標志規格一、單柱式標志規格標志板(寬X高)(m)標志板面積(m)立柱(mm)基礎(高X寬X長)(mm)0.44X0.40.17650X50X5標志在護欄上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濕[500X1000X14.1.7X2.44.08203X61500X800X800■.2X3.17.7|203X81500X1000X14.3.6X2.]7pi1273X6.5【800X1200X1600標志板(寬X高)(m)標志板面積(m)立柱(mm)基礎(高X寬X長)(mm)0.44X0.40.17650X50X5標志在護欄上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單柱式標志(2-0.6X0.8)結構設計計算(基礎800X400X400)荷載計算永久荷載標志板重力G1=5.2X9.8=50.96(N)立柱重力G2=癸也x31.23X9.8=234.989(N)3230標志上部結構總重量G=(248^x31.23+2.54+6.36+3.78+0.96+7.82)X9.8=445.297(N)3230風荷載標志板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)強度驗算立柱采用U102X4,截面積為A=1.232X10一3,截面慣性矩為I=0.148X10-5m4，抗彎截面模量為W=0.29X10-4m3.立柱根部所受到的由風載引起的彎矩為：M=Fwb1Xh2+Fwp1X0/2=1.21X2.4+0.17X2/2=3.074(KNm)立柱根部所受到的由風載引起的剪力為：F=Fwb1+Fwp1=1.21+0.17=1.38(KN)最大正應力驗算立柱根部橫截面上由風載引起的最大正應力為。max=M/W=3.074X103/(0.29X10t)=106(MPa)<[od]=215(MPa)，通過最大剪應力驗算Tmax=2XF/A=2X1.38X103/(1.232X10t)=2.24(MPa)<[Td]=125(MPa),通過危險點應力驗算對圓柱型立柱截面，通過圓心與X-X軸成45的直線與截面中心線的交點處于復雜應力狀態，正應力和剪應力均比較大，應對該點進行應力狀態分析。

危險點所在的位置為：x=y=(102-4)/2Xsin(n/4)=34.65(mm)=0.03465(m)危險點處的正應力為：O=MJLL=3.074X1°3X0.03465=肯(MPa)I 0.148x10-5剪應力為：)2x0.004* 1.38x103x[cos(")-cos(*)]x(①102)2x0.004T=F?S 4 4I?(21)0.148x10-5xI?(21)=1.58(MPa)根據第四強度理論b*=崩2+3"=$1.972+3x1.582=72.02(MPa)<[。d]=215MPa，通過(3)變形驗算本標志標志板所受荷載為作用在板面幾何中心的集中荷載，基礎與標志板之間的立柱所受荷載為均布荷載。立柱總高度為：L=2.48(m)標志板所受集中荷載標準值為：P1=Fwb1/(Y0Yg)=1.21/(1.0X1.4)=0.864(KN)該荷載與立柱根部之間的距離為：h2=2.4(m)864x864x2.42^^2x(3L—h)= 約4*v x(3x2.48—2.4)=0.0137(m)6EI 2 6x206x109x0.148x10-5立柱所受均布荷載標準值為：q=Fwp1/(Y0YGh1)=0.17/(1.0X1.4X2)=0.061(KN/m)其高度為：h1=2(m)其頂部撓度為：f'=qh^= 61X24 =0.0004(m)8EI8x206x109x0.148x10-5轉角為：9'=qh1^= 61X23 =0.00027(rad)6EI6x206x109x0.148x10-5因此，立柱頂部的總變形撓度為：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,滿足。(4)基礎驗算基礎寬w=0.4m，高h=0.8m,長l=0.4m,基礎單位重量24KN/m3,基

