三縱線柏樹堡立交至北環(huán)立交段改造項(xiàng)目裝飾設(shè)計(jì)計(jì)算書

三縱線柏樹堡立交至北環(huán)立交段改造項(xiàng)目裝飾設(shè)計(jì)計(jì)算書三縱線柏樹堡立交至北環(huán)立交段改造項(xiàng)目(K0+000~K3+260段)裝飾設(shè)計(jì)計(jì)算書﹒第第一部分、天橋五欄桿計(jì)算 3一、荷載計(jì)算 31、風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算 32、風(fēng)荷載設(shè)計(jì)值計(jì)算 63、水平地震作用計(jì)算 64、荷載組合計(jì)算 7二、聚碳酸酯(PC)板計(jì)算 81、PC板面積 82、PC板板塊自重 83、PC板強(qiáng)度計(jì)算 84、PC板跨中撓度計(jì)算 9三、大于3米懸挑柱計(jì)算信息 111、柱分析參數(shù)說明 112、柱分析結(jié)果 13四、不大于3米懸挑柱計(jì)算信息 231、框架柱分析參數(shù)說明 232、框架柱分析結(jié)果 25五、端部連接焊縫強(qiáng)度計(jì)算 361、端接焊縫基本信息 362、焊縫強(qiáng)度計(jì)算 37第二部分、天橋三雨棚計(jì)算 40一、荷載計(jì)算 401、風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算 402、風(fēng)荷載設(shè)計(jì)值計(jì)算 433、水平地震作用計(jì)算 444、荷載組合計(jì)算 44二、聚碳酸酯(PC)計(jì)算 451、PC板面積 452、PC板板塊自重 453、PC板強(qiáng)度計(jì)算 454、PC板跨中撓度計(jì)算 46三、龍骨計(jì)算信息 471、柱分析參數(shù)說明 472、柱分析結(jié)果 50四、端部連接焊縫強(qiáng)度計(jì)算 621、端接焊縫基本信息 622、焊縫強(qiáng)度計(jì)算 63第三部分、觀光電梯計(jì)算 65一、荷載計(jì)算 651、風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算 652、風(fēng)荷載設(shè)計(jì)值計(jì)算 673、水平地震作用計(jì)算 684、荷載組合計(jì)算 68二、點(diǎn)式玻璃計(jì)算 681、玻璃面積 682、玻璃板塊自重 693、玻璃強(qiáng)度計(jì)算 694、玻璃跨中撓度計(jì)算 70三、電梯龍骨計(jì)算 721、設(shè)計(jì)依據(jù) 722、軟件信息 723、結(jié)構(gòu)信息 72(1).總體信息 72(2).幾何信息 73(3).計(jì)算參數(shù) 76(4).計(jì)算簡圖 77(5).材料特性 784、荷載與組合 78(1).工況信息 78(2).荷載信息 78(3).荷載組合 865、周期與振型 86(1).周期與質(zhì)量參與系數(shù) 866、抗傾覆計(jì)算 87(1).抗傾覆穩(wěn)定系數(shù)表 877、反力及位移計(jì)算結(jié)果 88(1).反力 88(2).內(nèi)力 90(3).位移 1018、驗(yàn)算結(jié)果 103(1).桿件應(yīng)力比分布圖 103(2).桿件驗(yàn)算結(jié)果云圖 103四、根部連接焊縫強(qiáng)度計(jì)算 1101、端接焊縫基本信息 1102、焊縫強(qiáng)度計(jì)算 111五、 113天橋五欄桿計(jì)算參考圖紙：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12mEQμ\s\do3(z):12m高處風(fēng)壓高度變化系數(shù)(按B類區(qū)計(jì)算):(GB50009-2012條文說明8.2.1)EQμ\s\do3(z)=1×(\f(z,10))0.3=1.056EQI\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):EQβ\s\do3(gz)=1+2×g×I\s\do3(10)×(\f(z,10))(-α)EQ=1+2×2.5×0.14×(\f(12,10))(-0.15)=1.681EQμ\s\do3(sp1):局部正風(fēng)壓體型系數(shù)EQμ\s\do3(sn1):局部負(fù)風(fēng)壓體型系數(shù),通過計(jì)算確定EQμ\s\do3(sz):建筑物表面正壓區(qū)體型系數(shù)，按照(GB50009-20128.3.3)取0.2EQμ\s\do3(sf):建筑物表面負(fù)壓區(qū)體型系數(shù)，按照(GB50009-20128.3.3-2)取-2對于封閉式建筑物，考慮內(nèi)表面壓力，取-0.2或0.2EQA\s\do3(v):立柱構(gòu)件從屬面積取4m2EQA\s\do3(h):橫梁構(gòu)件從屬面積取2m2EQμ\s\do3(sa):維護(hù)構(gòu)件面板的局部體型系數(shù)EQμ\s\do3(s1z)=μ\s\do3(sz)+0.2=0.4EQμ\s\do3(s1f)=μ\s\do3(sf)-0.2=-2.2維護(hù)構(gòu)件從屬面積大于或等于25m2的體型系數(shù)計(jì)算EQμ\s\do3(s25z)=μ\s\do3(sz)×0.8+0.2=0.36(GB50009-20128.3.4)EQμ\s\do3(s25f)=μ\s\do3(sf)×0.8-0.2=-1.8(GB50009-20128.3.4)對于直接承受荷載的面板而言，不需折減有EQμ\s\do3(saz)=0.4EQμ\s\do3(saf)=-2.2同樣，取立柱面積對數(shù)線性插值計(jì)算得到EQμ\s\do3(savz)=μ\s\do3(sz)+(μ\s\do3(sz)×0.8-μ\s\do3(sz))×\f(log(A\s\do3(v)),1.4)+0.2EQ=0.2+(0.16-0.2)×\f(0.602,1.4)+0.2=0.383EQμ\s\do3(savf)=μ\s\do3(sf)+(μ\s\do3(sf)×0.8-μ\s\do3(sf))×\f(log(A\s\do3(v)),1.4)-0.2EQ=-2+((-1.6)-(-2))×\f(0.602,1.4)-0.2=-2.028同樣，取橫梁面積對數(shù)線性插值計(jì)算得到EQμ\s\do3(sahz)=μ\s\do3(sz)+(μ\s\do3(sz)×0.8-μ\s\do3(sz))×\f(log(A\s\do3(h)),1.4)+0.2EQ=0.2+(0.16-0.2)×\f(0.301,1.4)+0.2=0.391EQμ\s\do3(sahf)=μ\s\do3(sf)+(μ\s\do3(sf)×0.8-μ\s\do3(sf))×\f(log(A\s\do3(h)),1.4)-0.2EQ=-2+((-1.6)-(-2))×\f(0.301,1.4)-0.2=-2.114按照以上計(jì)算得到對于面板有:EQμ\s\do3(sp1)=0.4EQμ\s\do3(sn1)=-2.2對于立柱有:EQμ\s\do3