婦幼保健計(jì)劃生育服務(wù)中心業(yè)務(wù)綜合樓建設(shè)項(xiàng)目屋頂圓形采光頂設(shè)計(jì)計(jì)算書

婦幼保健計(jì)劃生育服務(wù)中心業(yè)務(wù)綜合樓建設(shè)項(xiàng)目屋頂圓形采光頂設(shè)計(jì)計(jì)算書婦幼保健計(jì)劃生育服務(wù)中心業(yè)務(wù)綜合樓建設(shè)項(xiàng)目屋頂圓形采光頂設(shè)計(jì)計(jì)算書﹒第第一部分、CGD1單坡采光頂 3一、計(jì)算依據(jù)及說明 31、工程概況說明 32、設(shè)計(jì)依據(jù) 33、基本計(jì)算公式 5二、單坡采光頂荷載計(jì)算 61、風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算 62、風(fēng)荷載設(shè)計(jì)值計(jì)算 73、雪荷載標(biāo)準(zhǔn)值計(jì)算 74、雪荷載設(shè)計(jì)值計(jì)算 75、自重荷載設(shè)計(jì)值 76、豎向均布地震作用計(jì)算 87、荷載組合計(jì)算 8三、玻璃計(jì)算 91、玻璃面積 92、玻璃板塊自重 93、玻璃強(qiáng)度計(jì)算 104、玻璃跨中撓度計(jì)算 11四、單坡類框架計(jì)算信息 121、框架分析參數(shù)說明 122、框架分析結(jié)果 15五、橫桿計(jì)算 441、橫桿計(jì)算參數(shù)說明 442、橫桿計(jì)算結(jié)果 45六、化學(xué)錨栓計(jì)算 521、錨栓計(jì)算信息描述 522、錨栓承受拉力計(jì)算 533、錨栓承受剪力計(jì)算 544、錨栓受拉承載力校核 555、錨栓混凝土錐體受拉破壞承載力校核 566、混凝土劈裂破壞承載力校核 587、錨栓鋼材受剪破壞校核 608、構(gòu)件邊緣受剪混凝土楔形體破壞校核 609、混凝土剪撬破壞承載能力計(jì)算 6310、拉剪復(fù)合受力承載力計(jì)算 6311、錨栓構(gòu)造要求校核 64第二部分、CGD5雙坡采光頂 65一、計(jì)算依據(jù)及說明 651、工程概況說明 652、設(shè)計(jì)依據(jù) 653、基本計(jì)算公式 67二、玻璃計(jì)算 681、玻璃面積 682、玻璃板塊自重 683、玻璃強(qiáng)度計(jì)算 694、玻璃跨中撓度計(jì)算 70三、3維結(jié)構(gòu)計(jì)算信息 711、三維框架分析參數(shù)說明 712、三維框架分析結(jié)果 76四、化學(xué)錨栓計(jì)算 2091、錨栓計(jì)算信息描述 2092、錨栓承受拉力計(jì)算 2093、錨栓承受剪力計(jì)算 2114、錨栓受拉承載力校核 2135、錨栓混凝土錐體受拉破壞承載力校核 2136、混凝土劈裂破壞承載力校核 2167、錨栓鋼材受剪破壞校核 2178、構(gòu)件邊緣受剪混凝土楔形體破壞校核 2189、混凝土剪撬破壞承載能力計(jì)算 22010、拉剪復(fù)合受力承載力計(jì)算 22111、錨栓構(gòu)造要求校核 222CGD1單坡采光頂計(jì)算依據(jù)及說明工程概況說明工程名稱:婦幼保健計(jì)劃生育服務(wù)中心業(yè)務(wù)綜合樓建設(shè)項(xiàng)目屋頂圓形采光頂工程所在城市工程建筑物所在地地面粗糙度類別:C類工程所在地區(qū)抗震設(shè)防烈度:六度工程基本風(fēng)壓:0.4kN/m2設(shè)計(jì)依據(jù)序號標(biāo)準(zhǔn)名稱標(biāo)準(zhǔn)號1《玻璃幕墻工程質(zhì)量檢驗(yàn)標(biāo)準(zhǔn)》JGJ/T139-20202《鋁合金門窗》GB/T8478-20203《綠色建筑評價(jià)標(biāo)準(zhǔn)》GB/T50378-20194《建筑玻璃采光頂技術(shù)要求》JG/T231-20185《建筑結(jié)構(gòu)可靠性設(shè)計(jì)統(tǒng)一標(biāo)準(zhǔn)》GB50068-20186《鋁型材截面幾何參數(shù)算法及計(jì)算機(jī)程序要求》YS/T437-20187《鋁合金建筑型材第1部分：基材》GB/T5237.1-20178《鋁合金建筑型材第2部分：陽極氧化型材》GB/T5237.2-20179《鋁合金建筑型材第3部分：電泳涂漆型材》GB/T5237.3-201710《鋁合金建筑型材第4部分：噴粉型材》GB/T5237.4-201711《鋁合金建筑型材第5部分：噴漆型材》GB/T5237.5-201712《鋁合金建筑型材第6部分：隔熱型材》GB/T5237.6-201713《吊掛式玻璃幕墻用吊夾》JG/T139-201714《建筑幕墻抗震性能振動臺試驗(yàn)方法》GB/T18575-201715《鋼結(jié)構(gòu)設(shè)計(jì)標(biāo)準(zhǔn)》GB50017-201716《混凝土用機(jī)械錨栓》JG/T160-201717《冷彎型鋼通用技術(shù)要求》GB/T6725-201718《混凝土接縫用建筑密封膠》JC/T881-201719《普通裝飾用鋁塑復(fù)合板》GB/T22412-201620《熱軋型鋼》GB/T706-201621《緊固件機(jī)械性能自攻螺釘》GB3098.5-201622《民用建筑熱工設(shè)計(jì)規(guī)范》GB50176-201623《建筑幕墻平面內(nèi)變形性能檢測方法》GB/T18250-201524《建筑玻璃應(yīng)用技術(shù)規(guī)程》JGJ113-201525《建筑物防雷裝置檢測技術(shù)規(guī)范》GB/T21431-201526《公共建筑節(jié)能設(shè)計(jì)標(biāo)準(zhǔn)》GB50189-201527《緊固件機(jī)械性能螺母》GB/T3098.2-201528《建筑鋁合金型材用聚酰胺隔熱條》JG/T174-201429《緊固件機(jī)械性能不銹鋼螺栓、螺釘、螺柱》GB3098.6-201430《緊固件機(jī)械性能不銹鋼螺母》GB3098.15-201431《建筑鋁合金型材用聚酰胺隔熱條》JG/T174-201432《混凝土結(jié)構(gòu)加固設(shè)計(jì)規(guī)范(附條文說明)》GB50367-201333《混凝土結(jié)構(gòu)后錨固技術(shù)規(guī)程》JGJ145-201334《中空玻璃用彈性密封膠》GB/T29755-201335《一般工業(yè)用鋁及鋁合金板、帶材第1部分：一般要求》GB/T3880.1-201236《中空玻璃》GB/T11944-201237《建筑陶瓷薄板應(yīng)用技術(shù)規(guī)程》JGJ/T172-201238《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-201239《一般工業(yè)用鋁及鋁合金板、帶材第2部分：力學(xué)性能》GB/T3880.2-201240《一般工業(yè)用鋁及鋁合金板、帶材第3部分：尺寸偏差》GB/T3880.3-201241《建筑工程用索》JG/T330-201142《建筑用隔熱鋁合金型材》JG175-201143《鋁合金門窗工程技術(shù)規(guī)范》JGJ214-201044