底容許應力290KPa基底應力驗算基底所受外荷載為：豎向總荷載N=G+yV=0.445+24X0.4X0.8X0.4=3.517(KN)彎矩TbiXh+H)+FwpiX(hi+H)=1.21X(2.4+0.8)+0.17X(2+0.8)=4.348(KNm)基底應力最大值為：NM3.517maxAWNM3.517maxAW0.4X0.44.3481—x0.4x0.426二429.6(KPa)>[o]=290(KPa)基底應力最小值為:bmin3.5170.4x0.44.3481—x0.4x0.4bmin3.5170.4x0.44.3481—x0.4x0.426=-385.64(KPa)<0基底出現了負應力，出現“負應力”的分布寬度b min min max-385.64L=f1 -385.64+429.6x0.4=0.19〉2）基底抗傾覆穩定性驗算抗傾覆穩定系數K=f/2=—亶H—=0.16<1.10e4.348/3.51703）基底滑動穩定性驗算設基礎底面與地基土之間的摩擦系數為0.30，則基礎抗滑動穩定系數0.30NF0.3°x3.517=0.76<1.21.38單柱式標志(u1.2)結構設計計算(基礎1000X800X800)(1)荷載計算永久荷載標志板重力G1=12.5X9.8=122.5(N)立柱重力G2=51.14X9.8=501.172(N)標志上部結構總重量G=(51.14+0.63+3.96+0.36+3.05+12.53)X9.8=702.366(N)風荷載標志板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)強度驗算立柱采用U127X5,截面積為A=1.916X10-3m2,截面慣性矩為I=0.357X10-5m4,抗彎截面模量為W=0.562X10-4m3.立柱根部所受到的由風載引起的彎矩為：M=Fwb1Xh2+Fwp1Xh1/2=1.43X2.8+0.23X2.2/2=4.257(KNm)立柱根部所受到的由風載引起的剪力為：F=Fwb1+Fwp1=1.43+0.23=1.66(KN)最大正應力驗算立柱根部橫截面上由風載引起的最大正應力為。max=M/W=4.257X103/(0.562X10t)=75.75(MPa)<[。d]=215(MPa)，通過[[，d]]為何等于215在哪里查表最大剪應力驗算Tmax=2XF/A=2X1.66X103/(1.916X10-3)=1.73(MPa)<[Td]=125(MPa)，通過危險點應力驗算對圓柱型立柱截面，通過圓心與X-X軸成45的直線與截面中心線的交點處于復雜應力狀態，正應力和剪應力均比較大，應對該點進行應力狀態分析。危險點所在的位置為：x=y=(127-5)/2Xsin(n/4)=43.13(mm)=0.04313(m)危險點處的正應力為：=51.43(MPa)r_M?y4.257x103x0.04313u= =51.43(MPa)I 0.357x10-5[0.04313如何得來的]剪應力為：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，計算公式是什么，t是怎么得來的根據第四強度理論b*=?如2+3"=21.432+3x1.222=51.47(MPa)<[ud]=215MPa，通過(3)變形驗算本標志標志板所受荷載為作用在板面幾何中心的集中荷載，基礎與標志板之間的立柱所受荷載為均布荷載。立柱總高度為：L=3.4(m)標志板所受集中荷載標準值為：P1二Fwbi/(Y0Yg)=1.43/(1.0X1.4)=1.021(KN)該荷載與立柱根部之間的距離為：h2=2.8(m)由其引起的立柱頂部撓度為：f=P1h22X(3L-h)= XL82 X(3X3.4-2.8)=0.0134(m)1 6EI 2 6x206x109x0.357x10-5立柱所受均布荷載標準值為：q=Fwp1/(Y0YGh1)=0.23/(1.0X1.4X2.2)=0.075(KN/m)其高度為：h1=2.2(m)其頂部撓度為：f=^^= 75x2.24 =2.99x10-4(m)8EI 8x206x109x0.357x10-5轉角為：9'=^^= 75X2.23 =1.81x10-4(rad)6EI6x206x109x0.357x10-5因此，立柱頂部的總變形撓度為：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,滿足。(4)柱腳強度驗算受力情況鉛直力G=y0YgG=1.0X0.9X702.366=632(N)=0.632(KN)水平力F=1.66(KN)由風載引起的彎矩M=4.257(KNm)底板法蘭盤受壓區的長度xn偏心距e=—=4'257=6.74(m)G0.632法蘭盤幾何尺寸：L=400mm=0.4m;B=0.4m;lt=50mm=0.05m基礎采用C20砼，n=烏=206X103=8.078E2.55x104C地腳螺栓采用8M20規格，受拉側4M20地腳螺栓的總有效面積：A。=4X2.45=9.8(c^)=9.8X10-4(廿)xn根據下式試算求解：

