某广场标高m处玻璃幕墙设计计算书

幕墙工程设计计算书第79页共79页标高17.70m处玻璃幕墙设计计算第一章、玻璃面板计算一、基本参数幕墙计算标高：17.70m幕墙计算轴线：A-A立面11轴计算层高：4.5m玻璃分格：B×H=4.5×2.04mB：玻璃宽度H：玻璃高度设计地震烈度：8度地面粗糙度类别：C类二、荷载计算1、风荷载标准值WK:作用在幕墙上的风荷载标准值(KN/m2)βgz:瞬时风压的阵风系数:取1.96按《建筑结构荷载规范》GB50009-2001表7.5.1μs:风荷载体型系数:±1.5按《建筑结构荷载规范》GB50009-2001表7.3.1.μz:风荷载高度变化系数:0.78按《建筑结构荷载规范》GB50009-2001表7.2.1查《建筑结构荷载规范》GB50009-2001附表D.4得（按50年一遇）北京地区基本风压W0=0.45KN/m2WK=βgzμsμzW0=1.96×1.5×0.78×0.45=1.032KN/m2＞1.0KN/m2取WK=1.032KN/m22、风荷载设计值W:风荷载设计值(KN/m2)rw:风荷载作用效应的分项系数：1.4按《玻璃幕墙工程技术规范》JGJ102-96第5.1.6.1条W=rw·WK=1.4×1.032=1.445KN/m23.玻璃幕墙构件重量荷载按《玻璃幕墙工程技术规范》JGJ102-96规定采用GAK:玻璃幕墙构件自重标准值GA：玻璃幕墙构件自重设计值8+12+6mm厚中空玻璃单位面荷载标准值（8+6）×25.6=358.4N/m2立柱150×100×6mm钢方通的面荷载标准值=107.4N/m2横梁200×150×8mm钢方通的面荷载标准值=91.3N/m2考虑各种零部件面荷载标准值20N/m2GAK=358.4+107.4+91.3+20=577.1N/m2取GAK=0.6KN/m2GA=1.2GAK=1.2×0.6=0.72KN/m2GK:每个单元玻璃幕墙构件(包括玻璃和龙骨)的重量标准值G：每个单元玻璃幕墙构件(包括玻璃和龙骨)的重量设计值GK=GAK·B·H=0.6×2.04×4.5=5.508KNG=1.2GK=1.2×5.508=6.61KN4.地震作用qEK:垂直于幕墙平面的分布水平地震作用标准值qE:垂直于幕墙平面的分布水平地震作用设计值βE:动力放大系数，可取5.0αmax:水平地震影响系数最大值:0.16按《玻璃幕墙工程技术规范》JGJ102-96第5.2.4条GK:玻璃幕墙构件(包括玻璃和龙骨)的重量标准值:3.98KNqEK===0.48KN/m2qE=γE·qEK=1.3×0.48=0.62KN/m25.荷载组合风荷载和水平地震作用组合标准值qK=ψWWK+ψEqEK=1.0×1.032+0.6×0.48=1.32KN/m2风荷载和水平地震作用组合设计值q=ψW·γW·WK+ψE·γE·qEK=1.0×1.4×1.032+0.6×1.3×0.48=1.82KN/m2三、玻璃强度校核采用8+12+6mm钢化中空玻璃，外侧玻璃厚8mm，这里仅验算外片的强度，其计算厚度t=1.2×8=9.6mm。1、强度校核依据＜由==0.45，查《玻璃幕墙工程技术规范》JGJ102-96表5.4.1得，弯矩系数=0.1168。==45.7N/mm2＜=84.0N/mm2、玻璃在年温度变化影响下，玻璃边缘与边框之间挤压在玻璃中产生的温度应力t1=式中：t1:由温度变化在玻璃中产生的挤压应力，当计算值为负时，挤压应力取为零；C:玻璃边缘与边框间的空隙，取5mm；dc:施工误差，取3mm；H:玻璃长边尺寸，取H=4500mm；△T:玻璃幕墙年温度变化（℃），按80℃取；:玻璃线膨胀系数，取1.0×10-5；按《玻璃幕墙工程技术规范》JGJ102-96第5.3.5条E:玻璃弹性模量，取0.72×105N/mm2；按《玻璃幕墙工程技术规范》JGJ102-96第5.3.4条则t1==-54.4N/mm2＜0（负数表示无挤压温度应力）3、玻璃中央与边缘温差产生的应力t2=式中:t2:温度应力；:玻璃线膨胀系数，取1.0×10-5；按《玻璃幕墙工程技术规范》JGJ102-96第5.3.5条E:玻璃弹性模量，取0.72×105N/mm2；按《玻璃幕墙工程技术规范》JGJ102-96第5.3.4条μ1:阴影系数，取为1.3；μ2:窗帘系数，取为1.1；μ3:玻璃面积系数，取为1.17；μ4:嵌缝材料系数，取为0.40；按《玻璃幕墙工程技术规范》JGJ102-96第5.3.4条规定采用Tc–Ts:玻璃中央和边缘的温差，取为30℃则t2=0.74×0.72×105×1.0×10-5×1.3×1.1×1.17×0.4×30=10.7N/mm2＜=84.0N/mm2玻璃强度符合设计要求。