.1=5.74 KN/m2風荷載作用分項系數(shù)W=1.4，按玻璃幕墻工程技術規(guī)范JGJ102-2003第5.4.2.1條規(guī)定。The wind load effect distribution coefficient:G =1.4 per the Technical Specification for Glazing Curtain Wall Engineering JG102-2003 item 5.4.2.11.3 水平地震荷載計算

17、Horizontal seismic load calculation抗震設防烈度Seismic fortification intensity: 影響系數(shù)Influence coefficient: =0.16動力放大系數(shù)Dynamic amplificatory factor: =5.0作用在幕墻上的地震荷載標準值Characteristic value of seismic load on the CW：qEK=GGK=0.165.00.75=0.6 KN/m2作用在幕墻上的地震荷載設計值Design value of seismic load on the CW：qE=EqEK=1.3

18、0.6=0.78 KN/m2地震荷載作用效應分項系數(shù)，取E=1.3，按玻璃幕墻工程技術規(guī)范JGJ102-2003第5.4.2.1條規(guī)定。Seismic load effect distribution coefficient W=1.3，per the Technical Specification for Glazing Curtain Wall Engineering Table JG102-2003 Item 5.4.2.1.1.4 荷載組合Load combination根據(jù)玻璃幕墻工程技術規(guī)范JGJ102-2003第5.1.6條規(guī)定Per the Technical Specific

19、ation for Glazing Curtain Wall Engineering Table JG102-2003 item 5.1.6.A 無地震作用效應組合時，承載力應符合下式要求：Load bearing capacity shall be in accordance with the following formula when there is no seismic effect combination: 0SR (5.1.6-1)式中 S荷載效應按基本組合的設計值(S in the formula is the design value of the basic combina

20、tion of load effect)；0結構構件重要性系數(shù)，根據(jù)建筑結構可靠度設計統(tǒng)一標準GB50068-2001第7.03.1條，100年設計年限取1.1；(0 is the importance coefficient of the structural brackets, per the Uniformed Standard for the Reliability of Architectural Structure GB50068-2001 item 7.03.1 the design age limit for 100 year is 1.1;) R構件抗力設計值(R is th

21、e Characteristic value of the structural components resisting force)結構構件需抵抗的水平荷載設計值 Design value of horizontal load resisted by the structural components:q=0W=1.15.74=6.32 KN/m2B 有地震作用效應組合時，承載力應應符合下式要求：Force bearing capacity shall be in accordance with the following formula when there is a seismic e

22、ffect combination SER/RE (5.1.6-2)式中 SE地震作用效應和其他荷載效應按基本組合的設計值(SE is the design value of the basic combination between seismic effect and other load effect)； RE結構構件承載力抗震調(diào)整系數(shù)，應取1.0(RE is the adjusting coefficient of the load bearing capacity of structure, which shall be selected as 1.0.)風荷載和水平地震作用組合設計

23、值計算Calculation for the design value of wind load and horizontal seismic effect combinationq=WW+EqE=1.05.74+0.50.78=6.13 KN/m2W：風荷載作用效應組合系數(shù)，取W=1.0，按玻璃幕墻工程技術規(guī)范JGJ102-2003第5.4.3條規(guī)定(Wind load action combination coefficient: W=1.0, per the Technical Specification for Glazing Curtain Wall Engineering Tabl

24、e JG102-2003 item 5.4.3.)E：地震荷載作用效應組合系數(shù)，取E=0.5，按玻璃幕墻工程技術規(guī)范JGJ102-2003第5.4.3條規(guī)定(Seismic load action combination coefficient: W=0.5, per the Technical Specification for Glazing Curtain Wall Engineering Table JG102-2003 item 5.4.3.)綜合后取水平荷載設計值 The final design value for horizontal load is:q=6.32 KN/m22

25、 玻璃面板計算Glass panel calculation玻璃采用四邊支承，玻璃面板選用10+12A+8鋼化中空玻璃，需要對玻璃的強度和受風荷載產(chǎn)生的撓度進行校核。The glass is supported by four sides; the panels use 10+12A+8 tempered insulaed glass. Glass strength and the deflection caused by wind load need to be checked.取70層梯形玻璃the trapezoid glass on L70 is adopted into calcul

