互联网三期玻璃栏杆计算书设计计算书

互联网三期玻璃栏杆计算书设计计算书互联网三期玻璃栏杆计算书设计计算书计算:校核:审核:XXX装饰工程公司二〇二〇年八月十九日﹒第第一部分、[强度计算信息][产品结构] 2一、计算依据及说明 21、工程概况说明 22、设计依据 23、基本计算公式 4二、荷载计算 61、风荷载标准值计算 62、风荷载设计值计算 73、水平地震作用计算 74、荷载组合计算 8三、玻璃计算 81、玻璃面积 82、玻璃板块自重 83、玻璃强度计算 94、玻璃跨中挠度计算 10四、栏杆计算信息 111、栏杆分析参数说明 112、栏杆分析结果 14[强度计算信息][产品结构]计算依据及说明工程概况说明工程名称:互联网三期玻璃栏杆计算书工程所在城市:重庆市工程建筑物所在地地面粗糙度类别:B类工程所在地区抗震设防烈度:六度工程基本风压:0.4kN/m2设计依据序号标准名称标准号1《绿色建筑评价标准》GB/T50378-20192《建筑结构可靠性设计统一标准》GB50068-20183《建筑玻璃采光顶技术要求》JG/T231-20184《铝型材截面几何参数算法及计算机程序要求》YS/T437-20185《建筑幕墙抗震性能振动台试验方法》GB/T18575-20176《吊挂式玻璃幕墙用吊夹》JG/T139-20177《铝合金建筑型材第1部分：基材》GB/T5237.1-20178《铝合金建筑型材第2部分：阳极氧化型材》GB/T5237.2-20179《铝合金建筑型材第3部分：电泳涂漆型材》GB/T5237.3-201710《铝合金建筑型材第4部分：喷粉型材》GB/T5237.4-201711《铝合金建筑型材第5部分：喷漆型材》GB/T5237.5-201712《铝合金建筑型材第6部分：隔热型材》GB/T5237.6-201713《钢结构设计标准》GB50017-201714《混凝土用机械锚栓》JG/T160-201715《冷弯型钢通用技术要求》GB/T6725-201716《混凝土接缝用建筑密封胶》JC/T881-201717《热轧型钢》GB/T706-201618《点支式玻璃幕墙工程技术规程》CECS127-201619《紧固件机械性能自攻螺钉》GB3098.5-201620《普通装饰用铝塑复合板》GB/T22412-201621《民用建筑热工设计规范》GB50176-201622《紧固件机械性能螺母》GB/T3098.2-201523《建筑幕墙平面内变形性能检测方法》GB/T18250-201524《建筑玻璃应用技术规程》JGJ113-201525《建筑物防雷装置检测技术规范》GB/T21431-201526《公共建筑节能设计标准》GB50189-201527《建筑铝合金型材用聚酰胺隔热条》JG/T174-201428《紧固件机械性能不锈钢螺栓、螺钉、螺柱》GB3098.6-201429《紧固件机械性能不锈钢螺母》GB3098.15-201430《建筑铝合金型材用聚酰胺隔热条》JG/T174-201431《混凝土结构后锚固技术规程》JGJ145-201332《混凝土结构加固设计规范(附条文说明)》GB50367-201333《中空玻璃用弹性密封胶》GB/T29755-201334《一般工业用铝及铝合金板、带材第1部分：一般要求》GB/T3880.1-201235《中空玻璃》GB/T11944-201236《建筑陶瓷薄板应用技术规程》JGJ/T172-201237《建筑结构荷载规范》GB50009-201238《一般工业用铝及铝合金板、带材第2部分：力学性能》GB/T3880.2-201239《一般工业用铝及铝合金板、带材第3部分：尺寸偏差》GB/T3880.3-201240《建筑工程用索》JG/T330-201141《干挂空心陶瓷板》GB/T27972-201142《建筑用隔热铝合金型材》JG175-201143《铝合金门窗工程技术规范》JGJ214-201044《建筑抗震设计规范》(2016年版)GB50011-201045《混凝土结构设计规范》(2015版)GB50010-201046《建筑制图标准》GB/T50104-201047《紧固件机械性能螺栓、螺钉和螺柱》GB3098.1-201048《建筑玻璃点支承装置》JG/T138-201049《石材用建筑密封胶》GB/T23261-200950《天然花岗石建筑板材》GB/T18601-200951《建筑抗震加固技术规程》JGJ/T116-200952《公共建筑节能改造技术规范》JGJ176-200953《陶瓷板》GB/T23266-200954《平板玻璃》GB11614-200955《夹层玻