(svp1)=0.383EQμ\s\do3(svn1)=-2.028對于橫梁有:EQμ\s\do3(shp1)=0.391EQμ\s\do3(shn1)=-2.114面板正風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)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)=1.681×0.4×1.056×0.4=0.284kN/m2EQW\s\do3(kp)<1kN/m2,取EQW\s\do3(kp)=1kN/m2面板負(fù)風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)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)=1.681×(-2.2)×1.056×0.4=-1.563kN/m2同樣，立柱正風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(kvp)=β\s\do3(gz)×μ\s\do3(svp1)×μ\s\do3(z)×W\s\do3(0)(GB50009-20128.1.1-2)=1.681×0.383×1.056×0.4=0.272kN/m2EQW\s\do3(kvp)<1kN/m2,取EQW\s\do3(kvp)=1kN/m2立柱負(fù)風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(kvn)=β\s\do3(gz)×μ\s\do3(svn1)×μ\s\do3(z)×W\s\do3(0)(GB50009-20128.1.1-2)=-1.44kN/m2同樣，橫梁正風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(khp)=β\s\do3(gz)×μ\s\do3(shp1)×μ\s\do3(z)×W\s\do3(0)(GB50009-20128.1.1-2)=0.278kN/m2EQW\s\do3(khp)<1kN/m2,取EQW\s\do3(khp)=1kN/m2橫梁負(fù)風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(khn)=β\s\do3(gz)×μ\s\do3(shn1)×μ\s\do3(z)×W\s\do3(0)(GB50009-20128.1.1-2)=-1.501kN/m2當(dāng)前幕墻抗風(fēng)壓等級為2級風(fēng)荷載設(shè)計(jì)值計(jì)算W:風(fēng)荷載設(shè)計(jì)值:kN/m2EQγ\s\do3(w):風(fēng)荷載作用效應(yīng)的分項(xiàng)系數(shù)：1.5面板風(fēng)荷載作用計(jì)算EQW\s\do3(p)=γ\s\do3(w)×W\s\do3(kp)=1.5×1=1.5kN/m2EQW\s\do3(n)=γ\s\do3(w)×W\s\do3(kn)=1.5×(-1.563)=-2.344kN/m2立柱風(fēng)荷載作用計(jì)算EQW\s\do3(vp)=γ\s\do3(w)×W\s\do3(kvp)=1.5×1=1.5kN/m2EQW\s\do3(vn)=γ\s\do3(w)×W\s\do3(kvn)=1.5×(-1.44)=-2.161kN/m2橫梁風(fēng)荷載作用計(jì)算EQW\s\do3(hp)=γ\s\do3(w)×W\s\do3(khp)=1.5×1=1.5kN/m2EQW\s\do3(hn)=γ\s\do3(w)×W\s\do3(khn)=1.5×(-1.501)=-2.252kN/m2水平地震作用計(jì)算EQG\s\do3(Ak):面板平米重量取0.256kN/m2EQα\s\do3(max):水平地震影響系數(shù)最大值:0.04EQq\s\do3(Ek):分布水平地震作用標(biāo)準(zhǔn)值(kN/m2)EQq\s\do3(Ek)=β\s\do3(E)×α\s\do3(max)×G\s\do3(Ak)=5×0.04×0.256=0.051kN/m2EQγ\s\do3(E):地震作用分項(xiàng)系數(shù):1.3EQq\s\do3(EA):分布水平地震作用設(shè)計(jì)值(kN/m2)EQq\s\do3(EA)=γ\s\do3(E)×q\s\do3(Ek)=1.3×0.051=0.067kN/m2荷載組合計(jì)算幕墻承受的荷載作用組合計(jì)算，按照規(guī)范，考慮正風(fēng)壓、地震荷載組合:EQS\s\do3(zkp)=W\s\do3(kp)=1kN/m2EQS\s\do3(zp)=W\s\do3(kp)×γ\s\do3(w)+q\s\do3(Ek)×γ\s\do3(E)×ψ\s\do3(E)=1×1.5+0.051×1.3×0.5=1.533kN/m2考慮負(fù)風(fēng)壓、地震荷載組合:EQS\s\do3(zkn)=W\s\do3(kn)=-1.563kN/m2EQS\s\do3(zn)=W\s\do3(kn)×γ\s\do3(w)-q\s\do3(Ek)×γ\s\do3(E)×ψ\s\do3(E)=-1.563×1.5-0.051×1.3×0.5=-2.377kN/m2綜合以上計(jì)算，取絕對值最大的荷載進(jìn)行強(qiáng)度演算采用面板荷載組合標(biāo)準(zhǔn)值為1.563kN/m2面板荷載組合設(shè)計(jì)值為2.377kN/m2立柱承受風(fēng)荷載標(biāo)準(zhǔn)值為1.44kN/m2橫梁承受風(fēng)荷載標(biāo)準(zhǔn)值為1.501kN/m2

聚碳酸酯(PC)板計(jì)算PC板面積B:該處PC板幕墻分格寬:1.5mH:該處PC板幕墻分格高:2.3mA:該處PC板板塊面積:A=B×H=1.5×2.3=3.45m2PC板板塊自重EQG\s\do3(SAk):單層PC板板塊平均自重(不包括鋁框):PC板的體積密度為:25.6(kN/m3)(JGJ102-20035.3.1)t:PC板厚度10mmEQG\s\do3(SAk)=25.6×\f(t,1000)EQ=25.6×\f(10,1000)=0.256kN/m2EQG=1.3×0.256×3.45=1.148kNPC板強(qiáng)度計(jì)算選定面板材料為:10mm(TP)PC板校核依據(jù):σ≤EQf\s\do3(g)=69N/mm2q:PC板所受組合荷載:2.377kN/m2a:PC板短邊邊長:1.5mb:PC板長邊邊長:2.3mEQt\s\do3(1):單層PC板PC板板塊厚度為:10(mm)E:PC板彈性模量:72000N/mm2m:PC板板面跨中彎曲系數(shù),按邊長比a/b查表6.1.2-1得:0.08η:折減系數(shù),根據(jù)參數(shù)θ查表6.1.2-2EQσ\s\do3(w):PC板所受應(yīng)力:q=2.377kN/m2參數(shù)θ計(jì)算:EQθ=\f(qk×a4×109,E×t4)(JGJ102-20036.1.2-3)EQ=\f(1.563×1.54×109,72000×104)=10.987查表6.1.2-2得η=0.956PC板最大應(yīng)力計(jì)