某廣場裙樓大門兩側(cè)玻璃幕墻龍骨計(jì)算書

幕墻工程設(shè)計(jì)計(jì)算書第41頁共41頁裙樓大門兩側(cè)玻璃幕墻龍骨計(jì)算第一章、荷載計(jì)算一、基本參數(shù)幕墻計(jì)算標(biāo)高：16.65m幕墻計(jì)算軸線：A-A立面9～11軸計(jì)算層高：4.5m玻璃分格：B×H=1.607×4.5mB：玻璃寬度H：玻璃高度設(shè)計(jì)地震烈度：8度地面粗糙度類別：C類二、荷載計(jì)算1、風(fēng)荷載標(biāo)準(zhǔn)值WK:作用在幕墻上的風(fēng)荷載標(biāo)準(zhǔn)值(KN/m2)βgz:瞬時風(fēng)壓的陣風(fēng)系數(shù):取1.97按《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2001表7.5.1μs:風(fēng)荷載體型系數(shù):±1.5按《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2001表7.3.1.μz:風(fēng)荷載高度變化系數(shù):0.77按《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2001表7.2.1查《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2001附表D.4得（按50年一遇）北京地區(qū)基本風(fēng)壓W0=0.45KN/m2WK=βgzμsμzW0=1.97×1.5×0.77×0.45=1.02KN/m2＞1.0KN/m2取WK=1.02KN/m22、風(fēng)荷載設(shè)計(jì)值W:風(fēng)荷載設(shè)計(jì)值(KN/m2)rW: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》JGJ102-96第5.1.6.1條W=rW·WK=1.4×1.02=1.43KN/m23、玻璃幕墻構(gòu)件重量荷載按《玻璃幕墻工程技術(shù)規(guī)范》JGJ102-96規(guī)定采用GAK:玻璃幕墻構(gòu)件自重標(biāo)準(zhǔn)值GA：玻璃幕墻構(gòu)件自重設(shè)計(jì)值8+12+6mm厚鋼化中空玻璃單位面荷載標(biāo)準(zhǔn)值（8+6）×25.6=358.4N/m2考慮各種零部件面荷載標(biāo)準(zhǔn)值100N/m2GAK=358.4+100=458.4N/m2取GAK=0.5KN/m2GA=1.2×GAK=1.2×0.5=0.6KN/m24、地震作用qEK:垂直于幕墻平面的分布水平地震作用標(biāo)準(zhǔn)值qE:垂直于幕墻平面的分布水平地震作用設(shè)計(jì)值βE:動力放大系數(shù)，可取5.0αmax:水平地震影響系數(shù)最大值:0.16按《玻璃幕墻工程技術(shù)規(guī)范》JGJ102-96第5.2.4條GK:玻璃幕墻構(gòu)件(包括玻璃和龍骨)的重量標(biāo)準(zhǔn)值:3.98KNqEK=βE×αmax×GAK=5.0×0.16×0.5=0.4KN/m2qE=γE·qEK=1.3×0.4=0.52KN/m25、荷載組合風(fēng)荷載和水平地震作用組合標(biāo)準(zhǔn)值qK=ψWWK+ψEqEK=1.0×1.02+0.6×0.4=1.19KN/m2風(fēng)荷載和水平地震作用組合設(shè)計(jì)值q=ψW·γW·WK+ψE·γE·qEK=1.0×1.4×1.02+0.6×1.3×0.4=1.65KN/m2第二章、幕墻橫梁、立柱計(jì)算考慮到該處幕墻跨度較大，中間只有兩根鋼柱，橫梁選用200×100×8mm鋼方通作為主受力桿件，兩端與結(jié)構(gòu)用埋件連接，中間與鋼柱焊接連接；立柱選用150×100×6mm鋼方通與橫梁連接。采用SAP2000軟件計(jì)算設(shè)計(jì)值作用下的強(qiáng)度，標(biāo)準(zhǔn)值作用下的撓度。模型如圖：一、受力計(jì)算龍骨上承受的水平荷載和豎向荷載均采用線荷載形式，將面荷載轉(zhuǎn)化為線荷載。1、水平荷載邊柱q線K=qK·(1.880+1.607/2)=1.19×(1.880+1.607/2)=3.19KN/mq線=q·(1.880+1.607/2)=1.65×(1.880+1.607/2)=4.43KN/m中柱：q線K=qK·1.607=1.19×1.607=1.91KN/mq線=q·1.607=1.65×1.607=2.65KN/m2、豎向荷載為了便于區(qū)分，橫梁從上向下編號為梁1、梁2、梁3梁1：q線K=qK·2.85=0.38×2.85=1.08KN/mq線=q·2.85=0.50×2.85=1.43KN/m梁2：q線K=qK·4.5=0.38×4.5=1.71KN/mq線=q·4.5=0.50×4.5=2.25KN/m梁3：q線K=qK·4.5=0.38×4.5=1.71KN/mq線=q·4.5=0.50×4.5=2.25KN/m二、龍骨強(qiáng)度計(jì)算采用有限元程序SAP2000計(jì)算1、構(gòu)件200×100×8mm的鋼方通最大彎矩、軸力Mx=14.869KN·mMy=0.454KN·mNmax=2.841KN截面參數(shù)鋼管的強(qiáng)度設(shè)計(jì)值:215N/mm2鋼的彈性模量:2.06×105N/mm2X軸慣性矩:Ix=23060139mm4Y軸慣性矩:Iy=7578539mm4X軸抵抗矩:Wx=230601mm3Y軸抵抗矩:Wy=151571mm3方通截面積:A=4544mm2塑性發(fā)展系數(shù):γ=1.05=64.9N/mm2＜215N/mm22、構(gòu)件150×100×6mm的鋼方通的最大彎矩、軸力Mx=10.828KN·mNmax=7.573KN截面參數(shù)方通的強(qiáng)度設(shè)計(jì)值:215N/mm2方通的彈性模量:2.06×105N/mm2X軸慣性矩:Ix=8852472mm4X軸抵抗矩:Wx=118033mm3方通截面積:A=2856mm2塑性發(fā)展系數(shù):γ=1.05=90.0NN/mm22＜215NN/mm22經(jīng)計(jì)算得知，整整個龍骨的的強(qiáng)度符合合設(shè)計(jì)要求求。