翻译 巴拿马计算书.docx

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52»SQ)Portrction521、计JMJUa52.1、 Mode1.52.2、 加就62.3、 1.oad62.4、 3fi力102.35、 pportreaction10第二章南结构(3t½fi)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.oadCoabination192 .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.DesignCodefortheRepub1.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=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*1.151.47KNm2Standardva1.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*<64+1.47«0.18=1.21KN/m2)国标荷我现莅GB5009-2012计算Inaccordancewith1.oadcodeforthedesignofbui1.dingstructures巴哈马地区A类地面粗糙度标高24mPanamaexposure:Az=24m,BG阵风系数.取5401.sgustcoefficientB“=1.540u”风压高度变化系数，JUUz=I.584>: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0.35kNm1<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=1.96kN11f1.2、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<portreaction2.1,计算模8!2.1、 Mode1.计算说明:管桁架上下弦杆氏度19m,间距700m11.杵件截面:弦杆194*12圆管.腹杆MftM219管，拉杆H径2三,材质Q235B,Exp1.ain：1.ength1.三.SpacingTOOmn.Barcrosssection：Chordmember194*12pipe.webmemberMO1.2pipe,tensionrod28rm,Q235BMode1.2.2、 加2.3、 1.oad钢架自重的软件自动加载Theweightofstee1.bythesoftwareautomatic1.oading自杀荷或：G=0.5*6=3.0KNpeiuanent1.oad：G»-0.5*6-3.0KNm*.白成荷找PCntanCn1.1.oad风荷载：虬二1.376-8.22KNm'.Wind1.oad；W,=1.37*6=8.22KN三1.风荷我Wind1.oad荷兹妲合致亮1.oadCombinationData2.4、 文座反力2.5、 Supportreactiona、桁架处支座反力Supportreactionoftruss桁架节点娘号NodenumberoftrussSupportreactionF1=1J7KN(垂出于幕墙方向F1=I47KN(vertica1.tothecurtainwa1.1)F2=101.15KN(平行于幕墙方向)F2=1.01.15KN(Para1.1.e1.tothecurtainwa1.1.)F3=7.24KN(竖直方向)F3=7.24KN(vertica1.)SUf1.PorerctiontfUseb、拉杆处支座反力b,Supportreactionoftensionrod拉杆节点编号NodenumberoftensionrodSupportreactionF1=147KN(率直于群堵方向)F1-147KN(vertica1.tothecurtainwa1.1.)F2=101.15KN（平行于幕墙方向）F2=101.15KN(Para1.1.e1.tothecurtainwa1.1.)F3=7.24KN(竖直方向)F3=7.24KN(vertica1.)tensionrodSupportreactionofF3=35.28KN(竖直方向)F3=35,28KN(vertica1.)W!Supportreactionoftensionrod第二章HrtI结构(支座反力)Chcter2Ca1.cu1.ationofCanopyStrocture(Supportreacti)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InaccordanceoithStructura1.DeSiRnCodefortheRepub1.icofPanama,Chapter3-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.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,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*<64+1.47«0.18=1.21KN/m2)国标荷我现莅GB5009-2012计算Inaccordancewith1.oadcodeforthedesignofbui1.dingstructures巴哈马地区A类地面粗糙度标高24mPanamaexposure:Az=24m,BG阵风系数.