算:EQσ\s\do3(w)=\f(6×m×q×a2×1000,t2)×η(JGJ102-20036.1.2-1)EQ=\f(6×0.08×2.377×1.52×1000,102)×0.956=24.585N/mm224.585N/mm2≤EQf\s\do3(g)=69N/mm2PC板的強(qiáng)度滿足PC板跨中撓度計(jì)算校核依據(jù):EQd\s\do3(f)≤d\s\do3(flim)=\f(1.5,60)×1000=25mmD:PC板剛度(N·mm)ν:PC板泊松比:0.2E:PC板彈性模量:72000N/mm2t:PC板板塊厚度:10mmEQD=\f(E×t3,12×(1-ν2))EQ=\f(72000×103,12×(1-0.22))=6250000N·mmEQq\s\do3(k):PC板所受組合荷載標(biāo)準(zhǔn)值:1.563kN/m2μ:撓度系數(shù),按邊長比a/b查表6.1.3得:0.008參數(shù)θ計(jì)算:EQθ=\f(q\s\do3(k)×a4,E×t4)(JGJ102-20036.1.2-3)EQ=\f(1.563×1.54,72000×104)×109=10.987η:折減系數(shù),根據(jù)參數(shù)θ查表6.1.2-2得η=0.956EQd\s\do3(f):PC板組合荷載標(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(0.008×1.563×1.54,6250000)×0.956×109=9.596mm9.596mm≤EQd\s\do3(flim)=25mmPC板的撓度滿足

大于3米懸挑柱計(jì)算信息柱分析參數(shù)說明1)本框架立柱采用三維有限元分析模式，具體參數(shù)說明如下：框架立柱左面板寬度為1.65m,面板平米重0.3kN/m2右面板寬度為1.65m,面板平米重0.3kN/m2框架立柱強(qiáng)軸為X軸，弱軸為Z軸，立柱軸向向上為Y軸正向。具體計(jì)算模型如下圖所示: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n110.187,0.000,0.000XXXXXX2)立柱選定桿件截面參數(shù)如下:名稱慣性參數(shù)(cm4)抵抗矩(cm3)面積矩(cm3)面積(cm2)圖樣250*150*8Iy=5223.51Iz=2339.35J=7562.86Wy1=417.881Wy2=417.881Wz1=311.913Wz2=311.913Sy=254.712Sz=177.912A=61.443)本結(jié)構(gòu)桿件材料信息如下：桿件名稱節(jié)點(diǎn)信息長度截面名稱材料名稱b1n1,n21.69250*150*8鋼-Q235b2n3,n11.65250*150*8鋼-Q235b3n4,n30.533250*150*8鋼-Q235b4n5,n40.412250*150*8鋼-Q235b5n6,n50.367250*150*8鋼-Q235b6n7,n60.361250*150*8鋼-Q235b7n8,n70.62250*150*8鋼-Q235b8n9,n80.308250*150*8鋼-Q235b9n10,n90.303250*150*8鋼-Q235b10n11,n100.657250*150*8鋼-Q2354)荷載方向:風(fēng)荷載按照垂直于面板考慮，地震荷載（如果有的話）按照平行于X軸考慮，重力則為Y軸向下,下面對各相關(guān)荷載進(jìn)行計(jì)算。風(fēng)荷載計(jì)算:EQμ\s\do3(z):取1.056EQβ\s\do3(gz):陣風(fēng)系數(shù)取1.681EQμ\s\do3(sp1):局部正風(fēng)壓體型系數(shù)EQμ\s\do3(sn1):局部負(fù)風(fēng)壓體型系數(shù)通過計(jì)算確定EQA\s\do3(v):立柱構(gòu)件從屬面積取8.58m2EQμ\s\do3(sa):維護(hù)構(gòu)件面板的局部體型系數(shù)取立柱面積對數(shù)線性插值計(jì)算得到EQμ\s\do3(saz)=EQμ\s\do3(sz)+(EQμ\s\do3(sz)×0.8-EQμ\s\do3(sz))×EQ\f(log(A\s\do3(v)),1.4)+0.2=0.2+(0.16-0.2)×EQ\f(0.933,1.4)+0.2=0.373EQμ\s\do3(saf)=EQμ\s\do3(sf)+(EQμ\s\do3(sf)×0.8-EQμ\s\do3(sf))×EQ\f(log(A\s\do3(v)),1.4)-0.2=-2+((-1.6)-(-2))×EQ\f(0.933,1.4)-0.2=-1.933按照以上計(jì)算并考慮建筑物密集造成的相互干擾系數(shù)以及局部體型系數(shù)放大系數(shù)得到對于立柱有:EQμ\s\do3(sp1)=0.373EQμ\s\do3(sn1)=-1.933立柱正風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(kp)=EQβ\s\do3(gz)×EQμ\s\do3(sp1)×EQμ\s\do3(z)×EQW\s\do3(0)(GB50009-20128.1.1-2)=1.681×0.373×1.056×0.4=0.265kN/m2EQW\s\do3(kp)<1kN/m2,取EQW\s\do3(kp)=1kN/m2立柱負(fù)風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(kn)=EQβ\s\do3(gz)×EQμ\s\do3(sn1)×EQμ\s\do3(z)×EQW\s\do3(0)(GB50009-20128.1.1-2)=-1.373kN/m2重力荷載:EQG\s\do3(Akl):左邊面板平米重取0.3kN/m2EQG\s\do3(Akr):右邊面板平米重取0.3kN/m2水平分布地震荷載計(jì)算(左右分別計(jì)算):EQq\s\do3(Ekl)=EQβ\s\do3(E)×EQα\s\do3(max)×EQG\s\do3(Akl)(JGJ102-20035.3.4)=5×0.04×0.3=0.06kN/m2EQq\s\do3(Ekr)=EQβ\s\do3(E)×EQα\s\do3(max)×EQG\s\do3(Akr)(JGJ102-20035.3.4)=5×0.04×0.3=0.06kN/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風(fēng)吹設(shè)計(jì)值組合1.5×風(fēng)荷載吹+0.65×地震荷載+1.3×重力荷載2風(fēng)吹標(biāo)準(zhǔn)值組合1×風(fēng)荷載吹+1×重力荷載3風(fēng)吸設(shè)計(jì)值組合1.5×風(fēng)荷載吸+0.65×地震荷載+1.3×重力荷載4風(fēng)吸標(biāo)準(zhǔn)值組合1×風(fēng)荷載吸+1×重力荷載柱分析結(jié)果立柱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4種工況在風(fēng)吹設(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