某入口雨蓬幕墻工程計(jì)算書(shū)

PAGEPAGE268入口雨蓬幕墻工程計(jì)算書(shū)計(jì)算：審定：日期：TIME\@"yyyy'年'M'月'd'日'"2023年3月21日目錄TOC\o\h\zHYPERLINK\l"_Toc53678860"目錄2HYPERLINK\l"_Toc53678861"第一章荷載和作用計(jì)算3HYPERLINK\l"_Toc53678862"第二章雨篷玻璃計(jì)算6HYPERLINK\l"_Toc53678863"第三章拉索支撐系統(tǒng)計(jì)算10HYPERLINK\l"_Toc53678864"第四章自平衡鋼桁架空間分析37HYPERLINK\l"_Toc53678865"4.1荷載取值37HYPERLINK\l"_Toc53678866"4.2計(jì)算模型及加載37HYPERLINK\l"_Toc53678867"4.3程序計(jì)算結(jié)果校核分析38第一章荷荷載和作用用計(jì)算1.1作用在幕幕墻上的風(fēng)風(fēng)載荷標(biāo)準(zhǔn)準(zhǔn)值按下式式計(jì)算ωK=βgz××μS×μZ×ω044—1βgz—考慮瞬瞬時(shí)風(fēng)壓的的陣風(fēng)風(fēng)壓壓系數(shù)(根據(jù)規(guī)范范選取)μS—風(fēng)荷載體形系數(shù)數(shù)(根據(jù)規(guī)范范選取)μZ—風(fēng)壓高度度變化系數(shù)數(shù)，按《建建筑結(jié)構(gòu)荷荷載規(guī)范》GB50009-2001規(guī)定按B類(lèi)地取取值。ω0—基本風(fēng)壓，按《建建筑結(jié)構(gòu)荷荷載規(guī)范》GB50009-2001烏魯木齊市基本本風(fēng)壓0..6(KNN/m2))綜上所述，ωKK=βgz×μS×μZ×0..61.2作用在在幕墻上的的風(fēng)荷載設(shè)設(shè)計(jì)值按下下式計(jì)算ω=γW×ωKK4—2式中ω—風(fēng)荷載設(shè)計(jì)值：：KN/mm2γW—風(fēng)荷載作用效應(yīng)應(yīng)的分項(xiàng)系系數(shù)，取11.4從而：ω=1.4ωKK1.3根據(jù)4..1及4.2公式，計(jì)計(jì)算層風(fēng)荷荷載標(biāo)準(zhǔn)值值ω及設(shè)計(jì)值ωK計(jì)算如表表:4-1～4-331.4幕墻溫度度應(yīng)力計(jì)算算時(shí)，所采采用的幕墻墻年溫度變變化ΔT取80°C。1.5垂垂直于幕墻墻平面的分分布水平地地震作用按按下式計(jì)算算。qE=βE.αmaxx.G//A4—3式中qE垂直于于幕墻平面面的分布地地震作用（KN/m2）βE動(dòng)力放大大系數(shù)，取取5.0αmax水平地震震影響系數(shù)數(shù)最大值，8度抗震設(shè)設(shè)計(jì)時(shí)取:0.16G幕墻構(gòu)件(面材、龍龍骨)的重量。（KN）A幕墻構(gòu)件件的面積。（m2）G/A幕墻單元元的重量（鋁鋁板、玻璃璃取0.55KN//m2.）則qE=βE.αmax..G/A=5.0×0..16×00.5=0.4(KN/㎡)1.6垂直直于幕墻平平面的集中中水平地震震作用，按按下式計(jì)算算：PE=βE.αmax..G44—5式中PE垂直于幕幕墻平面的的集中地震震作用（KN/mm2）βE動(dòng)動(dòng)力放大系系數(shù)，取5.0αmax水平地地震影響系系數(shù)最大值值，8度抗震設(shè)設(shè)計(jì)時(shí)取:0.116G幕墻單元元構(gòu)件重量量。G=0.5×b.hh（KN）b幕幕墻單元構(gòu)構(gòu)件最大分分格寬度.h幕幕墻單元構(gòu)構(gòu)件高度.則PE=βE.