某入口雨蓬幕墙工程计算书

PAGEPAGE268入口雨蓬幕墙工程计算书计算：审定：日期：TIME\@"yyyy'年'M'月'd'日'"2023年3月21日目录TOC\o\h\zHYPERLINK\l"_Toc53678860"目录2HYPERLINK\l"_Toc53678861"第一章荷载和作用计算3HYPERLINK\l"_Toc53678862"第二章雨篷玻璃计算6HYPERLINK\l"_Toc53678863"第三章拉索支撑系统计算10HYPERLINK\l"_Toc53678864"第四章自平衡钢桁架空间分析37HYPERLINK\l"_Toc53678865"4.1荷载取值37HYPERLINK\l"_Toc53678866"4.2计算模型及加载37HYPERLINK\l"_Toc53678867"4.3程序计算结果校核分析38第一章荷荷载和作用用计算1.1作用在幕幕墙上的风风载荷标准准值按下式式计算ωK=βgz××μS×μZ×ω044—1βgz—考虑瞬瞬时风压的的阵风风压压系数(根据规范范选取)μS—风荷载体形系数数(根据规范范选取)μZ—风压高度度变化系数数，按《建建筑结构荷荷载规范》GB50009-2001规定按B类地取取值。ω0—基本风压，按《建建筑结构荷荷载规范》GB50009-2001乌鲁木齐市基本本风压0..6(KNN/m²))综上所述，ωKK=βgz×μS×μZ×0..61.2作用在在幕墙上的的风荷载设设计值按下下式计算ω=γW×ωKK4—2式中ω—风荷载设计值：：KN/mm2γW—风荷载作用效应应的分项系系数，取11.4从而：ω=1.4ωKK1.3根据4..1及4.2公式，计计算层风荷荷载标准值值ω及设计值ωK计算如表表:4-1～4-331.4幕墙温度度应力计算算时，所采采用的幕墙墙年温度变变化ΔT取80°C。1.5垂垂直于幕墙墙平面的分分布水平地地震作用按按下式计算算。qE=βE.αmaxx.G//A4—3式中qE垂直于于幕墙平面面的分布地地震作用（KN/m2）βE动力放大大系数，取取5.0αmax水平地震震影响系数数最大值，8度抗震设设计时取:0.16G幕墙构件(面材、龙龙骨)的重量。（KN）A幕墙构件件的面积。（m2）G/A幕墙单元元的重量（铝铝板、玻璃璃取0.55KN//m2.）则qE=βE.αmax..G/A=5.0×0..16×00.5=0.4(KN/㎡)1.6垂直直于幕墙平平面的集中中水平地震震作用，按按下式计算算：PE=βE.αmax..G44—5式中PE垂直于幕幕墙平面的的集中地震震作用（KN/mm2）βE动动力放大系系数，取5.0αmax水平地地震影响系系数最大值值，8度抗震设设计时取:0.116G幕墙单元元构件重量量。G=0.5×b.hh（KN）b幕幕墙单元构构件最大分分格宽度.h幕幕墙单元构构件高度.则PE=βE.αmax..G=5.0×0..16×0.5×b.hh=0.4bh4—61.7水平荷荷载及作用用效应组合合（最不利利组合），按按下式计算算：S=γGSGG+ψWγWSW+ψEγESE+ψTγTST式中组合系数：：ψW=1,ψE=0..6,ψT=00.2进行强度计算时时，分项系系数：γW=1.4,γγE=11.3,,γT=11.2由于温度荷载在在实际计算算中影响很很小，所以以可以忽列列不计不参参与组合，则S=1.44SW+00.6xx1.33SE4—7进行挠度计算时时，分项系系数：γW=1.0,γγE=11.0,,γγT=11.0则S′=SWW+00.6SEE44—81.8垂直荷荷载及作用用效应组合合（最不利利组合），按按下式计算算：(1)S=γGSG+ψWγWSW+ψEγESE+ψTγTST(2)S=γGSG+ψ(γWSW+γESE+γTST)(2)式中当有有两个或两两个以上可可变荷载且且风荷载参参与组合时时ψ=0.9。综合考虑，由于于幕墙中其其它可变荷荷载较小，所所以危险组组合应为((1)：(1)式中：重力荷载：γGG=1..2地震作用：γEE=1..3温度作用：γTT=11.2分项系数：ψEE=00.61)荷载和作作用效应组组合的分项项系数a、进行幕墙构件、连连接件和埋埋件承载力力计算时，重力荷载：γGG=1..2风荷载：γW=1.4地震作用：γEE=1..3温度作用：γTT=11.2b、进行位移和挠度度计算时，重力荷载：γGG=1..0风荷载：γW=1.0地震作用：γEE=1..0温度作用：γTT=11.02）竖向荷载和作作用效应组组合系数：：重力荷载：γGG=1..2则P=11.2G=1..2×0.5bbh=0.6××bh(KKN)4—9(用于强度度验算)Pˊ=1.0G==1.00×00.5bhh=0.5×bbh(KKN)4—10(用刚度验验算)1.9风荷载载计算及与与自重组合合计算如下下表：表4-1（该部位体形系系数取μS=-2.0)荷载单位：KN/㎡标高（m）μz高度系数βgz阵风系数数风压标准值风压设计值荷载效应组合SS荷载效应组合SS'10.01.0001.7802.1362.9902.4901.636表4-1按规范《点支式玻璃幕墙工程技术规程》CECS127:20015.36条的规定，上表适用于玻璃面板及支承装置的计算。下表4-2适用于点支式玻璃幕墙支承结构(即钢结构及索结构部分的计算。)计算公式为：作用在点支式玻玻璃幕墙支支承结构的的风载荷标标准值按下下式计算ωK=1.1ββz×μS×μZ×ω044—11βz—风振系数(根据据规范选取取)μS—风荷载体形系数数(根据规范范选取)μZ—风压高度度变化系数数，按《建建筑结构荷荷载规范》GB50009-2001规定按B类地取取值。ω0—基本风压，按《建建筑结构荷荷载规范》GB50009-2001乌鲁木齐市基本本风压0..6(KNN/m²))综上所述，ωKK=11.1βz×μS×μZ×0..6βz=1+EQ\F(ξυψZ,μZ)=1+EQ\F(1.52×0.43×0.17,1)=1.111风荷载计算及与自重组合计算如下表：表4-2（该部位体形系系数取μS=-2.0）荷载单位：KN/㎡标高（m）μz高度系数βgz阵风系数数风压标准值风压设计值荷载效应组合SS荷载效应组合SS'10.01.0001.1111.4672.0531.5530.9671.10雪载的选取与组合由于S0=0.6KN/㎡,与自重组合后为：S=1.2X0.5+1.4X0.6=1.44KN/㎡。