26、ation玻璃分格尺寸Module dimension for glass：（14111664）mm3600 mm計算尺寸calculation dimension :ab=1460 mm3550 mm2.1 玻璃強度校核Glass strength checking 中空玻璃的強度計算，按玻璃幕墻工程技術規(guī)范JGJ102-2003第6.1.5條規(guī)定，需要分別對內(nèi)外片進行強度校核。Per the Technical Specification for Glazing Curtain Wall Engineering Table JG102-2003 item 6.1.5, both the s

27、trength of the external lite and internal lite need to be checked.外片玻璃厚度 External lite thickness:t1=10 mm外片玻璃自重Dead load of external lite:GGK1=25.610-610=0.25610-3 N/mm2外片玻璃直接承受的地震荷載Seismic load directly on external lite:qEK1=GGK1=0.165.00.25610-3=0.20510-3 N/mm2外片玻璃直接承受的風荷載為Wind load directly on ex

28、ternal lite:=2.98310-3 N/mm2內(nèi)片玻璃厚度 Internal lite thickness:t2=8 mm內(nèi)片玻璃自重Dead load of internal lite:GGK2=25.610-68=0.20510-3 N/mm2內(nèi)片玻璃直接承受的地震荷載Seismic load directly on internal lite:qEK2=GGK2=0.165.00.20510-3=0.16410-3 N/mm2內(nèi)片玻璃直接承受的風荷載為Wind load directly on internal lite:=1.38810-3 N/mm21）外片計算Extern

29、al lite calculation外片玻璃的應力計算External lite stress calculation: =19.5m：彎矩系數(shù)，由玻璃短邊與長邊之比a/b=1460/3550=0.411，查玻璃幕墻工程技術規(guī)范JGJ102-2003表6.1.2-1得，m =0.1102Bending moment is decided by the ratio between the short side and the long side a/b=1460/3550=0.411, referring to the Technical Specification for Glazing C

30、urtain Wall Engineering Table JG102-2003 ,Item 6.1.2-1, m =0.1102：折減系數(shù)，由參數(shù)=19.5，查玻璃幕墻工程技術規(guī)范JGJ102-2003表6.1.2-2得，=0.922Reduction coefficient ,the parameter: =19.5, According to the Technical Specification for Glazing Curtain Wall Engineering Table JG102-2003 ,Item 6.1.2-1, =0.922 =55.6 N/mm2fg= 84.0

31、N/mm2ok！2）內(nèi)片計算 Internal lite calculation內(nèi)片玻璃的應力計算Internal lite stress calculation: =22.5m：彎矩系數(shù)，由玻璃短邊與長邊之比a/b=1460/3550=0.411，查玻璃幕墻工程技術規(guī)范JGJ102-2003表6.1.2-1得，m =0.1102Bending moment is decided by the ratio between the short side and the long side a/b=1460/3550=0.411, referring to the Technical Specif

32、ication for Glazing Curtain Wall Engineering Table JG102-2003,Item 6.1.2-1, m =0.1102：折減系數(shù)，由參數(shù)=22.5，查玻璃幕墻工程技術規(guī)范JGJ102-2003表6.1.2-2得，=0.9108Reduction coefficient ,the parameter: =22.3. According to the Technical Specification for Glazing Curtain Wall Engineering Table JG102-2003 ,Item 6.1.2-1, =0.91

33、=40.8 N/mm2fg= 84.0 N/mm2ok！2.2 玻璃撓度校核Glass deflection checking玻璃的等效厚度The equivalent thickness of glass：te=10.90 mm玻璃的剛度glass rigidity : =8102194 Nmm玻璃的撓度glass deflection =18.3：折減系數(shù)，由參數(shù)=18.3，查玻璃幕墻工程技術規(guī)范JGJ102-2003表6.1.2-2得，=0.927Reduction coefficient Parameter:=18.3，according to the Technical Specif

34、ication for Glazing Curtain Wall Engineering Table JG102-2003, Item 6.1.2-2, =0.927：四邊支承玻璃面板的撓度系數(shù), 由a/b=1460/3550=0.411，查玻璃幕墻工程技術規(guī)范JGJ102-2003表6.1.3得，=0.01123Deflection coefficient of the glass panel supported by four sidesa/b=1460/3550=0.411,according to the Technical Specification for Glazing Curt

35、ain Wall Engineering Table JG102-2003 ,Item 6.1.3, =0.01123=23.9 mma/60=1460/60=24.3 mm25mmok!2.3 玻璃與龍骨間結構膠計算 Calculation for the structural silicone between glass and frame玻璃采用結構膠與龍骨粘接，外加扣蓋，結構膠為主要受力。計算時只考慮結構膠受力。Glass is bonded with the framing by structural silicone and covered by capping. It will