αmax..G=5.0×0..16×0.5×b.hh=0.4bh4—61.7水平荷荷載及作用用效應(yīng)組合合（最不利利組合），按按下式計(jì)算算：S=γGSGG+ψWγWSW+ψEγESE+ψTγTST式中組合系數(shù)：：ψW=1,ψE=0..6,ψT=00.2進(jìn)行強(qiáng)度計(jì)算時(shí)時(shí)，分項(xiàng)系系數(shù)：γW=1.4,γγE=11.3,,γT=11.2由于溫度荷載在在實(shí)際計(jì)算算中影響很很小，所以以可以忽列列不計(jì)不參參與組合，則S=1.44SW+00.6xx1.33SE4—7進(jìn)行撓度計(jì)算時(shí)時(shí)，分項(xiàng)系系數(shù)：γW=1.0,γγE=11.0,,γγT=11.0則S′=SWW+00.6SEE44—81.8垂直荷荷載及作用用效應(yīng)組合合（最不利利組合），按按下式計(jì)算算：(1)S=γGSG+ψWγWSW+ψEγESE+ψTγTST(2)S=γGSG+ψ(γWSW+γESE+γTST)(2)式中當(dāng)有有兩個(gè)或兩兩個(gè)以上可可變荷載且且風(fēng)荷載參參與組合時(shí)時(shí)ψ=0.9。綜合考慮，由于于幕墻中其其它可變荷荷載較小，所所以危險(xiǎn)組組合應(yīng)為((1)：(1)式中：重力荷載：γGG=1..2地震作用：γEE=1..3溫度作用：γTT=11.2分項(xiàng)系數(shù)：ψEE=00.61)荷載和作作用效應(yīng)組組合的分項(xiàng)項(xiàng)系數(shù)a、進(jìn)行幕墻構(gòu)件、連連接件和埋埋件承載力力計(jì)算時(shí)，重力荷載：γGG=1..2風(fēng)荷載：γW=1.4地震作用：γEE=1..3溫度作用：γTT=11.2b、進(jìn)行位移和撓度度計(jì)算時(shí)，重力荷載：γGG=1..0風(fēng)荷載：γW=1.0地震作用：γEE=1..0溫度作用：γTT=11.02）豎向荷載和作作用效應(yīng)組組合系數(shù)：：重力荷載：γGG=1..2則P=11.2G=1..2×0.5bbh=0.6××bh(KKN)4—9(用于強(qiáng)度度驗(yàn)算)Pˊ=1.0G==1.00×00.5bhh=0.5×bbh(KKN)4—10(用剛度驗(yàn)驗(yàn)算)1.9風(fēng)荷載載計(jì)算及與與自重組合合計(jì)算如下下表：表4-1（該部位體形系系數(shù)取μS=-2.0)荷載單位：KN/㎡標(biāo)高（m）μz高度系數(shù)βgz陣風(fēng)系數(shù)數(shù)風(fēng)壓標(biāo)準(zhǔn)值風(fēng)壓設(shè)計(jì)值荷載效應(yīng)組合SS荷載效應(yīng)組合SS'10.01.0001.7802.1362.9902.4901.636表4-1按規(guī)范《點(diǎn)支式玻璃幕墻工程技術(shù)規(guī)程》CECS127:20015.36條的規(guī)定，上表適用于玻璃面板及支承裝置的計(jì)算。下表4-2適用于點(diǎn)支式玻璃幕墻支承結(jié)構(gòu)(即鋼結(jié)構(gòu)及索結(jié)構(gòu)部分的計(jì)算。)計(jì)算公式為：作用在點(diǎn)支式玻玻璃幕墻支支承結(jié)構(gòu)的的風(fēng)載荷標(biāo)標(biāo)準(zhǔn)值按下下式計(jì)算ωK=1.1ββz×μS×μZ×ω044—11βz—風(fēng)振系數(shù)(根據(jù)據(jù)規(guī)范選取取)μS—風(fēng)荷載體形系數(shù)數(shù)(根據(jù)規(guī)范范選取)μZ—風(fēng)壓高度度變化系數(shù)數(shù)，按《建建筑結(jié)構(gòu)荷荷載規(guī)范》GB50009-2001規(guī)定按B類(lèi)地取取值。ω0—基本風(fēng)壓，按《建建筑結(jié)構(gòu)荷荷載規(guī)范》GB50009-2001烏魯木齊市基本本風(fēng)壓0..6(KNN/m2))綜上所述，ωKK=11.1βz×μS×μZ×0..6βz=1+EQ\F(ξυψZ,μZ)=1+EQ\F(1.52×0.43×0.17,1)=1.111風(fēng)荷載計(jì)算及與自重組合計(jì)算如下表：表4-2（該部位體形系系數(shù)取μS=-2.0）荷載單位：KN/㎡標(biāo)高（m）μz高度系數(shù)βgz陣風(fēng)系數(shù)數(shù)風(fēng)壓標(biāo)準(zhǔn)值風(fēng)壓設(shè)計(jì)值荷載效應(yīng)組合SS荷載效應(yīng)組合SS'10.01.0001.1111.4672.0531.5530.9671.10雪載的選取與組合由于S0=0.6KN/㎡,與自重組合后為：S=1.2X0.5+1.4X0.6=1.44KN/㎡。