比风荷载与自重的组合小，因此实际计算选取风荷载与自重的组合计算，第二章雨篷玻璃计算2.1玻璃幕墙10++1.522PVB++8mm厚夹胶钢钢化玻璃计计算按最不利位置及及设计荷载载进行计算算，取首层层标高100m标高位置10+11.52PPVB+88mm厚钢化夹胶玻璃，按按图分格为为25000×20118玻璃进行行计算，爪爪点间距为为250mmm。2.1.1验算该玻璃在风风荷载作用用下的弯曲曲应力计算算：玻璃短边计算长长度：a=22018--250==17688mm玻璃长边计算长长度：b=22500--250==22500mm短长边之比：a/b==0.7858弯曲系数：Ф=0.8693玻璃厚度：采用10++1.522PVB++8mm厚夹胶钢钢化玻璃，则则t=1.25×100=12.5(mm)幕墙玻玻璃在垂直直于玻璃平平面的风荷荷载及地震震作用的作作用下，其其最大弯曲曲应力为：：σ=ФSb2t2式中：σ——组合荷载作用下下玻璃的最最大弯曲应应力（N/mmm2）S——计算部位组合荷荷载设计值值2.4990(NN/m㎡）b——玻璃长边边长22250（mm）t——玻璃的的厚度122.5(mmm)Ф——弯曲系数σw=ФSb2t2=0.8693××2.4990×100^-3××22500^212.5^2=70.13(N/mm2)OK!2.1.2在温度变化影响响下，玻璃璃边缘挤压压应力计算算温度应力σt11=EE(αα△T-2c-d）5——3b式中：c——玻璃边缘缘与边框间间空隙（mmm），取取5mmd——施工工误差，取取3mmb——玻璃长边尺寸((mm)，取最大25000mm△T——玻璃幕墙墙年温度变变化（oC）,可按80oC取用α——玻璃线线膨胀系数数，取1..0×10-55E——玻璃璃弹性模量量，取0..72×105N/mmm2则：σt1=0..72×105×(1.0×10-55×80―2×5-3)2500=-144N/mm2((负数表示示无挤压温温度应力))2.1.3自重应力标准值值GK=0.5KN//m2σgkk=0..5bhtt/bt==0.5hh=0.5×10^^-3×22018=1.009N/mm22.1.4应力组合σ=γGσGK+γWσWK+ψEγEσEK+ψtγtσtK=1.2×1.0009+770.1332+0=71.34N/mm2<84N/mm2OK!2.1.5玻璃中央与边缘缘温度产生生的温度应应力σt2按下式式计算：σt2=0.774Eαμμ1μ2μ3μ4(TTC–TS)5—4式中：σt2——温度应力力（N/mmm2）E——玻璃弹弹性模量（N/mmm2），取0..72×105N/mmm2α——玻璃线膨胀系数数，取1..0×10-55μ1——阴影系数，取μμ1=1..0μ2——窗帘系数，取μμ2=1..3μ3——玻璃面积系数，取μ3=1.1405μ4——嵌缝材料系数，取μ4=0.55TC–TS——玻璃中央央和边缘的的温度（ooC）差，根根据经验取取△T=TTC–TS=400oC则：σt2=0.74×0..72×110^5××1.0××10^--5×1..0×1..3×1..140445×0..55×440=17.38N/mm2<58.8N/mm2OK!(该钢化玻璃直边边缘的强度度设计值))故玻璃板块在温温度变化下下，强度可可以满足要要求。2.1.6最大面积计算按<<玻璃规程>>>计算10++1.522PVB++8钢化夹胶胶玻璃最大大许用面积积:Amax=0.3α1(tt+t²//4)wk式中:Amaax:最最大玻璃板板块面积WWk:风荷载标标准值，WWk=2.136KN/m2t:为设计玻璃厚度度a1：玻璃种种类调整系系数，钢化夹夹胶玻璃查查表取3经计算Amaxx=13.60(㎡)>2.5×2..018==5.05㎡OK!综上可可知，10+11.52PPVB+88mm厚夹胶钢钢化玻璃在在风荷载地地震作用和和温度应力力直边缘的强度均均可满足要要求。2.2玻璃幕墙12++12A++8+1..52PVVB+8mmm厚中空钢钢化玻璃计计算按最不利位置及及设计荷载载进行计算算，取首层层标高100m标高位置12+112A+88+1.552PVBB+8mmm厚中空钢化玻璃，分分格为21168×22018玻璃进行行计算，爪爪点间距为为250mmm。2.2.1验算该玻璃在风风荷载作用用下的弯曲曲应力计算算：玻璃短边计算长长度：a=22018--250==17688mm玻璃长边计算长长度：b=22168--250==19188mm短长边之比：a/b==0.9218弯曲系数：Ф=0.9286玻璃厚度：采用12++12A++8+1..52PVVB+8mmm厚中空钢钢化玻璃，则则t=1.2×12==14.4(mm)幕墙玻玻璃在垂直直于玻璃平平面的风荷荷载及地震震作用的作作用下，其其最大弯曲曲应力为：：σ=ФSb2t2式中：σ——组合荷载作用下下玻璃的最最大弯曲应应力（N/mmm2）S——计算部位组合荷荷载设计值值2.4990(NN/m㎡）b——玻璃长边边长11918（mm）t——玻璃的的厚度144.4(mmm)Ф——弯曲系数σw=ФSb2t2=0.9286××2.4990×100^-3××19188^214.4^2=41.02(N/mm2)OK!2.2.2在温度变化影响响下，玻璃璃边缘挤压压应力计算算温度应力σt11=EE(αα△T-2c-d）5——3b式中：c——玻璃边缘缘与边框间间空隙（mmm），取取5mmd——施工工误差，取取3mmb——玻璃长边尺寸((mm)，取最大21688mm△T——玻璃幕墙墙年温度变变化（oC）,可按80oC取用α——玻璃线线膨胀系数数，取1..0×10-55E——