36、be considered that only the structural silicone bears load when conducting calculation.1）基本參數(shù)Basic parameter:膠的短期強度設計值Design value for structural silicone short -term strength ： f1=0.2 N/mm2膠的長期強度設計值Design value for structural silicone long -term strength： f2=0.01 N/mm2年溫差最大值Max. difference in annul

37、 temperature :T=68 （北京地區(qū)最大年溫差為Max annual diffenerce of temperature in Beijing:T=68，tmax=40.6，tmin=-27.4）鋁型材線膨脹系數(shù):Linear expansion coefficient of Alum extrusion: a1=2.3510-5玻璃線膨脹系數(shù)Linear expansion coefficient of glass:a2=1.010-5另外根據(jù)廠家提供的數(shù)據(jù)，得到以下參數(shù)：Per the data provided by the manufacturer, the followi

38、ng parameters are obtained硅酮結構密封膠溫差效應變位承受能力movement bearing capacity of structural silicone caused by difference in temperature1=0.1252）膠的粘結寬度bonding width of silicone玻璃承受的地震荷載Seismic load on glass:qEK=GGK=0.165.00.46110-3=0.36910-3 N/mm2玻璃受面荷載設計值Design value for the area load on the glass:q=5.74+0.

39、51.30.369=5.98 KN/m2標準單元typical unit：CS=18.87 mm結構膠寬度取(width of the structural silicone)CS=20 mm。Ok!70層單元unit on L70：CS=21.08 mm結構膠寬度取(width of the structural silicone)CS=22 mm。Ok!3）膠的粘結厚度bonding thickness of silicone由于在地震作用變位時，幕墻單元作為一個整體相對主體產(chǎn)生變位，而玻璃與單元鋁材間沒有相對偏移，所以計算結構膠時只考慮溫差效應。Because curtain wall

40、units move as a whole under sesmic action and there will be no relative movement between glass and aluminum extrusion, the structural silicone calculation only considers effect of temperature difference.玻璃板塊在年溫差作用下玻璃與鋁型材相對位移量:The relative movement between glass and aluminum extrusion under the diffe

41、rence in annul temperature US =bT(a1-a2)=355068(2.3510-5-1.010-5)=3.259 mm結構膠粘結厚度bonding thickness of silicone：=6.32 mm膠的粘結厚度取(bonding thickness of silicone)8 mm。Ok!2.4 玻璃合片結構膠計算 Calculation of structural silicone for connecting glasses 主要對結構膠的寬度進行計算。Calculation is mainly conducted for the width of

42、structural silicone.外片玻璃承受的地震荷載Seismic load on external lite:qEK1=GGK1=0.165.00.25610-3=0.20510-3 N/mm2外片玻璃直接承受的風荷載標準值Characteristic value of wind load directly on external lite:=2.98310-3 N/mm2則面荷載設計值then the design value of the area load :q=1.42.983+0.51.30.205=4.31 KN/m2標準單元typical unit：CS=13.6 m

43、m結構膠寬度取(width of the structural silicone)CS=15 mmok!70層單元unit on L70：CS=15.2 mm結構膠寬度取(width of the structural silicone)CS=17 mmOk!2.5 底橫料玻璃托條計算Calculation of glass setting block at sill transom1）計算說明note玻璃下端設置鋁合金托條，采用6063-T5材質。根部壁厚為t=4.5 mm，根據(jù)受力形式，托條前端相當于懸挑結構，每塊玻璃下端布置2個托條，每段托條長b=150 mm。玻璃面板重心距最危險的截面

44、距離D=19.2 mm，懸臂長度為31mm。Place aluminum setting block below the glass, 6063-T5 material. Thickness of the root: t=4.5 mm; per the force bearing form the setting block front equals to soffit structure.There are two setting block below each glass panel, length: b=150 mm. Distance between glass panel cent

45、roid to the most dangerous section: D=19.2 mm. length of cantilever is 31mm.2）荷載計算Load calculation玻璃自重面荷載標準值Characteristic value for area dead load of glass:GGK=0.461 KN/m2玻璃尺寸glass dimension( L70):1460 mm3550 mm托條承受的集中荷載設計值Design value of concentrated load on the setting blockP=1.20.4611.463.55/2=1

