道路勘测设计课程设计报告计算书 30页

.-目录一技术标准概述1.1平面设计技术指标...........................................................................................................31.2纵断面设计技术指标.....................................................................................................31.3路基横断面技术指标.......................................................................................................3二平面设计2.1初选方案及方案粗算....................................................................................................42.2路线方案比选...................................................................................................................62.3选定方案的精算.............................................................................................................62.4直线、曲线及转角表.......................................................................................................82.5逐桩坐标计算....................................................................................................................9三纵断面设计3.1中桩地面高程..................................................................................................................113.2厘米格坐标纸点绘地面线...........................................................................................123.3进展纵坡设计..................................................................................................................123.4竖曲线要素计算..............................................................................................................123.5设计高程计算..................................................................................................................123.6竖曲线计算表..................................................................................................................14四横断面设计4.1技术指标...........................................................................................................................164.2道路的组成及尺寸.........................................................................................................164.3加宽超高计算.....................................................................................................164.4视距验算.............................................................................................................184.5横断方向地面高程.............................................................................................184.6路基设计表.........................................................................................................184.7土石方数量计算与调配.....................................................................................18五完毕语......................................................................................................................19-.word.zl .-六参考文献..................................................................................................................20七附表..........................................................................................................................21一、技术标准概述设计公路为三级道路，设计时速为40Km/h1.1平面设计技术指标〔1〕圆曲线最小半径一般100m极限值60m不设超高最小半径250m最大半径10000m〔2〕缓和曲线最小长度40m一般值50m〔3〕平曲线间插入直线长度同向平曲线长度宜大于6V〔240m〕方向宜大于2V〔80m〕〔4〕平曲线最小长度70m〔5〕直线段最长距离宜小于20V〔800米〕1.2纵断面设计技术指标(1)最大纵坡度：7%最小纵坡:0.5%〔2〕最小坡长：120m〔3〕不同纵坡最大坡长纵坡坡度34567最大坡长——1100900700500〔4〕竖曲线半径：凸型竖曲线一般值700m极限值450m凹型竖曲线一般值700m极限值450m竖曲线长度一般值90m极限值35m〔5〕平纵配合满足“平包竖〞，或者错开距离不小于3s的行程〔33.33m〕。