玻璃璃弹性模量量，取0..72×105N/mmm2则：σt1=0..72×105×(1.0×10-55×80―2×5-3)2168=-174.87723N/mm2((负数表示示无挤压温温度应力))2.2.3自重应力标准值值GK=0.5KN//m2σgkk=0..5bhtt/bt==0.5hh=0.5×10^^-3×22018=1.009N/mm22.2.4应力组合σ=γGσGK+γWσWK+ψEγEσEK+ψtγtσtK=1.2×1.0009+441.0220+0=42.23N/mm2<84N/mm2OK!2.2.5玻璃中央与边缘缘温度产生生的温度应应力σt2按下式式计算：σt2=0.774Eαμμ1μ2μ3μ4(TTC–TS)5—4式中：σt2——温度应力力（N/mmm2）E——玻璃弹弹性模量（N/mmm2），取0..72×105N/mmm2α——玻璃线膨胀系数数，取1..0×10-55μ1——阴影系数，取μμ1=1..0μ2——窗帘系数，取μμ2=1..3μ3——玻璃面积系数，取μ3=1.1275μ4——嵌缝材料系数，取μ4=0.55TC–TS——玻璃中央央和边缘的的温度（ooC）差，根根据经验取取△T=TTC–TS=400oC则：σt2=0.74×0..72×110^5××1.0××10^--5×1..0×1..3×1..1275500488×0.555×400=17.18N/mm2<58.8N/mm2OK!(该钢化玻璃直边边缘的强度度设计值))故玻璃板块在温温度变化下下，强度可可以满足要要求。2.2.6最大面积计算按<<玻璃规程>>>计算12++12A++8+1..52PVVB+8中空钢化化玻璃最大大许用面积积:Amax=α2(t2+t22²/4))(1+((t1/tt2)³))wk式中:Amaax:最最大玻璃板板块面积WWk:风荷载标标准值，WWk=2.136KN/m2t1,t2：：分别为设设计玻璃较较薄，较厚厚厚度tt1=8,,t2=112mma2：玻璃种种类调整系系数，中空钢钢化玻璃查查表取0.66经计算Amaxx=17.73(㎡))>2.1168×22.0188=4.38㎡OK!综上可可知，12+112A+88+1.552PVBB+8mmm厚中空钢钢化玻璃在在风荷载地地震作用和和温度应力力大面和直边缘的的强度均可可满足要求求。第三章拉索支撑系统计算一模型概述1、ANSYS计算模型按照提供的资料，建立一个索桁架的ANSYS的模型，该模型由撑杆和不锈钢拉索组成鱼腹式索桁架。周边的钢桁架为预应力拉索桁架提供支撑，两边的钢管桁架柱可以做为鱼腹水平不锈钢索的边界条件。钢管桁架柱的上下铰接。水平拉索与钢管桁架柱之间的连接在模型中简化为拉索端部铰接。纵向拉索左右端均为铰接。在计算中索采用link10单元，压杆采用pipe16单元。索的弹性模量取为1.3x105N/mm。2、荷载竖向荷载在每个节点上按照值取为6.79kN按照设计值取为6.79kN，（计算变形时按照标准值分别取为4.81kN）。单元上的节点荷载由玻璃四角传来，按面积生成。ANSYS计算模型如图1计算分析表明，在同时作用竖向荷载风荷载最为不利荷载。此时，为了保证节点位移控制在1/250以内，需要至少给水平主拉索初始张应力为325MPa，约每根直径22.5mm的索上9吨力；水平拉索初始张应力为125MPa，约每根直12mm的索上1.0吨力；主拉索在不利荷载作用下的最大应力为：475.3Mpa<EQ\F(1300,2.5)=520Mpa；最小应力为：91.3Mpa>0OK!最大位移为51.3<L/250=52mm。图1外荷载作用下索的应力图2外荷载作用下索的变形图节点坐标LISTALLSELECTEDKEYPOINTS.DSYS=0NO.X,Y,ZLOCATIONTHXY,THYZ,THZXANGLES1141713.852162.370.0000000.00000.00000.00002143879.852573.050.0000000.00000.00000.00003146045.852816.730.0000000.00000.00000.00004148213.852870.600.0000000.00000.00000.00005150381.852797.600.0000000.00000.00000.00006152547.852573.050.0000000.00000.00000.0000711547113.8521162.33700.00000000.000000.000000..00000811438779.8524408.22700.00000000.000000.000000..00000911419332.9529900.55600.00000000.000000.000000..0000011011460445.8520079.22300.00000000.000000.000000..0000011111482113.8519970.55300.00000000.000000.000000..0000011211503881.8520079.22300.00000000.000000.000000..0000011311525447.8524408.22700.00000000.000000.000000..0000011411544994.7529900.55600.00000000.000000.000000..00000单元实常数表EVALUAATEMMATERRIALPROPPERTIIESFFORMMATERRIALSS1TO2INNINCCREMEENTSOF1MATERIIALNNUMBEER=1EEVALUUATEDDATTEMPPERATTUREOF0.00000EX=00.130000E++06NUXY=00.300000PRXY=00.300000MATERIIALNNUMBEER=2EEVALUUATEDDATTEMPPERATTUREOF0.00000EX=00