中醫(yī)藥學(xué)院門(mén)廊計(jì)算設(shè)計(jì)計(jì)算書(shū)﹒第1頁(yè)﹒計(jì)算書(shū)CALCULATIONSHEET設(shè)計(jì)項(xiàng)目名：中醫(yī)藥學(xué)院二期南區(qū)學(xué)生宿舍建設(shè)項(xiàng)目（PROJECTTITLE）子項(xiàng)名稱(chēng)：門(mén)廊（SUBTITLE）設(shè)計(jì)項(xiàng)目號(hào)：（PROJECTNO.）專(zhuān)業(yè)：幕墻（SPECIALITY）設(shè)計(jì)階段：施工圖（DESIGNPHASE）（共1冊(cè)第1冊(cè)）(VOL.，TOTALVOL.)豪沃克幕墻工程軟件計(jì)算分析結(jié)果計(jì)算人：CALCULATEDBY校對(duì)人：PROOFREADEDBY專(zhuān)業(yè)負(fù)責(zé)人：SUBJENGNEER審核：AUDITEDBY審定：APPROVEDBY目錄TOC\o"1-3"\h\u13494第一部分、頂部懸挑位置計(jì)算 31260一、荷載計(jì)算 3302391、風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算 3110592、風(fēng)荷載設(shè)計(jì)值計(jì)算 3100773、雪荷載標(biāo)準(zhǔn)值計(jì)算 3984、雪荷載設(shè)計(jì)值計(jì)算 4280895、自重荷載設(shè)計(jì)值 4229636、豎向均布地震作用計(jì)算 4251417、荷載組合計(jì)算 427146二、單層鋁板強(qiáng)度計(jì)算 567641、面板荷載計(jì)算 5281142、鋁板強(qiáng)度計(jì)算 6208443、加強(qiáng)肋強(qiáng)度計(jì)算 7109864、角碼抗剪強(qiáng)度校核 10308425、鉚釘抗拉強(qiáng)度計(jì)算 113297三、雨蓬桿件計(jì)算 11304281、雨蓬桿件承受組合荷載計(jì)算 11102462、雨蓬桿件型材截面信息 12228213、雨蓬桿件強(qiáng)度驗(yàn)算 135464、雨蓬桿件剪應(yīng)力計(jì)算 13295815、雨蓬桿件撓度計(jì)算 14137806、雨蓬桿件在集中活荷載作用下的校核 1422620四、橫向桿件計(jì)算 15281251、選用型材的截面特性 15190672、桿件強(qiáng)度計(jì)算 16245593、桿件剪力計(jì)算 17219144、桿件剛度計(jì)算 1827312五、端部連接焊縫強(qiáng)度計(jì)算 18165371、端接焊縫基本信息 18227992、焊縫強(qiáng)度計(jì)算 1929708第二部分、鋁板幕墻計(jì)算 217463一、荷載計(jì)算 21322771、風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算 21100412、風(fēng)荷載設(shè)計(jì)值計(jì)算 23260983、水平地震作用計(jì)算 23249734、荷載組合計(jì)算 2321726二、單層鋁板強(qiáng)度計(jì)算 24246271、面板荷載計(jì)算 2418632、鋁板強(qiáng)度計(jì)算 2430733、加強(qiáng)肋強(qiáng)度計(jì)算 25205804、角碼抗剪強(qiáng)度校核 2826195、鉚釘抗拉強(qiáng)度計(jì)算 292980三、立柱計(jì)算 29283641、立柱荷載計(jì)算 29293432、立柱型材特性 31299443、立柱強(qiáng)度計(jì)算 32172504、立柱的剛度計(jì)算 3368975、立柱抗剪計(jì)算 3416978四、橫梁計(jì)算 3478571、選用橫梁型材的截面特性 34153592、橫梁的強(qiáng)度計(jì)算 3538463、橫梁的剛度計(jì)算 3837294、橫梁的抗剪強(qiáng)度計(jì)算 39頂部懸挑位置計(jì)算荷載計(jì)算風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算EQW\s\do3(k):作用在幕墻上的風(fēng)荷載標(biāo)準(zhǔn)值(kN/m2)z:計(jì)算高度10mEQμ\s\do3(z):10m高處風(fēng)壓高度變化系數(shù)(按B類(lèi)區(qū)計(jì)算):(GB50009-2012條文說(shuō)明8.2.1)EQμ\s\do3(z)=1×(EQ\f(z,10))0.3=1EQI\s\do3(10):10米高名義湍流度,對(duì)應(yīng)A、B、C、D類(lèi)地面粗糙度，分別取0.12、0.14、0.23、0.39。(GB50009-2012條文說(shuō)明8.4.6)EQβ\s\do3(gz):陣風(fēng)系數(shù):(GB50009-20128.1.1-2)EQβ\s\do3(gz)=1+2×g×I\s\do3(10)×(\f(z,10))(-α)EQ=1+2×2.5×0.14×(\f(10,10))(-0.15)=1.7由于1.7>1.7,取EQβ\s\do3(gz)=1.7EQμ\s\do3(sp1):局部正風(fēng)壓體型系數(shù)EQμ\s\do3(sn1):局部負(fù)風(fēng)壓體型系數(shù),通過(guò)計(jì)算確定EQμ\s\do3(sz):建筑物表面正壓區(qū)體型系數(shù)，按照(GB50009-20128.3.3)取1EQμ\s\do3(sf):建筑物表面負(fù)壓區(qū)體型系數(shù)，按照(GB50009-20128.3.3-2)取-2按照以上計(jì)算得到EQμ\s\do3(sp1)=1EQμ\s\do3(sn1)=-2正風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(kp)=β\s\do3(gz)×μ\s\do3(sp1)×μ\s\do3(z)×W\s\do3(0)(GB50009-20128.1.1-2)EQ=1.7×1×1×0.4=0.68kN/m2負(fù)風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(kn)=β\s\do3(gz)×μ\s\do3(sn1)×μ\s\do3(z)×W\s\do3(0)(GB50009-20128.1.1-2)EQ=1.7×(-2)×1×0.4=-1.36kN/m2風(fēng)荷載設(shè)計(jì)值計(jì)算W:風(fēng)荷載設(shè)計(jì)值:kN/m2γw:風(fēng)荷載作用效應(yīng)的分項(xiàng)系數(shù)：1.5Wp=γw×Wkp=1.5×0.68=1.02kN/m2Wn=γw×Wkn=1.5×(-1.36)=-2.04kN/m2雪荷載標(biāo)準(zhǔn)值計(jì)算Sk:雪荷載標(biāo)準(zhǔn)值(kN/m2)S0:基本雪壓,重慶市50年一遇最大積雪的自重:0kN/m2根據(jù)現(xiàn)行<<建筑結(jié)構(gòu)荷載規(guī)范>>GB50009-2012取值μr:屋面積雪分布系數(shù)為2根據(jù)<<建筑結(jié)構(gòu)荷載規(guī)范>>GB50009-2012公式7.1.1屋面雪載荷按下式計(jì)算Sk=μr×S0=2×0=0kN/m2雪荷載設(shè)計(jì)值計(jì)算S:雪載荷設(shè)計(jì)值(kN/m2)γs:雪載荷分項(xiàng)系數(shù)為1.5S=γs×Sk=1.5×0=0kN/m2自重