石材幕墻設(shè)計(jì)自動(dòng)計(jì)算表格

石材幕墻工程情況,,,,,,,,,

工程地點(diǎn),濟(jì)南,基本風(fēng)壓,0.45,雪荷載,0.3,,,,

設(shè)計(jì)年限,50,抗震烈度,6,,,,,,

計(jì)算高度,100,地震加速度,0.05,,,,,,

地面粗糙度,b,水平地震影響系數(shù),0.04,,,,,,

"玻璃幕墻1,石材和金屬2",2,幕墻自重,1.00,,,,,,

面板風(fēng)荷載體型系數(shù)：,,支撐結(jié)構(gòu)風(fēng)荷載體型系數(shù)計(jì)算：,,,,,,,

μS1,-1.40,μS1,-1.40,logs龍骨,0.8537,,,,

玻璃幕墻面板μs1,-1.6000,分格寬度(mm)a,1700,龍骨外面正風(fēng)壓μs1,-1.2293,,,,

,,分格高度(mm)h,4200,玻璃幕墻龍骨μs1,-1.4293,,,,

,,龍骨面積（m2）,7.1400,石材幕墻龍骨μs1,-1.2293,,,,

面板荷載：,,,,,,,,,

風(fēng)荷載,,自重荷載,,荷載組合值,,,,,

β陣風(fēng)系數(shù),1.4843,標(biāo)準(zhǔn)值GAK,1.00,,水平方向,,,,

高度系數(shù)μZ,1.9953,設(shè)計(jì)值GKA,1.20,荷載組合標(biāo)準(zhǔn)值,2.2523,,,,

μS1體形系數(shù),1.6000,地震荷載,,荷載組合設(shè)計(jì)值,3.1412,,,,

W0基本風(fēng)壓,0.45,αmax,0.0400,,,,,,

WK風(fēng)荷載標(biāo)準(zhǔn)值,2.1323,地震標(biāo)準(zhǔn)值qEK,0.2000,,,,,,

W風(fēng)荷載設(shè)計(jì)值,2.9852,地震設(shè)計(jì)值qE,0.2600,,,,,,

龍骨荷載：,,,,,,,,,

風(fēng)荷載,,自重荷載,,荷載組合值,,,,,

β陣風(fēng)系數(shù),1.4843,標(biāo)準(zhǔn)值GAK,1.00,,水平方向,,,,

高度系數(shù)μZ,1.9953,設(shè)計(jì)值GKA,1.20,荷載組合標(biāo)準(zhǔn)值,1.7582,,,,

μS1體形系數(shù),1.2293,地震荷載,,荷載組合設(shè)計(jì)值,2.4495,,,,

W0基本風(fēng)壓,0.45,αmax,0.0400,,,,,,

WK風(fēng)荷載標(biāo)準(zhǔn)值,1.6382,地震標(biāo)準(zhǔn)值qEK,0.2000,,,,,,

W風(fēng)荷載設(shè)計(jì)值,2.2935,地震設(shè)計(jì)值qE,0.2600,,,,,,

石材面板計(jì)算：,,,,,,,,,

石材厚度,30mm,抗彎設(shè)計(jì)值fT,3.72N/mm^2,彈性模量E,80000,,,,

石材寬度,800mm,抗剪設(shè)計(jì)值fTV,1.86N/mm^2,泊松比,0.125,,,,

石材高度,1500mm,石材體密度,28.0KN/m^3,fcMpa,117,,,,

石材支撐形式,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(彎矩系數(shù)),,,,,,,,

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,,,,

掛鉤個(gè)數(shù),β,,a/b1,0.55,0.1241,,,,

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

6,1.3,,,,,,,,

8,1.32,,,,,,,,

一、水平通長(zhǎng)槽(按兩邊簡(jiǎn)支板計(jì)算),,二、短槽對(duì)邊短鉤(按四角支承板計(jì)算),,三、背栓連接(按四角支承板計(jì)算),,,,,

石板支承跨度a(mm),900,石板計(jì)算短邊長(zhǎng)a(mm),800,石板計(jì)算短邊長(zhǎng)a(mm),800,,,,

石板槽口寬度c(mm),10,石板計(jì)算短邊長(zhǎng)b(mm),1355,石板計(jì)算長(zhǎng)邊長(zhǎng)b(mm),1355,,,,