第二章、幕墙立立柱计算选用150×1000×6mmm钢方通，根根据建筑结结构特点，幕幕墙立柱简简支在横梁梁上，综合合考虑幕墙墙标高、幕幕墙横向分分格宽度、楼楼层高度以以及对立柱柱的固定方方式，下列列情况为最最不利，须须对立柱进进行强度和和挠度校核核。一、部位要素该处玻璃幕墙，计计算跨度H=4..5m，h1=h2=1.002m,,幕墙结构构自重按GAK=0..6KN/mm2，幕墙横横向计算分分格宽度B=2..04mm。二、力学模型立柱与横梁相接接，相当于于两端简支支，水平方向承受梯形荷荷载，垂直直方向承受受自重荷载载。简图如右图：三、荷载确定1、水平荷载组合合标准值qK=1.32KN/mm2水平荷载组合设设计值q=1.882KNN/m22、水平线荷载标标准值q线K=qK·hh1=1.332×1..02=11.3644KN//m水平线荷载设计计值q线=q·h1=11.82××1.022=1.8856KKN/m3、构件重量荷载载GK=5.5508KN4、立柱所受的拉拉力N=1.2·GGK=1.22×5.5508=66.61KN5、立柱所受的弯弯矩(按2个梯形荷荷载计算)M===8.752KN·mm四、幕墙立柱参参数立柱强度设计值值2155N/mmm2钢材的弹性模量量E=22.06××105N/mmm2钢方通截面积A0=28477mm2X轴惯性矩Ix=87833672mm4X轴到最外缘距离离YX=75mmmX轴抵抗矩Wx=1171116mmm3塑性发展系数γ=1.005五、立柱强度校校核==73.5NN/mm22＜=215N/mmm2立柱强度满足设设计要求。六、立柱刚度校校核==7.4mmm＜15mm/H=7.4//45000=1/608＜＜1/3000立柱挠度满足设设计要求。由上述计算可知知立柱型钢钢符合设计计要求。第三章、幕墙横横梁计算综合考虑横梁所所处位置的的标高、幕幕墙的横向向分格宽度度,所选横梁梁为200××150××8mmm钢方通，以以下情况最最不利，须须作横梁强强度和挠度度校核。一、部位基本参参数横梁计算标高为为17.00m，饰面材材料为玻璃璃，所受重重力GAK=0..6KNN/m2，横梁的的计算长度度取L=61120mm，幕墙分分格高度H=3..9m,,h1=19550,h22=22550,L11=22220,L22=16220。二、力学模型横梁与钢架相接接，相当于于两端简支支，水平方方向承受梯梯形荷载，垂垂直方向承承受矩形自自重荷载，如如右图：三、荷载计算在垂直平面内，横横梁受到的的饰面材料料的重力作作用，可看作均布线荷荷载qGK=GAK··H=0.6×3..9=2.34KKN/mqG=1.2qqGK=1..2×2..34=22.81KN/mm2、在水平平面内内，横梁受受到风荷载载和水平地地震作用，承承受的最大大线荷载风风荷载和水水平地震作作用标准值值qK=1.32KKN/m22风荷载和水平地地震作用设设计值q=1.82KN/mm2横梁承受上分格格线荷载标标准值q线K1=qKK(L1+L)hh1/2L==2.344×(2..22+66.12))×1.995/(22×6.112)=33.11KN/mm横梁承受上分格格线荷载设设计值q线1=q(L1++L)h11/2L==2.811×(2..22+66.12))×1.995/(22×6.112)=33.73KN/mm横梁承受下分格格线荷载标标准值q线K2=qKK(L2+L)hh2/2L==2.344×(1..62+66.12))×2.225/(22×6.112)=33.33KN/mm横梁承受下分格格线荷载设设计值q线2=q(L2++L)h22/2L==2.811×(1..62+66.12))×2.225/(22×6.112)=44.00KN/mm横梁承受上分格格梯形荷载载最大弯矩矩===15.1KKN·m横梁承受下分格格梯形荷载载最大弯矩矩===15.4KKN·m横梁承受的水平平弯矩=+=15.1+115.4==30.55KN··m4、横梁承受自重重荷载最大大弯矩=0.125qGG·B2=0.1125×22.81××6.1222=13..2KNN·m四、幕墙横梁截截面参数横梁截面积A=53344mmm2X轴惯性矩Ix=3043372055mm4X轴到最外缘距离离Yx=100mmmX轴抵抗矩Wx=3044372mm3Y轴惯性矩Iy=1935564055mm4Y轴到最外缘距离离Xy=75mmmY轴抵抗矩Wy=2588085mm3塑性发展系数γ=1.005五、横梁强度校校核依据＜=2115N//mm2式中：:横梁计算强强度γ:塑性发展系系数:11.05==144N//mm2＜=215N/mmm2所选型钢强度满满足要求。