标志规格选用及结构计算过程

标志规格一、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--0.44X0.40.352102X5800X400X4000.6X0.」*880X80X5[000X400X40!0.8X0.80.6480X80X51200X400X4001.3X1.3X1.30.7318127X51000X800X8002--0.6X0，0.96102*800X400X4001.21.1304127X51000X800X8001.2+1.2X0.92.2104152X51500X1000X10002—1.22.2608152X51500X1000X10002.0X1.42.8152X51500X800X8002.4X1.55372|203湿[500X1000X14.1.7X2.44.08203X61500X800X800■.2X3.17.7|203X81500X1000X14.3.6X2.]7pi1273X6.5【800X1200X1600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--0.44X0.40.352102X5800X400X4000.6X0.804880X80X5800X400X4000.8X0.80.6480X80X5800X400X4001.3X1.3X1.30.7318102X5800X400X400|--0.6X0.0.961102*800X400X4001.21.1304127X51000X800X8001.2+1.2X0.92.2104152X51000X800X8002—1.22.2608152X51000X800X8002.0X1.42.8152X51000X800X8002.4X1.55171|203X|1500X1000X10001.7X2.44.08203X61500X1000X1000|.2X3.|7.7■203X81500X1000X10003.6X2.27.92|273X6.51800X1200X1600单柱式标志(2-0.6X0.8)结构设计计算(基础800X400X400)荷载计算永久荷载标志板重力G1=5.2X9.8=50.96(N)立柱重力G2=癸也x31.23X9.8=234.989(N)3230标志上部结构总重量G=(248^x31.23+2.54+6.36+3.78+0.96+7.82)X9.8=445.297(N)3230风荷载标志板Fwb1=Y0Yq[(0.5pCV2)(Wb1XHb1)]/1000=1.0X1.4X[(0.5X1.2258X1.2X352)X(0.6X0.8)X2]/1000=1.21(KN)立柱Fwp1=Y0Yq[(0.5pCV2)(Wp1XHpn1)]/1000=1.0X1.4X[(0.5X1.2258X0.8X352)X(0.102X2)]/1000=0.17(KN)强度验算立柱采用U102X4,截面积为A=1.232X10一3,截面惯性矩为I=0.148X10-5m4，抗弯截面模量为W=0.29X10-4m3.立柱根部所受到的由风载引起的弯矩为：M=Fwb1Xh2+Fwp1X0/2=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)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。max=M/W=3.074X103/(0.29X10t)=106(MPa)<[od]=215(MPa)，通过最大剪应力验算Tmax=2XF/A=2X1.38X103/(1.232X10t)=2.24(MPa)<[Td]=125(MPa),通过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=(102-4)/2Xsin(n/4)=34.65(mm)=0.03465(m)危险点处的正应力为：O=MJLL=3.074X1°3X0.03465=肯(MPa)I 0.148x10-5剪应力为：)2x0.004* 1.38x103x[cos(")-cos(*)]x(①102)2x0.004T=F•S 4 4I•(21)0.148x10-5xI•(21)=1.58(MPa)根据第四强度理论b*=崩2+3"=$1.972+3x1.582=72.02(MPa)<[。d]=215MPa，通过(3)变形验算本标志标志板所受荷载为作用在板面几何中心的集中荷载，基础与标志板之间的立柱所受荷载为均布荷载。立柱总高度为：L=2.48(m)标志板所受集中荷载标准值为：P1=Fwb1/(Y0Yg)=1.21/(1.0X1.4)=0.864(KN)该荷载与立柱根部之间的距离为：h2=2.4(m)864x864x2.42^^2x(3L—h)= 约4*v x(3x2.48—2.4)=0.0137(m)6EI 2 6x206x109x0.148x10-5立柱所受均布荷载标准值为：q=Fwp1/(Y0YGh1)=0.17/(1.0X1.4X2)=0.061(KN/m)其高度为：h1=2(m)其顶部挠度为：f'=qh^= 61X24 =0.0004(m)8EI8x206x109x0.148x10-5转角为：9'=qh1^= 61X23 =0.00027(rad)6EI6x206x109x0.148x10-5因此，立柱顶部的总变形挠度为：f=f1+f'+(L—h1)xtan(9')=0.0137+0.0004+(2.48-2)Xtan(0.00027)=0.0141(m)f/L=0.0141/2.48=1/176<1/100,满足。(4)基础验算基础宽w=0.4m，高h=0.8m,长l=0.4m,基础单位重量24KN/m3,基