荷載設(shè)計(jì)值G:構(gòu)件自重荷載設(shè)計(jì)值(kN/m2)WGT:幕墻面板和構(gòu)件平均平米重量取0.5kN/m2GAK:構(gòu)件自重荷載標(biāo)準(zhǔn)值(kN/m2)rg:恒載荷分項(xiàng)系數(shù)為1.3GAK=WGT=0.5kN/m2G=rg×GAK=1.3×0.5=0.65kN/m2豎向均布地震作用計(jì)算GK:重力荷載代表值取結(jié)構(gòu)自重值(kN/m2)GK=GAK=0.5kN/m2αvmax:豎向地震影響系數(shù)最大值:0.026qEVk:分布豎向地震作用標(biāo)準(zhǔn)值(kN/m2)qEVk=βE×αvmax×GK(JGJ102-20035.3.4)=5×0.026×0.5=0.065kN/m2rE:地震作用分項(xiàng)系數(shù):1.4qEAV:分布豎向地震作用設(shè)計(jì)值(kN/m2)qEAV=rE×qEVk=1.4×0.065=0.091kN/m2荷載組合計(jì)算考慮豎向正向(向下)荷載組合為(考慮正向風(fēng)荷載、地震荷載、雪荷載、重力荷載):考慮風(fēng)荷載為主要組合荷載Szkpw=GAK+Wkp+Sk×ψS=0.5+0.68+0×0.7=1.18kN/m2Szpw=GAK×γG+Wkp×γw+Sk×γs×ψS+qEVk×γE×ψE=0.5×1.3+0.68×1.5+0×1.5×0.7+0.065×1.4×0.5=1.7155kN/m2考慮以活荷載為主要組合荷載Szkpl=GAK+L+ψw×Wkp=0.5+0.5+0.6×0.68=1.408kN/m2Szpl=GAK×γG+L×γl+Wkp×γw×ψw+qEVk×γE×ψE=0.5×1.3+0.5×1.5+0.68×1.5×0.6+0.065×1.4×0.5=2.0575kN/m2考慮以雪荷載為主要組合荷載Szkps=GAK+Sk+ψw×Wkp=0.5+0+0.6×0.68=0.908kN/m2Szps=GAK×γG+Sk×γs+Wkp×γw×ψw+qEVk×γE×ψE=0.5×1.3+0×1.5+0.68×1.5×0.6+0.065×1.4×0.5=1.3075kN/m2所以對(duì)于正向荷載組合,取荷載組合標(biāo)準(zhǔn)值Szkp=1.408kN/m2荷載組合設(shè)計(jì)值Szp=2.0575kN/m2考慮豎向負(fù)向(向上)荷載組合為(考慮負(fù)向風(fēng)荷載、重力荷載):Szkn=GAK+Wkn=0.5+(-1.36)=-0.86kN/m2Szn=GK×γGf+Wf×γw-qEVk×γE×ψE=0.5×1+(-1.36)×1.5-0.065×1.4×0.5=-1.5855kN/m2綜合以上計(jì)算，取絕對(duì)值最大的荷載進(jìn)行強(qiáng)度演算采用荷載組合標(biāo)準(zhǔn)值為1.408kN/m2荷載組合設(shè)計(jì)值為2.0575kN/m2單層鋁板強(qiáng)度計(jì)算面板荷載計(jì)算B:該處鋁板幕墻分格寬:1.2mH:該處鋁板幕墻分格高:2mA:該處鋁板面積:A=B×H=1.2×2=2.4m2水平荷載設(shè)計(jì)值：EQS\s\do3(z)=2.0575kN/m2水平荷載標(biāo)準(zhǔn)值：EQS\s\do3(zk)=1.408kN/m2鋁板強(qiáng)度計(jì)算選定面板材料為:鋁-3003-H24強(qiáng)度校核依據(jù)：σ=EQ\f(M,W)=EQ\f(6×m×q×L2×η,t2)≤EQf\s\do3(a)=89N/mm2撓度校核依據(jù):EQ\f(U,L)≤EQ\f(1,100)加強(qiáng)肋計(jì)算結(jié)構(gòu)見(jiàn)圖以及板塊編號(hào)圖數(shù)據(jù)表格使用的各項(xiàng)相關(guān)參數(shù)以及意義E:彈性模量:70000N/mm2v:泊松比:0.3t:鋁板厚度:3mmD:板彎曲剛度:D=EQ\f(E×t3,12×(1-v2))=EQ\f(70000×33,12×(1-0.32))=173076.923077EQS\s\do3(z):組合荷載設(shè)計(jì)值:2.0575kN/m2EQS\s\do3(zk):組合荷載標(biāo)準(zhǔn)值1.408kN/m2撓度計(jì)算公式:U=EQ\f(f×S\s\do3(zk)×a4×η,D)a:鋁板分格短邊邊長(zhǎng)b:鋁板分格長(zhǎng)邊邊長(zhǎng)θ:參數(shù)EQ\f(S\s\do3(zk)×a4,E×t4)η:折減系數(shù)按θ查表得到m:彎矩系數(shù),按短邊與長(zhǎng)邊的邊長(zhǎng)比查表得到f:撓度系數(shù),按短邊與長(zhǎng)邊的邊長(zhǎng)查表得到U:鋁板撓度EQ\f(U,a):撓度與短邊比值面板強(qiáng)度校核表格編號(hào)類(lèi)型a(mm)b(mm)θηmσ(N/mm2)fU(mm)U/a1D500.0600.015.5200.9220.084726.7910.002951.3840.002772D500.0600.015.5200.9220.084726.7910.002951.3840.002773E500.0600.015.5200.9220.070322.2260.002000.9380.001884E500.0600.015.5200.9220.070322.2260.002000.9380.001885E500.0600.015.5200.9220.070322.2260.002000.9380.001886E500.0600.015.5200.9220.070322.2260.002000.9380.001887D500.0600.015.5200.9220.084726.7910.002951.3840.002778D500.0600.015.5200.9220.084726.7910.002951.3840.00277說(shuō)明：強(qiáng)度/撓度驗(yàn)算不合格的數(shù)據(jù)以紅色標(biāo)明強(qiáng)度滿(mǎn)足要求撓度滿(mǎn)足要求加強(qiáng)肋強(qiáng)度計(jì)算(1)加強(qiáng)肋在組合荷載作用下的內(nèi)力圖示:加強(qiáng)肋內(nèi)力數(shù)據(jù)列表如下:編號(hào)列表?xiàng)l目123456789101偏移(m)0.0000.0600.1200.2100.2700.3300.3900.4800.5400.6001彎矩(kN.m)0.0030.0200.0370.0580.0700.0800.0860.0920.0940.0951剪力(kN)0.2840.2790.2620.2180.1760.1310.0890.0440.0280.0231撓度(mm)0.000-0.158-0.313-0.536-0.676-0.807-0.931-1.103-1.211-1.3172偏移(m)0.0000.0600.1200.2100.2700.3300.3900.4800.5400.6002彎矩(kN.m)0.0950.0940.0920.0860.0800.0700.0580.0370.0200.0032剪力(kN)-0.023-0.028-0.044-0.089-0.131-0.176-0.218-0.262-0.279-0.2842撓度(mm)-1.317-1.211-1.103-0.931-0.807-0.676-0.536-0.313-0.1580.0003偏移(m)0.0000.0600.1200.2100.2700.3300.3900.4800.5400.6003彎矩(kN.m)-0.0070.0160.0370.0670.0850.0990.1110.1250.1330.1403剪力(kN)0.3750