槽口深度h(mm),15,單個(gè)槽底總長(zhǎng)度s(mm),150,石板懸挑長(zhǎng)L0(mm),150,,,,

掛鉤厚度tp(mm),4,槽寬度c(mm),7,a/b,0.59,,,,

石板彎曲應(yīng)力(N/mm^2),2.120,掛鉤總個(gè)數(shù)n,4,L0/b,0.11,,,,

石材槽口剪應(yīng)力τ(N/mm^2),0.141,掛鉤寬度b2（mm）,50,彎矩系數(shù)m,0.1274,,,,

槽口彎曲應(yīng)力τ(N/mm^2),0.848,掛鉤厚度tp（mm）,4,錨孔直徑D(mm),7,,,,

掛鉤剪應(yīng)力(N/mm^2),0.353,石板懸挑長(zhǎng)L0(mm),130,錨孔深度h（mm）,15,,,,

,,1.對(duì)邊開(kāi)槽2.四邊開(kāi)槽,1,錨孔底部?jī)?nèi)角度α,30,,,,

,,a/b,0.5904,背栓總個(gè)數(shù)n,4,,,,

,,彎矩系數(shù)m,0.1335,背栓系數(shù)β,1.25,,,,

,,掛鉤系數(shù)β,1.25,石板彎曲應(yīng)力(N/mm^2),4.900,,,,

,,石板彎曲應(yīng)力(N/mm^2),5.134,最大剪應(yīng)力(N/mm^2),1.647,,,,

,,石材剪應(yīng)力(N/mm^2),0.308,抗拉拔承載力設(shè)計(jì)值,3141.95,,,,

,,掛鉤剪應(yīng)力(N/mm^2),2.660,錨栓數(shù)量,1.084,,,,

石材幕墻橫梁計(jì)算,,,,,,橫梁截面參數(shù),,,

橫梁的計(jì)算長(zhǎng)度B(mm),1355,豎直方向面荷載Ggk(KN/m2),1.00,豎直方向產(chǎn)生的剪應(yīng)力(KN/m2),4.5223,Area=477.629,,,

塑性發(fā)展系數(shù),1.05,豎直方向面荷載G(KN/m2),1.20,水平方向產(chǎn)生的剪應(yīng)力(KN/m2),9.2313,Ix=110357.0,,,

X軸抵抗矩Wx(mm3),3076.64,水平方向面荷載Qk(KN/m2),1.7582,P豎向到角鋼形心的距離,52.5mm,Iy=110357.0,,,

Y軸抵抗矩Wy(mm3),3076.64,水平方向面荷載Q(KN/m2),2.4495,橫梁的轉(zhuǎn)矩N?m,37800.00,Yx=35.8692,,,

中性軸慣性矩Ix(mm4),110357.0,豎直集中荷載Pk(KN),0.6000,角鋼抗扭慣性矩Ik,4166.666667,Yy=35.8692,,,

中性軸慣性矩Iy(mm4),110357.0,豎直集中荷載P(KN),0.7200,橫梁抗扭強(qiáng)度τmax,45.3600,Wx=3076.64,,,