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底板法蘭盤下的混凝土最大受壓應力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地腳螺栓強度驗算受拉側地腳螺栓的總拉力：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)對水平剪力的校核由法蘭盤和混凝土的摩擦所產生的水平抗剪承載力為：Vfb=0.4(G+Ta)=0.4X(0.632+13.148)=5.512(KN)>F=1.66(KN)柱腳法蘭盤厚度的驗算受壓側法蘭盤的支撐條件按兩相鄰邊支撐板考慮自由邊長a=\;2xL/2=0.283(m)b 0.1415f a 0.2832-0.5，查表，a=0.06,因此該區格內最大彎矩為:M=gab 0.1415f a 0.2832-0.5，查表，a=0.06,因此該區格內最大彎矩為:M=ga2-0.06x0.68x103x0.2832-3.268(KNm)法蘭盤的厚度：：6x3268

\215x106=9.55(mm)<20(mm),可。受拉側法蘭盤的厚度，由下式求得:~taai6x13148/4~taai6x13148/4x0.10.1

(0.022+2x——)x215x106

2=6.13(mm)<20(mm),可。地腳螺栓支承加勁肋的計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)地腳螺栓支承加勁肋的高度和厚度為：h=250mm=0.25m；t=10mm=0.01m剪應力為t=-^=丸248x103=3.7(MPa)<f=115(Mpa)

Rhrtr 0.25x0.01 v設加勁肋與標志立柱的豎向連接角焊縫的焊腳尺寸h=8mm,焊縫計算長度l=240mm=0.24m，則腳焊縫的抗剪強度：V7~2hl=3.44(MPa)<160(MPa)V7~2hl=3.44(MPa)<160(MPa)2x0.7x0.008x0.24(5)基礎驗算基礎寬w=0.8m，高h=1.0m,長l=0.8m,基礎單位重量24KN/m3,基底容許應力290KPa基底應力驗算基底所受外荷載為：豎向總荷載N=G+yV=0.702+24X0.8X1.0X0.8=16.062(KN)彎矩M=Fwb1Xh+H)+Fwp1X(0+H)=1.43X(2.8+1.0)+0.23X(2.2+1.0)=6.17(KNm)基底應力最大值為：NM16.062maxNM16.062maxAW0.8x0.86.171-x0.8x0.826二97.4(KPa)<[o]=290(KPa)基底應力最小值為:16.062 6.17amin0.8x16.062 6.17amin0.8x0.81-x0.8x0.826=-47.2(KPa)〈0基底出現了負應力，出現“負應力”的分布寬度a min min maxa min min max-47.2L=f1 -47.2+97.4x0.8=0.26〉Lf1=0.2m42） 基底抗傾覆穩定性驗算抗傾覆穩定系數K=七1,2= 0.8/2 =1.04<1.10e6.17/16.06203） 基底滑動穩定性驗算設基礎底面與地基土之間的摩擦系數為0.30，則基礎抗滑動穩定系數K=0.30N=0.30X16.°62=2.9>1.2,可。cF 1.66單柱式標志(2—1.2)結構設計計算(基礎1500X1000X1000)荷載計算永久荷載標志板重力G1=25.84X9.8=253.232(N)立柱重力G2=85.21X9.8=835.058(N)標志上部結構總重量G=(85.21+0.63+9.24+0.72+6.1+25.84+1.8)X9.8=1269.492(N)風荷載標志板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)標志板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)強度驗算立柱采用152X5,截面積為A=2.309X10一3,截面慣性矩為I=0.624X10-5m4,抗彎截面模量為W=0.822X10-4m3.立柱根部所受到的由風載引起的彎矩為：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風載引起的剪力為：F=Fwb1+Fwp1+Fwb2+Fwp2=1.43+0.13+1.43+0.281=3.271(KN)最大正應力驗算立柱根部橫截面上由風載引起的最大正應力為。max=M/W=10.221X103/(0.822X10)二124.343(MPa)<[od]=215(MPa)，通過最大剪應力驗算Tmax=2XF/A=2X3.271X103/(2.309X10-3)=2.83(MPa)<[Td]=125(MPa),通過危險點應力驗算對圓柱型立柱截面，通過圓心與X-X軸成45的直線與截面中心線的交點處于復雜應力狀態，正應力和剪應力均比較大，應對該點進行應力狀態分析。危險點所在的位置為：x=y=(152-5)/2Xsin(n/4)=51.97(mm)=0.05197(m)危險點處的正應力為：O=MJLL=0221xIE0.05197=85.13(MPa)I 0.624x10-5剪應力為：)2x0.0053.271x103x[cos(—)-cos(四)]x(0.152)2x0.005I?(21)0.624x10-5I?(21)=2(MPa)根據第四強度理論b*=云2+3"=?,.'85.132+3x22=85.2(MPa)<[od】=215MPa，通過變形驗算本標志包括兩塊標志板，除最下面的一塊標志板與基礎之間所夾的力柱所承受的荷載看作均布荷載外，其他荷載均看作作用在幾何中心的集中荷載。立柱總高度為：L=4.7m第一塊標志板所受集中荷載標準值為：P1=Fwb1/(Y0Yg)=1.43/(1.0X1.4)=1.021(KN)該荷載與立柱根部之間的距離為：h3=4.1(m)由其引起的立柱頂部撓度為：f=半3-x(3L—h)= X4」2 x(3x4.7—4.1)=0.0223(m)1 6EI 3 6x206x109x0.624x10-5第一塊和第二塊標志板之間所夾立柱所受集中荷載標準值為：P2=Fwp1/(Y0Yg)=0.013/(1.0X1.4)=0.009(KN)該荷載與立柱根部之間的距離為：h2=3.45(m)由該荷載引起的立柱頂部撓度為：