取5401.sgustcoefficientB“=1.540u”风压高度变化系数，JUUz=I.584>: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0.35kNm1<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=1.96kN11f1.2、 自重计售1.2、penanent1.oad考虑龙骨及附属构件取力荷裁标准值G,>0.50KNm2Nomina1.va1.ueG>>,=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<portreacti2.1、计算模512.1、 Mode1.计算说明:拉杆140*8.次龙骨圆曾300*16,主龙竹H1300*200*8*12.Exp1.ainsBarcross:section140x8pipe,三inorkee1.:300*16pipemainkee1.:11300*200*8*12,Q235B计算模型Mode1.2.2、 加2.3、 1.oad他架自重由软件自动加栽Theweightofstee1.bythesoftwareautomatic1.oading自重荷或：GeO.5*1.563=0.782KNmPerBanent1.oad：G>=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=2.668KNm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<portreacti节戊编号NodenumberSupportreactionoftensionrodF1.=227.79KN(乖C1.于幕墙方向)F1=227.79KN(vertica1.tothecurtainwa1.1)F2=59.30K(平行于幕墙方向)F2=59,30KN(Para1.1.e1.tothecurtainwa1.1.)F3=225,40KN(竖直方向)F3=225.4OKN(vertica1.)SupportreactionoftrussF1.-73.94KN(垂直于幕墙方向)F1.=73.94KN(vertica1.tothecurtainwa1.1.)F2=100.69KE(平行于希塔方向)F2=100.69KN(Para1.1.e1.tothecurtainwa1.1.)F3=18.58KN(短且方向)F3=18.58KN(vertica1.)feeCtIo0P-mi,%2一、上"炖皿,所第一章明植玻璃蒋墙系统结构计算ChapterICa1.cu1.ationofexposedfraaesupportedG1.assCurtainYa1.1.K计算说明1、 Ca1.cu1.ationinstructions本章计价的是明框玻璃窑墙系统，计算标高为15.2m,黑墙系统详见图纸RFHXM-O02。Ca1.cu1.ationofexposedfra三esupportedG1.assCurtninWa1.1.E1.evationof15.2mDrawingnumberHNy-O(M-O02,2、荷载计算2、 Ca1.cu1.ationofIondandeffect2 .h自意计算2.1 pen三nntIOed采用8+12A+8中空钢化玻璃81.0W-E÷12A+8TEMPEREDVISION1.OI-EG1.ASS-IGU面板自里面荷载标准值G.=(8+8)×10,×25.6-0.41KN三Nomina1.va1.ueGu.=(8+8)*10'*25.6=0.41KN/m:考虑龙骨及附属构件重力荷我标准值Gu-O.5KX/.2Nomina1.Va1.UOG>,=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 -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.ueofwind1.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*<64+1.47«0.18=1.21KN/m2)国标荷我现莅GB5009-2012计算Inaccordancewith1.oadcodeforthedesignofbui1.dingstructures巴哈马地区A类地面粗糙度标高24mPanamaexposure:Az=24m,BG阵风系数.取5401.sgustcoefficientB“=1.540u”风压高度变化系数，JUUz=I.584>: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0.35kNm1<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.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-IGU<t=811n,t1=11n)支推方式：四边简支Supportmode:Sinp1.ysupportedonfouredges分格,a×b-15001111×300011mSize:a×b=1500rm×300011rn1.k荷,计算1.1、1.oadca1.cu1.ation4jr*=,1.,7=,x,752x87x0'93'1KN%q工1.752XfT=O876Nm"t-+r：8,+8'2.2、面板强度计算2.2、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.94×IO,×15aIanO.72×IO'8*=16°3,0.934x0,×1.500*coO.72×1O'×8*=16°3,折减系数n=0.936ReductionfactorQ=0.9366×0.1.0()0×0.934×1.0×15OO282×0.936=18.44Nm2<ft=84,0Nm2外片玻璃强度旎满足要求!Meettherequire三ents!内片Inside；黑=05,性去得弯矩系数m=Q1000*»(XJ1.i'IISOo7=7-0.5.Mcxnentcoefficientm-0.100Oh3000S：内片玻璃厚度，取1.=8mmt:thickness,1.*=8a%。"O.876x1.O''x1.5OO,ztt<mywh"C八”、0=T=.