玻璃幕墙横梁设计计算书.docx

目 录一、风荷载计算11.风荷载标准值:12.风荷载设计值:1二、玻璃计算11.玻璃面积:12.玻璃板块自重:13.分布水平地震作用计算:24.玻璃强度计算:25.玻璃跨中挠度计算:3三、横梁计算31.选用横梁型材的截面特性:32.横梁的强度计算:43.横梁的刚度计算:54.横梁的抗剪强度计算:65.横梁的各种强度效核:7第1页东立面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) z: 30m高处风压高度变化系数(按C类区计算): (GB50009-2001 7.2.1) z=0.616(z/10)0.44=0.998882 f: 脉动系数 : (GB50009-2001 7.4.2-8) f=0.535(1.8(0.22-0.16)(z/10)-0.22=0.576451 gz: 阵风系数 : (GB50009-2001 7.5.1-1) gz=(1+2f) = 1.82997 Wk=gzzsW0 (JGJ102-2003 5.3.2) =1.829970.9988821.20.45 =0.987077 kN/m2 Wk1kN/m2,取Wk=1kN/m22. 风荷载设计值: W: 风荷载设计值: kN/m2 rw : 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JGJ 102-2003 5.1.6条规定采用 W=rwWk=1.41=1.4kN/m2二、 玻璃计算1. 玻璃面积: B: 该处玻璃幕墙分格宽: 1m H: 该处玻璃幕墙分格高: 1m A: 该处玻璃板块面积: A=BH =11 =1m2 GLASSDRAWDESC: XDrawProfile(GLASSDRAWID)2. 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) (JGJ102-2003 5.3.1) 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/m23. 分布水平地震作用计算: max: 水平地震影响系数最大值:0.16 qEAk: 垂直于玻璃平面的分布水平地震作用(kN/m2) qEAk=EmaxGAK (JGJ102-2003 5.3.4) =50.160.3072 =0.24576kN/m2 rE: 地震作用分项系数: 1.3 qEA: 垂直于玻璃平面的分布水平地震作用设计值(kN/m2) qEA=rEqEAk =1.30.24576 =0.319488kN/m24. 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: g q: 玻璃所受组合荷载: a: 玻璃短边边长: 1m b: 玻璃长边边长: 1m ti: 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/mm2 m: 玻璃板面跨中弯曲系数,按边长比a/b查表6.1.2-1得 : 0.0442 : 折减系数,根据参数查表6.1.2-2 w: 玻璃所受应力: 采用风荷载与地震荷载组合: q=W+EqEA =1.4+0.50.319488 =1.55974kN/m2 荷载分配计算 qo=1.1qto3/(to3+ti3) =1.11.5597463/(63+63) =0.857859 qi=qti3/(to3+ti3) =1.5597463/(63+63) =0.779872 参数计算: o=qoa4109/E/to4 (JGJ102-2003 6.1.2-3) =0.85785914109/72000/64 =9.19345 查表6.1.2-2 得o = 0.966452 i=qia4109/E/ti4 =0.77987214109/72000/64 =8.35768 查表6.1.2-2 得i = 0.973139 玻璃最大应力计算: wo=6moqoa21000/to2 (JGJ102-2003 6.1.2-1) =60.04420.9664520.857859121000/62 =6.10756N/mm2 wi=6miqia21000/ti2 =60.04420.9731390.779872121000/62 =5.59074N/mm2 6.10756N/mm2g=28N/mm2 5.59074N/mm2g=28N/mm2 玻璃的强度满足 5. 玻璃跨中挠度计算: 校核依据: dfdflim=a/601000=16.6667mm D: 玻璃刚度(Nmm) : 玻璃泊松比: 0.2 E: 玻璃弹性模量 : 72000N/mm2 te: 中空玻璃的等效厚度 te=0.95(to3+ti3)(1/3) =0.95(63+63)(1/3) =7.18155mm D=Ete3/12/(1-2) =720007.181553/12/(1-0.22) =2.64561e+006Nmm qk: 玻璃所受组合荷载: qk=Wk =1 =1kN/m2 : 挠度系数,按边长比a/b查 表6.1.3 得 : 0.00406 参数计算: =qka4/E/te4 (JGJ102-2003 6.1.2-3) =114/72000/7.181554109 =5.22149 : 折减系数,根据参数查表6.1.2-2 得 = 0.998228 df: 玻璃在风荷载和地震荷载作用下挠度最大值 df=qka4/D (JGJ102-2003 6.1.3-2) =0.004061140.998228/2.64561e+006109 =1.5319mm 1.5319mmdflim=16.6667mm 玻璃的挠度满足三、 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/mm2 X轴惯性矩: Ix=82.6606cm4 Y轴惯性矩: Iy=59.3855cm4 X轴上部截面矩: Wx1=21.4687cm3 X轴下部截面矩: Wx2=21.4719cm3 y轴左部截面矩: Wy1=18.8525cm3 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: =1.05 2. 