比風(fēng)荷載與自重的組合小，因此實(shí)際計(jì)算選取風(fēng)荷載與自重的組合計(jì)算，第二章雨篷玻璃計(jì)算2.1玻璃幕墻10++1.522PVB++8mm厚夾膠鋼鋼化玻璃計(jì)計(jì)算按最不利位置及及設(shè)計(jì)荷載載進(jìn)行計(jì)算算，取首層層標(biāo)高100m標(biāo)高位置10+11.52PPVB+88mm厚鋼化夾膠玻璃，按按圖分格為為25000×20118玻璃進(jìn)行行計(jì)算，爪爪點(diǎn)間距為為250mmm。2.1.1驗(yàn)算該玻璃在風(fēng)風(fēng)荷載作用用下的彎曲曲應(yīng)力計(jì)算算：玻璃短邊計(jì)算長(zhǎng)長(zhǎng)度：a=22018--250==17688mm玻璃長(zhǎng)邊計(jì)算長(zhǎng)長(zhǎng)度：b=22500--250==22500mm短長(zhǎng)邊之比：a/b==0.7858彎曲系數(shù)：Ф=0.8693玻璃厚度：采用10++1.522PVB++8mm厚夾膠鋼鋼化玻璃，則則t=1.25×100=12.5(mm)幕墻玻玻璃在垂直直于玻璃平平面的風(fēng)荷荷載及地震震作用的作作用下，其其最大彎曲曲應(yīng)力為：：σ=ФSb2t2式中：σ——組合荷載作用下下玻璃的最最大彎曲應(yīng)應(yīng)力（N/mmm2）S——計(jì)算部位組合荷荷載設(shè)計(jì)值值2.4990(NN/m㎡）b——玻璃長(zhǎng)邊邊長(zhǎng)22250（mm）t——玻璃的的厚度122.5(mmm)Ф——彎曲系數(shù)σw=ФSb2t2=0.8693××2.4990×100^-3××22500^212.5^2=70.13(N/mm2)OK!2.1.2在溫度變化影響響下，玻璃璃邊緣擠壓壓應(yīng)力計(jì)算算溫度應(yīng)力σt11=EE(αα△T-2c-d）5——3b式中：c——玻璃邊緣緣與邊框間間空隙（mmm），取取5mmd——施工工誤差，取取3mmb——玻璃長(zhǎng)邊尺寸((mm)，取最大25000mm△T——玻璃幕墻墻年溫度變變化（oC）,可按80oC取用α——玻璃線線膨脹系數(shù)數(shù)，取1..0×10-55E——玻璃璃彈性模量量，取0..72×105N/mmm2則：σt1=0..72×105×(1.0×10-55×80―2×5-3)2500=-144N/mm2((負(fù)數(shù)表示示無(wú)擠壓溫溫度應(yīng)力))2.1.3自重應(yīng)力標(biāo)準(zhǔn)值值GK=0.5KN//m2σgkk=0..5bhtt/bt==0.5hh=0.5×10^^-3×22018=1.009N/mm22.1.4應(yīng)力組合σ=γGσGK+γWσWK+ψEγEσEK+ψtγtσtK=1.2×1.0009+770.1332+0=71.34N/mm2<84N/mm2OK!2.1.5玻璃中央與邊緣緣溫度產(chǎn)生生的溫度應(yīng)應(yīng)力σt2按下式式計(jì)算：σt2=0.774Eαμμ1μ2μ3μ4(TTC–TS)5—4式中：σt2——溫度應(yīng)力力（N/mmm2）E——玻璃彈彈性模量（N/mmm2），取0..72×105N/mmm2α——玻璃線膨脹系數(shù)數(shù)，取1..0×10-55μ1——陰影系數(shù)，取μμ1=1..0μ2——窗簾系數(shù)，取μμ2=1..3μ3——玻璃面積系數(shù)，取μ3=1.1405μ4——嵌縫材料系數(shù)，取μ4=0.55TC–TS——玻璃中央央和邊緣的的溫度（ooC）差，根根據(jù)經(jīng)驗(yàn)取取△T=TTC–TS=400oC則：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!(該鋼化玻璃直邊邊緣的強(qiáng)度度設(shè)計(jì)值))故玻璃板塊在溫溫度變化下下，強(qiáng)度可可以滿足要要求。