铝板幕墙设计自动计算表格

铝板幕墙工程情况,,,,,,,,,,,,

工程地点,济南,基本风压,0.45,雪荷载,0.3,,,,,,,

设计年限,50,抗震烈度,6,,,,,,,,,

计算高度,100,地震加速度,0.05,,,,,,,,,

地面粗糙度,b,水平地震影响系数,0.04,,,,,,,,,

"玻璃幕墙1,石材和金属2",2,幕墙自重,0.50,,,,,,,,,

,,,,,,,,,,,,,

面板风荷载体型系数：,,支撑结构风荷载体型系数计算：,,,,,,,,,,

μS1,-1.40,μS1,-1.40,logs龙骨,0.8537,,,,,,,

玻璃幕墙面板μs1,-1.6000,分格宽度(mm)a,1700,龙骨外面正风压μs1,-1.2293,,,,,,,

,,分格高度(mm)h,4200,玻璃幕墙龙骨μs1,-1.4293,,,,,,,

,,龙骨面积（m2）,7.1400,铝板幕墙龙骨μs1,-1.2293,,,,,,,

面板荷载：,,,,,,,,,,,,

风荷载,,自重荷载,,荷载组合值,,,,,,,,

β阵风系数,1.4843,标准值GAK,0.50,,水平方向,,,,,,,

高度系数μZ,1.9953,设计值GKA,0.60,荷载组合标准值,2.1923,,,,,,,

μS1体形系数,1.6000,地震荷载,,荷载组合设计值,3.0632,,,,,,,

W0基本风压,0.45,αmax,0.0400,,,,,,,,,

WK风荷载标准值,2.1323,地震标准值qEK,0.1000,,,,,,,,,

W风荷载设计值,2.9852,地震设计值qE,0.1300,,,,,,,,,

龙骨荷载：,,,,,,,,,,,,

风荷载,,自重荷载,,荷载组合值,,,,,,,,

β阵风系数,1.4843,标准值GAK,0.50,,水平方向,,,,,,,

高度系数μZ,1.9953,设计值GKA,0.60,荷载组合标准值,1.6982,,,,,,,

μS1体形系数,1.2293,地震荷载,,荷载组合设计值,2.3715,,,,,,,

W0基本风压,0.45,αmax,0.0400,,,,,,,,,

WK风荷载标准值,1.6382,地震标准值qEK,0.1000,,,,,,,,,

W风荷载设计值,2.2935,地震设计值qE,0.1300,,,,,,,,,

铝板计算,,铝板应力应变,,,,,,,,,,

铝板荷载,,计算区格长短边比值a/b,0.6250,,铝单板（3mm）,铝复合板（4mm）,,,,,,

板面自重荷载标准值(KN/m^2)γA,0.5000,θ1(应力),24.1656,抗弯强度设计值(N/mm^2),89,70,,,,,,

风荷载标准值(KN/m^2)Wk,2.1323,θ2(挠度),23.5042,抗剪强度设计值(N/mm^2),47,20,,,,,,

风荷载设计值(KN/m^2)W,2.9852,应力折减系数η1,0.8813,弹性模量(N/mm^2),7.00E+04,4.06E+04,,,,,,

地震荷载标准值(KN/2）qek,0.1000,挠度折减系数η2,0.8842,泊松比,0.33,0.25,,,,,,

地震荷载设计值(KN/m^2)qe,0.1300,弯矩系数m,0.0830,面密度(N/mm^2),81,55,,,,,,

组合荷载标准值(KN/m^2)qk,2.1923,挠度系数μ,0.0025,,,,,,,,,

组合荷载设计值(KN/m^2)q,3.0632,板刚度(N*mm)D,1.77E+05,,,,,,,,,

铝板计算参数,,应力(N/mm^2)σ,37.3428,,,,,,,,,

泊松比υ,0.33,挠度（mm)δ,1.7308,,,,,,,,,

金属板的弹性模量E,7.00E+04,相对挠度a/δ,289,,,,,,,,,

板厚（mm)t,3,铝板的加劲肋,,,,,,,,,,

计算区格短边长（mm)a或lx,500,加劲肋弹性模量E(N/mm^2),70000,,,,,,,,,

