单悬臂标志(一)结构验算一、计算简图二、荷载计算1)永久荷载:式中系数1.1系考虑法兰盘、加劲肋等构件重量而添加。标志牌单位重量(M1)为:8.037kg/m2标志牌长L1:5.5米宽B1:3米其重力为:横梁外径 壁厚G1 =L1*B1*M1*9.8*1.1=1.430(KN)0.1680.01横梁拟采用2υ 168X8,单位重量(M2)为:38.965174kg/m横梁长度L2为:6米其重力为:立柱外径 壁厚G2 =2*M2*L2*9.8*1.1=5.041(KN)0.3770.014立柱拟采用υ 299X14,单位重量(M3)为:125.32975kg/m立柱长度L3为:8米其重力为:G3 =M3*L3*9.8*1.1=10.808(KN)0.4标志上部结构的总重量:G =G1+G2+G3 =17.279(KN)0.322)风荷载:标志板: 风速V取:31.3m/s风力系数C取:1.2Fw b1 =r0rQ[(1/2*ρ *C*V2)*(L1*B1)]/1000 =16.645(KN)横梁:风速V取:31.3m/s风力系数C取:0.8横梁宽度(B2):0.168米Fw h1 =r0rQ[(1/2*ρ *C*V2)*2*(L2-L1)*B2]/1000 =0.113(KN)立柱:风速V取:31.3m/s风力系数C取:0.8立柱宽度(B3):0.377米Fw p1 =r0rQ[(1/2*ρ *C*V2)*L3*B3]/1000 =2.028(KN)3)横梁的设计计算:单根横梁所受的荷载为:竖向荷载:G4=r0rG*G1/2=0.858(KN)w 1=r0rG*G2/2/L2=0.504(KN)横梁法兰外径螺孔排列直径水平荷载:Fwb =Fwb1/2=8.322(KN)w2=Fwh1/2/(L2-L1)=0.113(KN)(1)强度验算:横梁根部由重力引起的剪力为:Qy1=G4+w1*L2=3.882(KN)横梁根部由重力引起的弯距为:My1=G4(l2+l3)+w1l12/2=11.861(KN.m)横梁根部由风荷载引起的剪力为:Qx1=Fwb+w2*l2=8.379(KN)横梁根部由风荷载引起的弯距为:Mx1=Fwb(l2+l3)+w2l22/2=27.061(KN.m)合成剪力:Q= Qy12+Qx12 =9.234(KN)合成弯矩:M= My12+Mx12 =29.547(KN.m)横梁规格为υ168X8,截面积A为:0.0049637m2截面惯性矩I为:1.55513E-05 m4抗弯截面模量W为:0.00018513m3①最大正应力验算:σ max= M/W =159.595(Mpa)<[σ d]=215(Mpa)②最大剪应力计算:τ max =2*Q/A=3.721 (Mpa)<[τ d]=125(Mpa)③危险点应力计算:危险点所在位置:σ *= σ 2+3τ 2 =159.725(Mpa)(2)变形验算:垂直挠度:fy=G4/(r0rG)*(l2+l3)2(3l1-l2-l3)/6EI + w 1/(r0rG)*l14/8EI=0.0270m水平挠度:fx=Fwb/(r0rG)*(l2+l3)2(3l1-l2-l3)/6EI + w 2/(r0rG)*l23(3l1-l2)/6EI=0.0482m合成挠度:f= fy12+fx12 =0.0553mf / l1 =0.0092094<1/100可4)立柱的设...