底容许应力290KPa基底应力验算基底所受外荷载为：竖向总荷载N=G+yV=0.445+24X0.4X0.8X0.4=3.517(KN)弯矩TbiXh+H)+FwpiX(hi+H)=1.21X(2.4+0.8)+0.17X(2+0.8)=4.348(KNm)基底应力最大值为：NM3.517maxAWNM3.517maxAW0.4X0.44.3481—x0.4x0.426二429.6(KPa)>[o]=290(KPa)基底应力最小值为:bmin3.5170.4x0.44.3481—x0.4x0.4bmin3.5170.4x0.44.3481—x0.4x0.426=-385.64(KPa)<0基底出现了负应力，出现“负应力”的分布宽度b min min max-385.64L=f1 -385.64+429.6x0.4=0.19〉2）基底抗倾覆稳定性验算抗倾覆稳定系数K=f/2=—亶H—=0.16<1.10e4.348/3.51703）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0.30NF0.3°x3.517=0.76<1.21.38单柱式标志(u1.2)结构设计计算(基础1000X800X800)(1)荷载计算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)风荷载标志板Fwb1=YoYq[(0.5pCV2)(Wb1XHb1)]/1000=1.0X1.4X[(0.5X1.2258X1.2X352)X(3.14X0.62)]/1000=1.43(KN)立柱Fwp1=Y0Yq[(0.5pCV2)(Wp1XHpn1)]/1000=1.0X1.4X[(0.5X1.2258X0.8X352)X(0.127X2.2)]/1000=0.23(KN)(2)强度验算立柱采用U127X5,截面积为A=1.916X10-3m2,截面惯性矩为I=0.357X10-5m4,抗弯截面模量为W=0.562X10-4m3.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)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。max=M/W=4.257X103/(0.562X10t)=75.75(MPa)<[。d]=215(MPa)，通过[[，d]]为何等于215在哪里查表最大剪应力验算Tmax=2XF/A=2X1.66X103/(1.916X10-3)=1.73(MPa)<[Td]=125(MPa)，通过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：=51.43(MPa)r_M•y4.257x103x0.04313u= =51.43(MPa)I 0.357x10-5[0.04313如何得来的]剪应力为：1.66x103x[cos(—)-cos(巫)]x(0，127~0，005)2x0.005F•七* 4 4 2I•(21) 0.357x10-5x2x0.005=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b*=•如2+3"=21.432+3x1.222=51.47(MPa)<[ud]=215MPa，通过(3)变形验算本标志标志板所受荷载为作用在板面几何中心的集中荷载，基础与标志板之间的立柱所受荷载为均布荷载。立柱总高度为：L=3.4(m)标志板所受集中荷载标准值为：P1二Fwbi/(Y0Yg)=1.43/(1.0X1.4)=1.021(KN)该荷载与立柱根部之间的距离为：h2=2.8(m)由其引起的立柱顶部挠度为：f=P1h22X(3L-h)= XL82 X(3X3.4-2.8)=0.0134(m)1 6EI 2 6x206x109x0.357x10-5立柱所受均布荷载标准值为：q=Fwp1/(Y0YGh1)=0.23/(1.0X1.4X2.2)=0.075(KN/m)其高度为：h1=2.2(m)其顶部挠度为：f=^^= 75x2.24 =2.99x10-4(m)8EI 8x206x109x0.357x10-5转角为：9'=^^= 75X2.23 =1.81x10-4(rad)6EI6x206x109x0.357x10-5因此，立柱顶部的总变形挠度为：f=f1+f'+(L-h1)xtan(9')=0.0134+2.99X10-4+(3.4-2.2)Xtan(1.81X10-4)=0.0137(m)f/L=0.0137/3.4=1/248<1/100,满足。(4)柱脚强度验算受力情况铅直力G=y0YgG=1.0X0.9X702.366=632(N)=0.632(KN)水平力F=1.66(KN)由风载引起的弯矩M=4.257(KNm)底板法兰盘受压区的长度xn偏心距e=—=4'257=6.74(m)G0.632法兰盘几何尺寸：L=400mm=0.4m;B=0.4m;lt=50mm=0.05m基础采用C20砼，n=乌=206X103=8.078E2.55x104C地脚螺栓采用8M20规格，受拉侧4M20地脚螺栓的总有效面积：A。=4X2.45=9.8(c^)=9.8X10-4(廿)xn根据下式试算求解：

6nAx3+3(e-L/2)x26nAx3+3(e-L/2)x2—B t tnx3+3(6.74-0.4/2)x2-6x8.078x9.8x10-40.4(6.74+0.4/2-0.05)(0.4-0.05-x3+19.62x2+(6.74+0.4/2-0.05)(0.4-0.05-x=0.102底板法兰盘下的混凝土最大受压应力2G(e+L/2-l) 2x632x(6.74+0.4/2—0.05)cBx(L-l-x/3) 0.4x0.102x(0.4-0.05-0.102/3)=0.68(MPa)<pf-.；0-8x1.0x10.0=22.36(MPa)ccc\0.4x0.4地脚螺栓强度验算受拉侧地脚螺栓的总拉力：G(e-L/2+x/3) 0.632x(6.74-0.4/2+0.102/3)aL-l-x/3 0.4-0.05-0.102/3=13.148(KN)<4X34.3=137.2(KN)对水平剪力的校核由法兰盘和混凝土的摩擦所产生的水平抗剪承载力为：Vfb=0.4(G+Ta)=0.4X(0.632+13.148)=5.512(KN)>F=1.66(KN)柱脚法兰盘厚度的验算受压侧法兰盘的支撑条件按两相邻边支撑板考虑自由边长a=\;2xL/2=0.283(m)b 0.1415f a 0.2832-0.5，查表，a=0.06,因此该区格内最大弯矩为:M=gab 0.1415f a 0.2832-0.5，查表，a=0.06,因此该区格内最大弯矩为:M=ga2-0.06x0.68x103x0.2832-3.268(KNm)法兰盘的厚度：：6x3268

\215x106=9.55(mm)<20(mm),可。受拉侧法兰盘的厚度，由下式求得:~taai6x13148/4~taai6x13148/4x0.10.1

(0.022+2x——)x215x106

2=6.13(mm)<20(mm),可。地脚螺栓支承加劲肋的计算由混凝土的分布反力得到的剪力：y=ala=0.1X0.136X0.68X103=9.248(KN)>苛=^3^=3.287(KN)地脚螺栓支承加劲肋的高度和厚度为：h=250mm=0.25m；t=10mm=0.01m剪应力为t=-^=丸248x103=3.7(MPa)<f=115(Mpa)

