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1、巴拿马会议中心CentrodeConvencionesamadorciudaddePANAMA支座反力Supportreaction目录Cata1.og第一章破璃开埼结构(支座反力3ChapterICa1.cu1.ationofG1.assCurtainVa1.KSupportreaction)31 .黄裁计算32 .Ca1.cu1.ationof1.oadandeffect32.1、 风普计算31.1、 find1.oadca1.cu1.ation31.2、 自计算41.3、 PerBanent1.oad42.文fi力52SQ)Portrction521、计JMJUa52.1、 Mode1.
2、52.2、 加就62.3、 1.oad62.4、 3fi力102.35、 pportreaction10第二章南结构(3tfi)17Chapter2Ca1.cu1.ationofCanopystructure(Siqiportreaction)171 .荷栽计算172 .Ca1.cu1.ationof1.oadandeffect172.1、 风Wa计算H1.1、 Tind1.oadca1.cu1.ation171.2、 自计算181.3、 peraanent1.oad181.4、 活荷就计算191.5、 1.ive1.oad191.6、 荷就蛆合191.7、 1.oadCoabination1
3、92 .支fi力193 .Supportreaction192.R计妙型192*1、Mode1*.192.2、加栽202.2、1.oad2023、支座反力262.3、Supportreaction26第一章玻璃不墙结构(支座反力)ChapterICa1.cu1.ationofG1.assCurtainWa1.1.(Supportreaction)1.荷计算1 .Ca1.cu1.ationof1.oadandeffect1.K风荷就计算1.1、Y1.nd1.oadca1.cu1.ationD巴哈马荷毂娓范计算法InaccordancewithStructura1.DesignCodeforthe
4、Repub1.icofPanama,Chapter3-Wind1.oads.风荷找标准侑U=P=q(GG)-q1.(GCn)standardva1.ueofwind1.oadforg1.asscurtainwa1.1.wi1.1.boca1.cu1.atedinthefo1.1.owingfonui1.a.W=P=q(XJr)-q(GePJGCr凤我体型系数，取GCr=O.85*。8=0.64GC-externa1.pressurecoefficientGC二0.85M.8-0.64Ga内压系数,%GCh=0.IHGG1.interna1.pressurecoefficientq.qi基本风乐
5、保守计算取q=q,q、qStandardva1.ueofwind1.oad,q=q基本风压q=0.0473K,fUftV21.Standardva1.ueofrind1.oadq=0.(M73K,K,K1V1.1.风压高度变化系数，高度2加，D类地面粗糙度取Kz=1.38K?theve1.ocitypressureexposurecoefficient,(z-24m,exposure:D),Kr=1.38心地形系数取M=1.OK.the1.oporahicfactor.Kn=1.ooKr风向系数取IC-1.OKithewinddirectiona1.ityfactorV风速V=IIOKmZhV
6、basicwindspeedV=140Kmh1.结构由要性系数取1.=I.151.importancefactor1.-1.15基本风压q-0.0473*1.381.01.0*140*140*1.151.47KNm2Standardva1.ueofrind1.oadq=0.0173*I.38*1.0*1.O*1W*1IO*1.15=1.47KNr风荷载标准值%=E1.(GC)-q,(GG)=1.47*0,61*1,47*0.18=1.21KNNomina1.va1.ueW=P=q(r)-q,(GG,)=1.17*:theve1.ocitypressureexposurecoefficient,
7、:=1.5845;风荷战局都体型系数，.=-1.6USH1.oCa1.shapecoefficient,M.-1.6临：作用在幕墙上的风荷靓基本值0.35kNm1巴哈马地区50年一遇)WojBasicwindpressure0.35kNm(Panama50year)V,=Pt,su,31.540*1.584*(-1.6)0.35=1.37kN三,WK=B”s1Wo=I.540*1.58-1*(-.6)0.35=1.37kN三i结果Resu1.t:标准值趴=1.37kNmjNomina1.va1.ueWk三1.37kNa,SH(ftq=1.96kNmDesignva1.ueofa1.oadq=1
