某工程明框幕墻設(shè)計(jì)計(jì)算書(shū)

示例工程北立面45米處明框幕墻設(shè)計(jì)計(jì)算書(shū)﹒第一、風(fēng)荷載計(jì)算 11.風(fēng)荷載標(biāo)準(zhǔn)值: 12.風(fēng)荷載設(shè)計(jì)值: 1二、立柱計(jì)算 11.立柱荷載計(jì)算: 12.選用立柱型材的截面特性: 33.立柱的強(qiáng)度計(jì)算: 44.立柱的剛度計(jì)算: 55.立柱抗剪計(jì)算: 5﹒第12頁(yè)﹒北立面45米處明框幕墻設(shè)計(jì)計(jì)算書(shū)風(fēng)荷載計(jì)算風(fēng)荷載標(biāo)準(zhǔn)值:Wk:作用在玻璃幕墻上的風(fēng)荷載標(biāo)準(zhǔn)值(kN/m2)μz:45m高處風(fēng)壓高度變化系數(shù)(按C類(lèi)區(qū)計(jì)算):(GB50009-20017.2.1)μz=0.616×(z/10)0.44=1.19397μf:脈動(dòng)系數(shù):(GB50009-20017.4.2-8)μf=0.5×35(1.8×(0.22-0.16))×(z/10)-0.22=0.527257βgz:陣風(fēng)系數(shù):(GB50009-20017.5.1-1)βgz=к×(1+2×μf)=1.74634Wk=γ0×βgz×μz×μs×W0(JGJ102-20035.3.2)=1.1×1.74634×1.19397×1.2×0.45=1.23854kN/m2風(fēng)荷載設(shè)計(jì)值:W:風(fēng)荷載設(shè)計(jì)值:kN/m2rw:風(fēng)荷載作用效應(yīng)的分項(xiàng)系數(shù)：1.4按《玻璃幕墻工程技術(shù)規(guī)范》JGJ102-20035.1.6條規(guī)定采用W=rw×Wk=1.4×1.23854=1.73395kN/m2立柱計(jì)算立柱荷載計(jì)算:(1)風(fēng)荷載線分布最大荷載集度設(shè)計(jì)值(矩形分布)qw:風(fēng)荷載線分布最大荷載集度設(shè)計(jì)值(kN/m)rw:風(fēng)荷載作用效應(yīng)的分項(xiàng)系數(shù)：1.4Wk:風(fēng)荷載標(biāo)準(zhǔn)值:1.23854kN/m2Bl:幕墻左分格寬:1.5mBr:幕墻右分格寬:1.2mqwk=Wk×(Bl+Br)/2=1.23854×(1.5+1.2)/2=1.67202kN/mqw=1.4×qwk=1.4×1.67202=2.34083kN/m(2)分布水平地震作用設(shè)計(jì)值GAkl:立柱左邊玻璃幕墻構(gòu)件(包括面板和框)的平均自重:0.45kN/m2GAkr:立柱右邊玻璃幕墻構(gòu)件(包括面板和框)的平均自重:0.45kN/m2qEAkl=γ0×5×αmax×GAkl(JGJ102-20035.3.4)=1.1×5×0.16×0.45=0.396kN/m2qEAkr=γ0×5×αmax×GAkr(JGJ102-20035.3.4)=1.1×5×0.16×0.45=0.396kN/m2qek=(qEkl×Bl+qEkr×Br)/2=(0.396×1.5+0.396×1.2)/2=0.5346kN/mqe=1.3×qek=1.3×0.5346=0.69498kN/m(3)立柱所受組合荷載:組合線荷載標(biāo)準(zhǔn)值:qzk=qwk=1.67202kN/m組合線荷載設(shè)計(jì)值:qz=qw+0.5×qe=2.34083+0.5×0.69498=2.68832kN/m(4)立柱彎矩:通過(guò)有限元分析計(jì)算得到立柱的彎矩圖如下:立柱彎矩分布如下表:列表?xiàng)l目12345678910偏移(m)0.0000.1350.2700.4050.5400.6600.7950.9301.0651.200彎矩(kN.m)-0.0000-0.381-0.762-1.143-1.524-1.960-2.559-3.157-3.756-4.355偏移(m)1.2001.4021.6051.8002.0102.1902.4002.5952.7973.000彎矩(kN.m)-4.355-3.539-2.722-1.936-1.428-0.992-0.484-0.327-0.1630.000偏移(m)3.0003.2033.4053.6003.8103.9904.2004.3954.5974.800彎矩(kN.m)0.000-0.163-0.327-0.484-0.992-1.428-1.936-2.722-3.539-4.355偏移(m)4.8004.9355.0705.2055.3405.4605.5955.7305.8656.000彎矩(kN.m)-4.355-3.756-3.157-2.559-1.960-1.524-1.143-0.762-0.381-0.000最大彎矩發(fā)生在1.2m處M:幕墻立柱在風(fēng)荷載和地震作用下產(