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第52頁共52頁入口雨棚計算第一章、玻璃面板設計計算一、基本參數(shù)雨棚計算標高:7.15m軸線位置:10~12軸設計地震烈度:8度地面粗糙度類別:C類二、荷載計算本工程按豎向荷載取值,計算雨棚玻璃自重荷載和活荷載。1、雨棚構件重量荷載GK:雨棚構件的平均自重標準值:GK=25.6×16=410N/m2考慮零部件自重取值GK=0.60KN/m2G:雨棚構件的平均自重設計值:G=1.2×GK=1.2×0.6=0.72KN/m22、雪荷載作用S0:基本雪壓0.4KN/m2μr:積雪分布系數(shù)1.0SK:雪荷載標準值SK=μr×S0=0.4KN/m2S:雪荷載設計值S=1.4×SK=0.56KN/m23、風荷載作用(負風壓)WK:作用在雨棚上的風荷載標準值βgz:瞬時風壓的陣風系數(shù):2.21μs:風荷載體型系數(shù):-2.0μz:風荷載高度變化系數(shù):0.74北京地區(qū)基本風壓按照50年一遇取值W0=0.45KN/m2。按《建筑結構荷載規(guī)范》GB50009-2001取值風荷載標準值WK=βgzμsμzW0=2.21×(-2.0)×0.74×0.45=-1.472KN/m2>1.0KN/m2取WK=-1.472KN/m2風荷載設計值W:風荷載設計值rW:風荷載作用效應的分項系數(shù):1.4W=rW·WK=1.4×(-1.472)=-2.061KN/m24、荷載效應組合由負風荷載效應控制的組合(向上)標準值qK=ψGGK+ψW·WK=1.0×0.60+1.0×(-1.472)=-0.872KN/m2設計值q=ψGrGGK+ψW·rW·WK=1.0×0.9×0.60+1.0×1.4×(-1.472)=-1.521KN/m2由自重荷載效應控制的組合(向下)標準值qK=ψGGK+ψS·SK=1.0×0.60+0.7×0.4=0.880KN/m2設計值q=ψGrGGK+ψS·rS·SK=1.0×1.2×0.60+0.7×1.4×0.4=1.112KN/m2需要計算雨棚在負風荷載設計值作用下的強度,自重荷載和雪荷載標準值作用下的撓度,另外在鋼結構結構最不利位置加1KN的施工維修活載。三、雨棚玻璃校核由上述計算可知,雨棚在負風荷載作用下,處于最不利情況,按此種情況進行玻璃校核。選用8+0.76PVB+8mm鋼化夾膠玻璃,分格尺寸如圖。1、基本參數(shù)B:玻璃寬度2.09mH:玻璃長度2.72mA:單塊玻璃面積A=B·H=2.09×2.72=5.68m2t:玻璃計算厚度1.25×8=10mm2、玻璃在自重和雪荷載作用下強度計算校核依據(jù):σ≤=84.0N/mm2q:玻璃所受荷載組合值:玻璃板面跨中彎曲系數(shù)按邊長比==0.77,查《玻璃幕墻工程技術規(guī)范》表5.4.1得=0.0661:玻璃產生的應力===26.3N/mm2≤=84.0N/mm22、玻璃在年溫度變化影響下,玻璃邊緣與邊框之間擠壓在玻璃中產生的溫度應力t1=式中:t1:由溫度變化在玻璃中產生的擠壓應力,當計算值為負時,擠壓應力取為零;C:玻璃邊緣與邊框間的空隙,取5mm;dc:施工誤差,取3mm;H:玻璃長邊尺寸,取H=2720mm;△T:玻璃幕墻年溫度變化(℃),按80℃??;:玻璃線膨脹系數(shù),取1.0×10-5;按《玻璃幕墻工程技術規(guī)范》JGJ102-96第5.3.5條E:玻璃彈性模量,取0.72×105N/mm2;按《玻璃幕墻工程技術規(guī)范》JGJ102-96第5.3.4條則t1==-127.7N/mm<0(負數(shù)表示無擠壓溫度應力)3、玻璃中央與邊緣溫差產生的應力t2=式中:t2:溫度應力;:玻璃線膨脹系數(shù),取1.0×10-5;按《玻璃幕墻工程技術規(guī)范》JGJ102-96第5.3.5條E:玻璃彈性模量,取0.72×105N/mm2;按《玻璃幕墻工程技術規(guī)范》JGJ102-96第5.3.4條μ1:陰影系數(shù),取為1.6;μ2:窗簾系數(shù),取為1.0;μ3:玻璃面積系數(shù),取為1.15;μ4:嵌縫材料系數(shù),取為0.40;按《玻璃幕墻工程技術規(guī)范》JGJ102-96第5.3.4條規(guī)定采用Tc–Ts:玻璃中央和邊緣的溫差,取為30℃則t2=0.74×0.72×105×1.0×10-5×1.6×1.0×1.15×0.4×30=11.8N/mm2<=84.0N/mm2玻璃強度滿足設計要求。5、玻璃的撓度校核μ:玻璃的跨中撓度校核依據(jù):μ=≤[μ]==27.2mmD:玻璃的剛度:玻璃的泊松比,取0.2t:玻璃的計算厚度,取10mmE:玻璃的彈性模量,取0.72×105D===6250000N·mm:考慮大撓度影響的折減系數(shù)===23.3經查表,=0.9:板的撓度系數(shù)==0.77,經查表,=0.00639玻璃跨中撓度μ===15.5mm<[μ]=27.2mm玻璃撓度符合設計要求。由上述計算可知,玻璃的設計滿足設計要。第二章、雨棚鋼鋼結構計算算鋼結構雨蓬計算算荷載組合合后分為荷荷載向上和和荷載向下下。根據(jù)最最不利原則則,計算鋼鋼結構在負負風荷載組組合設計值值作用下強強度;在自自重組合標標準值作用用下?lián)隙龋硗庠阡摻Y構結構最不利位置加1KN的施工維修活載。一、結構計算簡簡圖二、作用在鋼結結構上面荷荷載自重、雪荷載作作用下面荷荷載標準值值qK=0..88KKN/m2負風壓作用下線線荷載設計計值q=1.5211KN//m2三、結構強度計計算雨棚鋼結構主要要采用有限限元程序SAP22000計算。