均布風(fēng)吹b101.693441,0,0,0,0,0整體1.52均布風(fēng)吹b201.650591,0,0,0,0,0整體1.53均布風(fēng)吹b300.5329691,0,0,0,0,0整體1.54均布風(fēng)吹b400.4119651,0,0,0,0,0整體1.55均布風(fēng)吹b500.3671441,0,0,0,0,0整體1.56均布風(fēng)吹b600.3614651,0,0,0,0,0整體1.57均布風(fēng)吹b700.6202161,0,0,0,0,0整體1.58均布風(fēng)吹b800.3080251,0,0,0,0,0整體1.59均布風(fēng)吹b900.3031091,0,0,0,0,0整體1.510均布風(fēng)吹b1000.6569381,0,0,0,0,0整體1.511均布地震b101.693440.06,0,0,0,0,0整體0.6512均布地震b101.693440.06,0,0,0,0,0整體0.6513均布地震b201.650590.06,0,0,0,0,0整體0.6514均布地震b201.650590.06,0,0,0,0,0整體0.6515均布地震b300.5329690.06,0,0,0,0,0整體0.6516均布地震b300.5329690.06,0,0,0,0,0整體0.6517均布地震b400.4119650.06,0,0,0,0,0整體0.6518均布地震b400.4119650.06,0,0,0,0,0整體0.6519均布地震b500.3671440.06,0,0,0,0,0整體0.6520均布地震b500.3671440.06,0,0,0,0,0整體0.6521均布地震b600.3614650.06,0,0,0,0,0整體0.6522均布地震b600.3614650.06,0,0,0,0,0整體0.6523均布地震b700.6202160.06,0,0,0,0,0整體0.6524均布地震b700.6202160.06,0,0,0,0,0整體0.6525均布地震b800.3080250.06,0,0,0,0,0整體0.6526均布地震b800.3080250.06,0,0,0,0,0整體0.6527均布地震b900.3031090.06,0,0,0,0,0整體0.6528均布地震b900.3031090.06,0,0,0,0,0整體0.6529均布地震b1000.6569380.06,0,0,0,0,0整體0.6530均布地震b1000.6569380.06,0,0,0,0,0整體0.6531均布重力b101.693440,-0.3,0,0,0,0整體1.332均布重力b101.693440,-0.3,0,0,0,0整體1.333均布重力b201.650590,-0.3,0,0,0,0整體1.334均布重力b201.650590,-0.3,0,0,0,0整體1.335均布重力b300.5329690,-0.3,0,0,0,0整體1.336均布重力b300.5329690,-0.3,0,0,0,0整體1.337均布重力b400.4119650,-0.3,0,0,0,0整體1.338均布重力b400.4119650,-0.3,0,0,0,0整體1.339均布重力b500.3671440,-0.3,0,0,0,0整體1.340均布重力b500.3671440,-0.3,0,0,0,0整體1.341均布重力b600.3614650,-0.3,0,0,0,0整體1.342均布重力b600.3614650,-0.3,0,0,0,0整體1.343均布重力b700.6202160,-0.3,0,0,0,0整體1.344均布重力b700.6202160,-0.3,0,0,0,0整體1.345均布重力b800.3080250,-0.3,0,0,0,0整體1.346均布重力b800.3080250,-0.3,0,0,0,0整體1.347均布重力b900.3031090,-0.3,0,0,0,0整體1.348均布重力b900.3031090,-0.3,0,0,0,0整體1.349均布重力b1000.6569380,-0.3,0,0,0,0整體1.350均布重力b1000.6569380,-0.3,0,0,0,0整體1.3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)n110.186673,0,0-17.5364.44455.462桿件最大應(yīng)力數(shù)據(jù)為127.69N/mm2≤215N/mm2,滿足強(qiáng)度要求!在風(fēng)吹標(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均布風(fēng)吹b101.693441,0,0,0,0,0整體12均布風(fēng)吹b201.650591,0,0,0,0,0整體13均布風(fēng)吹b300.5329691,0,0,0,0,0整體14均布風(fēng)吹b400.4119651,0,0,0,0,0整體15均布風(fēng)吹b500.3671441,0,0,0,0,0整體16均布風(fēng)吹b600.3614651,0,0,0,0,0整體17均布風(fēng)吹b700.6202161,0,0,0,0,0整體18均布風(fēng)吹b800.3080251,0,0,0,0,0整體19均布風(fēng)吹b900.3031091,0,0,0,0,0整體110均布風(fēng)吹b1000.6569381,0,0,0,0,0整體111均布重力b101.693440,-0.3,0,0,0,0整體112均布重力b101.693440,-0.3,0,0,0,0整體113均布重力b201.650590,-0.3,0,0,0,0整體114均布重力b201.650590,-0.3,0,0,0,0整體115均布重力b300.5329690,-0.3,0,0,0,0整體116均布重力b300.5329690,-0.3,0,0,0,0整體117均布重力b400.4119650,-0.3,0,0,0,0整體118均布重力b400.4119650,-0.3,0,0,0,0整體119均布重力b500.3671440,-0.3,0,0,0,0整體120均布重力b500.3671440,-0.3,0,0,0,0整體121均布重力b600.3614650,-0.3,0,0,0,0整體122均布重力b600.3614650,-0.3,0,0,0,0整體123均布重力b700.6202160,-0.3,0,0,0,0整體124均布重力b700.6202160,-0.3,0,0,0,0整體125均布重力b800.3080250,-0.3,0,0,0,0整體126均布重力b800.3080250,-0.3,0,0,0,0整體127均布重力b900.3031090,-0.3,0,0,0,0整體128均布重力b900.3031090,-0.3,0,0,0,0整體129均布重力b1000.6569380,-0.3,0,0,0,0整體130均布重力b1000.6569380,-0.3,0,0,0,0整體1在風(fēng)吸設(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均布風(fēng)吸b101.69344-1.