六、横梁刚度校校核1、由自重引起的的挠度μy===11mm2、由风荷载和水水平地震作作用引起的的挠度μz1===7.6mmmμx2===7.4mmmμy=μy1+μy2==7.6++7.4==15.00mm3、横梁的挠度μmax===18.6mmmμmax/B==18.66/61220=1//329＜1/3000横梁刚度符合设设计要求。第四章、玻璃幕幕墙连接件件计算一、立柱与横梁梁连接计算算该处幕墙标高117.0m，幕墙自自重GAK=0..6KNN/m2，设计荷荷载q=1..82KKN/m22，幕墙分分格高度H=3..9m，分格宽宽度B=2..04mm。立柱承承受水平荷荷载上分格格宽度h1=1.002m，下分格格宽度h2=1.002m。横梁为为钢方通，壁壁厚8mm；立柱为为钢方通，壁壁厚6mm，采用2个M6不锈钢螺螺栓通过U型角码与与横梁焊接接连接，焊焊脚尺寸hf=8mm，焊缝有有效厚度he=0.77×8=55.6mmm，焊缝长l=1118mm，有效长长度lw=1118-220=988mm。1、计算模型2、荷载计算立柱端部支点承承受的水平平荷载N1=qK·(hh3+B)··h1/2=1.82×((1.866+3.99)×1..02/22=4.05KKN横梁端部支点承承受的垂直直荷载N2=1.2·GAAK·B··H/2=1.2×0..6×2..04×33.9/22=2.86KKNN总===4.96KKN3、立柱与U型角角码相连螺螺钉校核每个螺钉所需承承受的剪力力：NN=N总//2=4.96×1103/2=2480NN每个螺栓的承载载力M6不锈钢螺钉有效效直径4.99mm不锈钢螺栓的抗抗剪应力2455N/mmm2每个螺螺钉的抗剪剪承载力：：=4620NN＞N=7707NN螺栓设计满足要要求。4、立柱局部承压压能力=6×4×3220=7680NN＞N=22860N横梁与U型角码码连接焊缝缝校核焊缝承受立柱传传来的竖向向拉力N=2..86KNN水平剪力V=4..05KNN焊缝有效截面上上均匀分布布的剪力===3.669N//mm2垂直于焊缝轴线线方向的均均匀分布应应力==2.661N//mm2====4.227N//mm2＜160N/mmm2焊缝设设计满足要要求横梁与立柱连接接满足设计计要求。二、横梁与角码码连接计算算1、计算模型计算宽度B=22040m，高度H=3..9m。自重GAK=0..6KNN/m2，水平荷荷载q=1..82KKN/m22，横梁为为钢方通，壁壁厚t1=8mm，局部承承压强度为为320N/mmm2，采用U型钢角码码用2个M12不锈钢螺螺栓与结构构连接，钢钢角码厚t2=10mmm。2、荷载确定竖向荷载N1=2.866KN横向荷载N2=4.055KN3、M12螺栓计算算M12螺栓有效效直径10..1mmmM12螺栓抗剪剪应力2455N/mmm2每个螺栓的承载载力=19.6299KN每个螺螺栓所受的的剪力V=N2/2=44.05//2=2..03KNN＜根据构造要求，采采用2个M12不锈钢螺螺栓。4、局部抗压计算算M12螺栓个数数n=22横梁局部抗压承承载力=n×d×t11×ft=2×12×88×3200=61.44KN＞N2=4.005KNN钢连接件局部承承载力=n1×d××t1×ft=2×12×110×3220=67.8KKN＞N2=4.005KNN横梁与大门钢架架连接设计计符合要求求。三、钢角码与结结构连接计计算1、计算形式自重荷载GAKK=0.66KN//m2，水平荷荷载q=1..82KKN/m22，幕墙分分格宽度B=2..04mm，高度H=3..9m。横梁U型角码采采用φ100钢管（壁壁厚5mm）与大门门钢架柱焊焊接连接，焊焊脚尺寸hf=8mm，焊缝有有效厚度he=0.77×8=55.6mmm，焊缝长l=3114mm，有效长长度lw=3314-110=3004mm。幕墙的的重力作用用点离支座座端部水平平距离d=3115mmm。2、荷载计算竖向荷载N1=2.86KN水平荷载N2=4.05KN钢管所受弯矩M=N1×dd=2.886×0..315==0.900KN··m3、焊缝校核==0.87NN/mm22==1.19NN/mm22==0.84NN/mm22=+=0..87+11.19==2.066N/mmm2===1.89NN/mm22＜160N/mmm2钢角码与结构连连接设计满满足要求。第五章、幕墙支支撑刚架设设计一、刚架形式大门入口刚架设设计依据效效果图，正正立面采用用明框玻璃璃幕墙，分分格尺寸2.044×3.990m，根据荷荷载组合，垂垂直方向承承受自重荷荷载，水平平方向采用用风荷载与与地震作用用组合。正正立面次外外柱采用两两个φ350××15mmm钢管与结结构连接，上上横梁采用用150××100××8mm钢方通和φ100××6mm钢管组成成水平桁架架，行成主主受力桁架架。采用200××150××8mm钢方通作作为横向龙龙骨，150××100××6mm钢方通作作为竖向龙龙骨，组成成玻璃龙骨骨。