.3700.3540.3090.2670.2220.1800.1360.1190.1143撓度(mm)0.000-0.200-0.398-0.685-0.868-1.042-1.208-1.444-1.595-1.7434偏移(m)0.0000.0600.1200.2100.2700.3300.3900.4800.5400.6004彎矩(kN.m)0.1400.1330.1250.1110.0990.0850.0670.0370.016-0.0074剪力(kN)-0.114-0.119-0.136-0.180-0.222-0.267-0.309-0.354-0.370-0.3754撓度(mm)-1.743-1.595-1.444-1.208-1.042-0.868-0.685-0.398-0.2000.0005偏移(m)0.0000.0600.1200.2100.2700.3300.3900.4800.5400.6005彎矩(kN.m)0.0030.0200.0370.0580.0700.0800.0860.0920.0940.0955剪力(kN)0.2840.2790.2620.2180.1760.1310.0890.0440.0280.0235撓度(mm)0.000-0.158-0.313-0.536-0.676-0.807-0.931-1.103-1.211-1.3176偏移(m)0.0000.0600.1200.2100.2700.3300.3900.4800.5400.6006彎矩(kN.m)0.0950.0940.0920.0860.0800.0700.0580.0370.0200.0036剪力(kN)-0.023-0.028-0.044-0.089-0.131-0.176-0.218-0.262-0.279-0.2846撓度(mm)-1.317-1.211-1.103-0.931-0.807-0.676-0.536-0.313-0.1580.0007偏移(m)0.0000.0500.1000.1750.2250.2750.3250.4000.4500.5007彎矩(kN.m)0.0000.0080.0160.0260.0310.0360.0380.0400.0410.0417剪力(kN)0.1620.1580.1490.1220.0970.0660.0400.0140.0040.0017撓度(mm)0.000-0.141-0.281-0.488-0.622-0.754-0.883-1.071-1.194-1.3178偏移(m)0.0000.0500.1000.1750.2250.2750.3250.4000.4500.5008彎矩(kN.m)0.0410.0430.0450.0470.0460.0450.0410.0350.0290.0248剪力(kN)0.0470.0430.0340.007-0.018-0.049-0.075-0.101-0.111-0.1148撓度(mm)-1.317-1.369-1.420-1.493-1.539-1.581-1.621-1.676-1.710-1.7439偏移(m)0.0000.0500.1000.1750.2250.2750.3250.4000.4500.5009彎矩(kN.m)0.0240.0290.0350.0410.0450.0460.0470.0450.0430.0419剪力(kN)0.1140.1110.1010.0750.0490.018-0.007-0.034-0.043-0.0479撓度(mm)-1.743-1.710-1.676-1.621-1.581-1.539-1.493-1.420-1.369-1.31710偏移(m)0.0000.0500.1000.1750.2250.2750.3250.4000.4500.50010彎矩(kN.m)0.0410.0410.0400.0380.0360.0310.0260.0160.0080.00010剪力(kN)-0.001-0.004-0.014-0.040-0.066-0.097-0.122-0.149-0.158-0.16210撓度(mm)-1.317-1.194-1.071-0.883-0.754-0.622-0.488-0.281-0.1410.000(2)加強(qiáng)肋截面圖Ex:加強(qiáng)肋型材彈性模量70000N/mm2X軸慣性矩:Ix=10.8254cm4Y軸慣性矩:Iy=4.66596cm4X軸下部抵抗矩:Wx1=3.18394cm3型材截面面積矩:Ss=2.8275cm3型材計(jì)算校核處壁厚:t=3mm(3)加強(qiáng)肋強(qiáng)度校核:強(qiáng)度校核依據(jù):M/γ/w≤ｆa剪力校核依據(jù):τmax≤[τ]=49.6N/mm2撓度校核依據(jù):U≤L/300加強(qiáng)肋強(qiáng)度校核表格編號(hào)長(zhǎng)度(m)彎矩(kN.m)剪力(kN)撓度(mm)最大值位置(m)σ(N/mm2)最大值位置(m)τ(N/mm2)最大值位置(m)D/Len10.6000.0950.60028.5570.2840.0002.4721.3170.6000.0011020.6000.0950.00028.5570.2840.6002.4721.3170.0000.0011030.6000.1400.60041.8590.3750.0003.2661.7430.6000.0014540.6000.1400.00041.8590.3750.6003.2661.7430.0000.0014550.6000.0950.60028.5570.2840.0002.4721.3170.6000.0011060.6000.0950.00028.5570.2840.6002.4721.3170.0000.0011070.5000.0410.50012.1560.1620.0001.4071.3170.5000.0006680.5000.0470.20013.9240.1140.5000.9931.7430.5000.0008790.5000.0470.30013.9240.1140.0000.9931.7430.0000.00087100.5000.0410.00012.1560.1620.5001.4071.3170.0000.00066說(shuō)明：強(qiáng)度驗(yàn)算不合格的數(shù)據(jù)以紅色標(biāo)明加強(qiáng)肋強(qiáng)度滿(mǎn)足要求加強(qiáng)肋撓度滿(mǎn)足要求角碼抗剪強(qiáng)度校核B:計(jì)算單元總寬為1.2mH:計(jì)算單元總高為2mEQB\s\do3(num):橫向角碼數(shù)2EQH\s\do3(num):縱向角碼數(shù)2EQt\s\do3(jm):角碼型材壁厚5mmEQL\s\do3(jm):角碼長(zhǎng)度50mmEQS\s\do3(z):幕墻面板所受組合荷載為2.0575kN/m2P:每個(gè)角碼承受的剪切力(kN)P=EQ\f(S\s\do3(z)×H×B,2×(B\s\do3(num)+H\s\do3(num)))=EQ\f(2.0575×2×1.2,2×(2+2))=0.61725kNτ:角碼抗剪設(shè)計(jì)應(yīng)力(N/mm2)τ=EQ\f(1.5×P,t\s\do3(jm)×L\s\do3(jm))=EQ\f(1.5×1000×0.61725,5×50)=3.7035N/mm2τ=3.7035N/mm2≤49.6N/mm2角碼剪切強(qiáng)度滿(mǎn)足要求鉚釘抗拉強(qiáng)度計(jì)算P:每個(gè)角碼承受的拉力0.61725kNEQM\s\do3(num):每個(gè)角碼上的拉鉚釘數(shù)3個(gè)EQD\s\do3(md):鉚釘直徑5mm,型號(hào):鋁合金鉚釘-10EQN\s\do3(md):可承受拉力為205.75NEQN\s\do3(md)=205.75