.205500E++06NUXY=00.300000PRXY=00.300000杆件特性表LISTAALLSSELECCTEDLINEES.NUMBERRKEYPPOINTTSLENNGTH(NNDIV))(SPAACE)KYNDDNDIIVSSPACEE#NNODE#ELEEMMATREAALTTYPESYSS111222055.01.000008800.0755788111100222321800.01.0000014422.984413144111100333421699.01.000008811.2200788111100444521699.01.000008800.7988788111100555621788.01.0000015500.344414155111100666722055.01.0000088133.3799788111100778920088.01.0000088122.18777881111008810821911.01.0000015500.33551415511110099111021711.01.000008800.8199788111100100121121711.01.000008811.2533788111100111131221911.01.0000015522.906614155111100122141320088.01.000008800.082278811110013328164..801.000003311.0000233222300144310737..501.000003311.0000233222300155411900..101.000003311.0000233222300166512718..401.000003311.0000233222300177613164..801.000003311.0000233222300节点荷载LISTNNODALLFORRCESFORSELEECTEDDNODDES1TO1135BBY1CURRENNTLYSELEECTEDDNODDALLLOADSET==FXFYYFFZMXMYMZZNODDELLABELLREAALIMAGG663FFY66790..00000000.0000000000772FFY66790..00000000.0000000000887FFY66790..00000000.0000000000995FFY66790..00000000.00000000001003FFY66790..00000000.0000000000单元截面特性LISTRREALSETSS11TO2BY1REALCCONSTTANTSET1ITEEMS1TTO62755.960.2250000E-02200.000000.000000.000000..00000REALCCONSTTANTSET2ITEEMS1TTO650..0004..0000000.000000.000000.000000..00000REALCCONSTTANTSET2ITEEMS7TTO1120.000000..0000000.000000.000000.000000..00000REALCCONSTTANTSET2ITEEMS13TTO1180.000000..0000000.000000.000000.000000..00000计算结果－位移移PRINTUNODDALSSOLUTTIONPERNODEE******POSST1NNODALLDEGGREEOFFFREEDDOMLLISTIING*******LOADSTEPP=1SUBBSTEPP=4TIMEE=1.00000LOAADCAASE=0THEFFOLLOOWINGGDEGGREEOFFFREEDDOMRRESULLTSAAREIINGLLOBALLCOOORDINNATESSNODDEUUXUUYUUZUUSUM10.000000.000000.000000.000002--1.0997216.11170.0000016.11543-00.3588225.266180.000005.277404-00.6055538.899440.000008.911495-00.77662611.44020.0000011.44296-00.89441313.11340.0000013.11647-00.97555014.33290.0000014.33628--1.0331715.11540.0000015.11899--1.0770515.77240.0000015.7760110-00.56226827.99050.0000027.9911111--1.0776416.55770.0000016.6612112--1.0553617.00780.0000017.1111113--1.0228917.66230.0000017.6653114--1.0002118.22160.0000018.2244115-00.97228218.88610.0000018.8886116-00.94110219.55620.0000019.5585117-00.90664320.33250.0000020.3345118-00.86888121.11540.0000021.1172119-00.82778922.00570.0000022.0072220-00.78333723.00390.0000023.0052221-00.73449524.11060.0000024.1118222-00.68222825.22680.0000025.2277223-00.62550026.55310.0000026.553922400.55883651.22650.0000051.2268225-00.43661130.55430.0000030.5546226-00.30558833.22570.0000033.2258227-00.17118936.00490.0000036