拉索幕墙索网计算书

1、工程名称强度计算信息产品结构设计计算书计算:校核:幕墙公司名称二七年三月七日目 录一、风荷载计算错误！未定义书签。强度计算信息产品结构设计计算书一、 计算依据及说明1. 设计依据 建筑结构荷载规范 GB 50009-2001 建筑抗震设计规范 GB 50011-2001 建筑结构可靠度设计统一标准 GB 50068-2001 钢结构设计规范 GB 50017-2003 玻璃幕墙工程技术规范 JGJ 102-2003 玻璃幕墙工程质量检验标准 JGJ/T 139-2001 金属与石材幕墙工程技术规范 JGJ 133-2001 建筑制图标准 GB/T 50104-2001 建筑玻璃应用技术规程 J

2、GJ 113-2003 全玻璃幕墙工程技术规程 DBJ/CT 014-2001 点支式玻璃幕墙工程技术规程 CECS 127:2001 点支式玻幕墙支承装置 JC 1369-2001 吊挂式玻幕墙支承装置 JC 1368-2001 建筑铝型材 基材 GB/T 5237.1-2004 建筑铝型材 阳极氧化、着色型材 GB/T 5237.2-2004 建筑铝型材 电泳涂漆型材 GB/T 5237.3-2004 建筑铝型材 粉末喷涂型材 GB/T 5237.4-2004 建筑铝型材 氟碳漆喷涂型材 GB/T 5237.5-2004 铝合金建筑型材 隔热型材 GB/T 5237.6-2004 玻璃幕墙

3、力学性能 GB/T 18091-2000 建筑幕墙平面内变形性能检测方法 GB/T 18250-2000 建筑幕墙抗震性能振动台试验方法 GB/T 18575-2001 紧固件机械性能 螺栓、螺钉和螺柱 GB 3098.1-2000 紧固件机械性能 螺母 粗牙螺纹 GB 3098.2-2000 紧固件机械性能 螺母 细牙螺纹 GB 3098.4-2000 紧固件机械性能 自攻螺钉 GB 3098.5-2000 紧固件机械性能 不锈钢螺栓、螺钉、螺柱 GB 3098.6-2000 紧固件机械性能 不锈钢 螺母 GB 3098.15-2000 螺纹紧固件应力截面积和承载面积 GB/T 16823.

4、1-1997 焊接结构用耐候钢 GB/T 4172-2000 浮法玻璃 GB 11614-1999 夹层玻璃 GB 9962-1999 钢化玻璃 GB/T 9963-1998 幕墙用钢化玻璃与半钢化玻璃 GB 17841-1999 铝及铝合金轧制板材 GB/T 3880-1997 铝塑复合板 GB/T 17748 干挂天然花山岗石，建筑板材及其不锈钢配件 JC 830.1,830.2-1998 建筑用铝型材、铝板氟碳涂层 JC 133-2000 建筑用安全玻璃 防火玻璃 GB 15763.1-2001 混凝土接缝用密封胶 JC/T 881-2001 幕墙玻璃接缝用密封胶 JC/T 882-20

5、01 石材幕墙接缝用密封胶 JC/T 883-2001 中空玻璃用弹性密封胶 JC/T 486-2001 天然花岗石建筑板材 GB/T 18601-2001 铝合金窗 GB/T 8479-2003 铝合金门 GB/T 8478-2003 混凝土用膨胀型、扩孔型建筑锚栓 JG 160-2004 混凝土结构后锚固技术规程 JGJ 145-2004 公共建筑节能设计标准 GB 50189-2005 建筑用硬质塑料隔热条 JG/T 174-2005 建筑用隔热铝合金型材 穿条式 JG/T 175-20052. 基本计算公式(1).场地类别划分: 根据地面粗糙度,场地可划分为以下类别: A类近海面,海岛