P2h2X(3L-h)= 9x支452 x(3X4.7-3.45)6EI 2 6x206x109x0.624x10-5=1.479X10-4(m)第二塊標志板所受集中荷載標準值為：P3=Pi=1.021(KN)該荷載與立柱根部之間的距離為：h1=2.8(m)由其引起的立柱頂部撓度為：f=P3hi~x(3L-h)= -、?82 x(3x4.7-2.8)3 6EI 1 6x206x109x0.624x10-5=0.0117(m)第二塊標志板與基礎之間的立柱所受均布荷載標準值為：91x2.24q=Fwp2/(Y0YGh)91x2.24=2.073x10-=2.073x10-4(m)8EI8x206x109x0.624x10-5轉角為：0'=qh^= 91x2.23 =1.256x10-4(rad)6EI6x206x109x0.624x10-5因此，立柱頂部的總變形撓度為：f=f1+f2+f3+廣+(S")x響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,滿足。柱腳強度驗算受力情況鉛直力G=y0YgG=1.0X0.9X1269.492=1143(N)=1.143(KN)水平力F=3.271(KN)由風載引起的彎矩M=10.221(KNm)底板法蘭盤受壓區的長度xn偏心距e=M=叢豈=8.94(m)G1.143法蘭盤幾何尺寸：L=400mm=0.4m;B=0.4m;lt=50mm=0.05m基礎采用C20砼，n=烏=206x103=8.078E2.55x104c地腳螺栓采用8M20規格，受拉側4M20地腳螺栓的總有效面積：a=4X2.45=9.8(c^)=9.8X10-4(廿)