37312,0,0,0,0,0整體1.52均布風(fēng)吸b201.65059-1.37312,0,0,0,0,0整體1.53均布風(fēng)吸b300.532969-1.37312,0,0,0,0,0整體1.54均布風(fēng)吸b400.411965-1.37312,0,0,0,0,0整體1.55均布風(fēng)吸b500.367144-1.37312,0,0,0,0,0整體1.56均布風(fēng)吸b600.361465-1.37312,0,0,0,0,0整體1.57均布風(fēng)吸b700.620216-1.37312,0,0,0,0,0整體1.58均布風(fēng)吸b800.308025-1.37312,0,0,0,0,0整體1.59均布風(fēng)吸b900.303109-1.37312,0,0,0,0,0整體1.510均布風(fēng)吸b1000.656938-1.37312,0,0,0,0,0整體1.511均布地震b101.69344-0.06,0,0,0,0,0整體0.6512均布地震b101.69344-0.06,0,0,0,0,0整體0.6513均布地震b201.65059-0.06,0,0,0,0,0整體0.6514均布地震b201.65059-0.06,0,0,0,0,0整體0.6515均布地震b300.532969-0.06,0,0,0,0,0整體0.6516均布地震b300.532969-0.06,0,0,0,0,0整體0.6517均布地震b400.411965-0.06,0,0,0,0,0整體0.6518均布地震b400.411965-0.06,0,0,0,0,0整體0.6519均布地震b500.367144-0.06,0,0,0,0,0整體0.6520均布地震b500.367144-0.06,0,0,0,0,0整體0.6521均布地震b600.361465-0.06,0,0,0,0,0整體0.6522均布地震b600.361465-0.06,0,0,0,0,0整體0.6523均布地震b700.620216-0.06,0,0,0,0,0整體0.6524均布地震b700.620216-0.06,0,0,0,0,0整體0.6525均布地震b800.308025-0.06,0,0,0,0,0整體0.6526均布地震b800.308025-0.06,0,0,0,0,0整體0.6527均布地震b900.303109-0.06,0,0,0,0,0整體0.6528均布地震b900.303109-0.06,0,0,0,0,0整體0.6529均布地震b1000.656938-0.06,0,0,0,0,0整體0.6530均布地震b1000.656938-0.06,0,0,0,0,0整體0.6531均布重力b101.693440,-0.3,0,0,0,0整體1.332均布重力b101.693440,-0.3,0,0,0,0整體1.333均布重力b201.650590,-0.3,0,0,0,0整體1.334均布重力b201.650590,-0.3,0,0,0,0整體1.335均布重力b300.5329690,-0.3,0,0,0,0整體1.336均布重力b300.5329690,-0.3,0,0,0,0整體1.337均布重力b400.4119650,-0.3,0,0,0,0整體1.338均布重力b400.4119650,-0.3,0,0,0,0整體1.339均布重力b500.3671440,-0.3,0,0,0,0整體1.340均布重力b500.3671440,-0.3,0,0,0,0整體1.341均布重力b600.3614650,-0.3,0,0,0,0整體1.342均布重力b600.3614650,-0.3,0,0,0,0整體1.343均布重力b700.6202160,-0.3,0,0,0,0整體1.344均布重力b700.6202160,-0.3,0,0,0,0整體1.345均布重力b800.3080250,-0.3,0,0,0,0整體1.346均布重力b800.3080250,-0.3,0,0,0,0整體1.347均布重力b900.3031090,-0.3,0,0,0,0整體1.348均布重力b900.3031090,-0.3,0,0,0,0整體1.349均布重力b1000.6569380,-0.3,0,0,0,0整體1.350均布重力b1000.6569380,-0.3,0,0,0,0整體1.3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)n110.186673,0,023.9144.44463.522桿件最大應(yīng)力數(shù)據(jù)為144.856N/mm2≤215N/mm2,滿足強(qiáng)度要求!在風(fēng)吸標(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均布風(fēng)吸b101.69344-1.37312,0,0,0,0,0整體12均布風(fēng)吸b201.65059-1.37312,0,0,0,0,0整體13均布風(fēng)吸b300.532969-1.37312,0,0,0,0,0整體14均布風(fēng)吸b400.411965-1.37312,0,0,0,0,0整體15均布風(fēng)吸b500.367144-1.37312,0,0,0,0,0整體16均布風(fēng)吸b600.361465-1.37312,0,0,0,0,0整體17均布風(fēng)吸b700.620216-1.37312,0,0,0,0,0整體18均布風(fēng)吸b800.308025-1.37312,0,0,0,0,0整體19均布風(fēng)吸b900.303109-1.37312,0,0,0,0,0整體110均布風(fēng)吸b1000.656938-1.37312,0,0,0,0,0整體111均布重力b101.693440,-0.3,0,0,0,0整體112均布重力b101.693440,-0.3,0,0,0,0整體113均布重力b201.650590,-0.3,0,0,0,0整體114均布重力b201.650590,-0.3,0,0,0,0整體115均布重力b300.5329690,-0.3,0,0,0,0整體116均布重力b300.5329690,-0.3,0,0,0,0整體117均布重力b400.4119650,-0.3,0,0,0,0整體118均布重力b400.4119650,-0.3,0,0,0,0整體119均布重力b500.3671440,-0.3,0,0,0,0整體120均布重力b500.3671440,-0.3,0,0,0,0整體121均布重力b600.3614650,-0.3,0,0,0,0整體122均布重力b600.3614650,-0.3,0,0,0,0整體123均布重力b700.6202160,-0.3,0,0,0,0整體124均布重力b700.6202160,-0.3,0,0,0,0整體125均布重力b800.3080250,-0.3,0,0,0,0整體126均布重力b800.3080250,-0.3,0,0,0,0整體127均布重力b900.3031090,-0.3,0,0,0,0整體128均布重力b900.3031090,-0.3,0,0,0,0整體129均布重力b1000.6569380,-0.3,0,0,0,0整體130均布重力b1000.6569380,-0.3,0,0,0,0整體1