N≤1185N鉚釘抗拉強(qiáng)度滿(mǎn)足要求雨蓬桿件計(jì)算雨蓬桿件承受組合荷載計(jì)算(1)組合荷載線(xiàn)分布最大荷載集度設(shè)計(jì)值(矩形分布)Wk:組合荷載標(biāo)準(zhǔn)值:1.408kN/m2W:組合荷載設(shè)計(jì)值:2.0575kN/m2Bl:雨蓬桿件左分格寬:1.2mBr:雨蓬桿件右分格寬:1.2mqk=Wk×(Bl+Br)/2=1.408×(1.2+1.2)/2=1.6896kN/mq=W×(Bl+Br)/2=2.0575×(1.2+1.2)/2=2.469kN/m(2)雨蓬桿件在荷載作用下的彎矩:雨蓬承受荷載作用簡(jiǎn)圖如下：通過(guò)有限元分析計(jì)算得到雨蓬桿件的彎矩圖如下:雨蓬桿件彎矩分布如下表:列表?xiàng)l目123456789偏移(m)0.0000.1870.3750.5630.7500.9381.1251.3131.500彎矩(kN.m)2.7782.1271.5621.0850.6940.3910.1740.0430.000最大彎矩發(fā)生在0m處M:雨蓬桿件在組合荷載作用下產(chǎn)生彎矩(kN·m)M=2.777625kN·m雨蓬桿件在荷載作用下的支座反力信息如下表:支座編號(hào)X向反力(kN)Y向反力(kN)轉(zhuǎn)角反力(kN.m)N00.0003.7032.778N1雨蓬桿件型材截面信息選定桿件材料類(lèi)別:鋼-Q235冷彎選用桿件型材名稱(chēng):FT80x60x4型材強(qiáng)度設(shè)計(jì)值:205N/mm2型材彈性模量:E=206000N/mm2X軸慣性矩:EQI\s\do3(x)=87.9181cm4Y軸慣性矩:EQI\s\do3(y)=56.1164cm4X軸上部抵抗矩:EQW\s\do3(x1)=21.9795cm3X軸下部抵抗矩:EQW\s\do3(x2)=21.9795cm3Y軸左部抵抗矩:EQW\s\do3(y1)=18.7055cm3Y軸右部抵抗矩:EQW\s\do3(y2)=18.7055cm3型材截面積:A=10.148cm2型材計(jì)算校核處抗剪壁厚:t=4mm型材截面面積矩:EQS\s\do3(s)=13.4954cm3塑性發(fā)展系數(shù):γ=1雨蓬桿件強(qiáng)度驗(yàn)算校核依據(jù):EQ\f(N,A)+EQ\f(M,γ×w)≤ｆa(JGJ102-20036.3.7)N:桿件軸力受力設(shè)計(jì)值，為0kNσ:桿件計(jì)算強(qiáng)度(N/mm2)A:桿件型材截面積:10.148cm2M:桿件彎矩:2.777625kN·mWx2:桿件截面抵抗矩:21.9795cm3γ:塑性發(fā)展系數(shù):1σ=EQ\f(M×103,1×Wx2)=EQ\f(2.777625×103,1×21.9795)=126.373439N/mm2126.373439N/mm2≤ｆa=205N/mm2桿件強(qiáng)度滿(mǎn)足要求雨蓬桿件剪應(yīng)力計(jì)算校核依據(jù):τmax≤[τ]=120N/mm2通過(guò)有限元分析計(jì)算得到桿件的剪力圖如下:桿件剪力分布如下表:列表?xiàng)l目123456789偏移(m)0.0000.1870.3750.5630.7500.9381.1251.3131.500剪力(kN)3.7033.2412.7782.3151.8521.3890.9260.4630.000最大剪力發(fā)生在0m處τ:桿件剪應(yīng)力:Q:桿件最大剪力:3.7035kNSs:桿件型材截面面積矩:13.4954cm3Ix:桿件型材截面慣性矩:87.9181cm4t:桿件抗剪壁厚:4mmτ=EQ\f(Q×Ss×100,Ix×t)=EQ\f(3.7035×13.4954×100,87.9181×4)=14.212151N/mm214.212151N/mm2≤120N/mm2桿件抗剪強(qiáng)度可以滿(mǎn)足雨蓬桿件撓度計(jì)算校核依據(jù):Umax≤EQ\f(2×L,250)Dfmax:桿件最大允許撓度:通過(guò)有限元分析計(jì)算得到桿件的撓度圖如下:桿件撓度分布如下表:列表?xiàng)l目123456789偏移(m)0.0000.1870.3750.5630.7500.9381.1251.3131.500撓度(mm)0.000-0.170-0.623-1.284-2.091-2.991-3.943-4.920-5.904最大撓度發(fā)生在1.5m處,最大撓度為5.903553mmDfmax=EQ\f(2×L×1000,250)=EQ\f(2×1.5×1000,250)=12mm桿件最大撓度Umax為:5.903553mm≤12mm撓度滿(mǎn)足要求雨蓬桿件在集中活荷載作用下的校核雨蓬桿件承受的面板按照0.5kN/m2考慮，集中活荷載按照板寬方向每隔1米一個(gè)集中力1kN考慮，作用于離端部1.5m處。荷載組合按照1.3G+1.5L考慮。雨蓬承受荷載作用簡(jiǎn)圖如下：通過(guò)有限元分析計(jì)算得到雨蓬桿件的彎矩圖如下:雨蓬桿件彎矩分布如下表:列表?xiàng)l目123456789偏移(m)0.0000.1870.3750.5630.7500.9381.1251.3131.500彎矩(kN.m)3.5773.0342.5192.0301.5691.1360.7300.3510.000最大彎矩發(fā)生在0m處M:雨蓬桿件在組合荷載作用下產(chǎn)生彎矩(kN·m)M=3.5775kN·mσ=EQ\f(M×103,1×Wx2)=EQ\f(3.5775×103,1×21.9795)=162.765304N/mm2162.765304N/mm2≤ｆa=205N/mm2桿件強(qiáng)度滿(mǎn)足要求橫向桿件計(jì)算選用型材的截面特性選定桿件材料類(lèi)別:鋼-Q235選用桿件型材名稱(chēng):未定義型材型材強(qiáng)度設(shè)計(jì)值:215N/mm2型材彈性模量:E=206000N/mm2X軸慣性矩:EQI\s\do3(x)=120cm4Y軸慣性矩:EQI\s\do3(y)=120cm4X軸上部抵抗矩:EQW\s\do3(x1)=34cm3X軸下部抵抗矩:EQW\s\do3(x2)=34cm3Y軸左部抵抗矩:EQW\s\do3(y1)=34cm3Y軸右部抵抗矩:EQW\s\do3(y2)=34cm3型材截面積:A=10cm2型材計(jì)算校核處抗剪壁厚:t=4mm型材截面面積矩:EQS\s\do3(s)=12cm3塑性發(fā)展系數(shù):γ=1.05桿件強(qiáng)度計(jì)算(1)荷載線(xiàn)分布最大荷載集度設(shè)計(jì)值(矩形分布)q:荷載線(xiàn)分布最大荷載集度設(shè)計(jì)值(kN/m)Bl:左分格寬:2mBr:右分格寬:2mqk=Wk×EQ\f(Bl+Br,2)=1.408×EQ\f(2+2,2)=2.816kN/mq=W×EQ\f(Bl+Br,2)=2.0575×EQ\f(2+2,2)=4.115kN/m(2)荷載組合桿件節(jié)點(diǎn)及單元編號(hào)圖如下:桿件所受組合荷載簡(jiǎn)圖如下:(3)桿件彎矩:通過(guò)有限元分析計(jì)算得到桿件的彎矩圖如下:桿件彎矩分布如下表:列表?xiàng)l目123456789偏移(m)0.0000.1500.3000.4500.6000.7500.9001.0501.200彎矩(kN.m)0.000-0.324-0.556-0.694-0.741-0.694-0.556-0.3240.000最大彎矩發(fā)生在0.6m處M:幕墻桿件在組合荷載作用下產(chǎn)生彎矩(kN·m)M=0.7407kN·m桿件在荷載作用下的支座反力信息如下表:支座編號(hào)X向反力(kN)Y向反力(kN)轉(zhuǎn)角反力(