6、,海岸,湖岸及沙漠地区; B类指田野,乡村,丛林,丘陵以及房屋比较稀疏的乡镇和城市郊区; C类指有密集建筑群的城市市区; D类指有密集建筑群且房屋较高的城市市区; 工程名称按C类地区计算风压(2).风荷载计算: 幕墙属于薄壁外围护构件，根据建筑结构荷载规范GB50009-2001 7.1.1 采用 风荷载计算公式: Wk=gz×z×sl×W0 其中: Wk-作用在幕墙上的风荷载标准值(kN/m2) gz-瞬时风压的阵风系数,按建筑结构荷载规范GB50009-2001取定 根据不同场地类型,按以下公式计算:gz=K(1+2f) 其中K为地区粗糙度调整系数，f为脉动系

7、数 A类场地: gz=0.92×(1+2f) 其中：f=0.387×()(-0.12) B类场地: gz=0.89×(1+2f) 其中：f=0.5×()(-0.16) C类场地: gz=0.85×(1+2f) 其中：f=0.734×()(-0.22) D类场地: gz=0.80×(1+2f) 其中：f=1.2248×()(-0.3) z-风压高度变化系数,按建筑结构荷载规范GB50009-2001取定, 根据不同场地类型,按以下公式计算: A类场地: z=1.379×()0.24 B类场地: z=()0.

8、32 C类场地: z=0.616×()0.44 D类场地: z=0.318×()0.60 本工程属于C类地区 sl-风荷载体型系数,按建筑结构荷载规范GB50009-2001取为：1.2 W0-基本风压,按全国基本风压图,北京地区取为0.45kN/m2(3).地震作用计算: qEAk=E×max×GAK 其中: qEAk-水平地震作用标准值 E-动力放大系数,按 5.0 取定 max-水平地震影响系数最大值,按相应设防烈度取定: 6度: max=0.04 7度: max=0.08 8度: max=0.16 9度: max=0.32 北京地区设防烈度为8度

9、,根据本地区的情况,故取max=0.16 GAK-幕墙构件的自重(N/m2)(4).荷载组合: 结构设计时，根据构件受力特点，荷载或作用的情况和产生的应力(内力)作用方向，选用最不利的组合，荷载和效应组合设计值按下式采用： GSG+wwSw+EESE+TTST 各项分别为永久荷载：重力；可变荷载：风荷载、温度变化；偶然荷载：地震 水平荷载标准值: qk=Wk+0.5qEAk 水平荷载设计值: q=1.4Wk+0.5×1.3qEAk 荷载和作用效应组合的分项系数,按以下规定采用: 对永久荷载采用标准值作为代表值，其分项系数满足： a.当其效应对结构不利时：对由可变荷载效应控制的组合，取

10、1.2；对有永久荷载效应控制的组合，取1.35 b.当其效应对结构有利时：一般情况取1.0；对结构倾覆、滑移或是漂浮验算，取0.9 可变荷载根据设计要求选代表值，其分项系数一般情况取1.4二、 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:10m高处风压高度变化系数(按C类区计算): (GB50009-2001 7.2.1) z=0.616×()0.44=0.616 由于0.616<0.74,取z=0.74 f:脉动系数: (GB50009-2001 7.4.2-8) f=0.5×35(1.8×(0.22-0.16

11、)×()-0.22=0.734056 gz:阵风系数: (GB50009-2001 7.5.1-1) gz=0.85×(1+2×f) = 2.0979 Wk=gz×z×sl×W0 (JGJ102-2003 5.3.2) =2.0979×0.74×1.2×0.45 =0.838319 kN/m2 Wk<1kN/m2,取Wk=1kN/m22. 风荷载设计值: W: 风荷载设计值: kN/m2 w : 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