计算区格长边长（mm)ly,800,加劲肋惯性矩Ix（mm^4),18822,,,,,,,,,

金属板加劲肋跨度（mm)L,800,加劲肋抵抗矩Wx（mm^3),1536.49,,,,,,,,,

加劲肋左荷载宽度1（mm)B1,250,加劲肋弯矩Mx（N*mm）,6.11E+04,,,,,,,,,

加劲肋右荷载宽度2（mm)B2,250,加劲肋剪力Vx（N）,4.21E+02,,,,,,,,,

金属板固定模式,3,加劲肋的应力σ(MPa),37.88,,,,,,,,,

四边简支（1）,,加劲肋的挠度δ（mm),3.77,,,,,,,,,

三边简支，长边固定（2）,,相对挠度L/δ,212,,,,,,,,,

"短边对边简支,长边对边固定（3）",,,,,,,,,,,,

"三边简支,短边固定（4）",,,,,,,,,,,,

"长边对边简支,短边对边固定（5）",,,,,,,,,,,,

临边固定，其余简支（6）,,,,,,,,,,,,

横梁,,,,,,横梁截面参数,,,,,,

横梁长度B(mm),1000,q线GK（N/mm),0.7500,自重弯矩Mx(N*mm),1.13E+05,Area=960.898,,,,,,

自重高度H(mm),1500,q线G（N/mm),0.9000,自重剪力Vy(N),450.00,Ix=461635.0,,,,,,

上荷载高度H1（mm）,1300,W线K1（N/mm),2.1297,水平弯矩My(N*mm),5.14E+05,Iy=1.39546e+006,,,,,,

下荷载高度H2（mm）,1300,W线K2（N/mm),2.1297,水平剪力Vx(N),1541.48,Yx=44.8722,,,,,,

水平荷载形状,1,q线K1（N/mm),2.2077,自重剪切厚度ty(mm),2.50,Yy=52.5027,,,,,,

非矩形1上矩形2下矩形3上下矩形4,,q线K2（N/mm),2.2077,水平剪切厚度tx(mm),2.50,Wx=10287.8,,,,,,

Ix(mm^4),461635.0,q线1（N/mm),3.0830,自重剪应力τy(N/mm^2),3.63,Wy=26578.9,,,,,,

Iy(mm^4),1.39546e+006,q线2（N/mm),3.0830,水平剪应力τx(N/mm^2),7.40,Sx=9307.33,,,,,,

Wx(mm^3),10287.8,塑性发展系数,1.00,应力(N/mm^2),30.27,Sy=16745.8,,,,,,

Wy(mm^3),26578.9,横梁材质,1,自重线荷载挠度(mm),0.302,,,,,,,

面积矩Sx（mm^3）,9307.33,"铝材1,钢材2,其他输入弹性模量！",,自重线荷载相对挠度,3309,,,,,,,

面积矩Sy（mm^3）,16745.8,弹性模量E,70000,风荷载挠度(mm),0.363,,,,,,,

,,,,风荷载允许挠度,5.556,,,,,,,

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立柱,,,,,,立柱截面参数,,,,,,

荷载宽度B(mm),1100,弯矩系数m,0.0685,轴力N(KN),1.78,Area=1084.5,,,,,,

总跨高H(mm),2700,挠度系数μ,0.00277,弯矩Mx(KN*m),1.3023,Ix=2.16563e+006,,,,,,

型材截面积A(mm^2),1084.5,剪力系数λ,0.4914,剪力V(KN),3.4609,Iy=942964.0,,,,,,

Ix(mm^4),2.16563e+006,q线k(N/mm),1.8680,剪切厚度t（mm）,4.00,Yx=65.5576,,,,,,

Wx(mm^3),33033.9,q线(N/mm),2.6087,剪应力τ（N/mm^2）,8.789,Yy=37.5,,,,,,

Sx(mm^3),21998.0,W线k(N/mm),1.8020,应力,41.067,Wx=33033.9,,,,,,