不大于3米懸挑柱計(jì)算信息框架柱分析參數(shù)說明1)本框架立柱采用三維有限元分析模式，具體參數(shù)說明如下：框架立柱左面板寬度為1.65m,面板平米重0.3kN/m2右面板寬度為1.65m,面板平米重0.3kN/m2框架立柱強(qiáng)軸為X軸，弱軸為Z軸，立柱軸向向上為Y軸正向。具體計(jì)算模型如下圖所示: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n90.187,0.000,0.000XXXXXX2)立柱選定桿件截面參數(shù)如下:名稱慣性參數(shù)(cm4)抵抗矩(cm3)面積矩(cm3)面積(cm2)圖樣150*150*6Iy=1196.47Iz=1196.47J=2392.94Wy1=159.529Wy2=159.529Wz1=159.529Wz2=159.529Sy=93.366Sz=93.366A=34.563)本結(jié)構(gòu)桿件材料信息如下：桿件名稱節(jié)點(diǎn)信息長度截面名稱材料名稱b1n1,n20.263150*150*6鋼-Q235b2n3,n10.412150*150*6鋼-Q235b3n4,n30.367150*150*6鋼-Q235b4n5,n40.361150*150*6鋼-Q235b5n6,n50.62150*150*6鋼-Q235b6n7,n60.308150*150*6鋼-Q235b7n8,n70.303150*150*6鋼-Q235b8n9,n80.657150*150*6鋼-Q2354)荷載方向:風(fēng)荷載按照垂直于面板考慮，地震荷載（如果有的話）按照平行于X軸考慮，重力則為Y軸向下,下面對各相關(guān)荷載進(jìn)行計(jì)算。風(fēng)荷載計(jì)算:EQμ\s\do3(z):取1.056EQβ\s\do3(gz):陣風(fēng)系數(shù)取1.681EQμ\s\do3(sp1):局部正風(fēng)壓體型系數(shù)EQμ\s\do3(sn1):局部負(fù)風(fēng)壓體型系數(shù)通過計(jì)算確定EQA\s\do3(v):立柱構(gòu)件從屬面積取8.58m2EQμ\s\do3(sa):維護(hù)構(gòu)件面板的局部體型系數(shù)取立柱面積對數(shù)線性插值計(jì)算得到EQμ\s\do3(saz)=EQμ\s\do3(sz)+(EQμ\s\do3(sz)×0.8-EQμ\s\do3(sz))×EQ\f(log(A\s\do3(v)),1.4)+0.2=0.2+(0.16-0.2)×EQ\f(0.933,1.4)+0.2=0.373EQμ\s\do3(saf)=EQμ\s\do3(sf)+(EQμ\s\do3(sf)×0.8-EQμ\s\do3(sf))×EQ\f(log(A\s\do3(v)),1.4)-0.2=-2+((-1.6)-(-2))×EQ\f(0.933,1.4)-0.2=-1.933按照以上計(jì)算并考慮建筑物密集造成的相互干擾系數(shù)以及局部體型系數(shù)放大系數(shù)得到對于立柱有:EQμ\s\do3(sp1)=0.373EQμ\s\do3(sn1)=-1.933立柱正風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(kp)=EQβ\s\do3(gz)×EQμ\s\do3(sp1)×EQμ\s\do3(z)×EQW\s\do3(0)(GB50009-20128.1.1-2)=1.681×0.373×1.056×0.4=0.265kN/m2EQW\s\do3(kp)<1kN/m2,取EQW\s\do3(kp)=1kN/m2立柱負(fù)風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下EQW\s\do3(kn)=EQβ\s\do3(gz)×EQμ\s\do3(sn1)×EQμ\s\do3(z)×EQW\s\do3(0)(GB50009-20128.1.1-2)=-1.373kN/m2重力荷載:EQG\s\do3(Akl):左邊面板平米重取0.3kN/m2EQG\s\do3(Akr):右邊面板平米重取0.3kN/m2水平分布地震荷載計(jì)算(左右分別計(jì)算):EQq\s\do3(Ekl)=EQβ\s\do3(E)×EQα\s\do3(max)×EQG\s\do3(Akl)(JGJ102-20035.3.4)=5×0.04×0.3=0.06kN/m2EQq\s\do3(Ekr)=EQβ\s\do3(E)×EQα\s\do3(max)×EQG\s\do3(Akr)(JGJ102-20035.3.4)=5×0.04×0.3=0.06kN/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風(fēng)吹設(shè)計(jì)值組合1.5×風(fēng)荷載吹+0.65×地震荷載+1.3×重力荷載2風(fēng)吹標(biāo)準(zhǔn)值組合1×風(fēng)荷載吹+1×重力荷載3風(fēng)吸設(shè)計(jì)值組合1.5×風(fēng)荷載吸+0.65×地震荷載+1.3×重力荷載4風(fēng)吸標(biāo)準(zhǔn)值組合1×風(fēng)荷載吸+1×重力荷載框架柱分析結(jié)果立柱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4種工況在風(fēng)吹設(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均布風(fēng)吹b100.2625521,0,0,0,0,0整體1.52均布風(fēng)吹b200.4119651,0,0,0,0,0整體1.53均布風(fēng)吹b300.3671441,0,0,0,0,0整體1.54均布風(fēng)吹b400.3614651,0,0,0,0,0整體1.55均布風(fēng)吹b500.6202161,0,0,0,0,0整體1.56均布風(fēng)吹b600.3080251,0,0,0,0,0整體1.57均布風(fēng)吹b700.3031091,0,0,0,0,0整體1.58均布風(fēng)吹b800.6569381,0,0,0,0,0整體1.59均布地震b100.2625520.06,0,0,0,0,0整體0.6510均布地震b100.2625520.06,0,0,0,0,0整體0.6511均布地震b200.4119650.06,0,0,0,0,0整體0.6512均布地震b200.4119650.06,0,0,0,0,0整體0.6513均布地震b300.3671440.06,0,0,0,0,0整體0.6514均布地震b300.3671440.06,0,0,0,0,0整體0.6515均布地震b400.3614650.06,0,0,0,0,0整體0.6516均布地震b400.3614650.06,0,0,0,0,0整體0.6517均布地震b500.6202160.06,0,0,0,0,0整體0.6518均布地震b500.6202160.06,0,0,0,0,0整體0.6519均布地震b600.3080250.06,0,0,0,0,0整體0.6520均布地震b600