.0049228-00.340030E--0138.99210.0000038.992122900.10778141.88770.0000041.887733000.25337444.99180.0000044.991833100.40338848.00460.0000048.00483322.0444341.77300.0000041.778033300.76557049.99350.0000049.994133400.96664748.66460.0000048.66563351.1660947.33990.0000047.44133361.3449146.11910.0000046.22103371.5331445.00210.0000045.0047******POSST1NNODALLDEGGREEOFFFREEDDOMLLISTIING*******LOADSTEPP=1SUBBSTEPP=4TIMEE=1.00000LOAADCAASE=0THEFFOLLOOWINGGDEGGREEOFFFREEDDOMRRESULLTSAAREIINGLLOBALLCOOORDINNATESSNODDEUUXUUYUUZUUSUM3381.7007943.88880.0000043.99223391.8778842.77920.0000042.88334401.1448916.33570.0000016.33984411.9447838.99970.0000039.00454421.8558436.44640.0000036.55114431.7775634.11170.0000034.11634441.6998931.99430.0000031.99884451.6227829.99280.0000029.99724461.5661928.00610.0000028.11044471.5000826.33310.0000026.33734481.4444324.77270.0000024.77694491.3991823.22420.0000023.22835501.3443221.88650.0000021.99065511.2998220.55900.0000020.66315521.2556519.44080.0000019.44485531.2117918.33130.0000018.33535541.1882117.22980.0000017.33385550.000000.000000.000000.000005561.1220815.99580.0000015.99975571.0880215.33800.0000015.44185581.0221414.55420.0000014.557855900.93662013.33290.0000013.336266000.81227911.55720.0000011.660166100.6344029.022700.000009.0449366200.3755085.344030.000005.355346631.6550916.11530.0000016.22376640.000000.000000.000000.000006651.6007715.77310.0000015.88136661.5446015.11270.0000015.22066671.4557814.22640.0000014.33386681.3331813.00310.0000013.00996691.1551611.22680.0000011.332777000.8944128.744850.000008.7994177100.5266075.144730.000005.1774177200.81778227.99680.0000027.998077300.90885026.66820.0000026.669777400.99223825.44920.0000025.5512******POSST1NNODALLDEGGREEOFFFREEDDOMLLISTIING*******LOADSTEPP=1SUBBSTEPP=4TIMEE=1.00000LOAADCAASE=0THEFFOLLOOWINGGDEGGREEOFFFREEDDOMRRESULLTSAAREIINGLLOBALLCOOORDINNATESSNODDEUUXUUYUUZUUSUM7751.0669924.33920.0000024.44167761.1441723.33750.0000023.44027771.2008122.44330.0000022.44667781.2669421.55630.0000021.66007791.3226220.77580.0000020.88008801.3778720.00130.0000020.00618811.4227219.33250.0000019.33778821.4772118.66880.0000018.77468831.5113718.00990.0000018.11628841.5552117.55540.0000017.66228851.5887617.00500.0000017.11248861.6220516.55840.0000016.6663887-00.71221951.33330.0000051.3338888-00.50113648.11130.0000048.1116889-00.29664444.99840.0000044.9985990-00.972270E--0141.99430.0000041.994399100.963310E--0138.99860.0000038.998699200.28444636.11130.0000036.111499300.46773333.33200.0000033.332499400.64550730.66060.0000030.6613995--2.8