2.1.6最大面積計(jì)算按<<玻璃規(guī)程>>>計(jì)算10++1.522PVB++8鋼化夾膠膠玻璃最大大許用面積積:Amax=0.3α1(tt+t2//4)wk式中:Amaax:最最大玻璃板板塊面積WWk:風(fēng)荷載標(biāo)標(biāo)準(zhǔn)值，WWk=2.136KN/m2t:為設(shè)計(jì)玻璃厚度度a1：玻璃種種類(lèi)調(diào)整系系數(shù)，鋼化夾夾膠玻璃查查表取3經(jīng)計(jì)算Amaxx=13.60(㎡)>2.5×2..018==5.05㎡OK!綜上可可知，10+11.52PPVB+88mm厚夾膠鋼鋼化玻璃在在風(fēng)荷載地地震作用和和溫度應(yīng)力力直邊緣的強(qiáng)度均均可滿足要要求。2.2玻璃幕墻12++12A++8+1..52PVVB+8mmm厚中空鋼鋼化玻璃計(jì)計(jì)算按最不利位置及及設(shè)計(jì)荷載載進(jìn)行計(jì)算算，取首層層標(biāo)高100m標(biāo)高位置12+112A+88+1.552PVBB+8mmm厚中空鋼化玻璃，分分格為21168×22018玻璃進(jìn)行行計(jì)算，爪爪點(diǎn)間距為為250mmm。2.2.1驗(yàn)算該玻璃在風(fēng)風(fēng)荷載作用用下的彎曲曲應(yīng)力計(jì)算算：玻璃短邊計(jì)算長(zhǎng)長(zhǎng)度：a=22018--250==17688mm玻璃長(zhǎng)邊計(jì)算長(zhǎng)長(zhǎng)度：b=22168--250==19188mm短長(zhǎng)邊之比：a/b==0.9218彎曲系數(shù)：Ф=0.9286玻璃厚度：采用12++12A++8+1..52PVVB+8mmm厚中空鋼鋼化玻璃，則則t=1.2×12==14.4(mm)幕墻玻玻璃在垂直直于玻璃平平面的風(fēng)荷荷載及地震震作用的作作用下，其其最大彎曲曲應(yīng)力為：：σ=ФSb2t2式中：σ——組合荷載作用下下玻璃的最最大彎曲應(yīng)應(yīng)力（N/mmm2）S——計(jì)算部位組合荷荷載設(shè)計(jì)值值2.4990(NN/m㎡）b——玻璃長(zhǎng)邊邊長(zhǎng)11918（mm）t——玻璃的的厚度144.4(mmm)Ф——彎曲系數(shù)σw=ФSb2t2=0.9286××2.4990×100^-3××19188^214.4^2=41.02(N/mm2)OK!2.2.2在溫度變化影響響下，玻璃璃邊緣擠壓壓應(yīng)力計(jì)算算溫度應(yīng)力σt11=EE(αα△T-2c-d）5——3b式中：c——玻璃邊緣緣與邊框間間空隙（mmm），取取5mmd——施工工誤差，取取3mmb——玻璃長(zhǎng)邊尺寸((mm)，取最大21688mm△T——玻璃幕墻墻年溫度變變化（oC）,可按80oC取用α——玻璃線線膨脹系數(shù)數(shù)，取1..0×10-55E——玻璃璃彈性模量量，取0..72×105N/mmm2則：σt1=0..72×105×(1.0×10-55×80―2×5-3)2168=-174.87723N/mm2((負(fù)數(shù)表示示無(wú)擠壓溫溫度應(yīng)力))2.2.3自重應(yīng)力標(biāo)準(zhǔn)值值GK=0.5KN//m2σgkk=0..5bhtt/bt==0.5hh=0.5×10^^-3×22018=1.009N/mm22.2.4應(yīng)力組合σ=γGσGK+γWσWK+ψEγEσEK+ψtγtσtK=1.2×1.0009+441.0220+0=42.23N/mm2<84N/mm2OK!2.2.5玻璃中央與邊緣緣溫度產(chǎn)生生的溫度應(yīng)應(yīng)力σt2按下式式計(jì)算：σt2=0.774Eαμμ1μ2μ3μ4(TTC–TS)5—4式中：σt2——溫度應(yīng)力力（N/mmm2）E——玻璃彈彈性模量（N/mmm2），取0..72×105N/mmm2α——玻璃線膨脹系數(shù)數(shù)，取1..0×10-55μ1——陰影系數(shù)，取μμ1=1..0μ2——窗簾系數(shù)，取μμ2=1..3μ3——玻璃面積系數(shù)，取μ3=1.1275μ4——嵌縫材料系數(shù)，取μ4=0.55TC–TS——玻璃中央央和邊緣的的溫度（ooC）差，根根據(jù)經(jīng)驗(yàn)取取△T=TTC–TS=400oC則：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!