1、構件350××300××10mmm方通最大大彎矩、軸軸力Mx=84.9644KN··mNmax=0KKN最大彎矩處截面面參數(shù)強度設計值:2155N/mmm2彈性模量:2..06×1105NN/mm22X軸慣性矩:Ix==23333450000mmm4X軸抵抗矩:Wx==13333400mm3方通截面積:A==126000mm2塑性發(fā)展系數(shù)::γ=1.005=60.7NN/mm22<215NN/mm222、構件180××80×88mm方通最大大彎矩、軸軸力Mx=26.3022KN··mNmax=0KKN截面參數(shù)強度設計值:215N/mmm2彈性模量:2.006×1005N/mmm2X軸慣性矩:Ix=1533549665mmm4X軸抵抗矩:Wx=1706611mmm3方通截面積:A=22900mm2塑性發(fā)展系數(shù)::γ=1.005=146.8N/mmm2<215NN/mm223、構件φ24不不銹鋼拉桿桿經計算得知φ224不銹鋼拉拉桿在自重重和雪荷載載標準值作作用下最大大拉力Nmax=43..85KKN<64..26KKN(拉桿允允許拉力)構件強度滿足設設計要求。四、結構撓度計計算在自重和雪荷載載標準值作作用下,采采用軟件計計算得出結結構體系最最大撓度uz=30..7mmmU=30.7mm≤L/3000=82866/2500=33mm。雨棚撓度設計滿滿足要求。鋼結構設計滿足足要求。第三章、SAPP20000計算結果果附后一、雨蓬支座反反力SAP20000v7..42FFile::雨蓬支座座反力KNN-mUUnitssPAAGE1111-27--02221:555:26JOINTREACTIONSJOIINTLOADDF11F22F33M11M22M339LOADD10..000000..00000-0..171770..000000..000000..0000011LOADD10..000000..00000-0..171880..000000..000000..0000020LOADD10..000000..00000-53..498440..000000..000000..0000027LOAAD100.0000000.00000-533.4988600.0000000.0000000.00000二、雨蓬軸力與與彎矩SAP20000v7..42FFile::雨蓬軸力力與彎矩KNN-mUUnitssPAAGE1111-27--02222:000:00FRAMMEELLEMMENNTFOORCCESSFRAAMELOADDLOCPV2V3TM2M31LOADD100.0000.00-1..510EE-0100.0011.6600.0000.002.5EE-0100.00-7..551EE-0200.0011.6600.002..852EE-025.0EE-0100.0000.0000.0011.6600.003..803EE-027.6EE-0100.007..551EE-0200.0011.6600.002..852EE-0211.0100.001..510EE-0100.0011.6600.0000.002LOADD100.0000.00-1..510EE-0100.00-44.1500.0000.002.5EE-0100.00-7..551EE-0200.00-44.1500.002..852EE-025.0EE-0100.0000.0000.00-44.1500.003..803EE-027.6EE-0100.007..551EE-0200.00-44.1500.002..852EE-0211.0100.001..510EE-0100.00-44.1500.0000.003LOADD100.0000.00-1..510EE-0100.00-11.6600.0000.002.5EE-0100.00-7..551EE-0200.00-11.6600.002..852EE-025.0EE-0100.0000.0000.00-11.6600.003..803EE-027.6EE-0100.007..551EE-0200.00-11.6600.002..852EE-0211.0100.001..510EE-0100.00-11.6600.0000.004LOADD100.0000.00-1..510EE-0100.0044.1500.0000.002.5EE-0100.00-7..551EE-0200.0044.1500.002..852EE-025.0EE-0100.0000.0000.0044.1500.003..803EE-027.6EE-0100.007..551EE-0200.0044.1500.002..852EE-0211.0100.001..510EE-0100.0044.1500.0000.005LOADD100.0000.00-22.0400.00-3..231EE-0400.00-11.642.7EE-0100.00-11.7700.00-3..231EE-0400.00-11.125.4EE-0100.00-11.5100.00-3..231EE-0400.00-6..786EE-018.1EE-0100.00-11.2500.00-3..231EE-0400.00-3..049EE-0111.0800.00-9..890EE-0100.00-3..231EE-0400.00-2..021EE-036LOADD100.0000.00-22.0400.002..595EE-0400.00-11.642.7EE-0100.00-11.7700.002..595EE-0400.00-11.125.4EE-0100.00-11.5100.002..595EE-0400.00-6..787EE-018.1EE-0100.00-11.2500.002..595EE-0400.00-3..049EE-0111.0800.00-9..888EE-0100.002..595EE-0400.00-2..020EE-037LOADD100.0000.00-4..081EE-0100.00-22.3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