《建筑抗震設(shè)計(jì)規(guī)范》(2016年版)GB50011-201045《建筑制圖標(biāo)準(zhǔn)》GB/T50104-201046《建筑玻璃點(diǎn)支承裝置》JG/T138-201047《緊固件機(jī)械性能螺栓、螺釘和螺柱》GB3098.1-201048《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(2015版)GB50010-201049《陶瓷板》GB/T23266-200950《建筑抗震加固技術(shù)規(guī)程》JGJ/T116-200951《公共建筑節(jié)能改造技術(shù)規(guī)范》JGJ176-200952《平板玻璃》GB11614-200953《夾層玻璃》GB15763.3-200954《建筑用安全玻璃防火玻璃》GB15763.1-200955《耐候結(jié)構(gòu)鋼》GB/T4171-200856《半鋼化玻璃》GB/T17841-200857《建筑外門窗保溫性能分級及檢測方法》GB/T8484-200858《中國地震烈度表》GB/T17742-200859《搪瓷用冷軋低碳鋼板及鋼帶》GB/T13790-200860《塑料門窗工程技術(shù)規(guī)程》JGJ103-200861《中空玻璃穩(wěn)態(tài)U值（傳熱系數(shù)）的計(jì)算及測定》GB/T22476-200862《建筑門窗玻璃幕墻熱工計(jì)算規(guī)程》JGJ/T151-200863《不銹鋼棒》GB/T1220-200764《建筑幕墻》GB/T21086-200765《鋁合金結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50429-200766《建筑幕墻用瓷板》JG/T217-200767《民用建筑能耗數(shù)據(jù)采集標(biāo)準(zhǔn)》JGJ/T154-200768《建筑外窗氣密、水密、抗風(fēng)壓性能現(xiàn)場檢測方法》JG/T211-200769《不銹鋼和耐熱鋼牌號及化學(xué)成分》GB/T20878-200770《百頁窗用鋁合金帶材》YS/T621-200771《中空玻璃用復(fù)合密封膠條》JC/T1022-200772《鋼化玻璃》GB15763.2-200573《建筑隔聲評價(jià)標(biāo)準(zhǔn)》GB/T50121-200574《建筑結(jié)構(gòu)用冷彎矩形鋼管》JG/T178-200575《玻璃幕墻工程技術(shù)規(guī)范》JGJ102-200376《幕墻玻璃接縫用密封膠》JC/T882-2001基本計(jì)算公式(1).場地類別劃分:根據(jù)地面粗糙度,場地可劃分為以下類別:A類近海面,海島,海岸,湖岸及沙漠地區(qū);B類指田野,鄉(xiāng)村,叢林,丘陵以及房屋比較稀疏的鄉(xiāng)鎮(zhèn);C類指有密集建筑群的城市市區(qū);D類指有密集建筑群且房屋較高的城市市區(qū);重慶市巫山縣婦幼保健計(jì)劃生育服務(wù)中心業(yè)務(wù)綜合樓建設(shè)項(xiàng)目屋頂圓形采光頂按C類地區(qū)計(jì)算風(fēng)壓(2).風(fēng)荷載計(jì)算:幕墻屬于薄壁外圍護(hù)構(gòu)件，根據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-20128.1.1-2采用風(fēng)荷載計(jì)算公式:EQw\s\do3(k)=β\s\do3(gz)×μ\s\do3(sl)×μ\s\do3(z)×w\s\do3(0)其中:EQw\s\do3(k)作用在幕墻上的風(fēng)荷載標(biāo)準(zhǔn)值(kN/m2)EQβ\s\do3(gz)瞬時(shí)風(fēng)壓的陣風(fēng)系數(shù)根據(jù)不同場地類型,按以下公式計(jì)算:EQβ\s\do3(gz)=1+2gI\s\do3(10)(\f(z,10))(-α)其中g(shù)為峰值因子取為2.5，I10為10米高名義湍流度,α為地面粗糙度指數(shù)A類場地:EQI\s\do3(10)=0.12,α=0.12B類場地:EQI\s\do3(10)=0.14,α=0.15C類場地:EQI\s\do3(10)=0.23,α=0.22D類場地:EQI\s\do3(10)=0.39,α=0.30EQμ\s\do3(z)風(fēng)壓高度變化系數(shù),按《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2012取定,根據(jù)不同場地類型,按以下公式計(jì)算:A類場地:EQμ\s\do3(z)=1.284×\b(\f(Z,10))0.24B類場地:EQμ\s\do3(z)=1.000×\b(\f(Z,10))0.30C類場地:EQμ\s\do3(z)=0.544×\b(\f(Z,10))0.44D類場地:EQμ\s\do3(z)=0.262×\b(\f(Z,10))0.60本工程屬于C類地區(qū)EQμ\s\do3(sl)風(fēng)荷載體型系數(shù),按《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2012取定EQw\s\do3(0)基本風(fēng)壓,按全國基本風(fēng)壓圖,重慶市地區(qū)取為0.4kN/m2(3).地震作用計(jì)算:EQq\s\do3(EAk)=β\s\do3(E)×α\s\do3(max)×G\s\do3(Ak)其中:EQq\s\do3(EAk)水平地震作用標(biāo)準(zhǔn)值EQβ\s\do3(E)動力放大系數(shù),按5.0取定EQα\s\do3(max)水平地震影響系數(shù)最大值,按相應(yīng)設(shè)防烈度取定:6度(0.05g):EQα\s\do3(max)=0.047度(0.1g):EQα\s\do3(max)=0.087度(0.15g):EQα\s\do3(max)=0.128度(0.2g):EQα\s\do3(max)=0.168度(0.3g):EQα\s\do3(max)=0.249度(0.4g):EQα\s\do3(max)=0.32重慶市地區(qū)設(shè)防烈度為六度,根據(jù)本地區(qū)的情況,故取EQα\s\do3(max)=0.04EQG\s\do3(Ak)幕墻構(gòu)件的自重(N/m2)(4).荷載組合:結(jié)構(gòu)設(shè)計(jì)時(shí)，根據(jù)構(gòu)件受力特點(diǎn)，荷載或作用的情況和產(chǎn)生的應(yīng)力(內(nèi)力)作用方向，選用最不利的組合，荷載和效應(yīng)組合設(shè)計(jì)值按下式采用：EQγ\s\do3(G)S\s\do3(G)+γ\s\do3(w)ψ\s\do3(w)S\s\do3(w)+γ\s\do3(E)ψ\s\do3(E)S\s\do3(E)+γ\s\do3(T)ψ\s\do3(T)S\s\do3(T)各項(xiàng)分別為永久荷載：重力；可變荷載：風(fēng)荷載、溫度變化；偶然荷載：地震荷載和作用效應(yīng)組合的分項(xiàng)系數(shù),按以下規(guī)定采用:①對永久荷載采用標(biāo)準(zhǔn)值作為代表值，其分項(xiàng)系數(shù)滿足：a.