"简支1,双支2",2,W线(N/mm),2.5229,折算应力,39.816,Wy=25145.7,,,,,,

立柱材质,1,双支短跨高度h1(mm),500,挠度,1.7490,Sx=21998.0,,,,,,

"铝材1,钢材2,玻璃3",,h1/H,0.1852,相对挠度,1258,Sy=14541.4,,,,,,

弹性模量E,70000,塑性发展系数,1.00,允许挠度,15.0000,,,,,,,

平板预埋件计算,,,,,,,,,,,,

锚固面积计算,,,锚固长度计算,,,,,,,,,

1.拉力、剪力、弯矩2.压力、剪力、弯矩,,1,1.光圆2.带肋,,1,,,,,,,

混凝土等级,,C40,锚筋长度构造要求，15*d,,180,,,,,,,

拉力/压力,N（KN）,15.0,计算长度,la,370.5,,,,,,,

剪力,V（KN）,20.0,机械锚固折减长度,l,259.4,,,,,,,

弯矩,M（KNm）,10.0,混凝土抗剪（锚板面板方向）(N/mm^2),,0.6,,,,,,,

锚筋直径,d(mm),12,混凝土抗剪（锚板厚度方向）(N/mm^2),,1.7,,,,,,,

钢筋层数,,4,,,,,,,,,,

锚筋数,n,4,,,,,,,,,,

锚板厚,t(mm),12,,,,,,,,,,

锚板长,H(mm),180,,,,,,,,,,

锚板宽,B(mm),180,,,,,,,,,,

沿剪力方向最外层锚筋中心线距离,z(mm),120,,,,,,,,,,

钢筋层数影响系数，二层1.0，三层0.9，四层0.85,αγ,0.85,,,,,,,,,,

锚筋受剪承载力系数，>0.7时取0.7,αν,0.70,,,,,,,,,,

锚板弯曲变形折减系数,αb,0.85,,,,,,,,,,

钢筋抗拉强度设计值,fy,300,,,,,,,,,,

混凝土轴心抗压强度设计值,fc,19.1,,,,,,,,,,

混凝土轴心抗拉强度设计值,ft,1.71,,,,,,,,,,

计算锚筋截面积,As1,481.3,,,,,,,,,,

计算锚筋截面积,As2,1034.7,,,,,,,,,,

实际锚筋截面积,A,452.4,,,,,,,,,,

单层铝板的最大弯矩系数和挠度系数(适用于泊松比为0.25～0.33),,,,,(弯矩系数前负号表示最大弯矩在固定边),,,,,,,

,四边简支（1）,,三边简支，ly固定（2）,,"lx对边简支,ly对边固定（3）",,"三边简支,lx固定（4）",,"ly对边简支,lx对边固定（5）",,临边固定，其余简支（6）,

lx/ly,m(弯矩系数),μ（挠度系数）,m,μ,m,μ,m,μ,m,μ,m,μ

0.5,0.1022,0.01013,-0.1212,0.00504,-0.0843,0.00261,-0.1215,0.00935,-0.1191,0.00844,0.0601,0.00471

0.55,0.0961,0.0094,-0.1187,0.00492,-0.084,0.00259,-0.1193,0.00848,-0.1156,0.00743,0.0574,0.00454

0.6,0.09,0.00867,-0.1158,0.00472,-0.0834,0.00255,-0.1166,0.00762,-0.114,0.00647,0.0547,0.00429

0.65,0.0839,0.00796,-0.1124,0.00448,-0.0826,0.0025,-0.1133,0.0068,-0.1066,0.0056,0.0518,0.00399

0.7,0.0781,0.00727,-0.1087,0.00422,-0.0814,0.00243,-0.1096,0.00605,-0.1013,0.00482,0.0489,0.00368

0.75,0.0725,0.00663,-0.1048,0.00399,-0.0799,0.00236,-0.1056,0.00536,-0.0959,0.00413,0.0456,0.0034