8、.96kN11f1.2、自重计售1.2、penanent1.oad采用8+12+8中空玻璃8Ii-E+1.2A+8TEMPEREDVISION1.OB-EG1.ASS-ICU标准值GU=8+8)*1025.6=0.41KN/m2Nomina1.va1.ueG.=(8+8)10,*25.6=0.41KN/m：考虑龙付及附属构件重力荷载标准值G,-0.50KNVNomina1.va1.ueG=0.5OKNm(consideredtheattachedBeeberS)2.支座反力2.S=P=q(GG)-q1.(GCn)standardva1.ueofwind1.oadforg1.asscurtain
9、wa1.1.wi1.1.boca1.cu1.atedinthefo1.1.owingfonui1.a.W=P=q(XJr)-q(GePJGCr凤我体型系数，取GCr=O.85*。8=0.64GC-externa1.pressurecoefficientGC二0.85M.8-0.64Ga内压系数,%GCh=0.IHGG1.interna1.pressurecoefficientq.qi基本风乐保守计算取q=q,q、qStandardva1.ueofwind1.oad,q=q基本风压q=0.0473K,fUftV21.Standardva1.ueofrind1.oadq=0.(M73K,K,K1V
10、1.1.风压高度变化系数，高度2加，D类地面粗糙度取Kz=1.38K?theve1.ocitypressureexposurecoefficient,(z-24m,exposure:D),Kr=1.38心地形系数取M=1.OK.the1.oporahicfactor.Kn=1.ooKr风向系数取IC-1.OKithewinddirectiona1.ityfactorV风速V=IIOKmZhVbasicwindspeedV=140Kmh1.结构由要性系数取1.=I.151.importancefactor1.-1.15基本风压q-0.0473*1.381.01.0*140*140*1.151.4
11、7KNm2Standardva1.ueofrind1.oadq=0.0173*I.38*1.0*1.O*1W*1IO*1.15=1.47KNr风荷载标准值%=E1.(GC)-q,(GG)=1.47*0,61*1,47*0.18=1.21KNNomina1.va1.ueW=P=q(r)-q,(GG,)=1.17*:theve1.ocitypressureexposurecoefficient,:=1.5845;风荷战局都体型系数，.=-1.6USH1.oCa1.shapecoefficient,M.-1.6临：作用在幕墙上的风荷靓基本值0.35kNm10.50KNm2Nomina1.va1.ue
12、G,=0.50KNm(consideredtheattachedBeBberS)1.3、 活荷就计算1.4、 1.ive1.oad活荷载标准值1.=O50KN-Nomina1.va1.ueU=0.50KNm1.5、 荷就蛆合1.6、 1.oadCoabination强度：Sh1.2G+1.41.S2：1.0G“+1.4/Strength:SI：1.2G*1.41；S2:1.*1.IWk2.支座反力2.S=0.5*1.563=0.782KXm自重荷岐per三ancnt1.oad风荷载：Wk=1.707*1.563=2.668KNZm1Wind1.oad；W1=I.707*1.563=2.668K
13、Nm风荷鸵Wind1.oad活荷载：1.-O.5*1.563-0.782KNm1.ive1.oad；1.,=0.5*1.563=0.782KNm活荷我1.ive1.oad1.odCombinationData1.oadCombinationData2.4、 文座反力2.5、 3、S,=0.50KNm(consideredtheattachedmembers)2.2 .风荷就计算2.3 、Y1.nd1.oadca1.cu1.ationD巴哈马荷毂娓范计算法InaccordanceoithStructura1.DeSiRnCodefortheRepub1.icofPanama,Chapter3 -
14、Tind1.oads.风荷找标准侑W=P=q(GG)-q1.(GCn)standardva1.ueofwind1.oadforg1.asscurtainwa1.1.wi1.1.boca1.cu1.atedinthefo1.1.owingfonui1.a.W=P=q(XJr)-q(GePJGCr凤我体型系数，取GCr=O.85*。8=0.64GC-externa1.pressurecoefficientGC二0.85M.8-0.64Ga内压系数,%GCh=0.IHGG1.interna1.pressurecoefficientq、q,基本风正保守计算取q二q,q、qStandardva1.ueo
15、fwind1.oad,q=q1.基本风压q=0.0473K,fUftV21.Standardva1.ueofrind1.oadq=0.(M73K,K,K1V1.1.风压高度变化系数，高度2加，D类地面粗糙度取Kz=1.38K?theve1.ocitypressureexposurecoefficient,(z-24m,exposure:D),Kr=1.38心地形系数取M=1.OK.the1.oporahicfactor.Kn=1.ooKr风向系数取IC-1.OKithewinddirectiona1.ityfactorV风速V=IIOKmZhVbasicwindspeedV=140Kmh1.结