采用SAP22000软件进行行计算设计计值作用下下的强度，标标准值作用用下的挠度度。模型如如图：二、受力计算刚架上承受的水水平荷载和和竖向荷载载均采用线线荷载形式式，将面荷荷载转化为为线荷载。1、水平荷载边柱：q线线K=qK·(1..745++1.7445/2))=1.332×(11.7455+1.7745/22)=3..46KKN/mq线=q··(1.7745+11.7455/2)==1.822×(1..745++1.7445/2))=4.776KNN/m次边柱：q线KK=qK·(1..745++2.0440)/22=1.332×(11.7455+2.0040)//2=2..50KKN/mq线=q··(1.7745+22.0400)/2==1.822×(1..745++2.0440)/22=3.444KNN/m中柱：q线线K=qK·2.0040=11.32××2.0440=2..69KKN/mq线=q··2.0440=1..82×22.0400=3.771KNN/m2、竖向荷载为了便于区分，横横梁从上向向下编号为为梁1、梁2、梁3、梁4梁1：q线K=qK·（33.1422×6.3352/2+112.7××1.9225）/12..7=0.6×（33.1422×6.3352/2+112.7××1.9225）/12..7=4.15KKN/mq线=q··（3.1442×6..352/2+112.7××1.9225）/12..7=0.72×（3.1442×6..352/2+112.7××1.9225）/12..7=4.98KKN/m梁2：q线K=qK·3..9=0..6×3..9=2..34KKN/mq线=q··3.9==0.722×3.99=2.881KNN/m梁3：q线K=qK·3..9=0..6×4..5=2..70KKN/mq线=q·3..9=0..72×44.5=33.24KN/mm梁4：q线K=qK·3..9=0..6×4..5=2..70KKN/mq线=q·3..9=0..72×44.5=33.24KN/mm三、桁架强度计计算采用有限元程序序SAP22000计算1、构件φ3500×15mmm的钢管最最大弯矩、轴轴力Mx=101.5771KNN·mNmax=25..522KN截面参数钢管的强度设计计值:2215N/mmm2钢的弹性模量::2..06×1105N/mmm2X、Y轴惯性矩:Ix=IIy=22118990034mm4X、Y轴抵抗矩:WWx=Wyy=126679944mm3钢管截面积:AA=157787mmm2塑性发展系数::γ=1.005=77.9NN/mm22＜215NN/mm222、构件φ1000×6mmm的钢管的的最大弯矩矩、轴力Mx=1.165KKN·mNmax=1900.9233KN截面参数钢管的强度设计计值:2215N/mmm2钢的弹性模量::2..06×1105N/mmm2X、Y轴惯性矩:Ix=IIy=196649911mmm4X、Y轴抵抗矩:Wx=WWy=393300mmm3钢管截面积:AA=17772mm2塑性发展系数::γ=1.005=136N//mm2＜215NN/mm223、构件150××100××8mm的钢方通通的最大弯弯矩、轴力力Mx=9.522KN·mmMy=2.349KN·mmNmax=1044.9677KN截面参数钢管的强度设计计值:2215N/mmm2钢的弹性模量::2..06×1105N/mmm2X轴惯性矩:Ixx=1112822272mm4Y轴惯性矩:Iyy=588814772mmm4X轴抵抗矩:Wxx=1500430mm3Y轴抵抗矩:Wyy=1176629mmm3方通截面积:AA=37444mm2塑性发展系数::γ=1.005=107N//mm2＜215NN/mm224、构件200××100××8mm的钢方通通的最大弯弯矩、轴力力Mx=25.9266KN··mMy=1.141KN·mmNmax=3.6639KKN截面参数钢管的强度设计计值:2215N/mmm2钢的弹性模量::2..06×1105N/mmm2X轴惯性矩:Ixx=2330601139mmm4Y轴惯性矩:Iyy=755785339mmm4X轴抵抗矩:Wxx=2300601mm3Y轴抵抗矩:Wyy=1515571mmm3方通截面积:AA=45444mm2塑性发展系数::γ=1.005=115N//mm2＜215NN/mm225、构件150××100××6mm的钢方通通的最大弯弯矩、轴力力Mx=11.1455KN··mNmax=31..477KN截面参数方通的强度设计计值:2215N/mmm2方通的弹性模量量:22.06××105N/mmm2X轴惯性矩:Ixx=885524722mm44X轴抵抗矩:Wxx=1188033mm3方通截面积:AA=28556mm2塑性发展系数::γ=1.005=101N//mm2＜215NN/mm22经计算得知，整整个桁架的的强度符合合设计要求求。