Rhrtr 0.25x0.01 v设加劲肋与标志立柱的竖向连接角焊缝的焊脚尺寸h=8mm,焊缝计算长度l=240mm=0.24m，则脚焊缝的抗剪强度：V7~2hl=3.44(MPa)<160(MPa)V7~2hl=3.44(MPa)<160(MPa)2x0.7x0.008x0.24(5)基础验算基础宽w=0.8m，高h=1.0m,长l=0.8m,基础单位重量24KN/m3,基底容许应力290KPa基底应力验算基底所受外荷载为：竖向总荷载N=G+yV=0.702+24X0.8X1.0X0.8=16.062(KN)弯矩M=Fwb1Xh+H)+Fwp1X(0+H)=1.43X(2.8+1.0)+0.23X(2.2+1.0)=6.17(KNm)基底应力最大值为：NM16.062maxNM16.062maxAW0.8x0.86.171-x0.8x0.826二97.4(KPa)<[o]=290(KPa)基底应力最小值为:16.062 6.17amin0.8x16.062 6.17amin0.8x0.81-x0.8x0.826=-47.2(KPa)〈0基底出现了负应力，出现“负应力”的分布宽度a min min maxa min min max-47.2L=f1 -47.2+97.4x0.8=0.26〉Lf1=0.2m42） 基底抗倾覆稳定性验算抗倾覆稳定系数K=七1,2= 0.8/2 =1.04<1.10e6.17/16.06203） 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K=0.30N=0.30X16.°62=2.9>1.2,可。cF 1.66单柱式标志(2—1.2)结构设计计算(基础1500X1000X1000)荷载计算永久荷载标志板重力G1=25.84X9.8=253.232(N)立柱重力G2=85.21X9.8=835.058(N)标志上部结构总重量G=(85.21+0.63+9.24+0.72+6.1+25.84+1.8)X9.8=1269.492(N)风荷载标志板Fwb1=Y0Yq[(0.5pCV2)(Wb1XHb1)]/1000=1.0X1.4X[(0.5X1.2258X1.2X352)X(3.14X0.62)]/1000=1.43(KN)立柱Fwp1=Y0Yq[(0.5pCV2)(Wp1XHpn1)]/1000=1.0X1.4X[(0.5X1.2258X0.8X352)X(0.152X0.1)]/1000=0.013(KN)标志板Fwb2=Fwb1=1.43(KN)立柱Fwp2=Y0Yq[(0.5pCV2)(Wp1XHpn1)]/1000=1.0X1.4X[(0.5X1.2258X0.8X352)X(0.152X2.2)]/1000=0.281(KN)强度验算立柱采用152X5,截面积为A=2.309X10一3,截面惯性矩为I=0.624X10-5m4,抗弯截面模量为W=0.822X10-4m3.立柱根部所受到的由风载引起的弯矩为：M=FwbiXh3+FwpiXh2+Fwb2Xhi+Fwp2Xh/2=1.43X4.1+0.013X3.45+1.43X2.8+0.281X2.2/2=10.221(KNm)立柱根部所受到的由风载引起的剪力为：F=Fwb1+Fwp1+Fwb2+Fwp2=1.43+0.13+1.43+0.281=3.271(KN)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。max=M/W=10.221X103/(0.822X10)二124.343(MPa)<[od]=215(MPa)，通过最大剪应力验算Tmax=2XF/A=2X3.271X103/(2.309X10-3)=2.83(MPa)<[Td]=125(MPa),通过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=(152-5)/2Xsin(n/4)=51.97(mm)=0.05197(m)危险点处的正应力为：O=MJLL=0221xIE0.05197=85.13(MPa)I 0.624x10-5剪应力为：)2x0.0053.271x103x[cos(—)-cos(四)]x(0.152)2x0.005I•(21)0.624x10-5I•(21)=2(MPa)根据第四强度理论b*=云2+3"=•,.'85.132+3x22=85.2(MPa)<[od】=215MPa，通过变形验算本标志包括两块标志板，除最下面的一块标志板与基础之间所夹的力柱所承受的荷载看作均布荷载外，其他荷载均看作作用在几何中心的集中荷载。立柱总高度为：L=4.7m第一块标志板所受集中荷载标准值为：P1=Fwb1/(Y0Yg)=1.43/(1.0X1.4)=1.021(KN)该荷载与立柱根部之间的距离为：h3=4.1(m)由其引起的立柱顶部挠度为：f=半3-x(3L—h)= X4」2 x(3x4.7—4.1)=0.0223(m)1 6EI 3 6x206x109x0.624x10-5第一块和第二块标志板之间所夹立柱所受集中荷载标准值为：P2=Fwp1/(Y0Yg)=0.013/(1.0X1.4)=0.009(KN)该荷载与立柱根部之间的距离为：h2=3.45(m)由该荷载引起的立柱顶部挠度为：