Xn根據下式試算求解: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底板法蘭盤下的混凝土最大受壓應力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地腳螺栓強度驗算受拉側地腳螺栓的總拉力：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)對水平剪力的校核由法蘭盤和混凝土的摩擦所產生的水平抗剪承載力為：Vfb=0.4(G+Ta)=0.4X(1.143+31.7)=13.137(KN)>F=3.271(KN)柱腳法蘭盤厚度的驗算受壓側法蘭盤的支撐條件按兩相鄰邊支撐板考慮自由邊長a二*‘2xL/2=0.283(m)固定邊長b2=2a2=0.1415(m)b 0.1415一b 0.1415一= a 0.2832=0.5，查表，a=0.06,因此該區格內最大彎矩為:M=ga2=0.06x1.63x103x0.2832=7.833(KNm)法蘭盤的厚度：t=f215x106t=f215x106受拉側法蘭盤的厚度，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地腳螺栓支承加勁肋的計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)地腳螺栓支承加勁肋的高度和厚度為：h=250mm=0.25m；t=10mm=0.01m剪應力為T=-^=22.168x103=8.867(MPa)<f=115(Mpa)R hrtr 0.25x0.01 v設加勁肋與標志立柱的豎向連接角焊縫的焊腳尺寸h=8mm,焊縫計算長度1=240mm=0.24m，則腳焊縫的抗剪強度：=82.47(MPa)<160(MPa)22.168x10=82.47(MPa)<160(MPa)2x0.7x0.008x0.24基礎驗算基礎寬w=1.0m，高h=1.5m,長l=1.0m,基礎單位重量24KN/m3,基底容許應力290KPa基底應力驗算基底所受外荷載為：豎向總荷載N=G+yV=1.269+24X1.0X1.5X1.0=37.269(KN)彎矩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)基底應力最大值為：_N也__N也_37.269 14.952maxAW1.0x1.01x1.0x1.026二126.981(KPa)<[o]=290(KPa)基底應力最小值為:NM37.269aminAWNM37.269aminAW1.0x1.014.9521x1.0x1.026=-52.443(KPa)〈0基底出現了負應力，出現“負應力”的分布寬度b b min min maxX1.0=0.29m〉-52.443L=f1 -52.443+126.9812）基底抗傾覆穩定性驗算抗傾覆穩定系數k=f/2=————=1.25>1.10e14.952/37.26903）基底滑動穩定性驗算設基礎底面與地基土之間的摩擦系數為0.30，則基礎抗滑動穩定系數K=世N=°.3°X37.269=3.42>1.2,可。cF 3.271單柱式標志(1.7X2.4)結構設計計算(基礎1500X800X800)荷載計算永久荷載標志板重力G1=39.4X9.8=386.12(N)立柱重力G2=139.22X9.8=1364.356(N)標志上部結構總重量G=(139.22+1.62+15.68+1.12+55.2)X9.8=2085.832(N)風荷載標志板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)強度驗算立柱采用U203X6,截面積為A=3.713X10-3,截面慣性矩為I=1.803X10-5m4,抗彎截面模量為W=1.776X10-4m3.立柱根部所受到的由風載引起的彎矩為：M=Fwb1Xh2+Fwp1Xh1/2=4.29X3.6+0.41X2.4/2=15.936(KNm)立柱根部所受到的由風載引起的剪力為：F=Fwb1+Fwp1=4.29+0.41=4.7(KN)

