玻璃幕墻橫梁設(shè)計計算書

﹒第一、 風(fēng)荷載計算 11. 風(fēng)荷載標(biāo)準(zhǔn)值: 12. 風(fēng)荷載設(shè)計值: 1二、 玻璃計算 11. 玻璃面積: 12. 玻璃板塊自重: 13. 分布水平地震作用計算: 24. 玻璃強度計算: 25. 玻璃跨中撓度計算: 3三、 橫梁計算 31. 選用橫梁型材的截面特性: 32. 橫梁的強度計算: 43. 橫梁的剛度計算: 54. 橫梁的抗剪強度計算: 65. 橫梁的各種強度效核: 7﹒第2頁﹒東立面30米處[產(chǎn)品結(jié)構(gòu)]設(shè)計計算書風(fēng)荷載計算風(fēng)荷載標(biāo)準(zhǔn)值:Wk:作用在玻璃幕墻上的風(fēng)荷載標(biāo)準(zhǔn)值(kN/m2)μz:30m高處風(fēng)壓高度變化系數(shù)(按C類區(qū)計算):(GB50009-20017.2.1)μz=0.616×(z/10)0.44=0.998882μf:脈動系數(shù):(GB50009-20017.4.2-8)μf=0.5×35(1.8×(0.22-0.16))×(z/10)-0.22=0.576451βgz:陣風(fēng)系數(shù):(GB50009-20017.5.1-1)βgz=к×(1+2×μf)=1.82997Wk=βgz×μz×μs×W0(JGJ102-20035.3.2)=1.82997×0.998882×1.2×0.45=0.987077kN/m2Wk<1kN/m2,取Wk=1kN/m2風(fēng)荷載設(shè)計值:W:風(fēng)荷載設(shè)計值:kN/m2rw:風(fēng)荷載作用效應(yīng)的分項系數(shù)：1.4按《玻璃幕墻工程技術(shù)規(guī)范》JGJ102-20035.1.6條規(guī)定采用W=rw×Wk=1.4×1=1.4kN/m2玻璃計算玻璃面積:B:該處玻璃幕墻分格寬:1mH:該處玻璃幕墻分格高:1mA:該處玻璃板塊面積:A=B×H=1×1=1m2GLASSDRAWDESC:XDrawProfile(GLASSDRAWID)玻璃板塊自重:GAK:玻璃板塊平均自重(不包括鋁框):玻璃的體積密度為:25.6(kN/m3)(JGJ102-20035.3.1)BT_L:中空玻璃內(nèi)側(cè)玻璃厚度為:6(mm)BT_w:中空玻璃外側(cè)玻璃厚度為:6(mm)GAK=25.6×(Bt_L+Bt_w)/1000=25.6×(6+6)/1000=0.3072kN/分布水平地震作用計算:αmax:水平地震影響系數(shù)最大值:0.16qEAk:垂直于玻璃平面的分布水平地震作用(kN/m2)qEAk=βE×αmax×GAK(JGJ102-20035.3.4)=5×0.16×0.3072=0.24576kN/m2rE:地震作用分項系數(shù):1.3qEA:垂直于玻璃平面的分布水平地震作用設(shè)計值(kN/m2)qEA=rE×qEAk=1.3×0.24576=0.319488kN/m2玻璃強度計算:選定面板材料為:6(浮法)+9+6(浮法)中空玻璃校核依據(jù):σ≤ｆgq:玻璃所受組合荷載:a:玻璃短邊邊長:1mb:玻璃長邊邊長:1mti:中空玻璃內(nèi)側(cè)玻璃厚度為:6(mm)to:中空玻璃外側(cè)玻璃厚度為:6(mm)E:玻璃彈性模量:72000N/mm2m:玻璃板面跨中彎曲系數(shù),按邊長比a/b查表6.1.2-1得:0.0442η:折減系數(shù),根據(jù)參數(shù)θ查表6.1.2-2σw:玻璃所受應(yīng)力:采用風(fēng)荷載與地震荷載組合:q=W+ψE×qEA=1.4+0.5×0.319488=1.55974kN/m2荷載分配計算qo=1.1×q×to3/(to3+ti3)=1.1×1.55974×63/(63+63)=0.857859qi=q×ti3/(to3+ti3)=1.55974×63/(63+63)=0.779872參數(shù)θ計算:θo=qo×a4×109/E/to4(JGJ102-20036.1.2-3)=0.857859×14×109/72000/64=9.19345查表6.1.2-2得ηo=0.966452θi=qi×a4×109/E/ti4=0.779872×14×109/72000/64=8.35768查表6.1