P2h2X(3L-h)= 9x支452 x(3X4.7-3.45)6EI 2 6x206x109x0.624x10-5=1.479X10-4(m)第二块标志板所受集中荷载标准值为：P3=Pi=1.021(KN)该荷载与立柱根部之间的距离为：h1=2.8(m)由其引起的立柱顶部挠度为：f=P3hi~x(3L-h)= -、・82 x(3x4.7-2.8)3 6EI 1 6x206x109x0.624x10-5=0.0117(m)第二块标志板与基础之间的立柱所受均布荷载标准值为：91x2.24q=Fwp2/(Y0YGh)91x2.24=2.073x10-=2.073x10-4(m)8EI8x206x109x0.624x10-5转角为：0'=qh^= 91x2.23 =1.256x10-4(rad)6EI6x206x109x0.624x10-5因此，立柱顶部的总变形挠度为：f=f1+f2+f3+广+(S")x响0')=0.0223+1.479X10-4+0.0117+2.073X10-4+(4.7-2.2)Xtan(1.256X10-4)=0.0344(m)f/L=0.0344/4.7=1/137<1/100,满足。柱脚强度验算受力情况铅直力G=y0YgG=1.0X0.9X1269.492=1143(N)=1.143(KN)水平力F=3.271(KN)由风载引起的弯矩M=10.221(KNm)底板法兰盘受压区的长度xn偏心距e=M=丛岂=8.94(m)G1.143法兰盘几何尺寸：L=400mm=0.4m;B=0.4m;lt=50mm=0.05m基础采用C20砼，n=乌=206x103=8.078E2.55x104c地脚螺栓采用8M20规格，受拉侧4M20地脚螺栓的总有效面积：a=4X2.45=9.8(c^)=9.8X10-4(廿)

Xn根据下式试算求解:x3+3(e-L/2)x2—6nAe(e+L/2—l)(L—l-x)=0n n B t tnx3+3(8.94—0.4/2)x2—(8.94+0.4/2—0.05)(0.4—0.05—6x(8.94+0.4/2—0.05)(0.4—0.05—0.4x3+26.22x2+1.0794x—0.3778=0x=0.101底板法兰盘下的混凝土最大受压应力2G(e+L/2-l) 2x1143x(8.94+0.4/2—0.05)cBx(L—l—x/3) 0.4x0.101x(0.4—0.05—0.101/3)=1.63(MPa)<pf=V'L0xMx10.0=30.62(MPa)ccc\0.4x0.4地脚螺栓强度验算受拉侧地脚螺栓的总拉力：tG(e—L/2+x/3) 1.143x(8.94-0.4/2+0.101/3)aL—l—x/3 0.4—0.05—0.101/3二31.7(KN)<4X34.3=137.2(KN)对水平剪力的校核由法兰盘和混凝土的摩擦所产生的水平抗剪承载力为：Vfb=0.4(G+Ta)=0.4X(1.143+31.7)=13.137(KN)>F=3.271(KN)柱脚法兰盘厚度的验算受压侧法兰盘的支撑条件按两相邻边支撑板考虑自由边长a二*‘2xL/2=0.283(m)固定边长b2=2a2=0.1415(m)b 0.1415一b 0.1415一= a 0.2832=0.5，查表，a=0.06,因此该区格内最大弯矩为:M=ga2=0.06x1.63x103x0.2832=7.833(KNm)法兰盘的厚度：t=f215x106t=f215x106受拉侧法兰盘的厚度，由下式求得:

t=\6t=\6旬\(D+21/f6x31700/4x-1 2 =9.52(mm)<20(mm),可。11 0.1}(0.022+2x一)x215x106地脚螺栓支承加劲肋的计算由混凝土的分布反力得到的剪力：y=a1a=0.1X0.136X1.63X103=22.168(KN)>在=立=7.925(KN)地脚螺栓支承加劲肋的高度和厚度为：h=250mm=0.25m；t=10mm=0.01m剪应力为T=-^=22.168x103=8.867(MPa)<f=115(Mpa)R hrtr 0.25x0.01 v设加劲肋与标志立柱的竖向连接角焊缝的焊脚尺寸h=8mm,焊缝计算长度1=240mm=0.24m，则脚焊缝的抗剪强度：=82.47(MPa)<160(MPa)22.168x10=82.47(MPa)<160(MPa)2x0.7x0.008x0.24基础验算基础宽w=1.0m，高h=1.5m,长l=1.0m,基础单位重量24KN/m3,基底容许应力290KPa基底应力验算基底所受外荷载为：竖向总荷载N=G+yV=1.269+24X1.0X1.5X1.0=37.269(KN)弯矩M=Fwb1X(h3+H)+Fwp1X(h2+H)+Fwb2X(h1+H)+FWp2X(h/2+H)=1.43X(4.1+1.5)+0.013X(3.45+1.5)+1.43X(2.8+1.5)+0.281X(2.2/2+1.5)=14.952(KNm)基底应力最大值为：_N也__N也_37.269 14.952maxAW1.0x1.01x1.0x1.026二126.981(KPa)<[o]=290(KPa)基底应力最小值为:NM37.269aminAWNM37.269aminAW1.0x1.014.9521x1.0x1.026=-52.443(KPa)〈0基底出现了负应力，出现“负应力”的分布宽度b b min min maxX1.0=0.29m〉-52.443L=f1 -52.443+126.9812）基底抗倾覆稳定性验算抗倾覆稳定系数k=f/2=————=1.25>1.10e14.952/37.26903）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K=世N=°.3°X37.269=3.42>1.2,可。cF 3.271单柱式标志(1.7X2.4)结构设计计算(基础1500X800X800)荷载计算永久荷载标志板重力G1=39.4X9.8=386.12(N)立柱重力G2=139.22X9.8=1364.356(N)标志上部结构总重量G=(139.22+1.62+15.68+1.12+55.2)X9.8=2085.832(N)风荷载标志板Fwb1=Y0Yq[(0.5pCV2)(Wb1XHb1)]/1000=1.0X1.4X[(0.5X1.2258X1.2X352)X(1.7X2.4)]/1000=4.29(KN)立柱Fwp1=Y0Yq[(0.5pCV2)(Wp1XHpn1)]/1000=1.0X1.4X[(0.5X1.2258X0.8X352)X(0.203X2.4)]/1000=0.41(KN)强度验算立柱采用U203X6,截面积为A=3.713X10-3,截面惯性矩为I=1.803X10-5m4,抗弯截面模量为W=1.776X10-4m3.立柱根部所受到的由风载引起的弯矩为：M=Fwb1Xh2+Fwp1Xh1/2=4.29X3.6+0.41X2.4/2=15.936(KNm)立柱根部所受到的由风载引起的剪力为：F=Fwb1+Fwp1=4.29+0.41=4.7(KN)