璃》GB15763.3-200956《建筑用安全玻璃防火玻璃》GB15763.1-200957《半钢化玻璃》GB/T17841-200858《耐候结构钢》GB/T4171-200859《建筑外门窗保温性能分级及检测方法》GB/T8484-200860《中国地震烈度表》GB/T17742-200861《铝合金门窗》GB/T8478-200862《搪瓷用冷轧低碳钢板及钢带》GB/T13790-200863《塑料门窗工程技术规程》JGJ103-200864《中空玻璃稳态U值（传热系数）的计算及测定》GB/T22476-200865《建筑门窗玻璃幕墙热工计算规程》JGJ/T151-200866《不锈钢棒》GB/T1220-200767《建筑幕墙》GB/T21086-200768《铝合金结构设计规范》GB50429-200769《民用建筑能耗数据采集标准》JGJ/T154-200770《建筑外窗气密、水密、抗风压性能现场检测方法》JG/T211-200771《不锈钢和耐热钢牌号及化学成分》GB/T20878-200772《百页窗用铝合金带材》YS/T621-200773《小单元建筑幕墙》JG/T216-200774《建筑幕墙用瓷板》JG/T217-200775《中空玻璃用复合密封胶条》JC/T1022-200776《干挂饰面石材及其金属挂件》JC830·1~830·2-200577《钢化玻璃》GB15763.2-200578《建筑隔声评价标准》GB/T50121-200579《建筑结构用冷弯矩形钢管》JG/T178-200580《玻璃幕墙工程技术规范》JGJ102-200381《玻璃幕墙工程质量检验标准》JGJ/T139-200182《幕墙玻璃接缝用密封胶》JC/T882-2001基本计算公式(1).场地类别划分:根据地面粗糙度,场地可划分为以下类别:A类近海面,海岛,海岸,湖岸及沙漠地区;B类指田野,乡村,丛林,丘陵以及房屋比较稀疏的乡镇;C类指有密集建筑群的城市市区;D类指有密集建筑群且房屋较高的城市市区;互联网三期玻璃栏杆计算书按B类地区计算风压(2).风荷载计算:幕墙属于薄壁外围护构件，根据《建筑结构荷载规范》GB50009-20128.1.1-2采用风荷载计算公式: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)作用在幕墙上的风荷载标准值(kN/m2)EQβ\s\do3(gz)瞬时风压的阵风系数根据不同场地类型,按以下公式计算:EQβ\s\do3(gz)=1+2gI\s\do3(10)(\f(z,10))(-α)其中g为峰值因子取为2.5，I10为10米高名义湍流度,α为地面粗糙度指数A类场地:EQI\s\do3(10)=0.12,α=0.12B类场地:EQI\s\do3(10)=0.14,α=0.15C类场地:EQI\s\do3(10)=0.23,α=0.22D类场地:EQI\s\do3(10)=0.39,α=0.30EQμ\s\do3(z)风压高度变化系数,按《建筑结构荷载规范》GB50009-2012取定,根据不同场地类型,按以下公式计算:A类场地:EQμ\s\do3(z)=1.284×\b(\f(Z,10))0.24B类场地:EQμ\s\do3(z)=1.000×\b(\f(Z,10))0.30C类场地:EQμ\s\do3(z)=0.544×\b(\f(Z,10))0.44D类场地:EQμ\s\do3(z)=0.262×\b(\f(Z,10))0.60本工程属于B类地区EQμ\s\do3(sl)风荷载体型系数,按《建筑结构荷载规范》GB50009-2012取定EQw\s\do3(0)基本风压,按全国基本风压图,重庆市地区取为0.4kN/m2(3).地震作用计算:EQq\s\do3(EAk)=β\s\do3(E)×α\s\do3(max)×G\s\do3(Ak)其中:EQq\s\do3(EAk)水平地震作用标准值EQβ\s\do3(E)动力放大系数,按5.0取定EQα\s\do3(max)水平地震影响系数最大值,按相应设防烈度取定: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重庆市地区设防烈度为六度,根据本地区的情况,故取EQα\s\do3(max)=0.04EQG\s\do3(Ak)幕墙构件的自重(N/m2)(4).荷载组合:结构设计时，根据构件受力特点，荷载或作用的情况和产生的应力(内力)作用方向，选用最不利的组合，荷载和效应组合设计值按下式采用：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)各项分别为永久荷载：重力；可变荷载：风荷载、温度变化；偶然荷载：地震荷载和作用效应组合的分项系数,按以下规定采用:①对永久荷载采用标准值作为代表值，其分项系数满足：a.