當(dāng)其效應(yīng)對結(jié)構(gòu)不利時(shí)：對由可變荷載效應(yīng)控制的組合，取1.3b.當(dāng)其效應(yīng)對結(jié)構(gòu)有利時(shí)：一般情況取1.0；②可變荷載根據(jù)設(shè)計(jì)要求選代表值，其分項(xiàng)系數(shù)一般情況取1.5單坡采光頂荷載計(jì)算風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算EQW\s\do3(k):作用在幕墻上的風(fēng)荷載標(biāo)準(zhǔn)值(kN/m2)z:計(jì)算高度23mEQμ\s\do3(z):23m高處風(fēng)壓高度變化系數(shù)(按C類區(qū)計(jì)算):(GB50009-2012條文說明8.2.1)EQμ\s\do3(z)=0.544×(EQ\f(z,10))0.44=0.7848EQI\s\do3(10):10米高名義湍流度,對應(yīng)A、B、C、D類地面粗糙度，分別取0.12、0.14、0.23、0.39。(GB50009-2012條文說明8.4.6)EQβ\s\do3(gz):陣風(fēng)系數(shù):(GB50009-20128.1.1-2)EQβ\s\do3(gz)=1+2×g×EQI\s\do3(10)×(EQ\f(z,10))(-α)=1+2×2.5×0.23×(EQ\f(23,10))(-0.22)=1.957454A:單坡采光頂屋面坡面角度為3.37度當(dāng)前坡面為普通封閉式單坡屋面EQμ\s\do3(s):風(fēng)荷載體型系數(shù),按照(GB50009-20128.3.3),按照風(fēng)向不同分為2種情況,迎風(fēng)面體型系數(shù)按照坡面角度查表8.3.3-2取0,背風(fēng)面體型系數(shù)取-2正負(fù)向風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(k1):迎風(fēng)風(fēng)荷載標(biāo)準(zhǔn)值EQW\s\do3(k1)=EQβ\s\do3(gz)×EQμ\s\do3(s1)×EQμ\s\do3(z)×EQW\s\do3(0)(GB50009-20128.1.1-2)=1.957454×0×0.7848×0.4=0kN/m2<0.5kN/m2,取0.5kN/m2EQW\s\do3(k2):背風(fēng)風(fēng)荷載標(biāo)準(zhǔn)值EQW\s\do3(k2)=EQβ\s\do3(gz)×EQμ\s\do3(s2)×EQμ\s\do3(z)×EQW\s\do3(0)(GB50009-20128.1.1-2)=1.957454×(-2)×0.7848×0.4=-1.228968kN/m2風(fēng)荷載設(shè)計(jì)值計(jì)算W:風(fēng)荷載設(shè)計(jì)值:kN/m2γw:風(fēng)荷載作用效應(yīng)的分項(xiàng)系數(shù)：1.5按《玻璃幕墻工程技術(shù)規(guī)范》JGJ102-20035.1.6條規(guī)定采用W1=γw×Wk1=1.5×0.5=0.75kN/m2W2=γw×Wk2=1.5×(-1.228968)=-1.843452kN/m2雪荷載標(biāo)準(zhǔn)值計(jì)算EQS\s\do3(k):雪荷載標(biāo)準(zhǔn)值(kN/m2)EQS\s\do3(0):基本雪壓,重慶市50年一遇最大積雪的自重:0kN/m2根據(jù)現(xiàn)行<<建筑結(jié)構(gòu)荷載規(guī)范>>GB50009-2012取值EQμ\s\do3(r):屋面積雪分布系數(shù),根據(jù)GB50009-2012屋面積雪分布系數(shù)表7.2.1,按照坡面角度3.37度,取1根據(jù)<<建筑結(jié)構(gòu)荷載規(guī)范>>GB50009-2012公式7.1.1屋面雪載荷按下式計(jì)算EQS\s\do3(k)=μ\s\do3(r)×S\s\do3(0)EQ=1×0=0kN/m2雪荷載設(shè)計(jì)值計(jì)算S:雪載荷設(shè)計(jì)值(kN/m2)γs:雪載荷分項(xiàng)系數(shù)為1.5S=γs×Sk=1.5×0=0kN/m2自重荷載設(shè)計(jì)值G:構(gòu)件自重荷載設(shè)計(jì)值(kN/m2)WGT:幕墻面板和構(gòu)件平均平米重量取0.5kN/m2GAK:構(gòu)件自重荷載標(biāo)準(zhǔn)值(kN/m2)rg:恒載荷分項(xiàng)系數(shù)為1.3GAK=WGT=0.5kN/m2G=rg×GAK=1.3×0.5=0.65kN/m2豎向均布地震作用計(jì)算GK:重力荷載代表值取結(jié)構(gòu)自重值(kN/m2)GK=GAK=0.5kN/m2αvmax:豎向地震影響系數(shù)最大值:0.026qEVk:分布豎向地震作用標(biāo)準(zhǔn)值(kN/m2)qEVk=βE×αvmax×GK(JGJ102-20035.3.4)=5×0.026×0.5=0.065kN/m2rE:地震作用分項(xiàng)系數(shù):1.3qEAV:分布豎向地震作用設(shè)計(jì)值(kN/m2)qEAV=rE×qEVk=1.3×0.065=0.0845kN/m2荷載組合計(jì)算考慮三種工況1.風(fēng)荷載為主要荷載,組合為(考慮正風(fēng)荷載、地震荷載、雪荷載、重力荷載):分為兩個(gè)方向進(jìn)行組合:(1).重力方向Szkg=GAK=0.5kN/m2Szg=GAK×γG+Sk×γs×ψS+qEVk×γE×ψE=0.5×1.3+0×1.5×0.7+0.065×1.3×0.5=0.69225kN/m2(2).垂直于坡面方向正風(fēng)荷載計(jì)算Szkp1=Wkp1=0.5kN/m2Szp1=Wkp1×γw=0.5×1.5=0.75kN/m22.風(fēng)荷載為主要荷載,組合為(考慮負(fù)風(fēng)荷載、地震荷載、重力荷載):分為兩個(gè)方向進(jìn)行組合:(1).重力方向Szkg=GAK=0.5kN/m2Szg=GAK×1.0-qEVk×γE×ψE=0.5-0.065×1.3×0.5=0.45775kN/m2(2).垂直于坡面方向負(fù)風(fēng)荷載計(jì)算Szkp2=Wkp2=-1.228968kN/m2Szp2=Wkp2×γw=-1.228968×1.5=-1.843452kN/m23.雪荷載為主要荷載,組合為(考慮地震荷載、雪荷載、重力荷載):由于沒有風(fēng)荷載,故只有一個(gè)方向的荷載進(jìn)行組合:Szsk=GAK+Sk=0.5+0=0.5kN/m2Szs=GAK×γG+Sk×γs+qEVk×γE×ψE=0.5×1.3+0×1.5+0.065×1.3×0.5=0.69225kN/m24.活荷載為主要荷載,組合為(考慮地震荷載、活荷載、重力荷載):由于沒有風(fēng)荷載,故只有一個(gè)方向的荷載進(jìn)行組合:Szlk=GAK+Lk=0.5+0.5=1kN/m2Szl=GAK×γG+Lk×γl+qEVk×γE×ψE=0.5×1.3+0.5×1.5+0.065×1.3×0.5=1.44225kN/m25.綜合上面情況,計(jì)算最大面板荷載情況(1).