.3080250.06,0,0,0,0,0整體0.6521均布地震b700.3031090.06,0,0,0,0,0整體0.6522均布地震b700.3031090.06,0,0,0,0,0整體0.6523均布地震b800.6569380.06,0,0,0,0,0整體0.6524均布地震b800.6569380.06,0,0,0,0,0整體0.6525均布重力b100.2625520,-0.3,0,0,0,0整體1.326均布重力b100.2625520,-0.3,0,0,0,0整體1.327均布重力b200.4119650,-0.3,0,0,0,0整體1.328均布重力b200.4119650,-0.3,0,0,0,0整體1.329均布重力b300.3671440,-0.3,0,0,0,0整體1.330均布重力b300.3671440,-0.3,0,0,0,0整體1.331均布重力b400.3614650,-0.3,0,0,0,0整體1.332均布重力b400.3614650,-0.3,0,0,0,0整體1.333均布重力b500.6202160,-0.3,0,0,0,0整體1.334均布重力b500.6202160,-0.3,0,0,0,0整體1.335均布重力b600.3080250,-0.3,0,0,0,0整體1.336均布重力b600.3080250,-0.3,0,0,0,0整體1.337均布重力b700.3031090,-0.3,0,0,0,0整體1.338均布重力b700.3031090,-0.3,0,0,0,0整體1.339均布重力b800.6569380,-0.3,0,0,0,0整體1.340均布重力b800.6569380,-0.3,0,0,0,0整體1.3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)n90.186673,0,0-8.3582.11813.329桿件最大應(yīng)力數(shù)據(jù)為80.6632N/mm2≤215N/mm2,滿足強(qiáng)度要求!在風(fēng)吹標(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均布風(fēng)吹b100.2625521,0,0,0,0,0整體12均布風(fēng)吹b200.4119651,0,0,0,0,0整體13均布風(fēng)吹b300.3671441,0,0,0,0,0整體14均布風(fēng)吹b400.3614651,0,0,0,0,0整體15均布風(fēng)吹b500.6202161,0,0,0,0,0整體16均布風(fēng)吹b600.3080251,0,0,0,0,0整體17均布風(fēng)吹b700.3031091,0,0,0,0,0整體18均布風(fēng)吹b800.6569381,0,0,0,0,0整體19均布重力b100.2625520,-0.3,0,0,0,0整體110均布重力b100.2625520,-0.3,0,0,0,0整體111均布重力b200.4119650,-0.3,0,0,0,0整體112均布重力b200.4119650,-0.3,0,0,0,0整體113均布重力b300.3671440,-0.3,0,0,0,0整體114均布重力b300.3671440,-0.3,0,0,0,0整體115均布重力b400.3614650,-0.3,0,0,0,0整體116均布重力b400.3614650,-0.3,0,0,0,0整體117均布重力b500.6202160,-0.3,0,0,0,0整體118均布重力b500.6202160,-0.3,0,0,0,0整體119均布重力b600.3080250,-0.3,0,0,0,0整體120均布重力b600.3080250,-0.3,0,0,0,0整體121均布重力b700.3031090,-0.3,0,0,0,0整體122均布重力b700.3031090,-0.3,0,0,0,0整體123均布重力b800.6569380,-0.3,0,0,0,0整體124均布重力b800.6569380,-0.3,0,0,0,0整體1在風(fēng)吸設(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均布風(fēng)吸b100.262552-1.37312,0,0,0,0,0整體1.52均布風(fēng)吸b200.411965-1.37312,0,0,0,0,0整體1.53均布風(fēng)吸b300.367144-1.37312,0,0,0,0,0整體1.54均布風(fēng)吸b400.361465-1.37312,0,0,0,0,0整體1.55均布風(fēng)吸b500.620216-1.37312,0,0,0,0,0整體1.56均布風(fēng)吸b600.308025-1.37312,0,0,0,0,0整體1.57均布風(fēng)吸b700.303109-1.37312,0,0,0,0,0整體1.58均布風(fēng)吸b800.656938-1.37312,0,0,0,0,0整體1.59均布地震b100.262552-0.06,0,0,0,0,0整體0.6510均布地震b100.262552-0.06,0,0,0,0,0整體0.6511均布地震b200.411965-0.06,0,0,0,0,0整體0.6512均布地震b200.411965-0.06,0,0,0,0,0整體0.6513均布地震b300.367144-0.06,0,0,0,0,0整體0.6514均布地震b300.367144-0.06,0,0,0,0,0整體0.6515均布地震b400.361465-0.06,0,0,0,0,0整體0.6516均布地震b400.361465-0.06,0,0,0,0,0整體0.6517均布地震b500.620216-0.06,0,0,0,0,0整體0.6518均布地震b500.620216-0.06,0,0,0,0,0整體0.6519均布地震b600.308025-0.06,0,0,0,0,0整體0.6520均布地震b600.308025-0.06,0,0,0,0,0整體0.6521均布地震b700.303109-0.06,0,0,0,0,0整體0.6522均布地震b700.303109-0.06,0,0,0,0,0整體0.6523均布地震b800.656938-0.06,0,0,0,0,0整體0.6524均布地震b800.656938-0.06,0,0,0,0,0整體0.6525均布重力b100.2625520,-0.3,0,0,0,0整體1.326均布重力b100.2625520,-0.3,0,0,0,0整體1.327均布重力b200.4119650,-0.3,0,0,0,0整體1.328均布重力b200.4119650,-0.3,0,0,0,0整體1.329均布重力b300.3671440,-0.3,0,0,0,0整體1.330均布重力b300.3671440,-0.3,0,0,0,0整體1.331均布重力b400.3614650,-0.3,0,0,0,0整體1.332均布重力b400.3614650,-0.3,0,0,0,0整體1.333均布重力b500.6202160,-0.3,0,0,0,0整體1.334均布重力b500.6202160,-0.3,0,0,0,0整體1.335均布重力b600.3080250,-0.3,0,0,0,0整體1.336均布重力b600.3080250,-0.3,0,0,0,0整體1.337均布重力b700.3031090,-0.3,0,0,0,0整體1.338均布重力b700.3031090,-0.3,0,0,0,0整體1.339均布重力b800.6569380,-0.3,0,0,0,0整體1.340均布重力b800.6569380,-0.3,0,0,0,0整體1.3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)n90.186673,0,011.3982.11818.001桿件最大應(yīng)力數(shù)據(jù)為107.535N/mm2≤215N/mm2,滿足強(qiáng)度要求!