16、构由要性系数取1.=I.151.importancefactor1.-1.15基本风压q-0.0473*1.381.01.0*140*140*1.151.47KNm2Standardva1.ueofrind1.oadq=0.0173*I.38*1.0*1.O*1W*1IO*1.15=1.47KNr风荷载标准值%=E1.(GC)-q,(GG)=1.47*0,61*1,47*0.18=1.21KNNomina1.va1.ueW=P=q(r)-q,(GG,)=1.17*:theve1.ocitypressureexposurecoefficient,:=1.5845;风荷战局都体型系数，.=-1.6
17、USH1.oCa1.shapecoefficient,M.-1.6临：作用在幕墙上的风荷靓基本值0.35kNm1巴哈马地区50年一遇)WojBasicwindpressure0.35kNm(Panama50year)K=Bt.Msu,31.540*1.584*(-1.6)0.35=1.37kN三,WK=B”sjWo=I.540*1.58-1*(-.6)0.35=1.37kN三i结果Resu1.t:标准值趴=1.37kNmjNomina1.va1.ueWk=1.37k三SH(ftq=1.96kNmDesignva1.ueofa1.oadq=1.96kN11f3、面板计算3、 Pane1.ca1.
18、cu1.ation玻璃面板:8+12R+8中空钢化玻璃(1.1.=8an.t1=8m)G1.asspane1.:81.0-E+!2A+8TEMPEREDVISION1.OW-EG1.AsS-IGUt=811n,t1=11n)支推方式：四边简支Supportmode:Sinp1.ysupportedonfouredges分格,ab-15001111300011mSize:ab=1500rm300011rn1.k荷,计算1.1、1.oadca1.cu1.ation4jr*=,1.,7=,x,752x87x0931KN%q工1.752XfT=O876Nmt-+r：8,+82.2、面板强度计算2.2、
19、Strengthca1.cu1.ation外片Outside=-5弯矩系数m-01000b3(X)a1500-=05.Momentcoefficient11=O.100Oh30001.外片玻璃厚度，取I产8irmt:thickness,t：=8m6tnqa2C=-=O.94IO,15aIanO.72IO8*=163,0.934x0,1.500*coO.721O8*=163,折减系数n=0.936ReductionfactorQ=0.93660.1.0()00.9341.015OO2820.936=18.44Nm2ft=84,0Nm2外片玻璃强度旎满足要求!Meettherequire三ents
20、!内片Inside；黑=05,性去得弯矩系数m=Q1000*(XJ1.iIISOo7=7-0.5.Mcxnentcoefficientm-0.100Oh3000S：内片玻璃厚度，取1.=8mmt:thickness,1.*=8a%。O.876x1.Ox1.5OO,zttmywhC八”、0=T=.点3=15(M,由入褥折M系数(1=0.910tit0.7210oG=绡=嚓瞽等=150,Reductionfactorn=0.940Er?O.72IO584(nm1.,a60.1(K)00.87610,I51,八，e,z,、=-251-H=-S0.940=17.37N11m8,+8,=9.58n玻璃刚
21、度/)=Ei;_0.72x10*958S12(1-V2)12(1-0.2：)=5.50X10NImiRiKidi1.yD=Et：_0.72x1.(x95812(1-v2)1K-O.22)=5.50X10*N玻墙的挠度折减系数ReductionfactorUM1.251.IO,I500jE1.t1.0.72109.58=10.44.查表得Q=0.958.8=%J坨三竺乂竺C.仙Et；O.72IOs9.58,A=O.958。9=第二5查得u=001013b3000a7)1500八1.=0.o.3000M=0.01013df等E。3产黑;产%958*17=0.5KNm(2)、横梁承受的自HUfe中力
22、荷载、Concentratedforce设计值G=1.2GH:B2=1.20.5X3.OX1.5/2=1.35KNdesignva1.ueG=1.2G三HB2=1.20.53.01,5/2=1.35KNO).攒梁在自重荷载作用下的弯矩值M,(3)、MaximumbendingmomentMFGa=1.350.3750.506KNin(4)、横梁承受的竖直方向最大剪力V1、MaximumshearVXV1=G=1.35KN(5),横梁承受的水平方向荷毂(5)%Horizonta1.1.oad设计值q=1.752KNZm2designva1.ueq=1.752K三i(6),横梁承受的三角形水平方向