在正風(fēng)荷載為主要活荷載的情況下,面板所承受的荷載組合值為標(biāo)準(zhǔn)值Swka=Szkg×cos(A)+Szkp1=0.999135kN/m2設(shè)計(jì)值Swa=Szg×cos(A)+Szp1=1.441053kN/m2(2).在負(fù)風(fēng)荷載為主要活荷載的情況下,面板所承受的荷載組合值為標(biāo)準(zhǔn)值Swkb=Szkg×cos(A)+Szkp2=-0.729833kN/m2設(shè)計(jì)值Swb=Szg×cos(A)+Szp2=-1.386494kN/m2(3).在雪荷載為主要活荷載的情況下,面板所承受的荷載組合值為標(biāo)準(zhǔn)值:Ssk=Szsk×cos(A)=0.499135kN/m2設(shè)計(jì)值:Ss=Szs×cos(A)=0.691053kN/m2(4).在活荷載為主要荷載的情況下,面板所承受的荷載組合值為標(biāo)準(zhǔn)值:Slk=Szlk×cos(A)=0.998271kN/m2設(shè)計(jì)值:Sl=Szl×cos(A)=1.439756kN/m2綜合上面計(jì)算可知,面板強(qiáng)度驗(yàn)算如下:采用荷載組合標(biāo)準(zhǔn)值為0.999135kN/m2荷載組合設(shè)計(jì)值為1.441053kN/m2玻璃計(jì)算玻璃面積B:該處玻璃幕墻分格寬:1.35mH:該處玻璃幕墻分格高:1.5mA:該處玻璃板塊面積:A=B×H=1.35×1.5=2.025m2玻璃板塊自重EQG\s\do3(SAk):夾膠玻璃板塊平均自重(不包括鋁框):玻璃的體積密度為:25.6(kN/m3)(JGJ102-20035.3.1)EQt\s\do3(1):外層玻璃厚度8mmEQt\s\do3(2):內(nèi)層玻璃厚度8mmEQG\s\do3(SAk)=25.6×\f(t\s\do3(1)+t\s\do3(2),1000)EQ=25.6×\f(8+8,1000)=0.4096kN/m2EQG=1.3×0.4096×2.025=1.078272kN玻璃強(qiáng)度計(jì)算選定面板材料為:8(TP)+1.52+8(TP)夾膠玻璃校核依據(jù):σ≤EQf\s\do3(g)q:玻璃所受組合荷載:1.441053kN/m2a:玻璃短邊邊長:1.35mb:玻璃長邊邊長:1.5mEQt\s\do3(1):夾膠玻璃外層玻璃厚度:8mmEQt\s\do3(2):夾膠玻璃內(nèi)層玻璃厚度:8mmE:玻璃彈性模量:72000N/mm2m:玻璃板面跨中彎曲系數(shù),按邊長比a/b查表6.1.2-1得:0.0528η:折減系數(shù),根據(jù)參數(shù)θ查表6.1.2-2EQσ\s\do3(w):玻璃所受應(yīng)力:q=1.441053kN/m2荷載分配計(jì)算:EQq\s\do3(1)=q×\f(t\s\do3(1)3,t\s\do3(1)3+t\s\do3(2)3)EQ=1.441053×\f(83,83+83)=0.720526EQq\s\do3(2)=q×\f(t\s\do3(2)3,t\s\do3(1)3+t\s\do3(2)3)EQ=1.441053×\f(83,83+83)=0.720526EQq\s\do3(k1)=q\s\do3(k)×\f(t\s\do3(1)3,t\s\do3(1)3+t\s\do3(2)3)EQ=0.999135×\f(83,83+83)=0.499568EQq\s\do3(k2)=q\s\do3(k)×\f(t\s\do3(2)3,t\s\do3(1)3+t\s\do3(2)3)EQ=0.999135×\f(83,83+83)=0.499568參數(shù)θ計(jì)算:EQθ\s\do3(1)=\f(q\s\do3(k1)×a4×109,E×t\s\do3(1)4)(JGJ102-20036.1.2-3)EQ=\f(0.499568×1.354×109,72000×84)=5.626482查表6.1.2-2得η1=0.994988EQθ\s\do3(2)=\f(q\s\do3(k2)×a4×109,E×t\s\do3(2)4)EQ=\f(0.499568×1.354×109,72000×84)=5.626482查表6.1.2-2得EQη\s\do3(2)=0.994988玻璃最大應(yīng)力計(jì)算:EQσ\s\do3(w1)=\f(6×m×q\s\do3(1)×a2×1000,t\s\do3(1)2)×η\s\do3(1)(JGJ102-20036.1.2-1)EQ=\f(6×0.0528×0.720526×1.352×1000,82)×0.994988=6.467562N/mm2EQσ\s\do3(w2)=\f(6×m×q\s\do3(2)×a2×1000,t\s\do3(2)2)×η2EQ=\f(6×0.0528×0.720526×1.352×1000,82)×0.994988=6.467562N/mm26.467562N/mm2≤EQf\s\do3(g)=42N/mm26.467562N/mm2≤EQf\s\do3(g)=42N/mm2玻璃的強(qiáng)度滿足玻璃跨中撓度計(jì)算校核依據(jù):EQd\s\do3(f)≤d\s\do3(flim)=\f(1.35,60)×1000=22.5mmD:玻璃剛度(N·mm)ν:玻璃泊松比:0.2E:玻璃彈性模量:72000N/mm2EQt\s\do3(e):夾膠玻璃的等效厚度EQt\s\do3(e)=\r(3,t\s\do3(1)3+t\s\do3(2)3)EQ=\r(3,83+83)=10.079368mmEQD=\f(E×t\s\do3(e)3,12×(1-ν2))EQ=\f(72000×10.0793683,12×(1-0.22))=6400000N·mmEQq\s\do3(k):玻璃所受組合荷載標(biāo)準(zhǔn)值:0.999135kN/m2μ:撓度系數(shù),按邊長比a/b查表6.1.3得:0.00496參數(shù)θ計(jì)算:EQθ=\f(q\s\do3(k)×a4,E×t\s\do3(e)4)(JGJ102-20036.1.2-3)EQ=\f(0.999135×1.354,72000×10.0793684)×109=4.465742η:折減系數(shù),根據(jù)參數(shù)θ查表6.1.2-2得η=1EQd\s\do3(f):玻璃組合荷載標(biāo)準(zhǔn)值作用下?lián)隙茸畲笾礒Qd\s\do3(f)=\f(μ×q\s\do3(k)×a4,D)×η(JGJ102-20036.1.3-2)EQ=\f(0.00496×0.999135×1.354,6400000)×1×109=2.571942mm2.571942mm≤EQd\s\do3(flim)=22.5mm玻璃的撓度滿足單坡類框架計(jì)算信息框架分析參數(shù)說明1)本框架采用三維有限元分析模式，具體參數(shù)說明如下：采光頂框架左面板寬度為1.35m,面板平米重0.5kN/m2右面板寬度為1.35m,面板平米重0.5kN/m2框架豎向向上為Y軸，X軸為水平向右，桿件強(qiáng)軸在XY平面內(nèi)。