(該鋼化玻璃直邊邊緣的強(qiáng)度度設(shè)計(jì)值))故玻璃板塊在溫溫度變化下下，強(qiáng)度可可以滿足要要求。2.2.6最大面積計(jì)算按<<玻璃規(guī)程>>>計(jì)算12++12A++8+1..52PVVB+8中空鋼化化玻璃最大大許用面積積:Amax=α2(t2+t222/4))(1+((t1/tt2)3))wk式中:Amaax:最最大玻璃板板塊面積WWk:風(fēng)荷載標(biāo)標(biāo)準(zhǔn)值，WWk=2.136KN/m2t1,t2：：分別為設(shè)設(shè)計(jì)玻璃較較薄，較厚厚厚度tt1=8,,t2=112mma2：玻璃種種類(lèi)調(diào)整系系數(shù)，中空鋼鋼化玻璃查查表取0.66經(jīng)計(jì)算Amaxx=17.73(㎡))>2.1168×22.0188=4.38㎡OK!綜上可可知，12+112A+88+1.552PVBB+8mmm厚中空鋼鋼化玻璃在在風(fēng)荷載地地震作用和和溫度應(yīng)力力大面和直邊緣的的強(qiáng)度均可可滿足要求求。第三章拉索支撐系統(tǒng)計(jì)算一模型概述1、ANSYS計(jì)算模型按照提供的資料，建立一個(gè)索桁架的ANSYS的模型，該模型由撐桿和不銹鋼拉索組成魚(yú)腹式索桁架。周邊的鋼桁架為預(yù)應(yīng)力拉索桁架提供支撐，兩邊的鋼管桁架柱可以做為魚(yú)腹水平不銹鋼索的邊界條件。鋼管桁架柱的上下鉸接。水平拉索與鋼管桁架柱之間的連接在模型中簡(jiǎn)化為拉索端部鉸接?？v向拉索左右端均為鉸接。在計(jì)算中索采用link10單元，壓桿采用pipe16單元。索的彈性模量取為1.3x105N/mm。2、荷載豎向荷載在每個(gè)節(jié)點(diǎn)上按照值取為6.79kN按照設(shè)計(jì)值取為6.79kN，（計(jì)算變形時(shí)按照標(biāo)準(zhǔn)值分別取為4.81kN）。單元上的節(jié)點(diǎn)荷載由玻璃四角傳來(lái)，按面積生成。ANSYS計(jì)算模型如圖1計(jì)算分析表明，在同時(shí)作用豎向荷載風(fēng)荷載最為不利荷載。此時(shí)，為了保證節(jié)點(diǎn)位移控制在1/250以內(nèi)，需要至少給水平主拉索初始張應(yīng)力為325MPa，約每根直徑22.5mm的索上9噸力；水平拉索初始張應(yīng)力為125MPa，約每根直12mm的索上1.0噸力；主拉索在不利荷載作用下的最大應(yīng)力為：475.3Mpa<EQ\F(1300,2.5)=520Mpa；最小應(yīng)力為：91.3Mpa>0OK!最大位移為51.3<L/250=52mm。圖1外荷載作用下索的應(yīng)力圖2外荷載作用下索的變形圖節(jié)點(diǎn)坐標(biāo)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單元實(shí)常數(shù)表EVALUAATEMMATERRIALPROPPERTIIESFFORMMATERRIALSS1TO2INNINCCREMEENTSOF1MATERIIALNNUMBEER=1EEVALUUATEDDATTEMPPERATTUREOF0.00000EX=00.130000E++06NUXY=00.300000PRXY=00.300000MATERIIALNNUMBEER=2EEVALUUATEDDATTEMPPERATTUREOF0.00000EX=00.205500E++06NUXY=00.300000PRXY=00.300000桿件特性表LISTAALLSSELECCTEDLINEES.NUMBERRKEYPPOINTTSLENNGTH(NNDIV))(SPAACE)K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1.8898996--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計(jì)算結(jié)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計(jì)算結(jié)果－應(yīng)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計(jì)算算模型按照提供的資料料，建立一一個(gè)索桁架架的ANSYYS的模型，該該模型由撐撐桿和不銹銹鋼拉索組組成魚(yú)腹式式索桁架。