kN.m)N02.469N10.0002.469(4)校核依據(jù):EQ\f(M,γ×w)≤ｆa(JGJ102-20036.2.4)σ:桿件計(jì)算強(qiáng)度(N/mm2)A:桿件型材截面積:10cm2Wx:桿件截面抵抗矩:34cm3γ:塑性發(fā)展系數(shù):1.05σ=EQ\f(M×103,1.05×Wx)=EQ\f(0.7407×103,1.05×34)=20.747899N/mm220.747899N/mm2≤ｆa=215N/mm2桿件強(qiáng)度滿(mǎn)足要求桿件剪力計(jì)算校核依據(jù):τmax≤[τ]=125N/mm2通過(guò)有限元分析計(jì)算得到桿件的剪力圖如下:桿件剪力分布如下表:列表?xiàng)l目123456789偏移(m)0.0000.1500.3000.4500.6000.7500.9001.0501.200剪力(kN)2.4691.8521.2340.6170.000-0.617-1.235-1.852-2.469最大剪力發(fā)生在1.2m處τ:桿件剪應(yīng)力:Q:桿件最大剪力:2.469kNSs:桿件型材截面面積矩:12cm3Ix:桿件型材截面慣性矩:120cm4t:桿件抗剪壁厚:4mmτ=EQ\f(Q×Ss×100,Iz×t)=EQ\f(2.469×12×100,120×4)=6.1725N/mm26.1725N/mm2≤125N/mm2桿件抗剪強(qiáng)度可以滿(mǎn)足桿件剛度計(jì)算校核依據(jù):Umax≤EQ\f(L,250)Dfmax:桿件最大允許撓度:通過(guò)有限元分析計(jì)算得到桿件的撓度圖如下:桿件撓度分布如下表:列表?xiàng)l目123456789偏移(m)0.0000.1500.3000.4500.6000.7500.9001.0501.200撓度(mm)0.000-0.119-0.219-0.285-0.308-0.285-0.219-0.1190.000最大撓度發(fā)生在0.6m處,最大撓度為0.307573mmDfmax=EQ\f(Hvmax,250)×1000=EQ\f(1.2,250)×1000=4.8mm桿件最大撓度Umax為:0.307573mm≤4.8mm撓度滿(mǎn)足要求端部連接焊縫強(qiáng)度計(jì)算端接焊縫基本信息EQV\s\do3(x):通過(guò)焊縫中心作用的水平方向剪力:0kNEQV\s\do3(y):通過(guò)焊縫中心作用的豎直方向剪力:2.97kNN:通過(guò)焊縫中心作用的垂直于焊縫平面的作用力:0kNEQL\s\do3(x):承受水平方向剪力的焊縫長(zhǎng)度180mmEQL\s\do3(y):承受豎直方向剪力的焊縫長(zhǎng)度180mmEQM\s\do3(x):水平方向端部彎矩0kN.mEQM\s\do3(y):豎直方向端部彎矩3.5775kN.mEQh\s\do3(f):角焊縫的焊腳尺寸為5mm角焊縫的斷面特性如下:X軸慣性矩:EQI\s\do3(x)=151.491cm4Y軸慣性矩:EQI\s\do3(y)=102.604cm4X軸上部抵抗矩:EQW\s\do3(x1)=33.6646cm3X軸下部抵抗矩:EQW\s\do3(x2)=33.6646cm3Y軸左部抵抗矩:EQW\s\do3(y1)=29.3155cm3Y軸右部抵抗矩:EQW\s\do3(y2)=29.3155cm3斷面截面積:A=14.0987cm2焊縫強(qiáng)度計(jì)算1).計(jì)算參數(shù)說(shuō)明EQβ\s\do3(f):正面角焊縫(端焊縫)的強(qiáng)度設(shè)計(jì)增大系數(shù)，對(duì)承受靜力荷載和間接承受動(dòng)力荷載的結(jié)構(gòu)取1.22；對(duì)直接承受動(dòng)力荷載的結(jié)構(gòu)取1.0EQf\s(w,t):角焊縫的強(qiáng)度設(shè)計(jì)值取160N/mm22).焊縫剪應(yīng)力計(jì)算水平剪應(yīng)力計(jì)算EQA\s\do3(fx):水平方向承受剪力的焊縫面積EQA\s\do3(fx)=EQL\s\do3(x)×EQh\s\do3(f)×0.7=180×5×0.7=630mm2EQτ\s\do3(x)=EQ\f(V\s\do3(x),A\s\do3(fx))=EQ\f(0×1000,630)=0N/mm2豎直剪應(yīng)力計(jì)算EQA\s\do3(fy):豎直方向承受剪力的焊縫面積EQA\s\do3(fy)=EQL\s\do3(y)×EQh\s\do3(f)×0.7=180×5×0.7=630mm2EQτ\s\do3(y)=EQ\f(V\s\do3(y),A\s\do3(fy))=EQ\f(2.97×1000,630)=4.714286N/mm23).彎矩作用產(chǎn)生的正應(yīng)力計(jì)算EQσ\s\do3(wx)=EQ\f(M\s\do3(x),β\s\do3(f)×W\s\do3(y))=EQ\f(0×1000,1.22×29.3155)=0N/mm2EQσ\s\do3(wy)=EQ\f(M\s\do3(y),β\s\do3(f)×W\s\do3(x))=EQ\f(3.5775×1000,1.22×33.6646)=87.105655N/mm24).組合應(yīng)力計(jì)算在彎矩、剪力、軸力共同作用下焊縫的折算應(yīng)力驗(yàn)算如下：σ=EQ\r(\b(σ\s\do3(wx)+σ\s\do3(wy))\s\up3(2)+τ\s\do3(x)2+τ\s\do3(y)2)=EQ\r(\b(0+87.105655)\s\up3(2)+02+4.7142862)=87.233134N/mm2≤EQf\s(w,t)=160N/mm2所以，焊縫強(qiáng)度滿(mǎn)足要求鋁板幕墻計(jì)算荷載計(jì)算風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算EQW\s\do3(k):作用在幕墻上的風(fēng)荷載標(biāo)準(zhǔn)值(kN/m2)z:計(jì)算高度6mEQμ\s\do3(z):6m高處風(fēng)壓高度變化系數(shù)(按B類(lèi)區(qū)計(jì)算):(GB50009-2012條文說(shuō)明8.2.1)EQμ\s\do3(z)=1×(\f(z,10))0.3=0.857917由于0.857917<1,取EQμ\s\do3(z)=1EQI\s\do3(10):10米高名義湍流度,對(duì)應(yīng)A、B、C、D類(lèi)地面粗糙度，分別取0.12、0.14、0.23、0.39。(GB50009-2012條文說(shuō)明8.4.6)EQβ\s\do3(gz):陣風(fēng)系數(shù):EQβ\s\do3(gz)=1+2×g×I\s\do3(10)×(\f(z,10))(-α)EQ=1+2×2.5×0.14×(\f(6,10))(-0.15)=1.755745由于1.755745>1.7,取EQβ\s\do3(gz)=1.7EQμ\s\do3(sp1):局部正風(fēng)壓體型系數(shù)EQμ\s\do3(sn1):局部負(fù)風(fēng)壓體型系數(shù),通過(guò)計(jì)算確定EQμ\s\do3(sz):建筑物表面正壓區(qū)體型系數(shù)，按照(GB50009-20128.3.3)取1EQμ\s\do3(sf):建筑物表面負(fù)壓區(qū)體型系數(shù)，按照(GB50009-20128.3.3-2)取-1.4對(duì)于封閉式建筑物，考慮內(nèi)表面壓力，取-0.2或0.2EQA\s\do3(v):立柱構(gòu)件從屬面積取4.8m2EQA\s\do3(h):橫梁構(gòu)件從屬面積取2.4m2EQμ\s\do3(sa):維護(hù)構(gòu)件面板的局部體型系數(