当其效应对结构不利时：对由可变荷载效应控制的组合，取1.3b.当其效应对结构有利时：一般情况取1.0；②可变荷载根据设计要求选代表值，其分项系数一般情况取1.5荷载计算风荷载标准值计算EQW\s\do3(k):作用在幕墙上的风荷载标准值(kN/m2)z:计算高度30mEQμ\s\do3(z):30m高处风压高度变化系数(按B类区计算):(GB50009-2012条文说明8.2.1)EQμ\s\do3(z)=1×(\f(z,10))0.3=1.390389EQI\s\do3(10):10米高名义湍流度,对应A、B、C、D类地面粗糙度，分别取0.12、0.14、0.23、0.39。(GB50009-2012条文说明8.4.6)EQβ\s\do3(gz):阵风系数:EQβ\s\do3(gz)=1+2×g×I\s\do3(10)×(\f(z,10))(-α)EQ=1+2×2.5×0.14×(\f(30,10))(-0.15)=1.593649EQμ\s\do3(sp1):局部正风压体型系数EQμ\s\do3(sn1):局部负风压体型系数,通过计算确定EQμ\s\do3(sz):建筑物表面正压区体型系数，按照(GB50009-20128.3.3)取1EQμ\s\do3(sf):建筑物表面负压区体型系数，按照(GB50009-20128.3.3-2)取-1对于封闭式建筑物，考虑内表面压力，取-0.2或0.2EQμ\s\do3(sa):维护构件面板的局部体型系数EQμ\s\do3(s1z)=μ\s\do3(sz)+0.2=1.2EQμ\s\do3(s1f)=μ\s\do3(sf)-0.2=-1.2按照以上计算得到对于面板有:EQμ\s\do3(sp1)=1.2EQμ\s\do3(sn1)=-1.2面板正风压风荷载标准值计算如下EQW\s\do3(kp)=β\s\do3(gz)×μ\s\do3(sp1)×μ\s\do3(z)×W\s\do3(0)(GB50009-20128.1.1-2)=1.593649×1.2×1.390389×0.4=1.06358kN/m2面板负风压风荷载标准值计算如下EQW\s\do3(kn)=β\s\do3(gz)×μ\s\do3(sn1)×μ\s\do3(z)×W\s\do3(0)(GB50009-20128.1.1-2)=1.593649×(-1.2)×1.390389×0.4=-1.06358kN/m2当前幕墙抗风压等级为1级风荷载设计值计算W:风荷载设计值:kN/m2EQγ\s\do3(w):风荷载作用效应的分项系数：1.5面板风荷载作用计算EQW\s\do3(p)=γ\s\do3(w)×W\s\do3(kp)=1.5×1.06358=1.595371kN/m2EQW\s\do3(n)=γ\s\do3(w)×W\s\do3(kn)=1.5×(-1.06358)=-1.595371kN/m2水平地震作用计算EQG\s\do3(Ak):面板平米重量取0.4096kN/m2EQα\s\do3(max):水平地震影响系数最大值:0.04EQq\s\do3(Ek):分布水平地震作用标准值(kN/m2)EQq\s\do3(Ek)=β\s\do3(E)×α\s\do3(max)×G\s\do3(Ak)=5×0.04×0.4096=0.08192kN/m2EQγ\s\do3(E):地震作用分项系数:1.3EQq\s\do3(EA):分布水平地震作用设计值(kN/m2)EQq\s\do3(EA)=γ\s\do3(E)×q\s\do3(Ek)=1.3×0.08192=0.106496kN/m2荷载组合计算幕墙承受的荷载作用组合计算，按照规范，考虑正风压、地震荷载组合:EQS\s\do3(zkp)=W\s\do3(kp)=1.06358kN/m2EQS\s\do3(zp)=W\s\do3(kp)×γ\s\do3(w)+q\s\do3(Ek)×γ\s\do3(E)×ψ\s\do3(E)=1.06358×1.5+0.08192×1.3×0.5=1.648619kN/m2考虑负风压、地震荷载组合:EQS\s\do3(zkn)=W\s\do3(kn)=-1.06358kN/m2EQS\s\do3(zn)=W\s\do3(kn)×γ\s\do3(w)-q\s\do3(Ek)×γ\s\do3(E)×ψ\s\do3(E)=-1.06358×1.5-0.08192×1.3