0.8,0.0671,0.00603,-0.1007,0.00376,-0.0782,0.00228,-0.1014,0.00473,-0.0904,0.00354,0.0424,0.00313

0.85,0.0621,0.00547,-0.0965,0.00352,-0.0763,0.0022,-0.097,0.00417,-0.085,0.00303,0.0394,0.00286

0.9,0.0574,0.00496,-0.0922,0.00329,-0.0743,0.00211,-0.0926,0.00368,-0.0797,0.0026,0.0366,0.00261

0.95,0.053,0.00449,-0.088,0.00306,-0.0721,0.00201,-0.0882,0.00324,-0.0746,0.00223,0.0338,0.00237

1,0.0489,0.00406,-0.0839,0.00285,-0.0698,0.00192,-0.0839,0.00285,-0.0698,0.00192,0.0312,0.00215

,,,,,,,,,,,,,

lx/ly,m1,μ1,m2,μ2,m3,μ3,m4,μ4,m5,μ5,m6,μ6

0.6,0.09,0.00867,-0.1158,0.00472,-0.0834,0.00255,-0.1166,0.00762,-0.114,0.00647,0.0547,0.00429

0.65,0.0839,0.00796,-0.1124,0.00448,-0.0826,0.0025,-0.1133,0.0068,-0.1066,0.0056,0.0518,0.00399

0.6250,0.0870,0.0083,-0.1141,0.0046,-0.0830,0.0025,-0.11495,0.0072,-0.1103,0.0060,0.05325,0.00414

应力与挠度折减系数,,,,,,,,,,,,

θ,η,,θ1（应力）,η1(应力折减系数),,,,,,,,

5,1,,20,0.9,,,,,,,,

10,0.95,,40,0.81,,,,,,,,

20,0.9,,24.1656,0.8813,,,,,,,,

40,0.81,,θ2（挠度）,η2(挠度折减系数),,,,,,,,

60,0.74,,20,0.9,,,,,,,,

80,0.69,,40,0.81,,,,,,,,

100,0.64,,23.5042,0.8842,,,,,,,,

120,0.61,,,,,,,,,,,

150,0.54,,,,,,,,,,,

200,0.5,,,,,,,,,,,

250,0.46,,,,,,,,,,,

300,0.43,,,,,,,,,,,

350,0.41,,,,,,,,,,,

400,0.4,,,,,,,,,,,

GB50009-2012,,,,,,,,,,,,

计算高度,100,,,,,,,,,,,

地面粗糙类型,1（A类地区）,2（B类地区）,3（C类地区）,4（D类地区）,,,,,,,,

风压高度系数μZ,2.231336264,1.995262315,1.498300415,1.043040787,,,,,,,,

,,<1时取1,<0.65时取0.65,<0.51时取0.51,,,,,,,,

阵风风压系数β,1.455146545,1.48428168,1.692943524,1.977315106,,,,,,,,

双跨梁的弯矩和挠度系数,,,,,,,,,,,,

a：短跨长度,500,,,,,,,,,,,

h：层高,2700,,,,,,,,,,,

a/h,0.185185185,,,,,,,,,,,

a/h,弯矩系数m,挠度系数μ,剪力系数λ,a/h(倒序，用于编程),,,,,,,,

0.5,0.0313,0.31,0.375,0.05,,,,,,,,

0.45,0.0322,0.56,0.37,0.08,,,,,,,,

0.4,0.035,0.87,0.3583,0.1,,,,,,,,

0.35,0.0397,1.24,0.3861,0.12,,,,,,,,

0.3,0.0463,1.63,0.4161,0.13,,,,,,,,

0.25,0.0547,2.09,0.4479,0.14,,,,,,,,

0.22,0.0607,2.42,0.4678,0.15,,,,,,,,

0.2,0.065,2.65,0.4813,0.16,,,,,,,,

0.18,0.0697,2.81,0.4949,0.18,,,,,,,,

0.16,0.0746,3.15,0.5