shù)EQμ\s\do3(s1z)=μ\s\do3(sz)+0.2=1.2EQμ\s\do3(s1f)=μ\s\do3(sf)-0.2=-1.6維護(hù)構(gòu)件從屬面積大于或等于25m2的體型系數(shù)計(jì)算EQμ\s\do3(s25z)=μ\s\do3(sz)×0.8+0.2=1(GB50009-20128.3.4)EQμ\s\do3(s25f)=μ\s\do3(sf)×0.8-0.2=-1.32(GB50009-20128.3.4)對(duì)于直接承受荷載的面板而言，不需折減有EQμ\s\do3(saz)=1.2EQμ\s\do3(saf)=-1.6同樣，取立柱面積對(duì)數(shù)線(xiàn)性插值計(jì)算得到EQμ\s\do3(savz)=μ\s\do3(sz)+(μ\s\do3(sz)×0.8-μ\s\do3(sz))×\f(log(A\s\do3(v)),1.4)+0.2EQ=1+(0.8-1)×\f(0.681241,1.4)+0.2=1.10268EQμ\s\do3(savf)=μ\s\do3(sf)+(μ\s\do3(sf)×0.8-μ\s\do3(sf))×\f(log(A\s\do3(v)),1.4)-0.2EQ=-1.4+((-1.12)-(-1.4))×\f(0.681241,1.4)-0.2=-1.463752同樣，取橫梁面積對(duì)數(shù)線(xiàn)性插值計(jì)算得到EQμ\s\do3(sahz)=μ\s\do3(sz)+(μ\s\do3(sz)×0.8-μ\s\do3(sz))×\f(log(A\s\do3(h)),1.4)+0.2EQ=1+(0.8-1)×\f(0.380211,1.4)+0.2=1.145684EQμ\s\do3(sahf)=μ\s\do3(sf)+(μ\s\do3(sf)×0.8-μ\s\do3(sf))×\f(log(A\s\do3(h)),1.4)-0.2EQ=-1.4+((-1.12)-(-1.4))×\f(0.380211,1.4)-0.2=-1.523958按照以上計(jì)算得到對(duì)于面板有:EQμ\s\do3(sp1)=1.2EQμ\s\do3(sn1)=-1.6對(duì)于立柱有:EQμ\s\do3(svp1)=1.10268EQμ\s\do3(svn1)=-1.463752對(duì)于橫梁有:EQμ\s\do3(shp1)=1.145684EQμ\s\do3(shn1)=-1.523958面板正風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(kp)=β\s\do3(gz)×μ\s\do3(sp1)×μ\s\do3(z)×W\s\do3(0)(GB50009-20128.1.1-2)=1.7×1.2×1×0.4=0.816kN/m2EQW\s\do3(kp)<1kN/m2,取EQW\s\do3(kp)=1kN/m2面板負(fù)風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(kn)=β\s\do3(gz)×μ\s\do3(sn1)×μ\s\do3(z)×W\s\do3(0)(GB50009-20128.1.1-2)=1.7×(-1.6)×1×0.4=-1.088kN/m2同樣，立柱正風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(kvp)=β\s\do3(gz)×μ\s\do3(svp1)×μ\s\do3(z)×W\s\do3(0)(GB50009-20128.1.1-2)=1.7×1.10268×1×0.4=0.749822kN/m2EQW\s\do3(kvp)<1kN/m2,取EQW\s\do3(kvp)=1kN/m2立柱負(fù)風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(kvn)=β\s\do3(gz)×μ\s\do3(svn1)×μ\s\do3(z)×W\s\do3(0)(GB50009-20128.1.1-2)=-0.995351kN/m2EQW\s\do3(kvn)>-1kN/m2,取EQW\s\do3(kvn)=-1kN/m2同樣，橫梁正風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(khp)=β\s\do3(gz)×μ\s\do3(shp1)×μ\s\do3(z)×W\s\do3(0)(GB50009-20128.1.1-2)=0.779065kN/m2EQW\s\do3(khp)<1kN/m2,取EQW\s\do3(khp)=1kN/m2橫梁負(fù)風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(khn)=β\s\do3(gz)×μ\s\do3(shn1)×μ\s\do3(z)×W\s\do3(0)(GB50009-20128.1.1-2)=-1.036291kN/m2當(dāng)前幕墻抗風(fēng)壓等級(jí)為1級(jí)風(fēng)荷載設(shè)計(jì)值計(jì)算W:風(fēng)荷載設(shè)計(jì)值:kN/m2EQγ\s\do3(w):風(fēng)荷載作用效應(yīng)的分項(xiàng)系數(shù)：1.5面板風(fēng)荷載作用計(jì)算EQW\s\do3(p)=γ\s\do3(w)×W\s\do3(kp)=1.5×1=1.5kN/m2EQW\s\do3(n)=γ\s\do3(w)×W\s\do3(kn)=1.5×(-1.088)=-1.632kN/m2立柱風(fēng)荷載作用計(jì)算EQW\s\do3(vp)=γ\s\do3(w)×W\s\do3(kvp)=1.5×1=1.5kN/m2EQW\s\do3(vn)=γ\s\do3(w)×W\s\do3(kvn)=1.5×(-1)=-1.5kN/m2橫梁風(fēng)荷載作用計(jì)算EQW\s\do3(hp)=γ\s\do3(w)×W\s\do3(khp)=1.5×1=1.5kN/m2EQW\s\do3(hn)=γ\s\do3(w)×W\s\do3(khn)=1.5×(-1.036291)=-1.554437kN/m2水平地震作用計(jì)算EQG\s\do3(Ak):面板平米重量取0.3kN/m2EQα\s\do3(max):水平地震影響系數(shù)最大值:0.04EQq\s\do3(Ek):分布水平地震作用標(biāo)準(zhǔn)值(kN/m2)EQq\s\do3(Ek)=β\s\do3(E)×α\s\do3(max)×G\s\do3(Ak)=5×0.04×0.3=0.06kN/m2EQγ\s\do3(E):地震作用分項(xiàng)系數(shù):1.4EQq\s\do3(EA):分布水平地震作用設(shè)計(jì)值(kN/m2)EQq\s\do3(EA)=γ\s\do3(E)×q\s\do3(Ek)=1.4×0.06=0.084kN/m2荷載組合計(jì)算幕墻承受的荷載作用組合計(jì)算，按照規(guī)范，考慮正風(fēng)壓、地震荷載組合:EQS\s\do3(zkp)=W\s\do3(kp)=1kN/m2EQS\s\do3(zp)=W\s\do3(kp)×γ\s\do3(w)+q\s\do3(Ek)×γ\s\do3(E)×ψ\s\do3(E)=1×1.5+0.06×1.4×0.5=1.542kN/m2考慮負(fù)風(fēng)壓、地震荷載組合:EQS\s\do3(zkn)=W\s\do3(kn)=-1.088kN/m2EQS\s\do3(zn)=W\s\do3(kn)×γ\s\do3(w)-q\s\do3(Ek)×γ\s\do3(E)×ψ\s\do3(E)=-1.088×1.5-0.06×1.4×0.5=-1.674kN/m2綜合以上計(jì)算，取絕對(duì)值最大的荷載進(