×0.5=-1.648619kN/m2综合以上计算，取绝对值最大的荷载进行强度演算采用面板荷载组合标准值为1.06358kN/m2面板荷载组合设计值为1.648619kN/m2玻璃计算玻璃面积B:该处玻璃幕墙分格宽:1.205mH:该处玻璃幕墙分格高:1.15mA:该处玻璃板块面积:A=B×H=1.205×1.15=1.38575m2玻璃板块自重EQG\s\do3(SAk):夹胶玻璃板块平均自重(不包括铝框):玻璃的体积密度为:25.6(kN/m3)(JGJ102-20035.3.1)EQt\s\do3(1):外层玻璃厚度8mmEQt\s\do3(2):内层玻璃厚度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=1.3×0.4096×1.38575=0.737884kN玻璃强度计算选定面板材料为:8(TP)+1.14+8(TP)夹胶玻璃校核依据:σ≤EQf\s\do3(g)q:玻璃所受组合荷载:1.648619kN/m2a:玻璃短边边长:1.15mb:玻璃长边边长:1.205mEQt\s\do3(1):夹胶玻璃外层玻璃厚度:8mmEQt\s\do3(2):夹胶玻璃内层玻璃厚度:8mmE:玻璃弹性模量:72000N/mm2m:玻璃板面跨中弯曲系数,按边长比a/b查表6.1.2-1得:0.047943η:折减系数,根据参数θ查表6.1.2-2EQσ\s\do3(w):玻璃所受应力:q=1.648619kN/m2荷载分配计算:EQq\s\do3(1)=q×\f(t\s\do3(1)3,t\s\do3(1)3+t\s\do3(2)3)EQ=1.648619×\f(83,83+83)=0.824309EQq\s\do3(2)=q×\f(t\s\do3(2)3,t\s\do3(1)3+t\s\do3(2)3)EQ=1.648619×\f(83,83+83)=0.824309EQq\s\do3(k1)=q\s\do3(k)×\f(t\s\do3(1)3,t\s\do3(1)3+t\s\do3(2)3)EQ=1.06358×\f(83,83+83)=0.53179EQq\s\do3(k2)=q\s\do3(k)×\f(t\s\do3(2)3,t\s\do3(1)3+t\s\do3(2)3)EQ=1.06358×\f(83,83+83)=0.53179参数θ计算:EQθ\s\do3(1)=\f(q\s\do3(k1)×a4×109,E×t\s\do3(1)4)(JGJ102-20036.1.2-3)EQ=\f(0.53179×1.154×109,72000×84)=3.153837查表6.1.2-2得η1=1EQθ\s\do3(2)=\f(q\s\do3(k2)×a4×109,E×t\s\do3(2)4)EQ=\f(0.53179×1.154×109,72000×84)=3.153837查表6.1.2-2得EQη\s\do3(2)=1玻璃最大应力计算: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(6×0.047943×0.824309×1.152×1000,82)×1=4.899819N/mm2EQσ\s\do3(w2)=\f(6×m×q\s\do3(2)×a2×1000,t\s\do3(2)2)×η2EQ=\f(6×0.047943×0.824309×1.152×1000,82)×1=4.899819N/mm24.899819N/mm2≤EQf\s\do3(g)=84N/mm24.899819N/mm2≤EQf\s\do3(g)=84N/mm2玻璃的强度满足玻璃跨中挠度计算校核依据:EQd\s\do3(f)≤d\s\do3(flim)=\f(1.15,60)×1000=19.166667mmD:玻璃刚度(N·mm)ν:玻璃泊松比:0.2E:玻璃弹性模量:72000N/mm2EQt\s\do3(e):夹胶玻璃的等效厚度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):玻璃所受组合荷载标准值:1.06358kN/m2μ:挠度系数,按边长比a/b查表6.1.3得:0.004453参数θ计算:EQθ=\f(q\s\do3(k)×a4,E×t\s\do3(e)4)(JGJ102-20036.1.2-3)EQ=\f(1.06358×1.154,72000×10.0793684)×109=2.503202η:折减系数,根据参数θ查表6.1.2-2得η=1EQd\s\do3(f):玻璃组合荷载标准值作用