23、线荷周、horizonta1.1ine1.oad设计值qIV=qeh1.=1.7520.75=1.311KN/mdcsi11va1.ueq1=q1=qh=1.7520.75=1.314KN三(7),横梁承受的水平方向最大弯矩M7、MaXimUi1.bendingmomentWA/=d1.+1.-0.493KNmr1212(8)、横梁承受的水平方向G大剪力V.(8)、MaximumshearVy(8)、MaximumshearforceVyVr=竽+竽=0.986KN43、横M面套敷4.3、 SectionpropertyA2329.739714503387.5436Ix13641429163I
24、y13139244.6273IX24.1978i75.O05Wx(I)45471.4305Ir（八）113399.0-414Wx(T)45471.4305Ir(M26152.0142*w*c77372.M14r11r11115887330.0000gffT7Jf1.120.132730.0000tf1.1.1364142.916(IoCOoOOo)M1213139244.6272t*(O.OOOJ.OOO)极武几何”表materia1.：6063-T5SeeIionarea:A=2329mm*MomentofinertiaaboutXaxis:1.-13641.4211n,Xaxis:Yaxi
25、s:MomentofinertiaaboutSectionmodu1.usaboutSectionmodu1.usaboutYaxis:1.=131392M三m,S,=26152三n1.S,=77372三n,4.4、 横梁抗寿强度校核4.5、 Strengthca1.cu1.at100=15.64N/mm2f,=90N11m2“、f,=0.5061.00.493X1.Ot7%+i=1.a)X45471+I.109372横梁抗穹强度符合规范要求,Meettherequiresents!4.6、 横梁抗劳强度校核6、shearstrength(I).峪直方向剪应力I.(1) Shearstress
26、t：横梁总壁厚,取tMX2-8三mt：thicknessI=A2=8mVvSv135026152口方1364心8二&29N11nS55N三f11-、水平方向剪应力公(2) Shearstresst：横梁息壁厚,取tMX2-811mt；thickness1.=4X2=8Irm=0.88N三2.BHstandardv；t,1.1.2510.75=0.938KX(D、由竖直方向荷载引起的挠度计算de(1)、def1.ectionofVertica1.direction-(3j-4ur)三24Ei11125375247OOOOx1.3139244(3x157-4x375j1500j)=129三df?=
27、1.29mmVdf4=in(B500,3)=311n(2)、由水平风荷载引起的挠度d,、def1.ectionofHorizonta1.directiond1.+1.=Q.131.1.a120/120%d11=0.15ramin(1500180,20)=8.33Nm横梁刚度符合规范要求.Meettherequirements!5、立柱计算6、Ca1.cu1.ationofBu1.1.ion5.1、计算说明5.1、Ca1.cu1.ationinstructions跆度：H=6000三nSpan：H=6000nrnB-1500mmMode1.1.2、 荷就计算1.3、 Ca1.cu1.ationo
28、f1.oadandeffect立柱水平方向线荷式设计值：qqB=1.752*1.5=2.628KNmhorizonta1.1ine1.oaddesignva1.ueqq*B=1.752*1.5=2.628KNm立柱竖直方向集中荷我设计值：N=1.2*Gu*B*H=1.2*0.5*1.5*6=5.IKNVertica1.concentrated1.oaddesignva1.ueN-1.2*G*B*II-1.20.5*1.5*6-5.IKN立柱水平方向最大弯矩：Mqh*H8=2.628*6*68=1.1.826KS.MiixiiiiumbendingoentW=qH28=2.628*6*6/8=1
29、1,826KN.m立柱水平方向最大典力：v-q*H2=2.628*6/27.884KNMaximumshearV=q般*H2=2.628*6/2=7.8S1KN53、立柱鼻面叁数1.4、 SecticmpropertyofBu1.1.ion60材质：6063-T6A2329.737Ip14503375435Ix131392446272Iy1364142.9163ix75.0M5Iy241978Ix()113399.04MIrU)45471.4305Wx(T)Iy(t)46471.4305SXtffM77372.9414YMM26152.01421.111.UJ30,00001.II1.1.UWOOOOjrrr115.8673EfTn1.120J327“1113139244.627i*
