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1、标志规格、单柱式标志规格标志板(宽X高)(m)标志板面积(m)立柱(mm)基础(高X宽X长)(mm)0.44X0.40.17650X50X5标志在护栏上0.44X0.40.17683X5同上2-0.44 X 0.40.352102X5800 X 400 X 4000.6X0.H4880X80X51000X400X4010.8 X 0.80.6480X80X51200X400X4001.3X1.3X1.30.7318127X51000X800X8002-0.6 X00.96102 X800 X400 X 4*1.21.1304127X51000X800X8001.2+1.2X0.92.21041
2、52X51500X1000X100021.22.2608152X51500X1000X10002.0 X 1.42.8152X51500X800X8002.4X1.553T2| 2031500X1000X14.1.7 X 2.44.08203X61500X800X800.2X3.17.7| 203 X 81500X1000X14.6X2.|7l9li1 273X6.5800X1200X1601标志板(宽X高)(m)标志板面积(m)立柱(mm)基础(高X宽X长)(mm)0.44X0.40.17650X50X5标志在护栏上0.44X0.40.17683X5同上2-0.44 X 0.40.35210
3、2X5800 X 400 X 4000.6X0.880X80X5800 X 400 X 4000.8 X 0.80.6480X80X5800 X 400 X 4001.3X1.3X1.30.7318102X5800 X 400 X 4002-0.6 X0.0.961 102 XI800 X400 X 40|1.21.1304127X51000X800X8001.2+1.2X0.92.2104152X51000X800X80021.22.2608152X51000X800X8002.0 X 1.42.8152X51000X800X8002.4X1.55172| 203X11500X1000X10
4、001.7 X 2.44.08203X61500X1000X1000|.2X3.|7.7 203 X 81500X1000X10003.6 X 2.27.92| 273X6.51800X1200X1600单柱式标志(20.6X0.8)结构设计计算(基础 800X400X400)(1) 荷载计算1) 永久荷载 标志板重力 G1=5.2X9.8=50.96(N)立柱重力 G2= 248 x 31.23 X 9.8=234.989(N)3230 标志上部结构总重量G=( 248 x 31.23+2.54+6.36+3.78+0.96+7.82) X 9.8=445.297(N)32302) 风荷载标
5、志板 Fwbi=Y 0Y q(0.5p CV2 ) (Wbi XHbi)/1000=1.0X1.4X(0.5X1.2258X1.2X352)X(0.6X0.8)X2/1000=1.21(KN)立柱 Fwp1=Y 0Y q(0.5p CV2 ) (Wp1XHpn1)/1000=1.0X1.4X(0.5X1.2258X0.8X352)X(0.102X2)/1000=0.17(KN)(2) 强度验算立柱采用U 102 X 4,截面积为A=1.232 X 10一3,截面惯性矩为1=0.148 X10 -5 m4,抗弯截面模量为W=0.29 X 10 -4 m3.立柱根部所受到的由风载引起的弯矩为:M=
6、Fwb1Xh2+Fwp1Xh1/2=1.21X2.4+0.17X2/2=3.074(KNm) 立柱根部所受到的由风载引起的剪力为:F=Fwb1 +Fwp1 =1.21+0.17=1.38(KN)1) 最大正应力验算 立柱根部横截面上由风载引起的最大正应力为a max=M/W=3.074X10 3 /(0.29X10 -4 )=106(MPa)o d=215(MPa),通过2) 最大剪应力验算T max=2XF/A=2X 1.38X103/(1.232X 10一3 )=2.24(MPa)T d = 125(MPa),通过3) 危险点应力验算对圆柱型立柱截面,通过圆心与X-X轴成45的直线与截面中
7、心线的交点处于 复杂应力状态,正应力和剪应力均比较大,应对该点进行应力状态分析。危险点所在的位置为:x二y=(102-4)/2 X sin(n /4)=34.65(mm)=0.03465(m)危险点处的正应力为:3.074 x 10 3 x 0.03465=71.97 (MPa)0.148 x 10 -5剪应力为:冗3冗0.102 0.004F S *T =I (2t )1.38 x 10 3 x cos( ) 一 cos() x ()2 x 0.0044420.148 x 10 -5 x 2 x 0.004=1.58(MPa)根据第四强度理论g * 八g 2 + 3t 2 八71.97 2
8、+ 3 x 1.582 = 72.02 (MPa)o =290(KPa)基底应力最小值为:omin3.5170.4 x 0.4=385.64(KPa)01x 0.4 x 0.426基底出现了负应力,出现“负应力”的分布宽度-385 .64minL =o+ of 1-385 .64Lxmax+ 429 .6minx 0.4 = 0.19L亠=0.1 m42)基底抗倾覆稳定性验算抗倾覆稳定系数k = f2 =一空公=0.161.10 e 4.348 /3 .51703)基底滑动稳定性验算设基础底面与地基土之间的摩擦系数为0.30,则基础抗滑动稳定系数0 .30 NK =-cF0.30 x 3.51
9、7 = 0.761.21.38单柱式标志(U 1.2)结构设计计算(基础 1000X800X800)(1) 荷载计算1) 永久荷载标志板重力 G1=12.5X9.8=122.5(N)立柱重力 G2=51.14X9.8=501.172(N) 标志上部结构总重量G=(51.14+0.63+3.96+0.36+3.05+12.53)X9.8=702.366(N)2) 风荷载标志板 Fwb1=Y 0Y q (0.5p CV 2 ) (Wb1 X 九1)/1000= 1.0X1.4X (0.5X 1.2258X 1.2X352) X (3.14X0.62 )/1000=1.43(KN)立柱 Fwpi=Y
10、 oY q(0.5p CV2 ) (WpiXHpnJ/1000= 1.0X1.4X (0.5X 1.2258X0.8X352) X (0.127X2.2)/1000=0.23(KN)(2) 强度验算立柱采用U 127X5,截面积为A=1.916X10- m2,截面惯性矩为I=0.357X10 -5 m4,抗弯截面模量为 W=0.562 X 10 -4 m3.立柱根部所受到的由风载引起的弯矩为: M=Fwb1Xh2+Fwp1Xh1/2=1.43X2.8+0.23X2.2/2=4.257(KNm) 立柱根部所受到的由风载引起的剪力为:F=Fwb1 +Fwp1 =1.43+0.23=1.66(KN)
11、1) 最大正应力验算立柱根部横截面上由风载引起的最大正应力为a max=M/W=4.257X 10 3 /(0.562X 10 亠)=75.75(MPa)o d=215(MPa),通过O d为何等于215在哪里查表2) 最大剪应力验算T max=2XF/A=2X 1.66X103/(1.916X10一3 )=1.73(MPa)T d = 125(MPa),通过3) 危险点应力验算对圆柱型立柱截面,通过圆心与X-X轴成45的直线与截面中心线的交点处于 复杂应力状态,正应力和剪应力均比较大,应对该点进行应力状态分析。危险点所在的位置为: x=y=(127-5)/2Xsin(n /4)=43.13(mm)=0.04313(m) 危险点处的正应力为:r M y 4.257 x 10 3 x 0.04313=51.43 (MPa)a =I0.357 x 10 -50.04313如何得来的 剪应力为:冗3冗0.127 0.005F S *xI (2t )1.66 x 10 3 x cos( ) cos( ) x ()2 x 0.0050.357 x105 x 2x 0.005442=1.22(MPa)Sx如何求,计算公式是什么,t是怎么得来的 根据第四强度理论g * = 5 2 + 3t 2 = ;51.43 2 + 3 x 1.22 2 = 51.47(MPa)a d】=215MPa,