下挠度最大值EQd\s\do3(f)=\f(μ×q\s\do3(k)×a4,D)×η(JGJ102-20036.1.3-2)EQ=\f(0.004453×1.06358×1.154,6400000)×1×109=1.294162mm1.294162mm≤EQd\s\do3(flim)=19.166667mm玻璃的挠度满足栏杆计算信息栏杆分析参数说明1)本栏杆采用三维有限元分析模式，具体参数说明如下：具体计算模型如下图所示:2)栏杆选定杆件截面参数如下:名称惯性参数(cm4)抵抗矩(cm3)面积矩(cm3)面积(cm2)图样60x40x3铝合金立柱Iy=27.3852Iz=14.3132J=41.6984Wy1=9.1284Wy2=9.1284Wz1=7.1566Wz2=7.1566Sy=0Sz=0A=5.64栏杆扶手Iy=196.403Iz=23.3433J=219.746Wy1=33.2805Wy2=32.2049Wz1=13.932Wz2=8.26459Sy=0Sz=0A=12.25430x30x3钢卡槽Iy=2.29269Iz=3.6396J=5.93229Wy1=1.21582Wy2=2.05754Wz1=2.4264Wz2=2.4264Sy=0Sz=0A=2.5250x40x3钢方管Iy=13.9152Iz=6.06819J=19.9834Wy1=5.56608Wy2=5.56608Wz1=4.04546Wz2=4.04546Sy=0Sz=0A=4.397083)本结构杆件材料信息如下：杆件名称节点信息长度截面名称材料名称b1n1,n21.1560x40x3铝合金立柱铝-6063-T6b1Compn1,n21.1550x40x3钢方管钢-Q235b2n3,n41.1560x40x3铝合金立柱铝-6063-T6b2Compn3,n41.1550x40x3钢方管钢-Q235b3n5,n61.1560x40x3铝合金立柱铝-6063-T6b3Compn5,n61.1550x40x3钢方管钢-Q235b4n7,n81.1560x40x3铝合金立柱铝-6063-T6b4Compn7,n81.1550x40x3钢方管钢-Q235b5n9,n101.1560x40x3铝合金立柱铝-6063-T6b5Compn9,n101.1550x40x3钢方管钢-Q235b6n10,n81.21栏杆扶手铝-6063-T6b7n9,n71.2130x30x3钢卡槽钢-Q235b8n7,n51.2130x30x3钢卡槽钢-Q235b9n5,n31.2130x30x3钢卡槽钢-Q235b10n3,n11.2130x30x3钢卡槽钢-Q235b11n8,n61.21栏杆扶手铝-6063-T6b12n6,n41.21栏杆扶手铝-6063-T6b13n4,n21.21栏杆扶手铝-6063-T64)荷载方向:面板组合荷载为1.06358kN/m2考虑。扶手水平活荷载取1kN/m扶手竖向活荷载取1.2kN/m杆件所受荷载工况组合如下表所示:序号名称组合信息1风载设计值组合1.3×重力荷载+1.5×风荷载2风载标准值组合风荷载+重力荷载3水平活荷载设计组合1.3×重力荷载+1.5×扶手水平活荷载4水平活荷载标准组合重力荷载+扶手水平活荷载5竖向活荷载设计组合1.3×重力荷载+1.5×扶手竖向活荷载杆件支座约束信息如下表:编号坐标x约束y约束z约束yz约束zx约束xy约束n14.820,0.000,0.000XXXXXXn33.615,0.000,0.000XXXXXXn52.410,0.000,0.000XXXXXXn71.205,0.000,0.000XXXXXXn90.000,0.000,0.000XXXXXX栏杆分析结果栏杆在各种工况组合作用下的有限元分析结果如下：当前计算共有5种荷载组合在风载设计值组合作用下名称类别工况作用体起点(m)终点(m)大小方向系数1均布重力b70.0001.2050.000,-0.505,0.000,0,0,0整体1.32均布重力b80.0001.2050.000,-0.505,0.000,0,0,0整体1.33均布重力b100.0001.2050.000,-0.505,0.000,0,0,0整体1.34均布重力b90.0001.2050.000,-0.505,0.000,0,0,0整体1.35上三角风b50.0000.5750.000,0.000,-0.612,0,0,0局部1.56下三角风b50.5751.1500.000,0.000,-0.612,0,0,0局部1.57上三角风b60.0000.5750.000,0.000,0.612,0,0,