四、桁架挠度计计算在荷载标准值作作用下，用用SAP22000软件计算算得出钢架架最大挠度度uy=33..05mmm。立柱U=33.055mm≤177775/3000=599.3mmm横梁U=33.055mm≤127000/3000=422.3mmm刚架的挠度满足足设计要求求。所以，刚架设计计满足要求求。第六章、SAPP20000计算模型型与结果一、钢架支座反反力计算SAP20000v7..42FFile::大门钢架架支座反力力N--mmUUnitssPAAGE1111-27--02220:488:48JOINTREACTIONSJOIINTLOADDF11F22F33M11M22M331LOADD1--201..63633-233541..67977488530..234447112417736.00-25534233.4533-4458544660..3LOADD1202..95966-233552..24800488521..246117112557784.002555417..296994558407788.009LOADD1-21145933.5944--586..6371144329..509330..000000..000000..0000010LOADD12100706..76566--567..2855544325..613330..000000..000000..0000024LOADD1-22342..48322-888326..45311-811670..3516612002318824.00-922548..99222500015884.00025LOADD122341..92099-888300..21888-811660..4766612001928824.00922653..00000-550054458.0028LOADD1--936..96900-88502..9014422580..338990..000000..000000..0000030LOADD12211687..40633-844049..19533--375..886770..000000..000000..0000033LOADD1-21177055.0311-833462..60944--337..008110..000000..000000..0000045LOADD1811..35244-88506..3799922579..674880..000000..000000..0000050LOADD1-11239..41055-77342..4897722740..707330..000000..000000..0000053LOADD111275..05499-77343..7036622741..205880..000000..000000..0000058LOADD133642..30799-44320..1470022595..839440..000000..000000..0000061LOADD1-33648..63899-44321..6616622595..942990..000000..000000..0000066LOADD1-11..48099-100414..24611311461..138770..000000..000000..0000067LOADD16..65688-77659..20266344633..804770..000000..000000..0000068LOADD1-6..66222-77659..33899344567..246110..000000..000000..0000069LOAAD1111.48110-1104144.361133314788.5033900.0000000.0000000.00000二、钢架轴力与与弯矩SAP20000v7..42FFile::大门钢架架内力N--mmUUnitssPAAGE1111-27--02220:511:49FRAMMEELLEMMENNTFOORCCESSFRAAMELOADDLOCPV2V3TM2M31LOADD100.00--23244.56-8877.59--79033.30-12117645500-34428044.915100.00--23244.56-6533.73--79033.30-121176455005502322.7710200.00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