铝型材玻璃幕墙工程计算书

精选优质文档倾情为你奉上精选优质文档倾情为你奉上专心专注专业专心专注专业精选优质文档倾情为你奉上专心专注专业玻璃幕墙工程设计计算书计算:校核:目录TOC一、 风荷载计算 11. 风荷载标准值: 12. 风荷载设计值: 2二、 玻璃计算 21. 玻璃面积: 22. 玻璃板块自重: 33. 分布水平地震作用计算: 34. 玻璃强度计算: 45. 玻璃跨中挠度计算: 6三、 横梁计算 81. 选用横梁型材的截面特性: 82. 横梁的强度计算: 93. 横梁的刚度计算: 124. 横梁的抗剪强度计算: 145. 横梁的各种强度效核: 17东立面30米处[产品结构]设计计算书风荷载计算风荷载标准值:Wk:作用在玻璃幕墙上的风荷载标准值(kN/m2)μz:30m高处风压高度变化系数(按C类区计算):(GB50009-20017.2.1)μz=0.616×(z/10)0.44=0.μf:脉动系数:(GB50009-20017.4.2-8)μf=0.5×35(1.8×(0.22-0.16))×(z/10)-0.22=0.βgz:阵风系数:(GB50009-20017.5.1-1)βgz=к×(1+2×μf)=1.82997Wk=βgz×μz×μs×W0(JGJ102-20035.3.2)=1.82997×0.×1.2×0.45=0.kN/m2Wk<1kN/m2,取Wk=1kN/m2风荷载设计值:W:风荷载设计值:kN/m2rw:风荷载作用效应的分项系数：1.4按《玻璃幕墙工程技术规范》JGJ102-20035.1.6条规定采用W=rw×Wk=1.4×1=1.4kN/m2玻璃计算玻璃面积:B:该处玻璃幕墙分格宽:1mH:该处玻璃幕墙分格高:1mA:该处玻璃板块面积:A=B×H=1×1=1m2GLASSDRAWDESC:XDrawProfile(GLASSDRAWID)玻璃板块自重:GAK:玻璃板块平均自重(不包括铝框):玻璃的体积密度为:25.6(kN/m3)(JGJ102-20035.3.1)BT_L:中空玻璃内侧玻璃厚度为:6(mm)BT_w:中空玻璃外侧玻璃厚度为:6(mm)GAK=25.6×(Bt_L+Bt_w)/1000=25.6×(6+6)/1000=0.3072kN/m2分布水平地震作用计算:αmax:水平地震影响系数最大值: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:地震作用分项系数:1.3qEA:垂直于玻璃平面的分布水平地震作用设计值(kN/m2)qEA=rE×qEAk=1.3×0.24576=0.kN/m2玻璃强度计算:选定面板材料为:6(浮法)+9+6(浮法)中空玻璃校核依据:σ≤ｆgq:玻璃所受组合荷载:a:玻璃短边边长:1mb:玻璃长边边长:1mti:中空玻璃内侧玻璃厚度为:6(mm)to:中空玻璃外侧玻璃厚度为:6(mm)E:玻璃弹性模量:72000N/mm2m:玻璃板面跨中弯曲系数,按边长比a/b查表6.1.2-1得:0.0442η:折减系数,根据参数θ查表6.1.2-2σw:玻璃所受应力:采用风荷载与地震荷载组合:q=W+ψE×qEA=1.4+0.5×0.=1.55974kN/m2荷载分配计算qo=1.1×q×to3/(to3+ti3)=1.1×1.55974×63/(63+63)=0.qi=q×ti3/(to3+ti3)=1.55974×63/(63+63)=0.参数θ计算:θo=qo×a4×109/E/to4(JGJ102-20036.1.2-3)=0.×14×109/72000/64=9.19345查表6.1.2-2得ηo=0.θi=qi×a4×109/E/ti4=0.×14×109/72000/64=8.35768查表6.1.2-2得ηi=0.玻璃最大应力计算:σwo=6×m×ηo×qo×a2×1000/to2(JGJ102-20036.1.2-1)=6×0.0442×0.×0.×12×1000/62=6.10756N/mm2σwi=6×m×ηi×qi×a2×1000/ti2=6×0.0442×0.×0.×12×1000/62=5.59074N/mm26.10756N/mm2≤ｆg=28N/mm25.59074N/mm2≤ｆg=28N/mm2玻璃的强度满足玻璃跨中挠度计算:校核依据:df≤dflim=a/60×1000=16.6667mmD:玻璃刚度(N·mm)ν:玻璃泊松比:0.2E:玻璃弹性模量: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./12/(1-0.22)=2.64561e+006N·mmqk:玻璃所受组合荷载:qk=Wk=1=1kN/m2μ:挠度系数,按边长比a/b查表6.1.3得:0.00406参数θ计算:θ=qk×a4/E/te4(JGJ102-20036.1.2-3)=1×14/72000/7.×109=5.22149η:折减系数,根据参数θ查表6.1.2-2得η=0.df:玻璃在风荷载和地震荷载作用下挠度最大值df=μ×η×qk×a4/D(JGJ102-20036.1.3-2)=0.00406×1×14×0./2.64561e+006×109=1.5319mm1.5319mm≤dflim=16.6667mm玻璃的挠度满足横梁计算选用横梁型材的截面特性:选定横梁材料类别:铝-6063-T5选用横梁型材名称:EA2606型材强度设计值:85.5N/mm2型材弹性模量:E=70000N/mm2X轴惯性矩:Ix=82.6606cm4Y轴惯性矩:Iy=59.3855cm4X轴上部截面矩:Wx1=21.4687cm3X轴下部截面矩:Wx2=21.4719cm3y轴左部截面矩:Wy1=18.8525cm3y轴右部截面矩:Wy2=18.8525cm3型材截面积:A=10.3523cm2型材计算校核处壁厚:t=4mm型材截面面积矩:Ss=13.3164cm3塑性发展系数:γ=1.05横梁的强度计算:横梁荷载作用简图如下:横梁在荷载作用下的弯矩图如下:横梁在荷载作用下的弯矩以及正应力数据如下表所示:编号条目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说明：偏移单位为m；弯矩单位为kN.m；应力单位为N/mm2。横梁的刚度计算:横梁在荷载作用下的挠度图如下:横梁在荷载作用下的挠度数据如下表所示:编号条目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说明：偏移单位为m；挠度单位为mm。横梁的抗剪强度计算:横梁在荷载作用下的剪力图如下:横梁在荷载作用下的剪力以及剪应力数据如下表所示:编号条目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0.0000.1120.2250.3380.4500.5500.6620.7750.8871.0002Qy1.6931.6931.6931.6931.693-2.101-2.101-2.101-2.101-2.1012Qz0.4890.4890.4890.4890.489-0.607-0.607-0.607-0.607-0.6072τy9.4909.4909.4909.4909.490-11.781-11.781-11.781-11.781-11.7812τz1.9711.9711.9711.9711.971-2.447-2.447-2.447-2.447-2.4472τ9.6939.6939.6