石材幕墙设计自动计算表格

石材幕墙工程情况,,,,,,,,,

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,1.00,,,,,,

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,石材幕墙龙骨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,1.00,,水平方向,,,,

高度系数μZ,1.9953,设计值GKA,1.20,荷载组合标准值,2.2523,,,,

μS1体形系数,1.6000,地震荷载,,荷载组合设计值,3.1412,,,,

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,0.2000,,,,,,

W风荷载设计值,2.9852,地震设计值qE,0.2600,,,,,,

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,1.00,,水平方向,,,,

高度系数μZ,1.9953,设计值GKA,1.20,荷载组合标准值,1.7582,,,,

μS1体形系数,1.2293,地震荷载,,荷载组合设计值,2.4495,,,,

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,0.2000,,,,,,

W风荷载设计值,2.2935,地震设计值qE,0.2600,,,,,,

石材面板计算：,,,,,,,,,

石材厚度,30mm,抗弯设计值fT,3.72N/mm^2,弹性模量E,80000,,,,

石材宽度,800mm,抗剪设计值fTV,1.86N/mm^2,泊松比,0.125,,,,

石材高度,1500mm,石材体密度,28.0KN/m^3,fcMpa,117,,,,

石材支撑形式,2,GAK,0.84,,,,,,

L0/b,0,0.025,0.05,0.075,0.1,0.125,0.15,0.175,0.2

a/b,m(弯矩系数),,,,,,,,

0.5,0.1304,0.1301,0.1294,0.1278,0.1258,0.1226,0.1193,0.1148,0.1108

0.55,0.132,0.1317,0.1309,0.1294,0.1274,0.1241,0.1208,0.1162,0.1122

0.6,0.1339,0.1336,0.1328,0.1312,0.1292,0.1259,0.1225,0.1178,0.1138

0.65,0.1361,0.1358,0.135,0.1334,0.1313,0.1279,0.1245,0.1198,0.1157

0.7,0.1384,0.1381,0.1373,0.1356,0.1336,0.1301,0.1266,0.1218,0.1176

0.75,0.1408,0.1405,0.1397,0.138,0.1359,0.1324,0.1288,0.1239,0.1197

0.8,0.1435,0.1432,0.1424,0.1406,0.1385,0.1349,0.1313,0.1263,0.122

0.85,0.1464,0.1461,0.1452,0.1435,0.1413,0.1376,0.134,0.1288,0.1244

0.9,0.1494,0.1491,0.1482,0.1464,0.1442,0.1404,0.1367,0.1315,0.127

0.95,0.1526,0.1523,0.1514,0.1495,0.1473,0.1434,0.1396,0.1343,0.1297

1,0.1559,0.1556,0.1547,0.1528,0.1504,0.1465,0.1426,0.1372,0.1325

,,,,,,,,,,

,,,,,,,,,,

a/b,m(短槽式),,L0/b1,a/b,m1(背栓式),,L0/b,m(背栓式),

0.590405904,0.133535424,,0.1,0.590405904,0.128854613,,0.110701107,0.127442066,

0.55,0.132,,a/b1,0.55,0.1274,L0/b1,0.1,0.128854613,

0.6,0.1339,,a/b2,0.6,0.1292,L0/b2,0.125,0.125554613,

,,,L0/b2,a/b,m2(背栓式),,,,

,,,0.125,0.590405904,0.125554613,,,,

挂钩个数,β,,a/b1,0.55,0.1241,,,,

4,1.25,,a/b2,0.6,0.1259,,,,

6,1.3,,,,,,,,

8,1.32,,,,,,,,

一、水平通长槽(按两边简支板计算),,二、短槽对边短钩(按四角支承板计算),,三、背栓连接(按四角支承板计算),,,,,

石板支承跨度a(mm),900,石板计算短边长a(mm),800,石板计算短边长a(mm),800,,,,

石板槽口宽度c(mm),10,石板计算短边长b(mm),1355,石板计算长边长b(mm),1355,,,,

槽口深度h(mm),15,单个槽底总长度s(mm),150,石板悬挑长L0(mm),150,,,,

挂钩厚度tp(mm),4,槽宽度c(mm),7,a/b,0.59,,,,

石板弯曲应力(N/mm^2),2.120,挂钩总个数n,4,L0/b,0.11,,,,