229841.88020.0000041.8898996--2.5994042.88640.0000042.9942997--2.3550443.99600.0000044.0023998--2.0998945.00920.0000045.1141999--1.8339146.22610.0000046.22981000--1.5770947.44690.0000047.44951001--1.2993848.77160.0000048.77331002--1.0007750.00030.0000050.00131003--1.7114216.33960.0000016.44851004--1.7555517.33370.0000017.44261005--1.8000218.33540.0000018.44421006--1.8448319.44500.0000019.55381007--1.9000320.66340.0000020.77211008--1.9556421.99110.0000021.99981009--2.0116923.22900.0000023.33771110--2.0882224.77770.0000024.88641111--2.1552726.33820.0000026.4470******POSST1NNODALLDEGGREEOFFFREEDDOMLLISTIING*******LOADSTEPP=1SUBBSTEPP=4TIMEE=1.00000LOAADCAASE=0THEFFOLLOOWINGGDEGGREEOFFFREEDDOMRRESULLTSAAREIINGLLOBALLCOOORDINNATESSNODDEUUXUUYUUZUUSUM1112--2.2228828.11150.0000028.22031113--2.3110929.99850.0000030.00731114--2.3999532.00020.0000032.00921115--2.4995134.11800.0000034.22711116--2.5998336.55300.0000036.66221117--2.7009739.00660.0000039.115911180.000000.000000.000000.000001119-00.5466245.222460.000005.255311220-00.9288418.888000.000008.922841221--1.1995811.44370.0000011.55001222--1.3882913.22270.0000013.22991223--1.5113714.44780.0000014.55571224--1.6005315.33540.0000015.44381225--1.6669415.99670.0000016.00541226-00.18112016.11290.0000016.1130122700.73448416.11410.0000016.11581228-00.10225227.99260.0000027.9926122900.35776527.99470.0000027.9949133000.13448451.22880.0000051.22881331-00.28886751.33110.0000051.3311133200.41995741.77540.0000041.77561333--1.2005141.77780.0000041.7796133400.19445216.33700.0000016.33711335-00.75998316.33830.0000016.4401MAXIMUUMABBSOLUUTEVVALUEESNODE9958870887VALUE-22.82998551.333300.00000551.3338计算结果－支座座反力PRINTREACCTIONNSOLLUTIOONSPPERNNODE******POSST1TTOTALLREAACTIOONSOOLUTIIONLLISTIING*******LOADSTEPP=1SUBBSTEPP=4TIMEE=1.00000LOAADCAASE=0THEFFOLLOOWINGGX,YY,ZSSOLUTTIONSSAREEINGLOBBALCCOORDDINATTESNODDEFFXFFYFFZMMXMMYMMZ1-00.128862E++06--257000.0.0000055500.128853E++06--257002.0.00000664--361229.87199.00.000001118362112.87333.20.00000TOTALVALUUESVALUE0..698558E00.0000000.0000000.0000000.00000计算结果－应力力PRINTELEMMENTTABLLEITTEMSPERELEMMENT******POSST1EELEMEENTTTABLEELISSTINGG******STAATCURRRENTTELEEMLS111475..282475..283475..284475..285475..286475..287475..288475..289470..30110470..30111470..30112470..30113470..30114470..30115470..30116470..30117470..30118470..30119470..30220470..30221470..30222470..30223467..42224467..42225467..42226467..42227467..42228467..42229467..42330467..42331467..39332467..39333467..39334467..39335467..39336467..39337467..39338467..39339469