最大正應力驗算立柱根部橫截面上由風載引起的最大正應力為。max=M/W=15.936X103/(1.776X10—4)=89.73(MPa)<[od]=215(MPa),通過最大剪應力驗算Tmax=2XF/A=2X4.7X103/(3.713X10一3)=2.53(MPa)<[Td]=125(MPa)，通過危險點應力驗算對圓柱型立柱截面，通過圓心與X-X軸成45的直線與截面中心線的交點處于復雜應力狀態，正應力和剪應力均比較大，應對該點進行應力狀態分析。危險點所在的位置為：x=y=(203-6)/2Xsin(n/4)=69.65(mm)=0.06965(m)危險點處的正應力為：O=MLL=空x1°3X°.°6965=61.56(MPa)I 1.803x10-5剪應力為：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)根據第四強度理論b*=%'b2+3t2='.'61.562+3x1.792=61.64(MPa)<[od]=215MPa，通過(3)變形驗算本標志標志板所受荷載為作用在板面幾何中心的集中荷載，基礎與標志板之間的立柱所受荷載為均布荷載。立柱總高度為：L=4.8(m)標志板所受集中荷載標準值為：P1=Fwb1/(Y0Yg)=4.29/(1.0X1.4)=3.064(KN)該荷載與立柱根部之間的距離為：h2=3.6(m)由其引起的立柱頂部撓度為：f=半二X(3L—h)= 3°64X支62 乂(3x4.8—3.6)=0.0192(m)1 6EI 2 6x206x109x1.803x10-5立柱所受均布荷載標準值為：q=Fwp1/(Y0YGh1)=0.41/(1.0X1.4X2.4)=0.122(KN/m)其高度為：h1=2.4(m)其頂部撓度為：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，立柱頂部的總變形撓度為：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,滿足。(4)柱腳強度驗算1)受力情況鉛直力G=y0YgG=1.0X0.9X2085.832=1877(N)=1.877(KN)水平力F=4.7(KN)由風載引起的彎矩M=15.936(KNm)2)底板法蘭盤受壓區的長度xn偏心距e=—=15.936=8.49(m)G1.877法蘭盤幾何尺寸：L=500mm=0.5m;B=0.5m;lt=50mm=0.05m基礎采用C20砼，=8.078E 206基礎采用C20砼，=8.078E 2.55x104地腳螺栓采用8M24規格，受拉側4M24地腳螺栓的總有效面積:A。=4X3.53=14.12(c^)=14.12X10-4(廿)Xn根據下式試算求解: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）底板法蘭盤下的混凝土最大受壓應力_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地腳螺栓強度驗算受拉側地腳螺栓的總拉力：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)對水平剪力的校核由法蘭盤和混凝土的摩擦所產生的水平抗剪承載力為：Vfb=0.4(G+Ta)=0.4X(1.877+38.07)=15.98(KN)>F=4.7(KN)柱腳法蘭盤厚度的驗算受壓側法蘭盤的支撐條件按兩相鄰邊支撐板考慮自由邊長a二云xL/2=0.354(m)固定邊長b=-a=0.177(m)b 0.177f=b 0.177f= a 0.3542=0.5,查表，a=0.06,因此該區格內最大彎矩為:M=ga2=0.06x1.28x103x0.3542=9.624(KNm)法蘭盤的厚度：:6x9624=16.39(mm)<20(mm),可。215x106受拉側法蘭盤的厚度，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。地腳螺栓支承加勁肋的計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)地腳螺栓支承加勁肋的高度和厚度為：h=250mm=0.25m；t=10mm=0.01m剪應力為t=七=18-94x103=7.576(MPa)<f=115(Mpa)Rhrtr 0.25x0.01 v設加勁肋與標志立柱的豎向連接角焊縫的焊腳尺寸h=8mm,焊縫計算長度l=240mm=0.24m，則腳焊縫的抗剪強度：=7.046(MPa)<160(Mpa)18.94x10=7.046(MPa)<160(Mpa)2x0.7x0.008x0.24(5)基礎驗算

基礎寬W=0.8m，高H=1.5m,長L=0.8m,基礎單位重量24KN/m3,底容許應力290KPa1)基底應力驗算基底所受外荷載為：豎向總荷載N=G+yV=2.086+24X0.8X1.5X0.8=25.126(KN)彎矩TbiXh+H)+FwpiX(hi+H)=4.29X(3.6+1.5)+0.41X(2.4+1.5)=23.478(KNm)基底應力最大值為：bmax25.126+bmax25.126+0.8x0.823.4781-x0.8x0.826二324.2(KPa)>[o]=290(KPa)基底應力最小值為: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）基底抗傾覆穩定性驗算抗傾覆穩定系數k=七1”= 0.8/2 =0.43<1.10e23.478/25.12603）基底滑動穩定性驗算設基礎底面與地基土之間的摩擦系數為0.30，則基礎抗滑動穩定系數0^=0.3°x25.126=1.6>1.2,可。4.7

標志板(寬X高)(m)標志板面積(m)立柱(mm)基礎(高X寬X長)(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標志板(寬X高)(m)標志板面積(m)立柱(mm)基礎(高X寬X長)(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

標志板(寬X高)(m)標志板面積(m)立柱(mm)橫梁(mm)基礎(高X寬X長)(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標志板(寬X高)(m)標志板面積(m)立柱(mm)橫梁(mm)基礎(高X寬X長)(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單懸臂標志(2.8X2.2)結構設計計算(基礎1800X1200X1200)荷載計算永久荷載標志板重力G1=56.03X9.8=549.094(N)橫梁采用127X8，其總重力為G2=190.66X9.8=1868.468(N)立柱采用273X10，其重力G3=509X9.8=4988.2(N)標志上部結構總重量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)風荷載標志板Fwb1=Y0Yq[(0.5pCV2)(Wb1XHb1)]/1000=1.0X1.4X[(0.5X1.2258X1.2X402)X(2.8X2.2)]/1000=10.148(KN)橫梁Fwh1=Y0Yq[(0.5pCV2)Z印町乂據點)]/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)橫梁的設計計算由于兩根橫梁材料、規格相同，根據基本假設，可認為每根橫梁所受的荷載為總荷載的一半。單根橫梁所受荷載為：豎直荷載G=yy可=1.0x1.2x■^竺=0.329(KN)4 0G2 2?=yY烏/l=1.0x1.2x1^868/3.8=0.295(KN/m)1 0G2 1 2水平荷載Fwb=Fwb1/2=10.148/2=5.074(KN)o2=Fwh1/(2X12)=0.279/(2X1)=0.14(KN/m)強度驗算橫梁根部由重力引起的剪力為：Q=G+O1=0.329+0.295X3.8=1.45(KN)