chǎn)生彎矩(kN·m)M=4.35508kN·m選用立柱型材的截面特性:選定立柱材料類(lèi)別:鋁-6063-T5選用立柱型材名稱(chēng):EA2629型材強(qiáng)度設(shè)計(jì)值:85.5N/mm2型材彈性模量:E=70000N/mm2X軸慣性矩:Ix=634.118cm4Y軸慣性矩:Iy=133.448cm4X軸上部截面矩:Wx1=66.8552cm3X軸下部截面矩:Wx2=78.1409cm3y軸左部截面矩:Wy1=38.1279cm3y軸右部截面矩:Wy2=38.1279cm3型材截面積:A=17.8269cm2型材計(jì)算校核處壁厚:t=3.5mm型材截面面積矩:Ss=47.8233cm3塑性發(fā)展系數(shù):γ=1.05立柱的強(qiáng)度計(jì)算:校核依據(jù):N/A+M/γ/w≤ｆa(JGJ102-20036.3.7)Bl:幕墻左分格寬:1.5mBr:幕墻右分格寬:1.2mHv:立柱長(zhǎng)度GAkl:幕墻左分格自重:0.45kN/m2GAKr:幕墻右分格自重:0.45kN/m2幕墻自重線荷載:Gk=(GAkl×Bl+GAkr×Br)/2=(0.45×1.5+0.45×1.2)/2=0.6075kN/mNk:立柱受力:Nk=γ0×Gk×Hv=1.1×0.6075×6=4.0095kNN:立柱受力設(shè)計(jì)值:rG:結(jié)構(gòu)自重分項(xiàng)系數(shù):1.2N=1.2×Nk=1.2×4.0095=4.8114kNσ:立柱計(jì)算強(qiáng)度(N/mm2)A:立柱型材截面積:17.8269cm2M:立柱彎矩:4.35508kN·mWx2:立柱截面抗彎矩:66.8552cm3γ:塑塑性發(fā)展系系數(shù):1..05σ=N××10/AA+M×103/1.005/Wxx2=44.81114×10/117.82269+44.355508×103/1.005/666.85552=664.7339N/mmm264.7739N//mm2≤ｆa=855.5N//mm2立柱強(qiáng)度度滿足要求求立柱的剛度計(jì)算算:校核依據(jù):UUmax≤L/1880Dfmaxx:立柱最大大允許撓度度:通過(guò)有限元分析析計(jì)算得到到立梃的撓撓度圖如下下:立柱撓度分布如如下表:列表?xiàng)l目12345678910偏移(m)0.0000.1350.2700.4050.5400.6600.7950.9301.0651.200撓度(mm)0.000-0.136-0.262-0.368-0.445-0.482-0.475-0.402-0.2490.000偏移(m)1.2001.4021.6051.8002.0102.1902.4002.5952.7973.000撓度(mm)0.0000.5701.3442.2373.3174.3145.5336.6947.9199.153偏移(m)3.0003.2033.4053.6003.8103.9904.2004.3954.5974.800撓度(mm)9.1537.7896.4975.3164.1153.1542.1291.2870.5540.000偏移(m)4.8004.9355.0705.2055.3405.4605.5955.7305.8656.000撓度(mm)0.000-0.249-0.402-0.475-0.482-0.445-0.368-0.262-0.1360.000最大撓度發(fā)生在在3m處Dfmaxx=Hvmmax/1180×10000=11.8/1180×10000=110mm立柱最大撓度UUmax為:9..153336mm≤10mmm撓度滿足要求立柱抗剪計(jì)算::校核依據(jù):ττmax≤[τ]=499.6N//mm2通過(guò)有限元分析析計(jì)算得到到立柱的剪剪力圖如下下:立柱剪力分布如如下表:列表?xiàng)l目12345678910偏移(m)0.0000.1350.2700.4050.5400.6600.7950.9301.0651.200剪力(kN)2.0162.8232.8232.8232.8234.4364.4364.4364.4366.049偏移(m)1.2001.4021.6051.8002.0102.1902.4002.5952.7973.000剪力(kN)-4.032-4.032-4.032-4.032-2.419-2.419-2.419-0.806-0.8060.806偏移(m)3.0003.2033.4053.6003.8103.9904.2004.3954.5974.800剪力(kN)0.8060.8060.8060.8062.4192.4192.4194.0324.0324.032偏移(m)4.8004.9355.0705.2055.3405.4605.5955.7305.8656.000剪力(kN)-6.049-4.436-4.436-4.436-4.436-2.823-2.823-2.823-2.823-2.016最大剪力發(fā)生在在4.8m處τ:立立梃剪應(yīng)