交通标志牌结构验算

1、悬臂式标志牌结构设计计算书1设计资料1.1板面数据板面高度：H = 2.00(m)板面宽度：W = 8.00(m)板面单位重量：W1 = 13.26(kg/m八2)横梁长度:L = 7.8(m)横梁壁厚：T = 0.008(m)横梁间距：D1 = 1.0(m)横梁单位重量：W1 = 45.22(kg/m)1.3立柱数据边长:0.35(m)立柱高度：L = 7.40(m)立柱壁厚：T = 0.014(m)立柱单位重量：W1 = 153.86(kg/m)2荷载计算2.1永久荷载各计算式中系数1.1系考虑有关连接件及加劲肋等的重量而添加。2.1.1板面重量计算标志版单位重量为13.26(kg/m2)

2、标志版重量：G1 = 13.26x16x9.8x1.1(N) = 2.2871(KN)2.1.2 横梁重量计算G2 = 2x45.22x7.8x9.8x1.1(N) = 7.6046(KN)2.1.3立柱重量计算G3 = 153.86x7.8x9.8x1.1(N) = 12.9372(KN)2.1.4计算上部总重量G = G1 + G2 + G3 = 22.8289(KN)3风荷载计算3.1标志版风力F1 =6 x r x r xqX(W x H)=12.944(KN)3.2立柱风力F2 =6 X r x r xqx (W X H)=2.096(KN)4横梁设计计算说明：由于单根横梁材料、规格

3、相同，根据基本假设，可认为每根横梁所受 的荷载为总荷载的一半。对单根横梁所受荷载计算如下：4.1 荷载计算竖直荷载 G4 =Y0 xygXG1 / 2 = 1.372(KN)均布荷载 w1 =Y0 xyGxG2 / (2 x H) = 0.585(KN/m)水平荷载 Fwb = F1 / 2 =6.472(KN)4.2强度验算计算横梁跟部由重力引起的剪力Qy1 = G4 + 31 x H = 5.935(KN)计算由重力引起的弯矩My1 = G4 X (l2 + l3) + 31 X l12 / 2 = 45.393(KN*m)计算横梁跟部由风力引起的剪力Qxi = F1 = 6.472(KN

4、)计算由风力引起的弯矩Mxi = F1 x + 13) = 30.0948(KN*m)4.3横梁截面信息横梁截面积A = 5.504 x 10-3 (m2)横梁截面惯性矩I=2.72 x 10-5 (m4)横梁截面模量W = 3.02 x 10-4(m3)4.4计算横梁跟部所受的合成剪力和弯矩合成剪力：Q = (Qx12 + Qyi2) 0.5 =8.781 (KN)合成弯矩：M = (M + M 了) 0.5 = 54.463 (KN*m)4.5最大正应力验算横梁根部的最大正应力为：o = M / W = 170.939 (MPa) o = 215.000(MPa),满足设计要求 横梁根部的

5、最大剪应力为：t = 2 x Q / A = 3.846 (MPa) 1/100,不满足设计要求。5立柱设计计算对立柱所受荷载计算如下：5.1荷载计算垂直荷载：N二 * x * x G = 18.729(KN)水平荷载：H= F1+F2+F3 = 17.148(KN)水平弯矩：Mx=(F1+F2)x(L-H/2)+F3xL/2 = 123.722(KN*m)立柱根部由永久荷载引起的弯矩为：MY=2xMy1 = 42.054(KN*m)合成弯矩：M=(Mx2+MY2)0.5 = 130.674(KN*m)风载引起的合成扭矩：Mt=2xMx1 = 68.964(KN*m)5.2强度验算立柱截面信息

6、立柱截面积：A = 9.269 x 10-3 (m2)立柱截面惯性矩：I = 9.594 x10-5 (m4)立柱截面模量：W = 6.617 x 10-4 (m3)立柱截面回转半径模量：R = (I/A)o.5 = 0.102(m)立柱截面惯性矩模量：Ip = 2x| = 1.92x 10-4(m4)最大正应力验算轴向荷载引起的正应力：二N/A = 2.021(MPa)弯矩引起的正应力：。=M/W = 197.496(MPa)组合应力： 气二。+。= 199.516(MPa)立柱根部的最大正应力为：o = M / W = 197.496 (MPa) o = 215.000(MPa),满足设计