橫梁截面積A(mm2),477.629,水平集中荷載Pk(KN),1.0549,豎直集中荷載的撓度(mm),0.7778,Wy=3076.64,,,

水平腹板截面面積mm2,238.8145,水平集中荷載P(KN),1.4697,豎直撓度限值/500(mm),2.7100,Sx=3148.51,,,

角鋼腹板長(zhǎng)度（等邊）b,50mm,豎直荷載最大彎矩Mx(KN.M),0.0936,水平集中荷載的撓度,1.3675,Sy=3148.51,,,

所求點(diǎn)的截面厚度δ,5mm,水平荷載最大彎矩My(KN.M),0.1911,水平撓度限值/250(mm),5.4200,,,,

,,橫梁強(qiáng)度校核N/mm2,88.12,,,,,,

石材幕墻立柱計(jì)算,,,,,,立柱截面參數(shù),,,

荷載寬度B(mm),900,豎直方向面荷載Ggk(KN/m2,1.00,立柱所受的彎矩KN?m,2.5833,Area=1047.36,,,

總跨高H(mm),3500,豎直方向面荷載G(KN/m2,1.20,偏心拉力設(shè)計(jì)值N(KN),3.7800,Ix=928413.0,,,

型材截面積A(mm^2),1047.36,水平方向面荷載Qk(KN/m2,1.7582,塑性發(fā)展系數(shù),1.05,Iy=588323.0,,,

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

Wx(mm^3),23210.3,水平線荷載標(biāo)準(zhǔn)值q線k,1.5824,風(fēng)荷載線荷載標(biāo)準(zhǔn)值,1.4744,Yy=30.0,,,

Sx(mm^3),14128.7,水平線荷載設(shè)計(jì)值q線,2.2046,立柱撓度校核mm,4.86mm,Wx=23210.3,,,

"簡(jiǎn)支1,雙支2",2,彎矩系數(shù),0.0957,相對(duì)撓度,658.82mm,Wy=19610.8,,,

雙支短跨高度h(mm),300mm,撓度系數(shù),0.0042,撓度限值/250(mm),14.00mm,Sx=14128.7,,,

,,剪力系數(shù)λ,1.1732,,,Sy=11531.9,,,

平板預(yù)埋件計(jì)算,,,,,,,,,

錨固面積計(jì)算,,,錨固長(zhǎng)度計(jì)算,,,,,,

1.拉力、剪力、彎矩2.壓力、剪力、彎矩,,1,1.光圓2.帶肋,,1,,,,

混凝土等級(jí),,C40,錨筋長(zhǎng)度構(gòu)造要求，15*d,,180,,,,

拉力/壓力,N（KN）,15.0,計(jì)算長(zhǎng)度,la,370.5,,,,

剪力,V（KN）,20.0,機(jī)械錨固折減長(zhǎng)度,l,259.4,,,,

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

錨筋直徑,d(mm),12,混凝土抗剪（錨板厚度方向）(N/mm^2),,1.7,,,,

鋼筋層數(shù),,4,,,,,,,

錨筋數(shù),n,4,,,,,,,

錨板厚,t(mm),12,,,,,,,

錨板長(zhǎng),H(mm),180,,,,,,,

錨板寬,B(mm),180,,,,,,,

沿剪力方向最外層錨筋中心線距離,z(mm),120,,,,,,,

鋼筋層數(shù)影響系數(shù)，二層1.0，三層0.9，四層0.85,αγ,0.85,,,,,,,

錨筋受剪承載力系數(shù)，>0.7時(shí)取0.7,αν,0.70,,,,,,,

錨板彎曲變形折減系數(shù),αb,0.85,,,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值,fy,300,,,,,,,

混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值,fc,19.1,,,,,,,

混凝土軸心抗拉強(qiáng)度設(shè)計(jì)值,ft,1.71,,,,,,,

計(jì)算錨筋截面積,As1,481.3,,,,,,,

計(jì)算錨筋截面積,As2,1034.7,,,,,,,

實(shí)際錨筋截面積,A,452.4,,,,,,,

混凝土強(qiáng)度,混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值,混凝土軸心抗拉強(qiáng)度設(shè)計(jì)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,,,,,,,,,

計(jì)算高度,100,,,,,,,,

地面粗糙類型,1（A類地區(qū)）,2（B類地區(qū)）,3（C類地區(qū)）,4（D類地區(qū)）,,,,,

風(fēng)壓高度系數(shù)μZ,2.231336264,1.995262315,1.498300415,1.043040787,,,,,

,,<1時(shí)取1,<0.65時(shí)取0.65,<0.51時(shí)取0.51,,,,,

陣風(fēng)風(fēng)壓系數(shù)β,1.455146545,1.48428168,1.692943524,1.977315106,,,,,

雙跨梁的彎矩和撓度系數(shù),,,,,,,,,

a：短跨長(zhǎng)度,300.0000,,,,,,,,

h：層高,3500,,,,,,,,

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

a/h,彎矩系數(shù)m,撓度系數(shù)μ,剪力系數(shù)λ,a/h(倒序，用于編程),,,,,

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

0.45,0.0322,0.56,