.2-2得ηi=0.973139玻璃最大應(yīng)力計算:σwo=6×m×ηo×qo×a2×1000/to2(JGJ102-20036.1.2-1)=6×0.0442×0.966452×0.857859×12×1000/62=6.10756N/mm2σwi=6×m×ηi×qi×a2×1000/ti2=6×0.0442×0.973139×0.779872×12×1000/62=5.59074N/mm26.10756N/mm2≤ｆg=28N/mm25.59074N/mm2≤ｆg=28N/mm2玻璃的強度滿足玻璃跨中撓度計算:校核依據(jù):df≤dflim=a/60×1000=16.6667mmD:玻璃剛度(N·mm)ν:玻璃泊松比:0.2E:玻璃彈性模量:72000N/mm2te:中空玻璃的等效厚度te=0.95×(to3+ti3)(1/3)=0.95×(63+63)(1/3)=7.18155mmD=E×te3/12/(1-ν2)=72000×7.181553/12/(1-0.22)=2.64561e+006N·mmqk:玻璃所受組合荷載:qk=Wk=1=1kN/m2μ:撓度系數(shù),按邊長比a/b查表6.1.3得:0.00406參數(shù)θ計算:θ=qk×a4/E/te4(JGJ102-20036.1.2-3)=1×14/72000/7.181554×109=5.22149η:折減系數(shù),根據(jù)參數(shù)θ查表6.1.2-2得η=0.998228df:玻璃在風(fēng)荷載和地震荷載作用下?lián)隙茸畲笾礵f=μ×η×qk×a4/D(JGJ102-20036.1.3-2)=0.00406×1×14×0.998228/2.64561e+006×109=1.5319mm1.5319mm≤dflim=16.6667mm玻璃的撓度滿足橫梁計算選用橫梁型材的截面特性:選定橫梁材料類別:鋁-6063-T5選用橫梁型材名稱:EA2606型材強度設(shè)計值:85.5N/mm2型材彈性模量:E=70000N/mm2X軸慣性矩:Ix=82.6606cm4Y軸慣性矩:Iy=59.3855cm4X軸上部截面矩:Wx1=21.4687cm3X軸下部截面矩:Wx2=21.4719cm3y軸左部截面矩:Wy1=18.8525cm3y軸右部截面矩:Wy2=18.8525cm3型材截面積:A=10.3523cm2型材計算校核處壁厚:t=4mm型材截面面積矩:Ss=13.3164cm3塑性發(fā)展系數(shù):γ=1.05橫梁的強度計算:橫梁荷載作用簡圖如下:橫梁在荷載作用下的彎矩圖如下:橫梁在荷載作用下的彎矩以及正應(yīng)力數(shù)據(jù)如下表所示:編號條目123456789101偏移0.0000.1120.2250.3380.4500.5500.6620.7750.8871.0001My0.000-0.164-0.328-0.492-0.656-0.495-0.2360.0240.2840.5431Mz0.000-0.047-0.095-0.142-0.190-0.143-0.0680.0070.0820.1571σy0.000-8.280-16.559-24.839-33.118-25.024-11.9051.21414.33327.4521σz0.000-2.101-4.203-6.304-8.406-6.351-3.0220.3083.6386.9681σ0.000-10.381-20.762-31.143-41.524-31.375-14.9261.52217.97134.4192偏移0.0000.1120.2250.3380.4500.5500.6620.7750.8871.0002My0.5430.3530.163-0.028-0.218-0.376-0.1390.0970.3330.5702Mz0.1570.1020.047-0.008-0.063-0.109-0.0400.0280.0960.1652σy27.45217.8308.209-1.412-11.033-18.987-7.0444.89916.84228.7852σz6.9684.5262.084-0.358-2.800-4.819-1.7881.2434.2757.3062σ34.41922.35610.293-1.770-13.833-23.806-8.8326.14221.11736.0913偏移0.0000.1