46、.434 KN托條承受的彎矩Bending moment on the setting blockM=143419.2=27533 Nmm3）抗彎強度校核Permissible bending strength checking抵抗矩 Resisting moment：WX=1504.52/6=506.25 mm3=M/W=27533/506.25=54.4 N/mm285.5 N/mm2Ok!4）托條撓度校核 Setting block deflection checking托條承受的集中荷載標準值Characteristic value of concentrated load on th

47、e setting blockPK=0.4611.463.55/2=1.195 KN慣性矩 Inertia moment ：IX=1503.53/12=535.94 mm3（按平均厚度3.5mm計算 Calculation is conducted as the mean thickness is 3.5mm ）df=0.16 mmdf,lim=32.5/90=0.36 mm1 mmOk!2.6 中橫料玻璃托條計算Calculation of glass setting block at middle transom1）計算說明note玻璃下端設置鋁合金托條，采用6063-T5材質。根部壁厚為

48、t=3 mm，根據(jù)受力形式，托條前端相當于懸挑結構，每塊玻璃下端布置2個托條，每段托條長b=150 mm。玻璃面板重心距最危險的截面距離D=21.7 mm，懸臂長度為35mm。Place aluminum setting block below the glass, 6063-T5 material. Thickness of the root: t=3 mm; per the force bearing form the setting block front equals to soffit structure.There are two setting block below each

49、glass panel, length: b=150 mm. Distance between glass panel centroid to the most dangerous section: D=21.7 mm. Length of cantilever is 35mm.2）荷載計算Load calculation玻璃自重面荷載標準值Characteristic value for area dead load of glass:GGK=0.461 KN/m2玻璃尺寸glass dimension : 1365 mm2335 mm（L72）托條承受的集中荷載設計值Design valu

50、e of concentrated load on the setting blockP=1.20.4611.3652.335/2=0.882 KN托條承受的彎矩Bending moment on the setting blockM=88221.7=19139 Nmm3）抗彎強度校核Permissible bending strength checking抵抗矩 Resisting moment：WX=15032/6=225 mm3=M/W=10372/225=85.1 N/mm285.5 N/mm2Ok!4）托條撓度校核 checking for the setting block def

51、lection托條承受的集中荷載標準值Characteristic value of concentrated load on the setting blockPK=0.4611.3652.335/2=0.733 KN慣性矩 Inertia moment ：IX=1503 3/12=337.5 mm3df=0.20 mmdf,lim=32.5/90=0.39 mm1 mmOk!3 中橫料計算Calculation for middle transom 3.1 中橫料彎曲計算Bending calculation for middle transom3.1.1 計算說明notes在水平方向，中

52、橫料須承受橫料上下面板傳遞的水平荷載，上下均為三角形荷載。在自重方向，承受橫料上方板塊的重量，在橫料距端部200mm處設置有兩個玻璃墊片，所以承受玻璃自重視為集中荷載。Horizontally, the middle transom must bear the horizontal load transferred from upper and lower panels, triangle load. On dead load level it bears the weight of the panel above. At the area where 200mm away from each

53、 end of the transom, two glass shims are set. So the glass dead load born is regarded as concentrated load.取72層中橫梁adopt the middle transom on L72跨度(span)l=1240 mm；自重分格高度 (dead load module height) ：h=2370 mm；墊片距端部距離(shim to the end)：a=200 mm；三角形水平荷載高度(Height of horizontal triangle load): h1=1240/2=62

54、0mm3.1.2 荷載計算load calculation玻璃尺寸glass dimension : 1365 mm2335 mm自重荷載標準值Characteristic value for dead load:GGK=0.5 KN/m2水平荷載設計值 Design value of horizontal load:q=6.32 KN/m21）中橫料承受的豎直方向每個集中荷載（玻璃墊片處）Each vertical concentrated load on the middle transom (at glass shim)N=1.20.51.3652.335/2=0.956 KN2）中橫料

55、承受豎直方向荷載產(chǎn)生的最大彎矩Max bending moment caused by vertical load on the middle transomMX=Na=0.9560.2=0.191 KNm3）中橫料承受的水平方向線荷載值The horizontal linear load on the middle transom三角形(triangle)：q1= q2=qh1=6.320.62=3.918KN/m4）中橫料承受的水平方向荷載產(chǎn)生的最大彎矩Max bending moment caused by horizontal load on the middle transom=1.004KNm3.1.3 中橫料截面參數(shù)Section parameter of middle transomX軸慣性矩 Inertia moment of X axis IX=1552780 mm4X軸抵抗矩 Resisting