铝型材玻璃幕墙工程计算书.docx

'设计计算书玻璃幕墙工程设计计算书计算:校核:﹒第2页﹒ 设计计算书目录一、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﹒第2页﹒ 设计计算书东立面30米处[产品结构]设计计算书一、风荷载计算1.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﹒第19页﹒ 设计计算书1.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/m2二、玻璃计算1.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)﹒第19页﹒ 设计计算书1.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/m22.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:1.3﹒第19页﹒ 设计计算书qEA: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/m21.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:﹒第19页﹒ 设计计算书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﹒第19页﹒ 设计计算书=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1.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:0.2﹒第19页﹒ 设计计算书E: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.﹒第19页﹒ 设计计算书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玻璃的挠度满足一、横梁计算1.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=18.8525cm3﹒第19页﹒ 设计计算书y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=1.051.横梁的强度计算:横梁荷载作用简图如下:﹒第19页﹒ 设计计算书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0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000My0.000-0.164-0.328-0.492-0.656-0.495-0.2360.0240.2840.543Mz0.000-0.047-0.095-0.142-0.190-0.143-0.0680.0070.0820.157﹒第19页﹒ 设计计算书1σy0.000-8.280-16.559-24.839-33.118-25.024-11.9051.21414.33327.452σz0.000-2.101-4.203-6.304-8.406-6.351-3.0220.3083.6386.968σ0.000-10.381-20.762-31.143-41.524-31.375-14.9261.52217.97134.4192偏移0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000My0.5430.3530.163-0.028-0.218-0.376-0.1390.0970.3330.570Mz0.1570.1020.047-0.008-0.063-0.109-0.0400.0280.0960.165σy27.45217.8308.209-1.412-11.033-18.987-7.0444.89916.84228.785σz6.9684.5262.084-0.358-2.800-4.819-1.7881.2434.2757.306﹒第19页﹒ 设计计算书2σ34.41922.35610.293-1.770-13.833-23.806-8.8326.14221.11736.0913偏移0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000My0.5700.3000.031-0.238-0.508-0.564-0.423-0.282-0.1410.000Mz0.1650.0870.009-0.069-0.147-0.163-0.122-0.082-0.0410.000σy28.78515.1791.574-12.032-25.638-28.516-21.387-14.258-7.1290.000σz7.3063.8530.399-3.054-6.507-7.238-5.428-3.619-1.8090.000σ36.09119.0321.973-15.086-32.145-35.754-26.816-17.877-8.9390.000﹒第19页﹒ 设计计算书说明：偏移单位为m；弯矩单位为kN.m；应力单位为N/mm2。1.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0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000Dy0.000-0.211-0.395-0.526-0.577-0.537-0.418-0.261-0.1070.000﹒第19页﹒ 设计计算书1Dz0.000-0.068-0.128-0.170-0.187-0.174-0.135-0.084-0.0350.000D0.0000.2220.4150.5530.6060.5650.4400.2740.1130.0002偏移0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000Dy0.0000.0310.004-0.049-0.097-0.111-0.079-0.0240.0150.000Dz0.0000.0100.001-0.016-0.031-0.036-0.026-0.0080.0050.000D0.0000.0330.0050.0510.1020.1170.0830.0250.0160.0003偏移0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000Dy0.000-0.094-0.238-0.386-0.495-0.526-0.475-0.355-0.1890.000﹒第19页﹒ 设计计算书3Dz0.000-0.030-0.077-0.125-0.160-0.170-0.154-0.115-0.0610.000D0.0000.0990.2500.4060.5210.5530.4990.3730.1990.000说明：偏移单位为m；挠度单位为mm。1.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:﹒第19页﹒ 设计计算书编号条目123456789101偏移0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000Qy1.4571.4571.4571.4571.457-2.308-2.308-2.308-2.308-2.308Qz0.4210.4210.4210.4210.421-0.667-0.667-0.667-0.667-0.667τy8.1678.1678.1678.1678.167-12.940-12.940-12.940-12.940-12.940τz1.6961.6961.6961.6961.696-2.687-2.687-2.687-2.687-2.687τ8.3418.3418.3418.3418.34113.21713.21713.21713.21713.2172偏移0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000﹒第19页﹒ 设计计算书2Qy1.6931.6931.6931.6931.693-2.101-2.101-2.101-2.101-2.101Qz0.4890.4890.4890.4890.489-0.607-0.607-0.607-0.607-0.607τy9.4909.4909.4909.4909.490-11.781-11.781-11.781-11.781-11.781τz1.9711.9711.9711.9711.971-2.447-2.447-2.447-2.447-2.447τ9.6939.6939.6939.6939.69312.03212.03212.03212.03212.0323偏移0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000Qy2.3942.3942.3942.3942.394-1.254-1.254-1.254-1.254-1.254Qz0.6920.6920.6920.6920.692-0.363-0.363-0.363-0.363-0.363﹒第19页﹒ 设计计算书3τy13.42113.42113.42113.42113.421-7.032-7.032-7.032-7.032-7.032τz2.7872.7872.7872.7872.787-1.460-1.460-1.460-1.460-1.460τ13.70713.70713.70713.70713.7077.1827.1827.1827.1827.182说明：偏移单位为m；剪力单位为kN；剪应力单位为N/mm2。1.横梁的各种强度效核:横梁在各种荷载组和作用下的强度效核表格如下:编号长度(m)σ(N/mm2)τ(N/mm2)D(mm)最大值位置(m)最大值位置(m)最大值位置(m)D/Len11.00043.2550.46913.2170.4690.6060.4500.0002021.00036.0912.00012.0321.5470.1171.5380.0000431.00039.7272.50013.7072.0000.5532.5380.00018﹒第19页﹒ 设计计算书说明：强度验算不合格的数据以红色标明横梁正应力强度满足要求横梁抗剪强度满足要求横梁挠度满足要求﹒第19页﹒'