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。max=M/W=15.936X103/(1.776X10—4)=89.73(MPa)<[od]=215(MPa),通过最大剪应力验算Tmax=2XF/A=2X4.7X103/(3.713X10一3)=2.53(MPa)<[Td]=125(MPa)，通过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=(203-6)/2Xsin(n/4)=69.65(mm)=0.06965(m)危险点处的正应力为：O=MLL=空x1°3X°.°6965=61.56(MPa)I 1.803x10-5剪应力为：4.7X103x[cos(兀)-cos(3兀)]X(0.203-0.006)2X0.006T=F•S「= 4 4 2 I•(21) 1.803x10-5x2x0.006=1.79(MPa)根据第四强度理论b*=%'b2+3t2='.'61.562+3x1.792=61.64(MPa)<[od]=215MPa，通过(3)变形验算本标志标志板所受荷载为作用在板面几何中心的集中荷载，基础与标志板之间的立柱所受荷载为均布荷载。立柱总高度为：L=4.8(m)标志板所受集中荷载标准值为：P1=Fwb1/(Y0Yg)=4.29/(1.0X1.4)=3.064(KN)该荷载与立柱根部之间的距离为：h2=3.6(m)由其引起的立柱顶部挠度为：f=半二X(3L—h)= 3°64X支62 乂(3x4.8—3.6)=0.0192(m)1 6EI 2 6x206x109x1.803x10-5立柱所受均布荷载标准值为：q=Fwp1/(Y0YGh1)=0.41/(1.0X1.4X2.4)=0.122(KN/m)其高度为：h1=2.4(m)其顶部挠度为：f'== 122X2'44 =1.36x10-4(m)122x2.438EI 8x206x109x1.803x122x2.43=0.76x10-4(rad)=0.76x10-4(rad)6EI6x206x109x1.803x10-5

因此，立柱顶部的总变形挠度为：f=f1+f'+(L-h「xtan(9')=0.0192+1.36xio-4+(4.8-2.4)Xtan(0.76x10-4)=0.01934(m)f/L=0.01934/4.8=1/248<1/100,满足。(4)柱脚强度验算1)受力情况铅直力G=y0YgG=1.0X0.9X2085.832=1877(N)=1.877(KN)水平力F=4.7(KN)由风载引起的弯矩M=15.936(KNm)2)底板法兰盘受压区的长度xn偏心距e=—=15.936=8.49(m)G1.877法兰盘几何尺寸：L=500mm=0.5m;B=0.5m;lt=50mm=0.05m基础采用C20砼，=8.078E 206基础采用C20砼，=8.078E 2.55x104地脚螺栓采用8M24规格，受拉侧4M24地脚螺栓的总有效面积:A。=4X3.53=14.12(c^)=14.12X10-4(廿)Xn根据下式试算求解:x3+3(e—L/2)x2—6nAe(e+L/2—l)(L—l—x)=0n n B t tnx3+3(8.49—0.5/2)x2—6x8.0786x8.078x14.12x10-40.5(8.49+0.5/2—0.05)(0.5—0.05—x)=x3+24.72x2+1.1894x—0.5352=0xn=0.1253）底板法兰盘下的混凝土最大受压应力_2G(e+L/2—1)_ 2x1877x(8.49+0.5/2—0.05)cBx(L—1—x/3) 0.5x0.125x(0.5—0.05—0.125/3)二1.28(MPa)<pf=；°’*L5x10.0=21.9(MPa)ccc\0.5x0.5地脚螺栓强度验算受拉侧地脚螺栓的总拉力：t=G(e—L/2+x/3)=1.877x(8.49-0.5/2+0.125/3)aL—1—x/3 0.5—0.05—0.125/3

=38.07(KN)<4X49.42=197.68(KN)对水平剪力的校核由法兰盘和混凝土的摩擦所产生的水平抗剪承载力为：Vfb=0.4(G+Ta)=0.4X(1.877+38.07)=15.98(KN)>F=4.7(KN)柱脚法兰盘厚度的验算受压侧法兰盘的支撑条件按两相邻边支撑板考虑自由边长a二云xL/2=0.354(m)固定边长b=-a=0.177(m)b 0.177f=b 0.177f= a 0.3542=0.5,查表，a=0.06,因此该区格内最大弯矩为:M=ga2=0.06x1.28x103x0.3542=9.624(KNm)法兰盘的厚度：:6x9624=16.39(mm)<20(mm),可。215x106受拉侧法兰盘的厚度，由下式求得:t=\6t=\6旬\(D+2f0.16x38070/4x——20.1}(0.026+2x一)x215x106=10.27(mm)<20(mm),可。地脚螺栓支承加劲肋的计算由混凝土的分布反力得到的剪力：k=al。=0.1X0.148X1.28X103=18.94(KN)>g= =9.52(KN)地脚螺栓支承加劲肋的高度和厚度为：h=250mm=0.25m；t=10mm=0.01m剪应力为t=七=18-94x103=7.576(MPa)<f=115(Mpa)Rhrtr 0.25x0.01 v设加劲肋与标志立柱的竖向连接角焊缝的焊脚尺寸h=8mm,焊缝计算长度l=240mm=0.24m，则脚焊缝的抗剪强度：=7.046(MPa)<160(Mpa)18.94x10=7.046(MPa)<160(Mpa)2x0.7x0.008x0.24(5)基础验算