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 0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000My 0.000-0.164-0.328-0.492-0.656-0.495-0.2360.0240.2840.543Mz 0.000-0.047-0.095-0.142-0.190-0.143-0.0680.0070.0820.157y 0.000-8.280-16.559-24.839-33.118-25.024-11.9051.21414.33327.452z 0.000-2.101-4.203-6.304-8.406-6.351-3.0220.3083.6386.968 0.000-10.381-20.762-31.143-41.524-31.375-14.9261.52217.97134.4192偏移 0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000My 0.5430.3530.163-0.028-0.218-0.376-0.1390.0970.3330.570Mz 0.1570.1020.047-0.008-0.063-0.109-0.0400.0280.0960.165y 27.45217.8308.209-1.412-11.033-18.987-7.0444.89916.84228.785z 6.9684.5262.084-0.358-2.800-4.819-1.7881.2434.2757.306 34.41922.35610.293-1.770-13.833-23.806-8.8326.14221.11736.0913偏移 0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000My 0.5700.3000.031-0.238-0.508-0.564-0.423-0.282-0.1410.000Mz 0.1650.0870.009-0.069-0.147-0.163-0.122-0.082-0.0410.000y 28.78515.1791.574-12.032-25.638-28.516-21.387-14.258-7.1290.000z 7.3063.8530.399-3.054-6.507-7.238-5.428-3.619-1.8090.000 36.09119.0321.973-15.086-32.145-35.754-26.816-17.877-8.9390.000说明：偏移单位为m；弯矩单位为kN.m；应力单位为N/mm2。3. 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 0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000Dy 0.000-0.211-0.395-0.526-0.577-0.537-0.418-0.261-0.1070.000Dz 0.000-0.068-0.128-0.170-0.187-0.174-0.135-0.084-0.0350.000D 0.0000.2220.4150.5530.6060.5650.4400.2740.1130.0002偏移 0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000Dy 0.0000.0310.004-0.049-0.097-0.111-0.079-0.0240.0150.000Dz 0.0000.0100.001-0.016-0.031-0.036-0.026-0.0080.0050.000D 0.0000.0330.0050.0510.1020.1170.0830.0250.0160.0003偏移 0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000Dy 0.000-0.094-0.238-0.386-0.495-0.526-0.475-0.355-0.1890.000Dz 0.000-0.030-0.077-0.125-0.160-0.170-0.154-0.115-0.0610.000D 0.0000.0990.2500.4060.5210.5530.4990.3730.1990.000说明：偏移单位为m；挠度单位为mm。4. 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 0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000Qy 1.4571.4571.4571.4571.457-2.308-2.308-2.308-2.308-2.308Qz 0.4210.4210.4210.4210.421-0.667-0.667-0.667-0.667-0.667y 8.1678.1678.1678.1678.167-12.940-12.940-12.940-12.940-12.940z 1.6961.6961.6961.6961.696-2.687-2.687-2.687-2.687-2.687 8.3418.3418.3418.3418.34113.21713.21713.21713.21713.2172偏移 0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000Qy 1.6931.6931.6931.6931.693-2.101-2.101-2.101-2.101-2.101Qz 0.4890.4890.4890.4890.489-0.607-0.607-0.607-0.607-0.607y 9.4909.4909.4909.4909.490-11.781-11.781-11.781-11.781-11.781z 1.9711.9711.9711.9711.971-2.447-2.447-2.447-2.447-2.447 9.6939.6939.6939.6939.69312.03212.03212.03212.03212.0323偏移 0.0000.1120.2250.3380.4500.5500.6620.7750.8871.000Qy 2.3942.3942.3942.3942.394-1.254-1.254-1.254-1.254-1.254Qz 0.6920.6920.6920.6920.692-0.363-0.363-0.363-0.363-0.363y 13.42113.42113.42113.42113.421-7.032-7.032-7.032-7.032-7.032z 2.7872.7872.7872.7872.787-1.460-1.460-1.460-1.460-1.460 13.70713.70713.70713.70713.7077.1827.1827.1827.1827.182说明：偏移单位为m；剪力单位为kN；剪应力单位为N/mm2。5. 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)(N/mm2)(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8页