12、W=w×Wk=1.4×1=1.4kN/m2 三、 索网有限元分析计算1. 索网基本信息 点式幕墙采用单层索网支承,索网各项基本参数如下表所示： 名称 类型 弹性模量 泊松比 屈服应力(N/mm2) 安全系数钢索6*19+1ws钢索1650000.317501.8 分布水平地震荷载作用计算 qEAk: 垂直于面板的分布水平地震作用(kN/m2) qEAk=E×max×GAK (JGJ102-2003 5.3.4) =5×0.16×0.5 =0.4kN/m2 rE: 地震作用分项系数: 1.3 qEA: 垂直于面板的分布水平地震作用设计值

13、(kN/m2) qEA=rE×qEAk =1.3×0.4 =0.52kN/m2 水平荷载设计值：Sz=W +E×qEA =1.4+0.5×0.52 =1.66kN/m2 水平荷载标准值：Szk=Wk =1kN/m2 重力荷载标准值为：0.5kN/m2 重力荷载设计值为：G×GAK=0.6kN/m2 索网编号示意图如下所示： 2. 索网节点信息 索网有限元分析节点参数如下表所示： 节点编号 X(m) Y(m) Z(m)114.1011.1870.000212.2812.4370.000312.2813.8370.000412.2815.2370.

14、000512.2816.6370.000612.2818.0370.000712.2819.4370.000812.28110.8370.000912.28112.2370.0001012.28113.6370.0001112.28115.0370.0001214.10116.9770.0001315.95116.9770.0001415.9514.1070.0001514.8763.8370.0001614.8762.4370.0001717.8014.1070.0001817.80116.9770.0001919.65116.9770.0002019.6511.1870.0002118.8

15、762.4370.0002218.8763.8370.0002321.47115.0370.0002421.47113.6370.0002521.47112.2370.0002621.47110.8370.0002721.4719.4370.0002821.4718.0370.0002921.4716.6370.0003021.4715.2370.0003121.4713.8370.0003221.4712.4370.0003314.1012.4370.0003414.1013.8370.0003514.1015.2370.0003614.1016.6370.0003714.1018.0370

16、.0003814.1019.4370.0003914.10110.8370.0004014.10112.2370.0004114.10113.6370.0004214.10115.0370.0004315.9515.2370.0004415.9516.6370.0004515.9518.0370.0004615.9519.4370.0004715.95110.8370.0004815.95112.2370.0004915.95113.6370.0005015.95115.0370.0005117.8015.2370.0005217.8016.6370.0005317.8018.0370.000

17、5417.8019.4370.0005517.80110.8370.0005617.80112.2370.0005717.80113.6370.0005817.80115.0370.0005919.6512.4370.0006019.6513.8370.0006119.6515.2370.0006219.6516.6370.0006319.6518.0370.0006419.6519.4370.0006519.65110.8370.0006619.65112.2370.0006719.65113.6370.0006819.65115.0370.0006918.8764.1070.0007018

18、.8761.1870.0007114.8764.1070.0007214.8761.1870.0007312.28116.9770.0007421.47116.9770.0007521.4711.1870.0007612.2811.1870.0003. 索网索单元信息 索单元编号如下图所示： 索网有限元分析索单元参数如下表所示： 索元编号 起始点 终止点 长度(m) 截面积(mm2)12331.82201.06223341.82201.06235361.82201.06246371.82201.06254351.82201.06267381.82201.06278391.82201.06289

19、401.82201.062910411.82201.0621011421.82201.0621142501.85201.0621241491.85201.0621342121.94201.0621441401.4201.0621541421.4201.0621635361.4201.0621736441.85201.0621835341.4201.0621935431.85201.0622036371.4201.0622134150.775201.0622237381.4201.0622337451.85201.0622438391.39998201.0622538461.85201.0622

20、639471.85201.0622740481.85201.0622839401.4201.062291331.25201.0623033341.4201.0623133160.775201.0623214431.13201.0623343511.85201.0623444451.4201.0623543441.4201.0623645461.4201.0623747551.85201.0623844521.85201.0623947481.4201.0624046471.39998201.0624149571.85201.0624248491.4201.0624346541.85201.06

21、24445531.85201.0624549501.4201.0624648561.85201.0624750581.85201.0624850131.94201.0624951611.85201.0625017511.13201.0625153631.85201.0625253541.4201.0625352531.4201.0625451521.4201.0625555561.4201.0625655651.85201.0625754551.39998201.0625856571.4201.0625956661.85201.0626057581.4201.0626158181.94201.