0局部1.58均布风b60.5750.6300.000,0.000,0.612,0,0,0局部1.59下三角风b60.6301.2050.000,0.000,0.612,0,0,0局部1.510上三角风b40.0000.5750.000,0.000,-0.612,0,0,0局部1.511下三角风b40.5751.1500.000,0.000,-0.612,0,0,0局部1.512上三角风b70.0000.5750.000,0.612,0.000,0,0,0局部1.513均布风b70.5750.6300.000,0.612,0.000,0,0,0局部1.514下三角风b70.6301.2050.000,0.612,0.000,0,0,0局部1.515上三角风b40.0000.5750.000,0.000,-0.612,0,0,0局部1.516下三角风b40.5751.1500.000,0.000,-0.612,0,0,0局部1.517上三角风b110.0000.5750.000,0.000,0.612,0,0,0局部1.518均布风b110.5750.6300.000,0.000,0.612,0,0,0局部1.519下三角风b110.6301.2050.000,0.000,0.612,0,0,0局部1.520上三角风b30.0000.5750.000,0.000,-0.612,0,0,0局部1.521下三角风b30.5751.1500.000,0.000,-0.612,0,0,0局部1.522上三角风b80.0000.5750.000,0.612,0.000,0,0,0局部1.523均布风b80.5750.6300.000,0.612,0.000,0,0,0局部1.524下三角风b80.6301.2050.000,0.612,0.000,0,0,0局部1.525上三角风b20.0000.5750.000,0.000,-0.612,0,0,0局部1.526下三角风b20.5751.1500.000,0.000,-0.612,0,0,0局部1.527上三角风b130.0000.5750.000,0.000,0.612,0,0,0局部1.528均布风b130.5750.6300.000,0.000,0.612,0,0,0局部1.529下三角风b130.6301.2050.000,0.000,0.612,0,0,0局部1.530上三角风b10.0000.5750.000,0.000,-0.612,0,0,0局部1.531下三角风b10.5751.1500.000,0.000,-0.612,0,0,0局部1.532上三角风b100.0000.5750.000,0.612,0.000,0,0,0局部1.533均布风b100.5750.6300.000,0.612,0.000,0,0,0局部1.534下三角风b100.6301.2050.000,0.612,0.000,0,0,0局部1.535上三角风b30.0000.5750.000,0.000,-0.612,0,0,0局部1.536下三角风b30.5751.1500.000,0.000,-0.612,0,0,0局部1.537上三角风b120.0000.5750.000,0.000,0.612,0,0,0局部1.538均布风b120.5750.6300.000,0.000,0.612,0,0,0局部1.539下三角风b120.6301.2050.000,0.000,0.612,0,0,0局部1.540上三角风b20.0000.5750.000,0.000,-0.612,0,0,0局部1.541下三角风b20.5751.1500.000,0.000,-0.612,0,0,0局部1.542上三角风b90.0000.5750.000,0.612,0.000,0,0,0局部1.543均布风b90.5750.6300.000,0.612,0.000,0,0,0局部1.544下三角风b90.6301.2050.000,0.612,0.000,0,0,0局部1.5结构弯矩图示编号坐标Rx(kN)Ry(kN)Rz(kN)Ryz(kN.m)Rzx(kN.m)Rxy(kN.m)n14.82,0,00.3951.1940.8010.113-0.079n33.615,0,00.7902.1211.1340.023n52.41,0,00.7902.2131.213n71.205,0,00.7902.1211.134-0.023n90,0,00.3951.1940.801-0.1130.079杆件最大应力数据为124.385N/mm2≤215N/mm2,满足强度要求!