基础宽W=0.8m，高H=1.5m,长L=0.8m,基础单位重量24KN/m3,底容许应力290KPa1)基底应力验算基底所受外荷载为：竖向总荷载N=G+yV=2.086+24X0.8X1.5X0.8=25.126(KN)弯矩TbiXh+H)+FwpiX(hi+H)=4.29X(3.6+1.5)+0.41X(2.4+1.5)=23.478(KNm)基底应力最大值为：bmax25.126+bmax25.126+0.8x0.823.4781-x0.8x0.826二324.2(KPa)>[o]=290(KPa)基底应力最小值为:25.126 23.478bmin0.8x25.126 23.478bmin0.8x0.81-x0.8x0.826=-226.1(KPa)〈0b b min min maxx0.8=0.33x0.8=0.33〉L=f1 -226.1+324.22）基底抗倾覆稳定性验算抗倾覆稳定系数k=七1”= 0.8/2 =0.43<1.10e23.478/25.12603）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^=0.3°x25.126=1.6>1.2,可。4.7

标志板(宽X高)(m)标志板面积(m)立柱(mm)基础(高X宽X长)(mm)2.2X3.27.04203X81500X800X12002.4X3.68.64203X81500X800X12003.3X2.89.24203X82000X800X12004.2X2.610.92203X8|1600X800X16004.2X3.012.6203X82000X800X16003.6X3.612.96■203X8|1800X800X12003.5X3.913.65J203X8|1800X800X12004.0X4.216.81273X8|2100X1000X1600，7X4.119.27|273X102100X1000X16002—5.0X2.020273X102100X1000X16004.2X4.820.16273X102100X1000X1600J.9X5.|20.67■273X102100X1000X16003—4.7X2||■2|273X102100X1000X16003—5.0X2.030273X102100X1000X1600标志板(宽X高)(m)标志板面积(m)立柱(mm)基础(高X宽X长)(mm)2.2X3.27.04152X61200X800X12002.4X3.68.64152X61200X800X12003.3X2.89.24152X61200X800X12004.2X2.610.92203X81600X800X16004.2X3.012.6203X81600X800X1600，6X3.612.961203X81600X800X16003.5X3.913.65|203X81600X800X16004.0X4.216.8203X81600X800X1600,7X4.119.27203X81600X800X16002—5.0X2.020273X82100X1000X16004.2X4.820.16273X82100X1000X1600J.9X5.|20.67273X82100X1000X16003—4.7X2|■•2273X82100X1000X16003—5.0X2.030273X82100X1000X1600

标志板(宽X高)(m)标志板面积(m)立柱(mm)横梁(mm)基础(高X宽X长)(mm)2.4X1.84.32325X8127X51800X1200X1200Wxi.q5.51|273X1|■127X81800X1200X1200218x2.26.16|273X10|127x8]800X1200X12.2.8X2.67.28325X8127X82500X1500X15002fX2.8|7181|325X8|127X82|00X1500X15004.3X1.98.17325X10203X102500X1500X24002.8X3.28.96325X8127X82500X1500X15003.6X3.010.8325X14203X102500X1500X24004.0X3.313.2325X14203X102500X1500X240042X3.615.12|351X8.219X6.52500X1500X24004.1X3.715.17325X14203X102500X1500X24004.2X3.916.38351X12219X6.52500X1500X24005.0X3.919.5377X16219X102500X1800X30005.2X3.920.28377X16219X122500X1800X3000I6X3.921.84|377X16|219X.2500X1800X3000标志板(宽X高)(m)标志板面积(m)立柱(mm)横梁(mm)基础(高X宽X长)(mm)2.4X1.84.32■273X8127X51500X1200X1200219X1.95.51|273X8|127X81500X1200X12002^X2.26.16273X8127X81500X1200X12002.8X2.67.28325X8127X82000X1500X15002|8X2.8|7181325X81127X82000X1500X15004.3X1.98.17|325X8「127X82000X1500X15002.8X3.28.96325X8127X82000X1500X15003.6X3.010.8|325X10203X102000X1500X15004.0X3.313.2325X14203X102000X1500X1500■2X3.615.121351X8■219X6.52000X1500X15004.1X3.715.17J351X8T219X6.52000X1500X15004.2X3.916.38351X12219X6.52000X1500X15005.0X3.919.5377X16219X102500X1800X30005.2X3.920.28377X16|219X102500X1800X300056X3.921.84|377X16|219X.2500X1800X3000单悬臂标志(2.8X2.2)结构设计计算(基础1800X1200X1200)荷载计算永久荷载标志板重力G1=56.03X9.8=549.094(N)横梁采用127X8，其总重力为G2=190.66X9.8=1868.468(N)立柱采用273X10，其重力G3=509X9.8=4988.2(N)标志上部结构总重量G=(509+190.66+25.12+2.56+7.65+2.13+3.56+23.76+3.1+4.68+78.22)X9.8=8334.312(N)风荷载标志板Fwb1=Y0Yq[(0.5pCV2)(Wb1XHb1)]/1000=1.0X1.4X[(0.5X1.2258X1.2X402)X(2.8X2.2)]/1000=10.148(KN)横梁Fwh1=Y0Yq[(0.5pCV2)Z印町乂据点)]/1000=1.0X1.4X[(0.5X1.2258X0.8X402)X(1X0.127X2)]/1000=0.279(KN)立柱Fwp1=Y0Yq[(0.5pCV2)(Wp1XHpn1)]/1000=1.0X1.4X[(0.5X1.2258X0.8X402)X(0.273X7.847)]/1000=2.353(KN)横梁的设计计算由于两根横梁材料、规格相同，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。单根横梁所受荷载为：竖直荷载G=yy可=1.0x1.2x■^竺=0.329(KN)4 0G2 2®=yY乌/l=1.0x1.2x1^868/3.8=0.295(KN/m)1 0G2 1 2水平荷载Fwb=Fwb1/2=10.148/2=5.074(KN)o2=Fwh1/(2X12)=0.279/(2X1)=0.14(KN/m)强度验算横梁根部由重力引起的剪力为：Q=G+O1=0.329+0.295X3.8=1.45(KN)