三、桁架撓度計(jì)計(jì)算在荷載標(biāo)準(zhǔn)值作作用下，用用SAP22000軟件計(jì)算算得出立柱最大撓度uuy=7.003mmm＜45000/3000=15mm。橫梁最大撓度uux=1.559mmm＜114000/3000=388mm。龍骨的撓度滿足足設(shè)計(jì)要求求。龍骨設(shè)計(jì)滿足要要求。第三章、SAPP20000計(jì)算結(jié)果果一、鋼架支座反反力計(jì)算SAP20000v7..42FFile::大門兩側(cè)側(cè)支座反力力KNN-mUUnitssPAAGE1111-27--02223:022:13JOINNTREEACCTIIONNSJOIINTLOADDF11F22F33M11M22M3313LOADD11..09499-5..320771..330220..000000..000000..0000014LOADD11..13377-5..833001..980110..000000..000000..0000015LOADD111.5477E-033-5..124337..202330..000000..000000..0000017LOADD1-11.4699E-044-5..119446..880440..000000..000000..0000019LOADD1-11.9699E-033-5..011229..835110..000000..000000..0000021LOADD1-55.2988E-033-8..498008..588110..000000..000000..0000022LOADD11..37666-6..903111..940990..000000..000000..0000023LOADD1-3..45288-37..6459914..819770..000000..000000..0000024LOADD1-3..30677-34..40655-7..015880..000000..000000..0000025LOADD10..01144-4..354119..315000..000000..000000..0000026LOADD1-11.3655E-033-2..611337..419220..000000..000000..0000027LOADD144.0755E-033-2..473228..493990..000000..000000..0000028LOADD1-11.6033E-033-2..621337..776990..000000..000000..0000029LOADD1-1..83399-4..775331..416660..000000..000000..0000030LOADD1-1..90966-5..225992..104990..000000..000000..0000033LOADD14..04066-34..35666-7..076110..000000..000000..0000034LOADD1-2..31288-6..192002..070550..000000..000000..0000035LOADD14..22722-37..5736614..804660..000000..000000..0000037LOADD199.4866E-033-8..489998..626000..000000..000000..0000038LOADD1-11.8677E-033-5..012229..847110..000000..000000..0000039LOADD111.8944E-033-2..472778..481880..000000..000000..0000040LOADD1-0..01911-4..348559..353660..000000..000000..0000041LOADD15..19555-44..78599-11..651110..000000..000000..0000042LOAAD1-44.24995-444.85335-111.5155400.0000000.0000000.00000二、鋼架軸力與與彎矩SAP20000v7..42FFile::大門兩側(cè)側(cè)強(qiáng)度KNN-mUUnitssPAAGE1111-27--02223:077:01FRAMMEELLEMMENNTFOORCCESSFRAAMELOADDLOCPV2V3TM2M31LOADD100.0022.23-11.46100.38-2..251EE-0155.40-3..958EE-014.0EE-0122.23-7..444EE-01100.38-2..251EE-0111.234..686EE-028.0EE-0122.23-2..965EE-02100.38-2..251EE-01-22.952..023EE-0111.2122.236..851EE-01100.38-2..251EE-01-77.127..069EE-0211.6122.2311.40100.38-2..251EE-01-111.29-3..481EE-012LOADD100.0022.32-22.00111.452..068EE-0155.98-5..027EE-014.0EE-0122.32-9..601EE-01111.452..068EE-0111.379..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