在风载标准值组合作用下挠度如下名称类别工况作用体起点(m)终点(m)大小方向系数1上三角风b50.0000.5750.000,0.000,-0.612,0,0,0局部12下三角风b50.5751.1500.000,0.000,-0.612,0,0,0局部13上三角风b60.0000.5750.000,0.000,0.612,0,0,0局部14均布风b60.5750.6300.000,0.000,0.612,0,0,0局部15下三角风b60.6301.2050.000,0.000,0.612,0,0,0局部16上三角风b40.0000.5750.000,0.000,-0.612,0,0,0局部17下三角风b40.5751.1500.000,0.000,-0.612,0,0,0局部18上三角风b70.0000.5750.000,0.612,0.000,0,0,0局部19均布风b70.5750.6300.000,0.612,0.000,0,0,0局部110下三角风b70.6301.2050.000,0.612,0.000,0,0,0局部111上三角风b40.0000.5750.000,0.000,-0.612,0,0,0局部112下三角风b40.5751.1500.000,0.000,-0.612,0,0,0局部113上三角风b110.0000.5750.000,0.000,0.612,0,0,0局部114均布风b110.5750.6300.000,0.000,0.612,0,0,0局部115下三角风b110.6301.2050.000,0.000,0.612,0,0,0局部116上三角风b30.0000.5750.000,0.000,-0.612,0,0,0局部117下三角风b30.5751.1500.000,0.000,-0.612,0,0,0局部118上三角风b80.0000.5750.000,0.612,0.000,0,0,0局部119均布风b80.5750.6300.000,0.612,0.000,0,0,0局部120下三角风b80.6301.2050.000,0.612,0.000,0,0,0局部121上三角风b20.0000.5750.000,0.000,-0.612,0,0,0局部122下三角风b20.5751.1500.000,0.000,-0.612,0,0,0局部123上三角风b130.0000.5750.000,0.000,0.612,0,0,0局部124均布风b130.5750.6300.000,0.000,0.612,0,0,0局部125下三角风b130.6301.2050.000,0.000,0.612,0,0,0局部126上三角风b10.0000.5750.000,0.000,-0.612,0,0,0局部127下三角风b10.5751.1500.000,0.000,-0.612,0,0,0局部128上三角风b100.0000.5750.000,0.612,0.000,0,0,0局部129均布风b100.5750.6300.000,0.612,0.000,0,0,0局部130下三角风b100.6301.2050.000,0.612,0.000,0,0,0局部131上三角风b30.0000.5750.000,0.000,-0.612,0,0,0局部132下三角风b30.5751.1500.000,0.000,-0.612,0,0,0局部133上三角风b120.0000.5750.000,0.000,0.612,0,0,0局部134均布风b120.5750.6300.000,0.000,0.612,0,0,0局部135下三角风b120.6301.2050.000,0.000,0.612,0,0,0局部136上三角风b20.0000.5750.000,0.000,-0.612,0,0,0局部137下三角风b20.5751.1500.000,0.000,-0.612,0,0,0局部138上三角风b90.0000.5750.000,0.612,0.000,0,0,0局部139均布风b90.5750.6300.000,0.612,0.000,0,0,0局部140下三角风b90.6301.2050.000,0.612,0.000,0,0,0局部141均布重力b70.0001.2050.000,-0.505,0.000,0,0,0整体142均布重力b80.0001.2050.000,-0.505,0.000,0,0,0整体143均布重力b100.0001.2050.000,-0.505,0.000,0,0,0整体144