由重力引起的弯矩为：M=G(l+l)+^1^=0.329X(1+1.4)+0.295乂3.82=2.92(KNm)>1 423 2 2横梁根部由风引起的剪力为：Q=F+3l=5.074+0.14X1=5.214(KN)由风载引起的弯矩为：M=F(l+1)+^2^=5.074x(1+1.4)+①"X"=12.248(KNm)尤1 wb2 3 2 2横梁规格为127X8，截面积为A=2.991X10一3m2,截面惯性矩为1=0.532X10-5m4,抗弯截面模量为W=0.838X10-4m3。横梁根部所受的合成剪力为：Q=Jq2+Q2=寸5.2142+1.452=5.412(KN)合成弯矩为：M=y：M2+M2—<12.2482+2.922=12.591(KNm)最大正应力验算：横梁根部的最大正应力为：bmax12.591bmax12.591x1030.838x10-4=150.25(MPa)<[a「=215(MPa)最大剪应力验算:T=2XQ=2X5.412X103=3.62(MPa)<[t]=125(MPa)maxA2.991x10-3 d危险点应力验算：根据第四强度理论，。、T近似采用最大值即：', b*=\，'b 2+3t2=550.252+3x3.622=150.38(MPa)<[。d]=215MPa,可2)变形验算幌 幌垂直挠度G4/(y0yG)(l2G4/(y0yG)(l2+l6EI—(3l-l-l)+ ^-G―1-1 2 3 8EI=329/(1.0X1.2)(1+1.4)2 338114+ 295/(1.0x1.2)x3.846x206x109x0.532x10-5 ^ ^ 8x206x109x0.532x10-5=0.0061(m)水平挠度F/(yy_)([+I)2— , —气心1一)l_l?(3lT)f= ^-e 2 3 (3l-l-l)+—2 ^-e― 1 2—* 6EI 1 2 3 6EI二5074/(1.0x1.2)(1+1.4)2 338114+140/(1.0x1.2)x13x(3x3.8-1)6x206x109x0.532x10-5 ^ ^ 6x206x109x0.532x10-5=0.0335(m)合成挠度f=i'f2+f2=10.03352+0.00612=0.034(m)TOC\o"1-5"\h\zf 0.034 1 1 可==< ,\ 3.8 112 100立柱的设计计算立柱所受荷载为：垂直荷载N=y0ygG=1.0X1.2X8.334=10.001(KN)水平荷载H=Fwb1+Fwh1+Fwp1=10.148+0.279+2.353=12.78(KN)立柱根部由永久荷载引起的弯矩为：M=2M.=2x2.92=5.84(KNm)由风载引起的弯矩为：Mx=(Fwbi+Fwhi)Xhi+FwpiXh/2二(10.148+0.279)X6.867+2.353X7.847/2=80.834(KNm)合成弯矩M=\：'M2+M2=<80.8342+5.842=81.045(KNm)由风载引起的扭矩M=2M=2x12.248=24.496(KNm)立柱规格为U273X10,截面积为A=8.262x10-3m2,截面惯性矩为1=7.154x10-5m4，抗弯截面模量为W=5.241x10-4m3，截面回转半径i=,A=0.093，极惯性矩为Ip=71(D4-d4)=1.43x10-4m4悬臂梁的长度系数U=2,立柱作为中心受压直杆时，其柔度为人=也=2x6.867=148，查表，得稳定系数中=0.347i0.093强度验算①最大正应力验算轴向荷载引起的压应力c=—=10.001x103=1.21(MPa)8.262x10-3由弯矩引起的压应力bM81-045x103=由弯矩引起的压应力bW5.241x10-4组合应力b=b=1.21+154.64=155.85(MPa)max1.21+154.64=0.735<1，可9[b组合应力b=b=1.21+154.64=155.85(MPa)max1.21+154.64=0.735<1，可9[b] [b] 0.347x215d d215②最大剪应力验算由剪力（水平荷载）引起的剪应力THmax=2xH=2x12关x103=3.094(MPa)A8.262x10-3由扭矩引起的剪应力为TtmaxM0/224.496x103x0.273,2=23.383(MPa)1.43x10-4T=THmax+T=3.094+23.383=26.477(MPa)maxtmax③危险点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，即最大正应力位置点处，由扭矩产生的剪应力亦为最大，即b=b=b=155.85MPa，T=t=26.477MPamaxmaxmax根据第四强度理论b「=Jb2+3"=J155.852+3x26.4772=162.457(MPa)<M「=215(MPa)2）变形验算由风载标准值引起的立柱顶部的水平位移(F+F)/(yy)h2 F/(yy/h(F+F)/(yy)h2 F/(yy/h)h4wb1wh1 0Q1(3h—h)+wp1 0Qwh1wp16EI_(10.148+0.279)x103/(1.0x1.4)x6.8672— (3x7.847-6.867)6x206x109x7.154x10-5+2.353x103/(1.0x1.4)x7.8473=°°73m8x206x109x7.154x10-50.07311一< D7.847 107 100，可立柱顶部由扭矩标准值产生的扭转角为:0=Mt们/h=Qxe/e0x5x7.847=0.0122(rad)GIp79x109x1.43x10-4该标志结构左上点处水平位移最大，由横梁水平位移、立柱水平位移及由于立柱扭转而使横梁产生的水平位移三部分组成。