jìn)行強(qiáng)度演算采用面板荷載組合標(biāo)準(zhǔn)值為1.088kN/m2面板荷載組合設(shè)計(jì)值為1.674kN/m2立柱承受風(fēng)荷載標(biāo)準(zhǔn)值為1kN/m2橫梁承受風(fēng)荷載標(biāo)準(zhǔn)值為1.036291kN/m2單層鋁板強(qiáng)度計(jì)算面板荷載計(jì)算B:該處鋁板幕墻分格寬:1.2mH:該處鋁板幕墻分格高:2mA:該處鋁板面積:A=B×H=1.2×2=2.4m2水平荷載設(shè)計(jì)值：EQS\s\do3(z)=1.674kN/m2水平荷載標(biāo)準(zhǔn)值：EQS\s\do3(zk)=1.088kN/m2鋁板強(qiáng)度計(jì)算選定面板材料為:鋁-3003-H24強(qiáng)度校核依據(jù)：σ=EQ\f(M,W)=EQ\f(6×m×q×L2×η,t2)≤EQf\s\do3(a)=89N/mm2撓度校核依據(jù):EQ\f(U,L)≤EQ\f(1,100)加強(qiáng)肋計(jì)算結(jié)構(gòu)見(jiàn)圖以及板塊編號(hào)圖數(shù)據(jù)表格使用的各項(xiàng)相關(guān)參數(shù)以及意義E:彈性模量:70000N/mm2v:泊松比:0.3t:鋁板厚度:3mmD:板彎曲剛度:D=EQ\f(E×t3,12×(1-v2))=EQ\f(70000×33,12×(1-0.32))=173076.923077EQS\s\do3(z):組合荷載設(shè)計(jì)值:1.674kN/m2EQS\s\do3(zk):組合荷載標(biāo)準(zhǔn)值1.088kN/m2撓度計(jì)算公式:U=EQ\f(f×S\s\do3(zk)×a4×η,D)a:鋁板分格短邊邊長(zhǎng)b:鋁板分格長(zhǎng)邊邊長(zhǎng)θ:參數(shù)EQ\f(S\s\do3(zk)×a4,E×t4)η:折減系數(shù)按θ查表得到m:彎矩系數(shù),按短邊與長(zhǎng)邊的邊長(zhǎng)比查表得到f:撓度系數(shù),按短邊與長(zhǎng)邊的邊長(zhǎng)查表得到U:鋁板撓度EQ\f(U,a):撓度與短邊比值面板強(qiáng)度校核表格編號(hào)類(lèi)型a(mm)b(mm)θηmσ(N/mm2)fU(mm)U/a1D500.0600.011.9930.9400.084722.2140.002951.0900.002182D500.0600.011.9930.9400.084722.2140.002951.0900.002183E500.0600.011.9930.9400.070318.4290.002000.7390.001484E500.0600.011.9930.9400.070318.4290.002000.7390.001485E500.0600.011.9930.9400.070318.4290.002000.7390.001486E500.0600.011.9930.9400.070318.4290.002000.7390.001487D500.0600.011.9930.9400.084722.2140.002951.0900.002188D500.0600.011.9930.9400.084722.2140.002951.0900.00218說(shuō)明：強(qiáng)度/撓度驗(yàn)算不合格的數(shù)據(jù)以紅色標(biāo)明強(qiáng)度滿(mǎn)足要求撓度滿(mǎn)足要求加強(qiáng)肋強(qiáng)度計(jì)算(1)加強(qiáng)肋在組合荷載作用下的內(nèi)力圖示:加強(qiáng)肋內(nèi)力數(shù)據(jù)列表如下:編號(hào)列表?xiàng)l目123456789101偏移(m)0.0000.0600.1200.2100.2700.3300.3900.4800.5400.6001彎矩(kN.m)0.0080.0210.0340.0500.0590.0650.0700.0730.0740.0741剪力(kN)0.2160.2120.1990.1630.1280.0920.0570.0210.0080.0041撓度(mm)0.000-0.282-0.559-0.957-1.207-1.442-1.662-1.969-2.162-2.3512偏移(m)0.0000.0600.1200.2100.2700.3300.3900.4800.5400.6002彎矩(kN.m)0.0740.0740.0730.0700.0650.0590.0500.0340.0210.0082剪力(kN)-0.004-0.008-0.021-0.057-0.092-0.128-0.163-0.199-0.212-0.2162撓度(mm)-2.351-2.162-1.969-1.662-1.442-1.207-0.957-0.559-0.2820.0003偏移(m)0.0000.0600.1200.2100.2700.3300.3900.4800.5400.6003彎矩(kN.m)-0.0170.0030.0220.0480.0630.0770.0880.1010.1090.1163剪力(kN)0.3270.3230.3100.2740.2390.2030.1680.1320.1190.1153撓度(mm)0.000-0.350-0.695-1.196-1.514-1.817-2.105-2.514-2.775-3.0324偏移(m)0.0000.0600.1200.2100.2700.3300.3900.4800.5400.6004彎矩(kN.m)0.1160.1090.1010.0880.0770.0630.0480.0220.003-0.0174剪力(kN)-0.115-0.119-0.132-0.168-0.203-0.239-0.274-0.310-0.323-0.3274撓度(mm)-3.032-2.775-2.514-2.105-1.817-1.514-1.196-0.695-0.3500.0005偏移(m)0.0000.0600.1200.2100.2700.3300.3900.4800.5400.6005彎矩(kN.m)0.0080.0210.0340.0500.0590.0650.0700.0730.0740.0745剪力(kN)0.2160.2120.1990.1630.1280.0920.0570.0210.0080.0045撓度(mm)0.000-0.282-0.559-0.957-1.207-1.442-1.662-1.969-2.162-2.3516偏移(m)0.0000.0600.1200.2100.2700.3300.3900.4800.5400.6006彎矩(kN.m)0.0740.0740.0730.0700.0650.0590.0500.0340.0210.0086剪力(kN)-0.004-0.008-0.021-0.057-0.092-0.128-0.163-0.199-0.212-0.2166撓度(mm)-2.351-2.162-1.969-1.662-1.442-1.207-0.957-0.559-0.2820.0007偏移(m)0.0000.0500.1000.1750.2250.2750.3250.4000.4500.5007彎矩(kN.m)0.0000.0070.0140.0230.0270.0310.0340.0360.0370.0377剪力(kN)0.1390.1370.1290.1070.0860.0620.0410.0190.0110.0097撓度(mm)0.000-0.252-0.502-0.871-1.111-1.346-1.576-1.912-2.132-2.3518偏移(m)0.0000.0500.1000.1750.2250.2750.3250.4000.4500.5008彎矩(kN