..94440469..94441469..94******POSST1EELEMEENTTTABLEELISSTINGG******STAATCURRRENTTELEEMLS11442469..94443469..94444469..94445469..94446469..94447469..94448469..94449469..94550469..94551469..94552469..94553469..94554474..99555474..99556474..99557474..99558474..99559474..99660474..99661474..99662134..68663134..68664134..68665134..68666134..68667134..68668134..68669134..68770131..37771131..37772131..37773131..37774131..37775131..37776131..37777131..37778131..37779131..37880131..37881131..37882131..37******POSST1EELEMEENTTTABLEELISSTINGG******STAATCURRRENTTELEEMLS11883131..37884131..37885129..99886129..99887129..99888129..99889129..99990129..99991129..99992129..99993130..08994130..08995130..08996130..08997130..08998130..08999130..081000130..081001131..491002131..491003131..491004131..491005131..491006131..491007131..491008131..491009131..491110131..491111131..491112131..491113131..491114131..491115131..491116134..981117134..981118134..981119134..981220134..981221134..981222134..981223134..98******POSST1EELEMEENTTTABLEELISSTINGG******STAATCURRRENTTELEEMLS111224--17.88341225--17.88341226--17.88341227--18.33871228--18.33871229--18.33871330--16.88971331--16.88971332--16.88971333--17.55361334--17.55361335--17.55361336--18.22731337--18.22731338--18.2273MINIMUUMVAALUESSELEM1227VALUE-118.3887MAXIMUUMVAALUESSELEM8VALUE4475.228三跨拉索分析3、ANSYS计算算模型按照提供的资料料，建立一一个索桁架架的ANSYYS的模型，该该模型由撑撑杆和不锈锈钢拉索组组成鱼腹式式索桁架。周周边的钢桁桁架为预应应力拉索桁桁架提供支支撑，两边边的钢管桁桁架柱可以以做为鱼腹腹水平不锈锈钢索的边边界条件。钢管桁架柱的上上下铰接。水水平拉索与与钢管桁架架柱之间的的连接在模模型中简化化为拉索端端部铰接。纵纵向拉索左左右端均为为铰接。在在计算中索索采用linkk10单元，压压杆采用linkk8单元。索索的弹性模模量取为1.3xx105N/mmm。4、荷载竖向荷载在每个个节点上按按照值取为为7.8335kN，按照设设计值取为为7.8335kN，（计计算变形时时按照标准准值分别取取为5.555kN）。单元元上的节点点荷载由玻玻璃四角传传来，按面面积生成。ANSYS计算算模型如下下图：图3外荷载作作用下索的的受模型图图计算分析表明，在在同时作用用竖向荷载载风荷载最最为不利荷荷载。此时时，为了保保证节点位位移控制在在1/2550以内，需需要至少给水平平主拉索初初始张应力力为235MMPa，约每根根直径16mm的索上3.57吨力；水水平拉索初初始张应力力为125MMPa，约每根根直径12mm的索上1.0吨力。主主拉索在不不利荷载作作用下的最最大应力为为：352..2Mppa<EQ\F(1300,2.5)=5520；最小应应力为：62.66Mpaa>0;位移umax=335.2mmm,略为大于L/2550=300mm，但考虑虑实际施工工索架的矢矢高h=6000比计算大40mm，可以使使用。图4外荷载作用下索索的应力图5外荷载作用下索索的变形图图节点坐标LISTAALLSSELECCTEDKEYPPOINTTS.DSYYS=0NO..X,YY,ZLLOCATTIONKEESIZEENODDEEELEMMATREALLTYPPESYYS10.1145E++060.5551E+0050.00000.001000000020.1147E++060.5555E+0050.00000.002000000030.1147E++060.5449E+0050.00000.003000000040.1145E++060.5555E+0050.00000.004000000050.1150E++060.5555E+0050.00000.005000000060.1152E++060.5449E+0050.00000.006000000070.1152E++060.5555E+0050.00000.007000000080.1150E++060.5449E+0050.00000.0080000000单元实常数表EVALUAATEMMATERRIALPROPPERTIIESFFORMMATERRIALSS1TO2INNINCCREMEENTSOF1MATERIIALNNUMBEER=1EEVALUUATEDDATTEMPPERATTUREOF0.00000EX=00.130000E++06NUXY=00.300000PRXY=00.300000MATERIIALNNUMBEER=2EEVALUUATEDDATTEMPPERATTUREOF0.00000EX=00.205500E++06NUXY=00.300000PRXY=00.300000杆件特性表LISTAALLSSELECCTEDLINEES.NUMBERRKEYPPOINTTSLENNGTH(NNDIV))(SPAACE)KYNDDNDIIVSSPACEE#NNODE#ELEEMMATREAALTTYPESYSS111224055.11.000011111.0000-111111100223423488.11.000011111.0000-111111100332525000.11.000011111.0000-111111100445624744.11.000011111.0000-111111100557823499.11.000011111.0000-111111100668325000.11.000011111.0000-1111111007723557..111.000011111.0000-1112222008858560..011.000011111.0000-111222200节点荷载LISTNNODALLFORRCESFORSELEECTEDDNODDES1TO8BBY1CURRENNTLYSELEECTEDDNODDALLLOADSET==FXFYYFFZNODDELLABELLREAALIMAGG3FFY77835..00000000.00000000008FFY77835..00000000.0000000000单元截面积LISTRREALSETSS11TO2BY1REALCCONSTTANTSET1ITEEMS1TTO61522.730.1180000E-02200.000000.000000.000000..00000REALCCONSTTANTSET2ITEEMS1TTO65788.000..0000000.000000.000000.000000..00000计算结果－位移移PRINTUNODDALSSOLUTTIONPERNODEE******POSST1NNODALLDEGGREEOFFFREEDDOMLLISTIING*******LOADSTEPP=1SUBBSTEPP=4TIMEE=1.00000LOAADCAASE=0THEFFOLLOOWINGGDEGGREEOFFFREEDDOMRRESULLTSAAREIINGLLOBALLCOOORDINNATESSNODDEUUXUUYUUZUUSUM10.000000.000000.000000.000002--4.6661734.44860.0000034.779936.2668534.66380.0000035.220140.000000.000000.000000.000005--3.52298--7.544110.000008.3226360.000000.000000.000000.0000070.000000.000000.000000.0000083.79927--7.444280.000008.35535MAXIMUUMABBSOLUUTEVVALUEESNODE3303VALUE66.26885334.633800.00000335.2001计算结果－支座座反力PRINTREACCTIONNSOLLUTIOONSPPERNNODE******POSST1TTOTALLREAACTIOONSOOLUTIIONLLISTIING*******LOADSTEPP=1SUBBSTEPP=4TIMEE=1.00000LOAADCAASE=0THEFFOLLOOWINGGX,YY,ZSSOLUTTIONSSAREEINGLOBBALCCOORDDINATTESNODDEFFXFFYFFZ1--518887.--98500.00.000004--145448.32799.00.000006522990.--126113.0.000007141445.35133.70.00000TOTALVALUUESVALUE-0..198999E00.00000计算结果－单元元应力、应应变PRINTELEMMELEEMENTTSOLLUTIOONPEERELLEMENNT*****POSTT1ELLEMENNTSOOLUTIIONLLISTIING*******LOADSTEPP1SUBSSTEP==4TIME==1.00000LLOADCASEE=00EL=1NOODES==1122MATT=1STAAT=1CCABLEELINNK10TEMP==0.0000.000MFORX==522814..SAXXL=345..80EEPELAAXL=0.00026600EPTTHAXLL=0..0000000EEPINAAXL=0.00018000EL=2NOODES==3344MATT=1STAAT=1CCABLEELINNK10TEMP==0.0000.000MFORX==144913..SAXXL=97.6644EEPELAAXL=0.00007511EPTTHAXLL=0..0000000EEPINAAXL=0.00018000EL=3NOODES==2255MATT=1STAAT=1CCABLEELINNK10TEMP==0.0000.000MFORX==522140..SAXXL=341..38EEPELAAXL=0.00026266EPTTHAXLL=0..0000000EEPINAAXL=0.00018000EL=4NOODES==5566MATT=1STAAT=1CCABLEELINNK10TEMP==0.0000.000MFORX==533790..SAXXL=352..19EEP