具體計(jì)算模型如下圖所示:2)框架選定桿件截面參數(shù)如下:名稱慣性參數(shù)(cm4)抵抗矩(cm3)面積矩(cm3)面積(cm2)圖樣FT70X70X5Iy=84.6292Iz=84.6292J=169.258Wy1=24.1798Wy2=24.1798Wz1=24.1798Wz2=24.1798Sy=14.7786Sz=14.7786A=12.35623)荷載方向:風(fēng)荷載按照垂直于面板考慮，水平地震荷載（如果有的話）按照平行于X軸考慮，豎向地震為Y軸方向，重力則為Y軸向下,下面對各相關(guān)荷載進(jìn)行計(jì)算。重力荷載:EQG\s\do3(Akl):左邊面板平米重取0.5kN/m2EQG\s\do3(Akr):右邊面板平米重取0.5kN/m2水平分布地震荷載計(jì)算(左右分別計(jì)算):EQq\s\do3(Ehkl)=EQβ\s\do3(E)×EQα\s\do3(max)×EQG\s\do3(Akl)(JGJ102-20035.3.4)=5×0.04×0.5=0.1kN/m2EQq\s\do3(Ehkr)=EQβ\s\do3(E)×EQα\s\do3(max)×EQG\s\do3(Akr)(JGJ102-20035.3.4)=5×0.04×0.5=0.1kN/m2豎向分布地震荷載計(jì)算(左右分別計(jì)算):EQq\s\do3(Evkl)=EQβ\s\do3(E)×EQα\s\do3(vmax)×EQG\s\do3(Akl)=5×0.026×0.5=0.065kN/m2EQq\s\do3(Evkr)=EQβ\s\do3(E)×EQα\s\do3(vmax)×EQG\s\do3(Akr)=5×0.026×0.5=0.065kN/m2均布活荷載:L:均布活荷載為0.5kN/m2風(fēng)壓通過計(jì)算確定，計(jì)算過程如下z:計(jì)算高度23mEQμ\s\do3(z):23m高處風(fēng)壓高度變化系數(shù)(按C類區(qū)計(jì)算):(GB50009-2012條文說明8.2.1)EQμ\s\do3(z)=0.544×(EQ\f(z,10))0.44=0.7848EQI\s\do3(10):10米高名義湍流度,對應(yīng)A、B、C、D類地面粗糙度，分別取0.12、0.14、0.23、0.39。(GB50009-2012條文說明8.4.6)EQβ\s\do3(gz):陣風(fēng)系數(shù):(GB50009-20127.5.1-1)EQβ\s\do3(gz)=1+2×g×EQI\s\do3(10)×(EQ\f(z,10))(-α)=1+2×2.5×0.23×(EQ\f(23,10))(-0.22)=1.957454A:屋面坡面角度為178.815度EQμ\s\do3(s):風(fēng)荷載體型系數(shù),按照(GB50009-20128.3.3),按照風(fēng)向不同分為2種情況,迎風(fēng)面體型系數(shù)按照坡面角度查表8.3.3-2取0.7,背風(fēng)面體型系數(shù)取-1.2正負(fù)向風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下Wk1:迎風(fēng)風(fēng)荷載標(biāo)準(zhǔn)值Wk1=EQβ\s\do3(gz)×EQμ\s\do3(s1)×EQμ\s\do3(z)×W0(GB50009-20128.1.1-2)=1.957454×0.7×0.7848×0.4=0.430139kN/m2由于Wk1<0.5取0.5kN/m2Wk2:背風(fēng)風(fēng)荷載標(biāo)準(zhǔn)值Wk2=EQβ\s\do3(gz)×EQμ\s\do3(s2)×EQμ\s\do3(z)×W0(GB50009-20128.1.1-2)=-0.737381kN/m2由于Wk2>-1取-1kN/m2桿件所受荷載工況組合如下表所示:序號名稱組合信息1負(fù)風(fēng)壓設(shè)計(jì)值組合重力荷載+1.5×負(fù)風(fēng)荷載-1.3×0.5×豎向地震2負(fù)風(fēng)壓標(biāo)準(zhǔn)值組合負(fù)風(fēng)荷載+重力荷載3正風(fēng)壓設(shè)計(jì)值組合1.3×重力荷載+1.5×正風(fēng)荷載+1.5×0.7×雪荷載+1.3×0.5×豎向地震4正風(fēng)壓標(biāo)準(zhǔn)值組合正風(fēng)荷載+重力荷載5活荷載設(shè)計(jì)組合1.3×重力荷載+1.5×活荷載+1.5×0.6×正風(fēng)荷載+1.3×0.5×豎向地震6活荷載標(biāo)準(zhǔn)值組合0.6×正風(fēng)荷載+重力荷載+活荷載7雪荷載設(shè)計(jì)組合1.3×重力荷載+1.5×雪荷載+1.5×0.6×正風(fēng)荷載+1.3×0.5×豎向地震8雪荷載標(biāo)準(zhǔn)值組合0.6×正風(fēng)荷載+重力荷載+雪荷載桿件支座約束信息如下表:編號坐標(biāo)x約束y約束z約束yz約束zx約束xy約束n90.000,0.000,0.000XXXXXXn101.132,0.000,0.000XXXXXXn112.399,0.000,0.000XXXXXXn123.899,0.000,0.000XXXXXXn135.399,0.000,0.000XXXXXXn146.899,0.000,0.000XXXXXXn158.399,0.000,0.000XXXXXXn169.666,0.000,0.000XXXXXX框架分析結(jié)果框架在各種工況組合作用下的有限元分析結(jié)果如下：當(dāng)前計(jì)算共有8種荷載組合在負(fù)風(fēng)壓設(shè)計(jì)值組合作用下名稱類別工況作用體起點(diǎn)(m)終點(diǎn)(m)大小方向系數(shù)1均布重力b10.0001.2670.000,-0.675,0.000,0,0,0整體12均布重力b20.0001.5000.000,-0.675,0.000,0,0,0整體13均布重力b30.0001.5000.000,-0.675,0.000,0,0,0整體14均布重力b40.0001.5000.000,-0.675,0.000,0,0,0整體15均布重力b50.0001.5000.000,-0.675,0.000,0,0,0整體16均布重力b60.0001.2680.000,-0.675,0.000,0,0,0整體17均布重力b70.0001.1320.000,-0.675,0.000,0,0,0整體18均布負(fù)風(fēng)b10.0001.2670.000,0.000,1.350,0,0,0局部1.59均布負(fù)風(fēng)b20.0001.5000.000,0.000,1.350,0,0,0局部1.510均布負(fù)風(fēng)b30.0001.5000.000,0.000,1.350,0,0,0局部1.511均布負(fù)風(fēng)b40.0001.5000.000,0.000,1.350,0,0,0局部1.512均布負(fù)風(fēng)b50.0001.5000.000,0.000,1.350,0,0,0局部1.513均布負(fù)風(fēng)b60.0001.2680.000,0.000,1.350,0,0,0局部1.514均布負(fù)風(fēng)b70.0001.1320.000,0.000,1.350,0,0,0局部1.515均布豎向地震b10.0001.2670.000,-0.088,0.000,0,0,0整體-0.6516均布豎向地震b20.0001.5000.000,-0.088