22、0626254641.85201.0626358681.85201.0626457671.85201.0626552621.85201.0626621590.775201.0626722600.775201.0626860311.82201.0626959601.4201.0627060611.4201.0627159321.82201.0627220591.25201.0627362291.82201.0627461301.82201.0627561621.4201.0627663281.82201.0627763641.4201.0627862631.4201.0627965661.420

23、1.0628064651.39998201.0628166671.4201.0628268191.94201.0628367681.4201.0628464271.82201.0628568231.82201.0628667241.82201.0628766251.82201.0628865261.82201.0624. 索网节点荷载信息 索网有限元分析节点集中荷载如下表所示： 节点编号设计荷载(kN)标准荷载(kN)X Y Z X Y Z10.000-0.4871.3460.000-0.4050.81120.000-0.7232.0020.000-0.6031.20630.000-0.764

24、2.1150.000-0.6371.27440.000-0.7642.1150.000-0.6371.27450.000-0.7642.1150.000-0.6371.27460.000-0.7642.1150.000-0.6371.27470.000-0.7642.1150.000-0.6371.27480.000-0.7642.1150.000-0.6371.27490.000-0.7642.1150.000-0.6371.274100.000-0.7642.1150.000-0.6371.274110.000-0.9122.5230.000-0.7601.520120.000-1.068

25、2.9550.000-0.8901.780130.000-1.0772.9790.000-0.8971.794140.000-0.4961.3720.000-0.4130.826150.000-0.1940.5370.000-0.1620.324160.000-0.3080.8520.000-0.2570.513170.000-0.4961.3720.000-0.4130.826180.000-1.0772.9790.000-0.8971.794190.000-1.0682.9550.000-0.8901.780200.000-0.4871.3460.000-0.4050.811210.000

26、-0.3080.8520.000-0.2570.513220.000-0.1940.5370.000-0.1620.324230.000-0.9122.5230.000-0.7601.520240.000-0.7642.1150.000-0.6371.274250.000-0.7642.1150.000-0.6371.274260.000-0.7642.1150.000-0.6371.274270.000-0.7642.1150.000-0.6371.274280.000-0.7642.1150.000-0.6371.274290.000-0.7642.1150.000-0.6371.2743

27、00.000-0.7642.1150.000-0.6371.274310.000-0.7642.1150.000-0.6371.274320.000-0.7232.0020.000-0.6031.206330.000-1.0322.8540.000-0.8601.719340.000-1.0572.9230.000-0.8801.761350.000-1.4303.9580.000-1.1922.384360.000-1.5414.2650.000-1.2852.569370.000-1.5414.2650.000-1.2852.569380.000-1.5414.2650.000-1.284

28、2.569390.000-1.5414.2650.000-1.2842.569400.000-1.5414.2650.000-1.2852.569410.000-1.5414.2650.000-1.2852.569420.000-1.8395.0870.000-1.5323.064430.000-1.3613.7660.000-1.1342.269440.000-1.5544.2990.000-1.2952.590450.000-1.5544.2990.000-1.2952.590460.000-1.5544.2990.000-1.2952.590470.000-1.5544.2990.000

29、-1.2952.590480.000-1.5544.2990.000-1.2952.590490.000-1.5544.2990.000-1.2952.590500.000-1.8545.1290.000-1.5453.089510.000-1.3613.7660.000-1.1342.269520.000-1.5544.2990.000-1.2952.590530.000-1.5544.2990.000-1.2952.590540.000-1.5544.2990.000-1.2952.590550.000-1.5544.2990.000-1.2952.590560.000-1.5544.29