由重力引起的彎矩為：M=G(l+l)+^1^=0.329X(1+1.4)+0.295乂3.82=2.92(KNm)>1 423 2 2橫梁根部由風引起的剪力為：Q=F+3l=5.074+0.14X1=5.214(KN)由風載引起的彎矩為：M=F(l+1)+^2^=5.074x(1+1.4)+①"X"=12.248(KNm)尤1 wb2 3 2 2橫梁規格為127X8，截面積為A=2.991X10一3m2,截面慣性矩為1=0.532X10-5m4,抗彎截面模量為W=0.838X10-4m3。橫梁根部所受的合成剪力為：Q=Jq2+Q2=寸5.2142+1.452=5.412(KN)合成彎矩為：M=y：M2+M2—<12.2482+2.922=12.591(KNm)最大正應力驗算：橫梁根部的最大正應力為：bmax12.591bmax12.591x1030.838x10-4=150.25(MPa)<[a「=215(MPa)最大剪應力驗算:T=2XQ=2X5.412X103=3.62(MPa)<[t]=125(MPa)maxA2.991x10-3 d危險點應力驗算：根據第四強度理論，。、T近似采用最大值即：', b*=\，'b 2+3t2=550.252+3x3.622=150.38(MPa)<[。d]=215MPa,可2)變形驗算幌 幌垂直撓度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)水平撓度F/(yy_)([+I)2— , —氣心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)合成撓度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立柱的設計計算立柱所受荷載為：垂直荷載N=y0ygG=1.0X1.2X8.334=10.001(KN)水平荷載H=Fwb1+Fwh1+Fwp1=10.148+0.279+2.353=12.78(KN)立柱根部由永久荷載引起的彎矩為：M=2M.=2x2.92=5.84(KNm)由風載引起的彎矩為：Mx=(Fwbi+Fwhi)Xhi+FwpiXh/2二(10.148+0.279)X6.867+2.353X7.847/2=80.834(KNm)合成彎矩M=\：'M2+M2=<80.8342+5.842=81.045(KNm)由風載引起的扭矩M=2M=2x12.248=24.496(KNm)立柱規格為U273X10,截面積為A=8.262x10-3m2,截面慣性矩為1=7.154x10-5m4，抗彎截面模量為W=5.241x10-4m3，截面回轉半徑i=,A=0.093，極慣性矩為Ip=71(D4-d4)=1.43x10-4m4懸臂梁的長度系數U=2,立柱作為中心受壓直桿時，其柔度為人=也=2x6.867=148，查表，得穩定系數中=0.347i0.093強度驗算①最大正應力驗算軸向荷載引起的壓應力c=—=10.001x103=1.21(MPa)8.262x10-3由彎矩引起的壓應力bM81-045x103=由彎矩引起的壓應力bW5.241x10-4組合應力b=b=1.21+154.64=155.85(MPa)max1.21+154.64=0.735<1，可9[b組合應力b=b=1.21+154.64=155.85(MPa)max1.21+154.64=0.735<1，可9[b] [b] 0.347x215d d215②最大剪應力驗算由剪力（水平荷載）引起的剪應力THmax=2xH=2x12關x103=3.094(MPa)A8.262x10-3由扭矩引起的剪應力為TtmaxM0/224.496x103x0.273,2=23.383(MPa)1.43x10-4T=THmax+T=3.094+23.383=26.477(MPa)maxtmax③危險點應力驗算最大正應力位置點處，由扭矩產生的剪應力亦為最大，即最大正應力位置點處，由扭矩產生的剪應力亦為最大，即b=b=b=155.85MPa，T=t=26.477MPamaxmaxmax根據第四強度理論b「=Jb2+3"=J155.852+3x26.4772=162.457(MPa)<M「=215(MPa)2）變形驗算由風載標準值引起的立柱頂部的水平位移(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，可立柱頂部由扭矩標準值產生的扭轉角為:0=Mt們/h=Qxe/e0x5x7.847=0.0122(rad)GIp79x109x1.43x10-4該標志結構左上點處水平位移最大，由橫梁水平位移、立柱水平位移及由于立柱扭轉而使橫梁產生的水平位移三部分組成。