在風(fēng)吸標(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均布風(fēng)吸b100.262552-1.37312,0,0,0,0,0整體12均布風(fēng)吸b200.411965-1.37312,0,0,0,0,0整體13均布風(fēng)吸b300.367144-1.37312,0,0,0,0,0整體14均布風(fēng)吸b400.361465-1.37312,0,0,0,0,0整體15均布風(fēng)吸b500.620216-1.37312,0,0,0,0,0整體16均布風(fēng)吸b600.308025-1.37312,0,0,0,0,0整體17均布風(fēng)吸b700.303109-1.37312,0,0,0,0,0整體18均布風(fēng)吸b800.656938-1.37312,0,0,0,0,0整體19均布重力b100.2625520,-0.3,0,0,0,0整體110均布重力b100.2625520,-0.3,0,0,0,0整體111均布重力b200.4119650,-0.3,0,0,0,0整體112均布重力b200.4119650,-0.3,0,0,0,0整體113均布重力b300.3671440,-0.3,0,0,0,0整體114均布重力b300.3671440,-0.3,0,0,0,0整體115均布重力b400.3614650,-0.3,0,0,0,0整體116均布重力b400.3614650,-0.3,0,0,0,0整體117均布重力b500.6202160,-0.3,0,0,0,0整體118均布重力b500.6202160,-0.3,0,0,0,0整體119均布重力b600.3080250,-0.3,0,0,0,0整體120均布重力b600.3080250,-0.3,0,0,0,0整體121均布重力b700.3031090,-0.3,0,0,0,0整體122均布重力b700.3031090,-0.3,0,0,0,0整體123均布重力b800.6569380,-0.3,0,0,0,0整體124均布重力b800.6569380,-0.3,0,0,0,0整體1端部連接焊縫強(qiáng)度計(jì)算端接焊縫基本信息EQV\s\do3(x):通過焊縫中心作用的水平方向剪力:23.914kNEQV\s\do3(y):通過焊縫中心作用的豎直方向剪力:0kNN:通過焊縫中心作用的垂直于焊縫平面的作用力:4.444kNEQL\s\do3(x):承受水平方向剪力的焊縫長度500mmEQL\s\do3(y):承受豎直方向剪力的焊縫長度300mmEQM\s\do3(x):水平方向端部彎矩-63.522kN.mEQM\s\do3(y):豎直方向端部彎矩0kN.mEQh\s\do3(f):角焊縫的焊腳尺寸為8mm角焊縫的斷面特性如下:X軸慣性矩:EQI\s\do3(x)=2010.53cm4Y軸慣性矩:EQI\s\do3(y)=4202.69cm4X軸上部抵抗矩:EQW\s\do3(x1)=249.445cm3X軸下部抵抗矩:EQW\s\do3(x2)=249.445cm3Y軸左部抵抗矩:EQW\s\do3(y1)=321.799cm3Y軸右部抵抗矩:EQW\s\do3(y2)=321.799cm3斷面截面積:A=44.8cm2焊縫強(qiáng)度計(jì)算1).計(jì)算參數(shù)說明EQβ\s\do3(f):正面角焊縫(端焊縫)的強(qiáng)度設(shè)計(jì)增大系數(shù)，對承受靜力荷載和間接承受動力荷載的結(jié)構(gòu)取1.22；對直接承受動力荷載的結(jié)構(gòu)取1.0EQf\s(w,t):角焊縫的強(qiáng)度設(shè)計(jì)值取160N/mm22).焊縫剪應(yīng)力計(jì)算水平剪應(yīng)力計(jì)算EQA\s\do3(fx):水平方向承受剪力的焊縫面積EQA\s\do3(fx)=EQL\s\do3(x)×EQh\s\do3(f)×0.7=500×8×0.7=2800mm2EQτ\s\do3(x)=EQ\f(V\s\do3(x),A\s\do3(fx))=EQ\f(23.914×1000,2800)=8.541N/mm2豎直剪應(yīng)力計(jì)算EQA\s\do3(fy):豎直方向承受剪力的焊縫面積EQA\s\do3(fy)=EQL\s\do3(y)×EQh\s\do3(f)×0.7=300×8×0.7=1680mm2EQτ\s\do3(y)=EQ\f(V\s\do3(y),A\s\do3(fy))=EQ\f(0×1000,1680)=0N/mm2直接作用力產(chǎn)生的正應(yīng)力計(jì)算EQσ\s\do3(n)=EQ\f(N,β\s\do3(f)×A)=EQ\f(4.444×10,1.22×44.8)=0.813N/mm23).彎矩作用產(chǎn)生的正應(yīng)力計(jì)算EQσ\s\do3(wx)=EQ\f(M\s\do3(x),β\s\do3(f)×W\s\do3(y))=EQ\f(-63.522×1000,1.22×321.799)=-161.802N/mm2EQσ\s\do3(wy)=EQ\f(M\s\do3(y),β\s\do3(f)×W\s\do3(x))=EQ\f(0×1000,1.22×249.445)=0N/mm24).組合應(yīng)力計(jì)算在彎矩、剪力、軸力共同作用下焊縫的折算應(yīng)力驗(yàn)算如下：σ=EQ\r(\b(σ\s\do3(wx)+σ\s\do3(wy)+σ\s\do3(n))\s\up3(2)+τ\s\do3(x)2+τ\s\do3(y)2)=EQ\r(\b(-161.802+0+0.813)\s\up3(2)+8.5412+02)=161.215N/mm2>EQf\s(w,t)=160N/mm2所以，焊縫強(qiáng)度不滿足要求

天橋三雨棚計(jì)算參考圖紙：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12mEQμ\s\do3(z):12m高處風(fēng)壓高度變化系數(shù)(按B類區(qū)計(jì)算):(GB50009-2012條文說明8.2.1)EQμ\s\do3(z)=1×(\f(z,10))0.3=1.056EQI\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):EQβ\s\do3(gz)=1+2×g×I\s\do3(10)×(\f(z,10))(-