,0.000,0,0,0整體-0.6517均布豎向地震b30.0001.5000.000,-0.088,0.000,0,0,0整體-0.6518均布豎向地震b40.0001.5000.000,-0.088,0.000,0,0,0整體-0.6519均布豎向地震b50.0001.5000.000,-0.088,0.000,0,0,0整體-0.6520均布豎向地震b60.0001.2680.000,-0.088,0.000,0,0,0整體-0.6521均布豎向地震b70.0001.1320.000,-0.088,0.000,0,0,0整體-0.65結(jié)構(gòu)彎矩圖示編號坐標(biāo)Rx(kN)Ry(kN)Rz(kN)Ryz(kN.m)Rzx(kN.m)Rxy(kN.m)n90,0,0-0.345-0.7220.036n101.13166,0,00.045-1.7310.013n112.39897,0,0-0.160-1.9570.013n123.89897,0,00.020-2.1280.002n135.39897,0,0-0.067-2.1140.012n146.89897,0,0-0.198-2.1230.032n158.39897,0,0-0.163-2.0060.047n169.66597,0,00.462-0.8170.035桿件b2最大應(yīng)力數(shù)據(jù)為11.2341N/mm2≤215N/mm2,滿足強(qiáng)度要求!在負(fù)風(fēng)壓標(biāo)準(zhǔn)值組合作用下?lián)隙热缦旅Q類別工況作用體起點(diǎn)(m)終點(diǎn)(m)大小方向系數(shù)1均布負(fù)風(fēng)b10.0001.2670.000,0.000,1.350,0,0,0局部12均布負(fù)風(fēng)b20.0001.5000.000,0.000,1.350,0,0,0局部13均布負(fù)風(fēng)b30.0001.5000.000,0.000,1.350,0,0,0局部14均布負(fù)風(fēng)b40.0001.5000.000,0.000,1.350,0,0,0局部15均布負(fù)風(fēng)b50.0001.5000.000,0.000,1.350,0,0,0局部16均布負(fù)風(fēng)b60.0001.2680.000,0.000,1.350,0,0,0局部17均布負(fù)風(fēng)b70.0001.1320.000,0.000,1.350,0,0,0局部18均布重力b10.0001.2670.000,-0.675,0.000,0,0,0整體19均布重力b20.0001.5000.000,-0.675,0.000,0,0,0整體110均布重力b30.0001.5000.000,-0.675,0.000,0,0,0整體111均布重力b40.0001.5000.000,-0.675,0.000,0,0,0整體112均布重力b50.0001.5000.000,-0.675,0.000,0,0,0整體113均布重力b60.0001.2680.000,-0.675,0.000,0,0,0整體114均布重力b70.0001.1320.000,-0.675,0.000,0,0,0整體1在正風(fēng)壓設(shè)計(jì)值組合作用下名稱類別工況作用體起點(diǎn)(m)終點(diǎn)(m)大小方向系數(shù)1均布重力b10.0001.2670.000,-0.675,0.000,0,0,0整體1.32均布重力b20.0001.5000.000,-0.675,0.000,0,0,0整體1.33均布重力b30.0001.5000.000,-0.675,0.000,0,0,0整體1.34均布重力b40.0001.5000.000,-0.675,0.000,0,0,0整體1.35均布重力b50.0001.5000.000,-0.675,0.000,0,0,0整體1.36均布重力b60.0001.2680.000,-0.675,0.000,0,0,0整體1.37均布重力b70.0001.1320.000,-0.675,0.000,0,0,0整體1.38均布正風(fēng)b10.0001.2670.000,0.000,-0.675,0,0,0局部1.59均布正風(fēng)b20.0001.5000.000,0.000,-0.675,0,0,0局部1.510均布正風(fēng)b30.0001.5000.000,0.000,-0.675,0,0,0局部1.511均布正風(fēng)b40.0001.5000.000,0.000,-0.675,0,0,0局部1.512均布正風(fēng)b50.0001.5000.000,0.000,-0.675,0,0,0局部1.513均布正風(fēng)b60.0001.2680.000,0.000,-0.675,0,0,0局部1.514均布正風(fēng)b70.0001.1320.000,0.000,-0.675,0,0,0局部1.515均布雪b10.0001.2670.000,0.000,0.000,0,0,0整體1.0516均布雪b20.0001.5000.000,0.000,0.000,0,0,0整體1.0517均布雪b30.0001.5000.000,0.000,0.000,0,0,0整體1.0518均布雪b40.0001.5000.000,0.000,0.000,0,0,0整體1.0519均布雪b50.0001.5000.000,0.000,0.000,0,0,0整體1.0520均布雪b60.0001.2680.000,0.000,0.000,0,0,0整體1.0521均布雪b70.0001.1320.000,0.000,0.000,0,0,0整體1.0522均布豎向地震b10.0001.2670.000,-0.088,0.000,0,0,0整體0.6523均布豎向地震b20.0001.5000.000,-0.088,0.000,0,0,0整體0.6524均布豎向地震b30.0001.5000.000,-0.088,0.000,0,0,0整體0.6525均布豎向地震b40.0001.5000.000,-0.088,0.000,0,0,0整體0.6526均布豎向地震b50.0001.5000.000,-0.088,0.000,0,0,0整體0.6527均布豎向地震b60.0001.2680.000,-0.088,0.000,0,0,0整體0.6528均布豎向地震b70.0001.1320.000,-0.088,0.000,0,0,0整體0.65結(jié)構(gòu)彎矩圖示編號坐標(biāo)Rx(kN)Ry(kN)Rz(kN)Ryz(kN.m)Rzx(kN.m)Rxy(kN.m)n90,0,00.4540.9940.044n101.13166,0,0-0.0982.3970.026n112.39897,0,00.1832.7100.010n123.89897,0,0-0.0722.9450.012n135.39897,0,00.0422.9260.008n146.89897,0,00.2202.9380.035n158.39897,0,00.1652.7760.056n169.66597,0,0-0.6921.1360.040桿件b2最大應(yīng)力數(shù)據(jù)為15.462N/mm2≤215N/mm2,滿足強(qiáng)度要求!