7、要求最大剪应力验算水平荷载引起的剪应力：THmax=2xH/A = 3.70(MPa)扭矩引起的剪应力：TtMax= MtxW(2x|p) = 56.428(MPa)组合应力：TMax = THmax+Ttmax = 60.128(MPa) t = 125.000(MPa),满足设计要，危险点处应力验算最大正应力位置点处，由扭矩产生的剪应力亦为最大，即o = om = 199.516 (MPa) ,t = t% = 56.428(MPa)根据第四强度理论的组合应力为：o4 = = (o2+3xt2)0.5=207.432 (MPa) 1/100,不满足设计要求 p立柱顶部扭转角：0 =M xh

8、/(Y X Y xGI ) = 2.79x10-2(rad) t0Q p，标志结构最大总水平水平位移：f =fx+fp+0 x|1 = 0.382(m)标志结构最大相对水平位移为：f/L = 0.0477 1/60,不满足设计要求 p6立柱与横梁的连接计算6.1螺栓强度验算连接螺栓拟采用 高强螺栓6 M 20 ,查表得：单个螺栓受拉承载力设计值Ntb = 124 KN ,受剪(单剪)承载力设计值Nvb = 55.8KN :合成剪力Q=9.438 KN ,合成弯距二40.388KN*m :螺栓孔数目6:每个螺栓所受的剪力Nv = 1.573 KN ,螺栓 1 : y1 = 0.190(m)螺栓

9、2 : y2 = 0.190(m)螺栓 3 : y3 = 0.00(m)螺栓 4 : y4 = 0.00(m)螺栓 5 : y5 = -0.190(m)由各y值可见，y1距旋转轴的距离最远，其拉力Nmax二Mbxyi/(yi2) =53.289KNQ=9.438KN,满足设计要求7柱脚强度验算7.1受力情况铅垂力 G= yoxygxG=1.OOxQ.9Ox15.6O8 = 14.047(kN)水平力 F=17.148(kN)合成弯距 M = 130.674(kN)扭距 M=68.964(kN)7.2底板法兰盘受压区的长度Xn偏心距 e=M/G=130.674/14.047=9.303(m)法兰

10、盘几何尺寸：L=0.800(m) ; B=0.800(m) ; Lt=0.120(m)基础采用 C25 砼，n=Es/Ec=210000.00 x1Q6/28000.00 x106 = 7.5地脚螺栓拟采用8 M 30高强螺栓受拉地脚螺栓的总面积：Ae = 3 x 5.606xe-4= 16.818x1Q-4(m2)受压区的长度Xn根据下式试算求解：X3 + 3x(e-L/2)xX2 -6xnxA x(e+L/2-L)x(L-L-X ) = 0 nnettn式中：e = 3.13(m)L = 0.80(m)B = 0.80(m)n = 7.5Ae = 16.82 x 10-4(m2)Lt =

11、0.12(m)求解该方程，得Xn = 0.1227(m)7.3底板法兰盘下的混凝土最大受压应力q = 2 x G x (e + L/2 - Lt) / (B x * x (L - Lt - X/3)=5.351(MPa) pxfcc = 10.02(MPa),满足设计要求。7.4地脚螺栓强度验算受拉侧地脚螺栓的总拉力Ta = G x (e - L/2 + Xn/3) / (L - Lt - X/3)=248.562(KN) 17.148(KN),满足设计要求。8基础验算8.1基底数据宽 Wf1 = 1.60m,高 Hf1 = 2.10m,长 Lf1 = 2.60m,设基础的砼单位重量24.00(KN/M3),基底容许应力290.00(KPa)基底所受的荷载为：竖向总荷载：N = G + Y = 232.493(KN)水平荷载H = 15.04(KN)风荷载引起的弯矩：Mx = Fix(hi+Hfi) + F2x(h/2+Hfi) = 123.475(KN.m)永久荷载引起的弯矩My = 45.393(KN.m)8.3基底应力验算基底应力的最大值为omax = N / A + Mx / Wx + My / Wy = 165.303(kPa) 5 = 290.00(kPa), 满足设计要求。基底应力的最小值为om|n = N / A - Mx / Wx - My / Wy =