.m)0.0370.0380.0380.0380.0370.0340.0310.0230.0180.0128剪力(kN)0.0160.0130.006-0.016-0.037-0.062-0.083-0.104-0.112-0.1158撓度(mm)-2.351-2.435-2.519-2.637-2.711-2.779-2.842-2.927-2.981-3.0329偏移(m)0.0000.0500.1000.1750.2250.2750.3250.4000.4500.5009彎矩(kN.m)0.0120.0180.0230.0310.0340.0370.0380.0380.0380.0379剪力(kN)0.1150.1120.1040.0830.0620.0370.016-0.006-0.013-0.0169撓度(mm)-3.032-2.981-2.927-2.842-2.779-2.711-2.637-2.519-2.435-2.35110偏移(m)0.0000.0500.1000.1750.2250.2750.3250.4000.4500.50010彎矩(kN.m)0.0370.0370.0360.0340.0310.0270.0230.0140.0070.00010剪力(kN)-0.009-0.011-0.019-0.041-0.062-0.086-0.107-0.129-0.137-0.13910撓度(mm)-2.351-2.132-1.912-1.576-1.346-1.111-0.871-0.502-0.2520.000(2)加強(qiáng)肋截面圖Ex:加強(qiáng)肋型材彈性模量70000N/mm2X軸慣性矩:Ix=4.66596cm4Y軸慣性矩:Iy=10.8254cm4X軸下部抵抗矩:Wx1=3.4689cm3型材截面面積矩:Ss=1.90517cm3型材計(jì)算校核處壁厚:t=3mm(3)加強(qiáng)肋強(qiáng)度校核:強(qiáng)度校核依據(jù):M/γ/w≤ｆa剪力校核依據(jù):τmax≤[τ]=49.6N/mm2撓度校核依據(jù):U≤L/300加強(qiáng)肋強(qiáng)度校核表格編號(hào)長(zhǎng)度(m)彎矩(kN.m)剪力(kN)撓度(mm)最大值位置(m)σ(N/mm2)最大值位置(m)τ(N/mm2)最大值位置(m)D/Len10.6000.0740.60020.4270.2160.0002.9412.3510.6000.0019620.6000.0740.00020.4270.2160.6002.9412.3510.0000.0019630.6000.1160.60031.7490.3270.0004.4533.0320.6000.0025340.6000.1160.00031.7490.3270.6004.4533.0320.0000.0025350.6000.0740.60020.4270.2160.0002.9412.3510.6000.0019660.6000.0740.00020.4270.2160.6002.9412.3510.0000.0019670.5000.0370.50010.1670.1390.0001.8982.3510.5000.0011880.5000.0380.12510.5300.1150.5001.5623.0320.5000.0015290.5000.0380.37510.5300.1150.0001.5623.0320.0000.00152100.5000.0370.00010.1670.1390.5001.8982.3510.0000.00118說(shuō)明：強(qiáng)度驗(yàn)算不合格的數(shù)據(jù)以紅色標(biāo)明加強(qiáng)肋強(qiáng)度滿(mǎn)足要求加強(qiáng)肋撓度滿(mǎn)足要求角碼抗剪強(qiáng)度校核B:計(jì)算單元總寬為1.2mH:計(jì)算單元總高為2mEQB\s\do3(num):橫向角碼數(shù)2EQH\s\do3(num):縱向角碼數(shù)2EQt\s\do3(jm):角碼型材壁厚5mmEQL\s\do3(jm):角碼長(zhǎng)度50mmEQS\s\do3(z):幕墻面板所受組合荷載為1.674kN/m2P:每個(gè)角碼承受的剪切力(kN)P=EQ\f(S\s\do3(z)×H×B,2×(B\s\do3(num)+H\s\do3(num)))=EQ\f(1.674×2×1.2,2×(2+2))=0.5022kNτ:角碼抗剪設(shè)計(jì)應(yīng)力(N/mm2)τ=EQ\f(1.5×P,t\s\do3(jm)×L\s\do3(jm))=EQ\f(1.5×1000×0.5022,5×50)=3.0132N/mm2τ=3.0132N/mm2≤49.6N/mm2角碼剪切強(qiáng)度滿(mǎn)足要求鉚釘抗拉強(qiáng)度計(jì)算P:每個(gè)角碼承受的拉力0.5022kNEQM\s\do3(num):每個(gè)角碼上的拉鉚釘數(shù)3個(gè)EQD\s\do3(md):鉚釘直徑5mm,型號(hào):鋁合金鉚釘-10EQN\s\do3(md):可承受拉力為167.4NEQN\s\do3(md)=167.4N≤1185N鉚釘抗拉強(qiáng)度滿(mǎn)足要求立柱計(jì)算立柱荷載計(jì)算(1)風(fēng)荷載線(xiàn)分布最大荷載集度設(shè)計(jì)值(矩形分布)EQq\s\do3(w):風(fēng)荷載線(xiàn)分布最大荷載集度設(shè)計(jì)值(kN/m)EQr\s\do3(w):風(fēng)荷載作用效應(yīng)的分項(xiàng)系數(shù)：1.5EQW\s\do3(k):風(fēng)荷載標(biāo)準(zhǔn)值:1kN/m2EQB\s\do3(l):幕墻左分格寬:1.2mEQB\s\do3(r):幕墻右分格寬:1.2mEQq\s\do3(wk)=W\s\do3(k)×\f(B\s\do3(l)+B\s\do3(r),2)EQ=1×\f(1.2+1.2,2)=1.2kN/mEQq\s\do3(w)=1.5×q\s\do3(wk)=1.5×1.2=1.8kN/m(2)分布水平地震作用設(shè)計(jì)值EQG\s\do3(Akl):立柱左邊幕墻構(gòu)件(包括面板和框)的平均自重:0.4kN/m2EQG\s\do3(Akr):立柱右邊幕墻構(gòu)件(包括面板和框)的平均自重:0.4kN/m2EQq\s\do3(EAkl)=5×α\s\do3(max)×G\s\do3(Akl)(JGJ102-20035.3.4)=5×0.04×0.4=0.08kN/m2EQq\s\do3(EAkl)=5×α\s\do3(max)×G\s\do3(Akr)(JGJ102-20035.3.4)=5×0.04×0.4=0.08kN/m2EQq\s\do3(ek)=\f(q\s\do3(Ekl)×B\s\do3(l)+q\s\do3(Ekr)×B\s\do3(r),2)EQ=\f(0.08×1.2+0.08×1.2,2)=0.096kN/mEQq\s\do3(e)=1.4×q\s\do3(ek)=1.4×0.096=0.1344kN/m(3)立柱荷載組合立柱所受組合荷載標(biāo)準(zhǔn)值為:EQq\s\do3(k)=q\s\do3(wk)=1.2kN/m立柱所受組合荷載設(shè)計(jì)值為:EQq=q\s\do3(w)+ψ\s\do3(E)×q\s\do3(e)=1.8+0.5×0.1344=1.8672kN/m立柱計(jì)算簡(jiǎn)圖如下:(4)立柱彎矩:通過(guò)有限元分析計(jì)算得到立柱的彎矩圖如下:立柱彎矩分布如下表:列表?xiàng)l目123456789偏移(m)0.0000.7871.5752.3633.1503.9374.7255.5136.300彎矩(kN.m)0.000