在正風(fēng)壓標(biāo)準(zhǔn)值組合作用下?lián)隙热缦旅Q類別工況作用體起點(diǎn)(m)終點(diǎn)(m)大小方向系數(shù)1均布正風(fēng)b10.0001.2670.000,0.000,-0.675,0,0,0局部12均布正風(fēng)b20.0001.5000.000,0.000,-0.675,0,0,0局部13均布正風(fēng)b30.0001.5000.000,0.000,-0.675,0,0,0局部14均布正風(fēng)b40.0001.5000.000,0.000,-0.675,0,0,0局部15均布正風(fēng)b50.0001.5000.000,0.000,-0.675,0,0,0局部16均布正風(fēng)b60.0001.2680.000,0.000,-0.675,0,0,0局部17均布正風(fēng)b70.0001.1320.000,0.000,-0.675,0,0,0局部18均布重力b10.0001.2670.000,-0.675,0.000,0,0,0整體19均布重力b20.0001.5000.000,-0.675,0.000,0,0,0整體110均布重力b30.0001.5000.000,-0.675,0.000,0,0,0整體111均布重力b40.0001.5000.000,-0.675,0.000,0,0,0整體112均布重力b50.0001.5000.000,-0.675,0.000,0,0,0整體113均布重力b60.0001.2680.000,-0.675,0.000,0,0,0整體114均布重力b70.0001.1320.000,-0.675,0.000,0,0,0整體1在活荷載設(shè)計(jì)組合作用下名稱類別工況作用體起點(diǎn)(m)終點(diǎn)(m)大小方向系數(shù)1均布重力b10.0001.2670.000,-0.675,0.000,0,0,0整體1.32均布重力b20.0001.5000.000,-0.675,0.000,0,0,0整體1.33均布重力b30.0001.5000.000,-0.675,0.000,0,0,0整體1.34均布重力b40.0001.5000.000,-0.675,0.000,0,0,0整體1.35均布重力b50.0001.5000.000,-0.675,0.000,0,0,0整體1.36均布重力b60.0001.2680.000,-0.675,0.000,0,0,0整體1.37均布重力b70.0001.1320.000,-0.675,0.000,0,0,0整體1.38均布活b10.0001.2670.000,-0.675,0.000,0,0,0整體1.59均布活b20.0001.5000.000,-0.675,0.000,0,0,0整體1.510均布活b30.0001.5000.000,-0.675,0.000,0,0,0整體1.511均布活b40.0001.5000.000,-0.675,0.000,0,0,0整體1.512均布活b50.0001.5000.000,-0.675,0.000,0,0,0整體1.513均布活b60.0001.2680.000,-0.675,0.000,0,0,0整體1.514均布活b70.0001.1320.000,-0.675,0.000,0,0,0整體1.515均布正風(fēng)b10.0001.2670.000,0.000,-0.675,0,0,0局部0.916均布正風(fēng)b20.0001.5000.000,0.000,-0.675,0,0,0局部0.917均布正風(fēng)b30.0001.5000.000,0.000,-0.675,0,0,0局部0.918均布正風(fēng)b40.0001.5000.000,0.000,-0.675,0,0,0局部0.919均布正風(fēng)b50.0001.5000.000,0.000,-0.675,0,0,0局部0.920均布正風(fēng)b60.0001.2680.000,0.000,-0.675,0,0,0局部0.921均布正風(fēng)b70.0001.1320.000,0.000,-0.675,0,0,0局部0.922均布豎向地震b10.0001.2670.000,-0.088,0.000,0,0,0整體0.6523均布豎向地震b20.0001.5000.000,-0.088,0.000,0,0,0整體0.6524均布豎向地震b30.0001.5000.000,-0.088,0.000,0,0,0整體0.6525均布豎向地震b40.0001.5000.000,-0.088,0.000,0,0,0整體0.6526均布豎向地震b50.0001.5000.000,-0.088,0.000,0,0,0整體0.6527均布豎向地震b60.0001.2680.000,-0.088,0.000,0,0,0整體0.6528均布豎向地震b70.0001.1320.000,-0.088,0.000,0,0,0整體0.65結(jié)構(gòu)彎矩圖示編號坐標(biāo)Rx(kN)Ry(kN)Rz(kN)Ryz(kN.m)Rzx(kN.m)Rxy(kN.m)n90,0,00.5861.3020.055n101.13166,0,0-0.1433.1460.038n112.39897,0,00.2243.5560.009n123.89897,0,0-0.1123.8640.019n135.39897,0,00.0353.8390.006n146.89897,0,00.2673.8560.043n158.39897,0,00.1933.6420.070n169.66597,0,0-0.9291.4920.050桿件b2最大應(yīng)力數(shù)據(jù)為20.2527N/mm2≤215N/mm2,滿足強(qiáng)度要求!在活荷載標(biāo)準(zhǔn)值組合作用下?lián)隙热缦旅Q類別工況作用體起點(diǎn)(m)終點(diǎn)(m)大小方向系數(shù)1均布正風(fēng)b10.0001.2670.000,0.000,-0.675,0,0,0局部0.62均布正風(fēng)b20.0001.5000.000,0.000,-0.675,0,0,0局部0.63均布正風(fēng)b30.0001.5000.000,0.000,-0.675,0,0,0局部0.64均布正風(fēng)b40.0001.5000.000,0.000,-0.675,0,0,0局部0.65均布正風(fēng)b50.0001.5000.000,0.000,-0.675,0,0,0局部0.66均布正風(fēng)b60.0001.2680.000,0.000,-0.675,0,0,0局部0.67均布正風(fēng)b70.0001.1320.000,0.000,-0.675,0,0,0局部0.68均布重力b10.0001.2670.000,-0.675,0.000,0,0,0整體19均布重力b20.0001.5000.000,-0.675,0.000,0,0,0整體110均布重力b30.0001.5000.000,-0.675,0.000,0,0,0整體111均布重力b40.0001.5000.000,-0.675,0.000,0,0,0整體112均布重力b50.0001.5000.000,-0.675,0.000,0,0,0整體113均布重力b60.0001.2680.000,-0.675,0