石材槽口剪应力τ(N/mm^2),0.141,挂钩宽度b2（mm）,50,弯矩系数m,0.1274,,,,

槽口弯曲应力τ(N/mm^2),0.848,挂钩厚度tp（mm）,4,锚孔直径D(mm),7,,,,

挂钩剪应力(N/mm^2),0.353,石板悬挑长L0(mm),130,锚孔深度h（mm）,15,,,,

,,1.对边开槽2.四边开槽,1,锚孔底部内角度α,30,,,,

,,a/b,0.5904,背栓总个数n,4,,,,

,,弯矩系数m,0.1335,背栓系数β,1.25,,,,

,,挂钩系数β,1.25,石板弯曲应力(N/mm^2),4.900,,,,

,,石板弯曲应力(N/mm^2),5.134,最大剪应力(N/mm^2),1.647,,,,

,,石材剪应力(N/mm^2),0.308,抗拉拔承载力设计值,3141.95,,,,

,,挂钩剪应力(N/mm^2),2.660,锚栓数量,1.084,,,,

石材幕墙横梁计算,,,,,,横梁截面参数,,,

横梁的计算长度B(mm),1355,竖直方向面荷载Ggk(KN/m2),1.00,竖直方向产生的剪应力(KN/m2),4.5223,Area=477.629,,,

塑性发展系数,1.05,竖直方向面荷载G(KN/m2),1.20,水平方向产生的剪应力(KN/m2),9.2313,Ix=110357.0,,,

X轴抵抗矩Wx(mm3),3076.64,水平方向面荷载Qk(KN/m2),1.7582,P竖向到角钢形心的距离,52.5mm,Iy=110357.0,,,

Y轴抵抗矩Wy(mm3),3076.64,水平方向面荷载Q(KN/m2),2.4495,横梁的转矩N•m,37800.00,Yx=35.8692,,,

中性轴惯性矩Ix(mm4),110357.0,竖直集中荷载Pk(KN),0.6000,角钢抗扭惯性矩Ik,4166.666667,Yy=35.8692,,,

中性轴惯性矩Iy(mm4),110357.0,竖直集中荷载P(KN),0.7200,横梁抗扭强度τmax,45.3600,Wx=3076.64,,,

横梁截面积A(mm2),477.629,水平集中荷载Pk(KN),1.0549,竖直集中荷载的挠度(mm),0.7778,Wy=3076.64,,,

水平腹板截面面积mm2,238.8145,水平集中荷载P(KN),1.4697,竖直挠度限值/500(mm),2.7100,Sx=3148.51,,,

角钢腹板长度（等边）b,50mm,竖直荷载最大弯矩Mx(KN.M),0.0936,水平集中荷载的挠度,1.3675,Sy=3148.51,,,

所求点的截面厚度δ,5mm,水平荷载最大弯矩My(KN.M),0.1911,水平挠度限值/250(mm),5.4200,,,,

,,横梁强度校核N/mm2,88.12,,,,,,

石材幕墙立柱计算,,,,,,立柱截面参数,,,

荷载宽度B(mm),900,竖直方向面荷载Ggk(KN/m2,1.00,立柱所受的弯矩KN•m,2.5833,Area=1047.36,,,

总跨高H(mm),3500,竖直方向面荷载G(KN/m2,1.20,偏心拉力设计值N(KN),3.7800,Ix=928413.0,,,

型材截面积A(mm^2),1047.36,水平方向面荷载Qk(KN/m2,1.7582,塑性发展系数,1.05,Iy=588323.0,,,

Ix(mm^4),928413.0,水平方向面荷载Q(KN/m2,2.4495,立柱强度校核σN/mm2,109.61,Yx=40.0,,,

Wx(mm^3),23210.3,水平线荷载标准值q线k,1.5824,风荷载线荷载标准值,1.4744,Yy=30.0,,,

Sx(mm^3),14128.7,水平线荷载设计值q线,2.2046,立柱挠度校核mm,4.86mm,Wx=23210.3,,,

"简支1,双支2",2,弯矩系数,0.0957,相对挠度,658.82mm,Wy=19610.8,,,

双支短跨高度h(mm),300mm,挠度系数,0.0042,挠度限值/250(mm),14.00mm,Sx=14128.7,,,

,,剪力系数λ,1.1732,,,Sy=11531.9,,,

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,,,,,,,

混凝土强度,混凝土轴心抗压强度设计值,混凝土轴心抗拉强度设计值,,,,,,,

C15,7.2,0.91,,,,,,,

C20,9.6,1.1,,,,,,,

C25,11.9,1.27,,,,,,,

C30,14.3,1.43,,,,,,,

C35,16.7,1.57,,,,,,,

C40,19.1,1.71,,,,,,,

C45,21.1,1.8,,,,,,,

C50,23.1,1.89,,,,,,,

C55,25.3,1.96,,,,,,,

C60,27.5,2.04,,,,,,,

C65,29.7,2.09,,,,,,,

C70,31.8,2.14,,,,,,,

C75,33.8,2.18,,,,,,,

C80,35.9,2.22,,,,,,,

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,300.0000,,,,,,,,

h：层高,3500,,,,,,,,

a/h,0.085714286,,,,,,,,

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,