周周邊的鋼桁桁架為預(yù)應(yīng)應(yīng)力拉索桁桁架提供支支撐，兩邊邊的鋼管桁桁架柱可以以做為魚(yú)腹腹水平不銹銹鋼索的邊邊界條件。鋼管桁架柱的上上下鉸接。水水平拉索與與鋼管桁架架柱之間的的連接在模模型中簡(jiǎn)化化為拉索端端部鉸接。縱縱向拉索左左右端均為為鉸接。在在計(jì)算中索索采用linkk10單元，壓壓桿采用linkk8單元。索索的彈性模模量取為1.3xx105N/mmm。4、荷載豎向荷載在每個(gè)個(gè)節(jié)點(diǎn)上按按照值取為為7.8335kN，按照設(shè)設(shè)計(jì)值取為為7.8335kN，（計(jì)計(jì)算變形時(shí)時(shí)按照標(biāo)準(zhǔn)準(zhǔn)值分別取取為5.555kN）。單元元上的節(jié)點(diǎn)點(diǎn)荷載由玻玻璃四角傳傳來(lái)，按面面積生成。ANSYS計(jì)算算模型如下下圖：圖3外荷載作作用下索的的受模型圖圖計(jì)算分析表明，在在同時(shí)作用用豎向荷載載風(fēng)荷載最最為不利荷荷載。此時(shí)時(shí)，為了保保證節(jié)點(diǎn)位位移控制在在1/2550以內(nèi)，需需要至少給水平平主拉索初初始張應(yīng)力力為235MMPa，約每根根直徑16mm的索上3.57噸力；水水平拉索初初始張應(yīng)力力為125MMPa，約每根根直徑12mm的索上1.0噸力。主主拉索在不不利荷載作作用下的最最大應(yīng)力為為：352..2Mppa<EQ\F(1300,2.5)=5520；最小應(yīng)應(yīng)力為：62.66Mpaa>0;位移umax=335.2mmm,略為大于L/2550=300mm，但考慮慮實(shí)際施工工索架的矢矢高h(yuǎn)=6000比計(jì)算大40mm，可以使使用。圖4外荷載作用下索索的應(yīng)力圖5外荷載作用下索索的變形圖圖節(jié)點(diǎn)坐標(biāo)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單元實(shí)常數(shù)表EVALUAATEMMATERRIALPROPPERTIIESFFORMMATERRIALSS1TO2INNINCCREMEENTSOF1MATERIIALNNUMBEER=1EEVALUUATEDDATTEMPPERATTUREOF0.00000EX=00.130000E++06NUXY=00.300000PRXY=00.300000MATERIIALNNUMBEER=2EEVALUUATEDDATTEMPPERATTUREOF0.00000EX=00.205500E++06NUXY=00.300000PRXY=00.300000桿件特性表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節(jié)點(diǎn)荷載LISTNNODALLFORRCESFORSELEECTEDDNODDES1TO8BBY1CURRENNTLYSELEECTEDDNODDALLLOADSET==FXFYYFFZNODDELLABELLREAALIMAGG3FFY77835..00000000.00000000008FFY77835..00000000.0000000000單元截面積LISTRREALSETSS11TO2BY1REALCCONSTTANTSET1ITEEMS1TTO61522.730.1180000E-02200.000000.000000.000000..00000REALCCONSTTANTSET2ITEEMS1TTO65788.000..0000000.000000.000000.000000..00000計(jì)算結(jié)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計(jì)算結(jié)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計(jì)算結(jié)果－單元元應(yīng)力、應(yīng)應(yīng)變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