該點總的水平位移為：f=f+f+皈=0.0335+0.073+0.0122X3.8=0.153m該點距路面高度為7.967mf_0.153 1 1h7.967 52 60立柱在兩根橫梁之間部分由于橫梁永久荷載產生的彎矩標準值而發生的轉角為：9=[M/（yy）]h/EI=鄧4乂WMLOx12）x6'67=0.0°23（rad）> 0G1 206x109x7.154x10-5單根橫梁由此引起的垂直位移為：f'=i9=3.8X0.0023=0.0087（m）橫梁的垂直總位移為：f=f+f=0.0061+0.0087=0.0148(m)該撓度可作為設置橫梁預拱度的依據。立柱和橫梁的連接連接螺栓采用六角螺栓8M18，查表，每個螺栓受拉承載力設計e= KN,受剪(單剪)承載力設計值為Nb= KNV螺栓群重心處所受外力為：合成剪力Q=5.412KN,合成彎矩M=12.591KNm每個螺栓所受的剪力為n=Q=5^=0.677(KN)Vn8以橫梁外壁與M方向平行的切線為旋轉軸，各螺栓距旋轉軸的距離分別為: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距旋轉軸的距離最遠，其拉力N=5，Mb為各螺栓拉力對旋轉軸的力矩之和，M軸的力矩之和，MbN￡y2式中￡y2=0.0442+0.1552+0.2122+ +0.0832=0-111以過懸臂法蘭盤圓心，分別與M方向重合和垂直的兩根直線為x軸和y軸，設受壓區最大壓應力為a，則受壓區壓力對旋轉軸產生的力矩為:cmaxM=j0.2a(2應0.22-y2)(y-0.0635)設受壓區最大壓應力為a，則受壓區壓力對旋轉軸產生的力矩為:cmaxM=j0.2a(2應0.22-y2)(y-0.0635)dyc0.0635壓應力合力絕對值為：N=j0.2a（2匕：0.22-y2）dy0.0635式中a為距x軸y距離處法蘭盤受壓區的壓應力y-0.06350.2-0.0635cmax根據法蘭盤的平衡條件：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）螺栓強度驗算；(')2；(')2+(Nma^)2:NbvNbtj0677)2+(—廣懸臂法蘭盤的厚度是20mm，則單個螺栓的承壓承載力設計值Nb=0.018X=0.677KN<Nb，可。=0.677KN<Nb，可。法蘭盤的確定受壓側受力最大的法蘭盤區格為三邊支承板自由邊長a=2X0.15Xsin22.5°=0.1148(m)固定邊長b二1(0.4-0.127)=固定邊長b2b2a20.13650.1148=a。max=1.189b2a20.13650.1148=a。max=1.189,查表，acmaxa2=0.12x。2cmax二0.12,因此該區格內最大彎矩為:x0.11482=(KNm)法蘭盤的厚度:，6M，6Mt=■ max(mm)215x106受拉側法蘭盤的厚度，由下式求得:0.3-0.127■_6Nl\'(D■_6Nl\'(D+21)fTaarai0.3-0.1271(0.02+2x )x215x106加勁肋的確定由受壓區法蘭盤的分布反力得到的剪力k=alg=2X0.15Xsin22.5°X0.136X。二螺栓拉力所產生的剪力為k=N3=加勁肋的高度和厚度分別為hR=240mm=0.24m；t=20mm=0.02m剪應力為tr=二―= =(MPa)RiRi設加勁肋與橫梁的豎向連接角焊縫的焊腳尺寸h=10mm,焊縫計算長度l=240mm=0.24m，則腳焊縫的抗剪強度：Tf-2hl-2x0.7x0.01x0.24= '購)ew柱腳強度驗算1)受力情況鉛直力G=Y0YgG=1.0X0.9X8.334=7.5(KN)

水