120.2250.3380.4500.5500.6620.7750.8871.0003My0.5700.3000.031-0.238-0.508-0.564-0.423-0.282-0.1410.0003Mz0.1650.0870.009-0.069-0.147-0.163-0.122-0.082-0.0410.0003σy28.78515.1791.574-12.032-25.638-28.516-21.387-14.258-7.1290.0003σz7.3063.8530.399-3.054-6.507-7.238-5.428-3.619-1.8090.0003σ36.09119.0321.973-15.086-32.145-35.754-26.816-17.877-8.9390.000說明：偏移單位為m；彎矩單位為kN.m；應(yīng)力單位為N/mm2。橫梁的剛度計算:橫梁在荷載作用下的撓度圖如下:橫梁在荷載作用下的撓度數(shù)據(jù)如下表所示:編號條目123456789101偏移0.0000.1120.2250.3380.4500.5500.6620.7750.8871.0001Dy0.000-0.211-0.395-0.526-0.577-0.537-0.418-0.261-0.1070.0001Dz0.000-0.068-0.128-0.170-0.187-0.174-0.135-0.084-0.0350.0001D0.0000.2220.4150.5530.6060.5650.4400.2740.1130.0002偏移0.0000.1120.2250.3380.4500.5500.6620.7750.8871.0002Dy0.0000.0310.004-0.049-0.097-0.111-0.079-0.0240.0150.0002Dz0.0000.0100.001-0.016-0.031-0.036-0.026-0.0080.0050.0002D0.0000.0330.0050.0510.1020.1170.0830.0250.0160.0003偏移0.0000.1120.2250.3380.4500.5500.6620.7750.8871.0003Dy0.000-0.094-0.238-0.386-0.495-0.526-0.475-0.355-0.1890.0003Dz0.000-0.030-0.077-0.125-0.160-0.170-0.154-0.115-0.0610.0003D0.0000.0990.2500.4060.5210.5530.4990.3730.1990.000說明：偏移單位為m；撓度單位為mm。橫梁的抗剪強度計算:橫梁在荷載作用下的剪力圖如下:橫梁在荷載作用下的剪力以及剪應(yīng)力數(shù)據(jù)如下表所示:編號條目123456789101偏移0.0000.1120.2250.3380.4500.5500.6620.7750.8871.0001Qy1.4571.4571.4571.4571.457-2.308-2.308-2.308-2.308-2.3081Qz0.4210.4210.4210.4210.421-0.667-0.667-0.667-0.667-0.6671τy8.1678.1678.1678.1678.167-12.940-12.940-12.940-12.940-12.9401τz1.6961.6961.6961.6961.696-2.687-2.687-2.687-2.687-2.6871τ8.3418.3418.3418.3418.34113.21713.21713.21713.21713.2172偏移0.0000.1120.2250.3380.4500.5500.6620.7750.8871.0002Qy1.6931.6931.6931.6931.693-2.101-2.101-2.101-2.101-2.1012Qz0.4890.4890.4890.4890.489-0.607-0.607-0.607-0.607-0.6072τy9.4909.4909.4909.4909.490-11.781-11.781-11.781-11.781-11.7812τz1.9711.9711.9711.9711.971-2.447-2.447-2.447-2.447-2.4472τ9.6939.6939.6939.6939.69312.03212.0