30、90.000-1.2952.590570.000-1.5544.2990.000-1.2952.590580.000-1.8545.1290.000-1.5453.089590.000-1.0322.8540.000-0.8601.719600.000-1.0572.9230.000-0.8801.761610.000-1.4303.9580.000-1.1922.384620.000-1.5414.2650.000-1.2852.569630.000-1.5414.2650.000-1.2852.569640.000-1.5414.2650.000-1.2842.569650.000-1.5

31、414.2650.000-1.2842.569660.000-1.5414.2650.000-1.2852.569670.000-1.5414.2650.000-1.2852.569680.000-1.8395.0870.000-1.5323.064690.000-0.4891.3520.000-0.4070.814700.000-0.1450.4020.000-0.1210.242710.000-0.4891.3520.000-0.4070.814720.000-0.1450.4020.000-0.1210.242730.000-0.5301.4650.000-0.4410.883740.0

32、00-0.5301.4650.000-0.4410.883750.000-0.3410.9440.000-0.2840.569760.000-0.3410.9440.000-0.2840.5695. 索网节点位移信息 经过有限元分析，在标准荷载组合作用下各索节点Y方向的位移如下图示： 经过有限元分析，在标准荷载组合作用下各索节点的位移详细信息如下表所示： 节点编号 X方向位移(mm) Y方向位移(mm) Z方向位移(mm)330.409-0.21033.233340.6770.05442.79735-1.944-1.155108.44636-2.694-0.992133.42937-2.875

33、-0.575141.89838-2.927-0.077144.64639-2.9280.481144.80640-2.8761.093142.58541-2.6931.746135.53642-2.0822.326115.26443-0.652-4.727114.46144-1.113-4.991182.23245-1.345-3.793207.46046-1.428-2.343215.62447-1.434-0.818216.25748-1.3720.749210.45949-1.1922.270192.79650-0.7953.268148.789510.652-4.727114.4615

34、21.113-4.991182.232531.345-3.793207.460541.428-2.343215.624551.434-0.818216.257561.3720.749210.459571.1922.270192.796580.7953.268148.78959-0.409-0.21033.23360-0.6770.05442.797611.944-1.155108.446622.694-0.992133.429632.875-0.575141.898642.927-0.077144.646652.9280.481144.806662.8761.093142.585672.693

35、1.746135.536682.0822.326115.264说明：1、最大节点位移为216.257mm>9190×0.005=45.95mm,挠度不满足6. 索网单元张力信息 经过有限元分析，在设计荷载组合作用下各索单元的张力如下图示： 在设计荷载组合作用下各索单元的张力详细信息如下表所示： 编号 内力(kN) 应力(N/mm2) 强度验算130.376151.077满足242.195209.861满足368.711341.740满足480.635401.048满足545.095224.283满足684.913422.322满足785.293424.212满足882.2844

36、09.247满足973.331364.719满足1053.076263.977满足1152.888263.043满足1273.068363.412满足1336.495181.512满足1432.870163.482满足1534.497171.575满足1624.431121.509满足1768.460340.494满足1822.946114.122满足1944.930223.462满足2026.135129.987满足2142.344210.603满足2227.852138.526满足2380.349399.625满足2429.550146.971满足2584.613420.832满足2684

37、.992422.716满足2781.993407.799满足2831.223155.289满足2920.834103.619满足3021.838108.615满足3130.417151.280满足3258.163289.278满足3344.907223.349满足3460.316299.987满足3559.065293.765满足3661.654306.639满足3784.896422.236满足3868.413340.258满足3964.523320.910满足4063.055313.610满足4173.002363.080满足4266.061328.559满足4384.518420.358满足4480.267399.216满足4567.685336.638满足4681.905407.359满足4752.860262.903满足4869.836347.334满足4944.930223.462满足5058.163289.278满足5180.349399.625满足5261.654306.639满足5360.316299.987满足5459.065293.765满足5564.523320.910满足5684.992422.716满足5763.055313.610满足