.000,0,0,0整體114均布重力b70.0001.1320.000,-0.675,0.000,0,0,0整體115均布活b10.0001.2670.000,-0.675,0.000,0,0,0整體116均布活b20.0001.5000.000,-0.675,0.000,0,0,0整體117均布活b30.0001.5000.000,-0.675,0.000,0,0,0整體118均布活b40.0001.5000.000,-0.675,0.000,0,0,0整體119均布活b50.0001.5000.000,-0.675,0.000,0,0,0整體120均布活b60.0001.2680.000,-0.675,0.000,0,0,0整體121均布活b70.0001.1320.000,-0.675,0.000,0,0,0整體1在雪荷載設(shè)計(jì)組合作用下名稱類別工況作用體起點(diǎn)(m)終點(diǎn)(m)大小方向系數(shù)1均布重力b10.0001.2670.000,-0.675,0.000,0,0,0整體1.32均布重力b20.0001.5000.000,-0.675,0.000,0,0,0整體1.33均布重力b30.0001.5000.000,-0.675,0.000,0,0,0整體1.34均布重力b40.0001.5000.000,-0.675,0.000,0,0,0整體1.35均布重力b50.0001.5000.000,-0.675,0.000,0,0,0整體1.36均布重力b60.0001.2680.000,-0.675,0.000,0,0,0整體1.37均布重力b70.0001.1320.000,-0.675,0.000,0,0,0整體1.38均布雪b10.0001.2670.000,0.000,0.000,0,0,0整體1.59均布雪b20.0001.5000.000,0.000,0.000,0,0,0整體1.510均布雪b30.0001.5000.000,0.000,0.000,0,0,0整體1.511均布雪b40.0001.5000.000,0.000,0.000,0,0,0整體1.512均布雪b50.0001.5000.000,0.000,0.000,0,0,0整體1.513均布雪b60.0001.2680.000,0.000,0.000,0,0,0整體1.514均布雪b70.0001.1320.000,0.000,0.000,0,0,0整體1.515均布正風(fēng)b10.0001.2670.000,0.000,-0.675,0,0,0局部0.916均布正風(fēng)b20.0001.5000.000,0.000,-0.675,0,0,0局部0.917均布正風(fēng)b30.0001.5000.000,0.000,-0.675,0,0,0局部0.918均布正風(fēng)b40.0001.5000.000,0.000,-0.675,0,0,0局部0.919均布正風(fēng)b50.0001.5000.000,0.000,-0.675,0,0,0局部0.920均布正風(fēng)b60.0001.2680.000,0.000,-0.675,0,0,0局部0.921均布正風(fēng)b70.0001.1320.000,0.000,-0.675,0,0,0局部0.922均布豎向地震b10.0001.2670.000,-0.088,0.000,0,0,0整體0.6523均布豎向地震b20.0001.5000.000,-0.088,0.000,0,0,0整體0.6524均布豎向地震b30.0001.5000.000,-0.088,0.000,0,0,0整體0.6525均布豎向地震b40.0001.5000.000,-0.088,0.000,0,0,0整體0.6526均布豎向地震b50.0001.5000.000,-0.088,0.000,0,0,0整體0.6527均布豎向地震b60.0001.2680.000,-0.088,0.000,0,0,0整體0.6528均布豎向地震b70.0001.1320.000,-0.088,0.000,0,0,0整體0.65結(jié)構(gòu)彎矩圖示編號坐標(biāo)Rx(kN)Ry(kN)Rz(kN)Ryz(kN.m)Rzx(kN.m)Rxy(kN.m)n90,0,00.3570.7860.034n101.13166,0,0-0.0811.8990.022n112.39897,0,00.1412.1460.007n123.89897,0,0-0.0622.3320.011n135.39897,0,00.0282.3170.005n146.89897,0,00.1682.3270.027n158.39897,0,00.1242.1990.044n169.66597,0,0-0.5540.9000.031桿件b2最大應(yīng)力數(shù)據(jù)為12.2367N/mm2≤215N/mm2,滿足強(qiáng)度要求!在雪荷載標(biāo)準(zhǔn)值組合作用下?lián)隙热缦旅Q類別工況作用體起點(diǎn)(m)終點(diǎn)(m)大小方向系數(shù)1均布正風(fēng)b10.0001.2670.000,0.000,-0.675,0,0,0局部0.62均布正風(fēng)b20.0001.5000.000,0.000,-0.675,0,0,0局部0.63均布正風(fēng)b30.0001.5000.000,0.000,-0.675,0,0,0局部0.64均布正風(fēng)b40.0001.5000.000,0.000,-0.675,0,0,0局部0.65均布正風(fēng)b50.0001.5000.000,0.000,-0.675,0,0,0局部0.66均布正風(fēng)b60.0001.2680.000,0.000,-0.675,0,0,0局部0.67均布正風(fēng)b70.0001.1320.000,0.000,-0.675,0,0,0局部0.68均布重力b10.0001.2670.000,-0.675,0.000,0,0,0整體19均布重力b20.0001.5000.000,-0.675,0.000,0,0,0整體110均布重力b30.0001.5000.000,-0.675,0.000,0,0,0整體111均布重力b40.0001.5000.000,-0.675,0.000,0,0,0整體112均布重力b50.0001.5000.000,-0.675,0.000,0,0,0整體113均布重力b60.0001.2680.000,-0.675,0.000,0,0,0整體114均布重力b70.0001.1320.000,-0.675,0.000,0,0,0整體115均布雪b10.0001.2670.000,0.000,0.000,0,0,0整體116均布雪b20.0001.5000.000,0.000,0.000,0,0,0整體117均布雪b30.0001.5000.000,0.000,0.000,0,0,0整體118均布雪b40.0001.5000.000,0.000,0.000,0,0,0整體119均布雪b50.0001.5000.000,0.000,0.000,0,0,0整體120均布雪b60.0001.2680.000,0.000,0.000,0,0,0整體121均布雪b70.0001.1320.000,0.000,0.000,0,0,0整體1橫桿計(jì)算橫桿計(jì)算參