点3=15(M,由入褥折M系数(1=0.910tit0.72×10×oG=绡=嚓瞽等=150,Reductionfactorn=0.940Er?O.72×IO5×84(nm1.,a6×0.1(K)0×0.876×10,×I51,八，e,z,、=-251-H=-S×0.940=17.37N11m<f,=84.0Vrnift'8内片玻璃强度能满足要求！Meettherequire三ents!3.3、面板挠度校核3.3、def1.ectionca1.cu1.ation跛瑞的等效厚度，,=0.95次+r；=O.95X府+£=9.58ImEquiva1.ertthickness/,=0.95曲+/；=0.95>8,+8,=9.58n玻璃刚度/)=Ei;'_0.72x10'*958S12(1-V2)12(1-0.2：)=5.50X10"NImiRiKidi1.yD=Et：_0.72x1.(x958'12(1-v2)1K-O.22)=5.50X10*N玻墙的挠度折减系数ReductionfactorUM1.251.×IO,×I500jE1.t1.0.72×10'×9.58'=10.44.查表得Q=0.958.8=%J坨三竺乂竺C.仙Et；O.72×IOs×9.58,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»<1500/60=25»玻璃挠度能满足要求.K横梁计算4、 ca1.cu1.ationoftransom4. K计算说明4.1、 Ca1.cu1.ationinstructions横梁跻度：B-150011mSpan：B=15(K)11m横梁受力形式如MMode1.i42、荷就计算4.2、 Ca1.cu1.ationof1.oadandeffect(1)、横梁承受的向重方向荷我(1) .Pennanent1.oad标准值Ga=O.5KNmxNomina1.va1.ueQ>=0.5KNm'(2)、横梁承受的自HUfe中力荷载、Concentratedforce设计值G=1.2GH:B2=1.2×0.5X3.OX1.5/2=1.35KNdesignva1.ueG=1.2G三HB2=1.2×0.5×3.0×1,5/2=1.35KNO).攒梁在自重荷载作用下的弯矩值M,(3)、MaximumbendingmomentMFGa=1.35×0.3750.506KNin(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线荷周、horizonta1.1ine1.oad设计值qIV=qeh1.=1.752×0.75=1.311KN/mdcsi11va1.ueq<¼1=q1=qh=1.752×0.75=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、 SectionpropertyA2329.739714503387.5436Ix13641429163Iy13139244.6273IX24.1978i75.O05Wx(I)45471.4305Ir（八）113399.0-414Wx(T)45471.4305Ir(<)1.O0372.783VMV>M26152.0142*w*c77372.M14r11r11115887330.0000gffT7Jf1.120.132730.0000tf1.1.1364142.916(IoCOoOOo)M1213139244.627«2t*(O.OOOJ.OOO)极武几何”表materia1.：6063-T5SeeIionarea:A=2329mm*MomentofinertiaaboutXaxis:1.-13641.4211n,Xaxis:Yaxis: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/mm2<f,=90N11m2“、f,=0.5061.0'0.493X1.Ot7%+i¾=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) Shearstresst：横梁总壁厚,取tMX2-8三mt：thicknessI=A×2=8mVvSv1350×26152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<f.55NZm2,二3二986x77372r,1.i-13139244×8横梁抗剪强度满足设计要求.Meettherequirements!46、横梁饶度校核4.6、 def1.ectionca1.cu1.ation自一集中力荷载标潴值G=GaMB2三0.5×3QX1.52=1.125KNConcentratedforceG-G*HB2-0.5×3.0×1.5/2-1.125KN水平战荷我标准值(|M产Q线小电h=1.251×0.75=0.938KN,I/>'.'BHstandardv；t,1.1.251×0.75=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?=1.29mmVdf4=in(B500,3)=311n(2)、由水平风荷载引起的挠度d,、def1.ectionofHorizonta1.directiond±1.+±1.=Q.131.1.a120/120%d11=0.15ra<min(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.ationof1.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=11,826KN.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)46471.4305SXtffM77372.9414«YMM26152.01421.111.UJ30,00001.II1.1.UWOOOOjrrr115.8673EfTn1.120J327“1113139244.627i*