该点总的水平位移为：f=f+f+皈=0.0335+0.073+0.0122X3.8=0.153m该点距路面高度为7.967mf_0.153 1 1h7.967 52 60立柱在两根横梁之间部分由于横梁永久荷载产生的弯矩标准值而发生的转角为：9=[M/（yy）]h/EI=邓4乂WMLOx12）x6'67=0.0°23（rad）> 0G1 206x109x7.154x10-5单根横梁由此引起的垂直位移为：f'=i9=3.8X0.0023=0.0087（m）横梁的垂直总位移为：f=f+f=0.0061+0.0087=0.0148(m)该挠度可作为设置横梁预拱度的依据。立柱和横梁的连接连接螺栓采用六角螺栓8M18，查表，每个螺栓受拉承载力设计e= KN,受剪(单剪)承载力设计值为Nb= KNV螺栓群重心处所受外力为：合成剪力Q=5.412KN,合成弯矩M=12.591KNm每个螺栓所受的剪力为n=Q=5^=0.677(KN)Vn8以横梁外壁与M方向平行的切线为旋转轴，各螺栓距旋转轴的距离分别为:螺栓1：y1螺栓2：y2螺栓3：y3螺栓4：螺栓1：y1螺栓2：y2螺栓3：y3螺栓4：y4螺栓5：y5螺栓6：y6螺栓7：y7螺栓8：y80.12720.12720.12720.12720.12720.12720.12720.1272+0.15sin（14.85。-22.5。）=0.044（m）+0.15sin（14.85。+22.5。）=0.155（m）+0.15sin（14.85。+22.5。x3）=0.212（m）+0.15sin（14.85。+22.5。x5）=0.183（m）+0.15sin（14.85。+22.5。x7）=0.083（m）+0.15sin（14.85。+22.5。x9）=-0.028（m）+0.15sin（14.85。+22.5。x11）=-0.085（m）+0.15sin（14.85。+22.5。x13）=-0.056（m）螺栓3距旋转轴的距离最远，其拉力N=5，Mb为各螺栓拉力对旋转轴的力矩之和，M轴的力矩之和，MbN£y2式中£y2=0.0442+0.1552+0.2122+ +0.0832=0-111以过悬臂法兰盘圆心，分别与M方向重合和垂直的两根直线为x轴和y轴，设受压区最大压应力为a，则受压区压力对旋转轴产生的力矩为:cmaxM=j0.2a(2应0.22-y2)(y-0.0635)设受压区最大压应力为a，则受压区压力对旋转轴产生的力矩为:cmaxM=j0.2a(2应0.22-y2)(y-0.0635)dyc0.0635压应力合力绝对值为：N=j0.2a（2匕：0.22-y2）dy0.0635式中a为距x轴y距离处法兰盘受压区的压应力y-0.06350.2-0.0635cmax根据法兰盘的平衡条件：M+M=M于是N3£y2+14.652acmaxj0.2(*0.22—y2)(y—0.0635)2dy=M0.063514.652aj0.2 (\；‘0.22-y2)(y-0.0635)dy=cmax0.0635整理得0.524N+Xa=12591max3.193N3-Yamax解得：N=cmax1）螺栓强度验算；(')2；(')2+(Nma^)2:NbvNbtj0677)2+(—广悬臂法兰盘的厚度是20mm，则单个螺栓的承压承载力设计值Nb=0.018X=0.677KN<Nb，可。=0.677KN<Nb，可。法兰盘的确定受压侧受力最大的法兰盘区格为三边支承板自由边长a=2X0.15Xsin22.5°=0.1148(m)固定边长b二1(0.4-0.127)=固定边长b2b2a20.13650.1148=a。max=1.189b2a20.13650.1148=a。max=1.189,查表，acmaxa2=0.12x。2cmax二0.12,因此该区格内最大弯矩为:x0.11482=(KNm)法兰盘的厚度:，6M，6Mt=■ max(mm)215x106受拉侧法兰盘的厚度，由下式求得:0.3-0.127■_6Nl\'(D■_6Nl\'(D+21)fTaarai0.3-0.1271(0.02+2x )x215x106加劲肋的确定由受压区法兰盘的分布反力得到的剪力k=alg=2X0.15Xsin22.5°X0.136X。二螺栓拉力所产生的剪力为k=N3=加劲肋的高度和厚度分别为hR=240mm=0.24m；t=20mm=0.02m剪应力为tr=二―= =(MPa)RiRi设加劲肋与横梁的竖向连接角焊缝的焊脚尺寸h=10mm,焊缝计算长度l=240mm=0.24m，则脚焊缝的抗剪强度：Tf-2hl-2x0.7x0.01x0.24= '购)ew柱脚强度验算1)受力情况铅直力G=Y0YgG=1.0X0.9X8.334=7.5(KN)

水