-.word.zl .-1.3路基横断面技术指标：(1)宽度行车道宽度：2×3.5m土路肩宽度：2×0.75m路基总宽度：8.5(2)视距①停车视距：40m②会车视距：80m③超车视距：200m(3)路拱及土路肩横坡度：路拱横坡度取用2%，土路肩横坡度取用3%。二平面设计2.1初选方案及方案粗算2.1.1方案A(1)粗略量取转角量取E=20°F=30°①假定交点FLs=50m由根本型曲线要素要求Ls:Ly:Ls在1：1：1与1：2：1之间假定Ly=70m那么L=Ly+2Ls=170m又=30°得R=229.18m取R=230m=0.45m=25.00m=86.75m6.23°=70.41mLs:Ly:Ls=1:1.4:1符合要求②假定交点ELs=50mLy=70m那么L=Ly+2Ls=170m又=20°得R=343.77m取R=340m-.word.zl .-=0.31m=25.00m=85.00m4.21°=68.72mLs:Ly:Ls=1:1.37:1符合要求EF间直线段距离28.1×20-〔85+86.75〕=390.25>6V(240m)直线段最长距离31.1×20-85=537<20V(800m)线型符合平面设计技术指标2.1.2方案B粗略量取转角量取=44°假定Ls=50mLy=70m那么L=Ly+2Ls=170m又=44°得R=156.26m取R=160m=0.65m=25.00m=89.91m8.95°=72.88mLs:Ly:Ls=1:1.44:1符合要求直线段最长距离39.1×20-89.91=692.09<20V(800m)线型符合平面设计技术指标2.1.3方案C粗略量取转角量取=25°-.word.zl .-假定Ls=50mLy=70m那么L=Ly+2Ls=170m又=25°得R=275.01m取R=280m=0.37m=25.00m=87.16m5.12°=72.13mLs:Ly:Ls=1:1.44:1符合要求直线段最长距离33.1×20-87.16=574.84<20V(800m)线型符合平面设计技术指标2.2路线方案比选路线方案比选表指标单位A方案B方案C方案路线长度m131013741300转角数个211转角平均读数度25°44°25°圆曲线最小半径m230160280延长系数1.031.081.02比选结果：三条路线C方案路线最短，A方案路线沿途地形虽然较为平缓，但转弯过多放弃，B方案路线沿途地形起伏较多，路线比C方案较短，故C方案为最正确方案。2.3选定方案的精算-.word.zl .-〔1〕确定交点坐标、计算方位角、距离及转角①坐标计算：在地形图上读取坐标坐标：起点C〔3356.96,3640.80〕交点K〔3520.44,4296.08〕终点B〔3400.00,4962.26〕②方位角的计算起点A到交点连线的方位角：=76.00°距离CK=675.39m交点到终点D连线的方位角：=100.25°距离KD=655.20m③转角的计算路线转角：转角α=-=24.25°=24°15/〔右转〕〔2〕平曲线计算假定Ls=50mLy=70m那么L=Ly+2Ls=170m又=24.25°=24°15/得R=283.53m取R=290m=0.36m=25.00m=87.38m4.94°=4°56/24//=72.73mE==6.99mD=2T－L=2.03m③桩号计算：JD桩号K0+675.39ZH点：JD－T=K0+588.01-.word.zl .-HY点：ZH+=K0+638.01QZ点：HY+/2=K0+674.38YH点：HY+=K0+710.74HZ点：HY+=K0+760.74终点桩号=HZ+KD-T=K1+328.56校核：JD=QZ+D/2=K0+675.395满足要求2.4直线、曲线及转角表曲线要素〔m〕校正值112.03备注22测量断链增减长度〔m〕〔m〕21外距106.99桩号20曲线长度9172.73直线长度及方向计算方位角19100°15/-.word.zl .-切线长度887.38交点间距〔m〕18655.20缓和曲线长度长度750.00直线长度〔m〕17567.82半径6290.00曲线位置HZ16K0+760.74转角值5右24°15/YH15K0+710.74交点桩号4K0+000.00K0+675.39K1+328.56QZ14K0+674.38交点坐标Y33640.804296.084962.26HY13K0+638.01X23356.963520.443400.00ZH12K0+588.01交点号1起点转点终点交点号1起点转点终点2.5逐桩坐标计算：〔切线支距法、QZ前以ZH为原点、QZ后以HZ为原点〕公式：直线上：x=xy=0缓和曲线上：-.word.zl .-〔L——计算点至坐标原点的距离〕圆曲线上：编号曲线桩号/mLXi/mYi/m备注1K0+588.0100°002K0+600.0011.990°11.990，023K0+620.0031.990°40/49//31.990.384K0+638.00501°38/50//49.961.44HZ点5K0+660.0071.993°18/51//71.764.169.28°-.word.zl .-6K0+674.3886.374°32/50//85.946.8312.13°HZ点7K0+700.0060.742°45/20//60.642.927.06°8K0+710.74501°38/50//49.961.44HZ点9K0+730.0030.740°37/20//30.740.3310K0+750.0010.740°0/51//10.740.0111K0+760.7400°00HZ点切线支距坐标表三纵断面设计3.1中桩地面高程中桩地面高程表编号桩号地面高程备注编号桩号地面高程备注1K0+000.00349.12起点19K0+700.00343.80-.word.zl .-2K0+050.00348.9320K0+710.74343.35YH3K0+100.00349.9521K0+730.00342.344K0+150.00349.1522K0+750.00341.385K0+200.00349.4423K0+760.74341.22HZ6K0+250.00349.5824K0+800.00339.707K0+300.00348.8525K0+850.00339.108K0+350.00348.1526K0+900.00338.539K0+400.00347.4527K0+950.00338.4510K0+450.00348.9028K1+000.00338.2511K0+500.00350.7529K1+050.00338.2012K0+550.00352.5030K1+100.00338.4813K0+588.01351.42ZH31K1+150.00339.2614K0+600.00350.9232K1+200.00339.3815K0+620.00350.1833K1+250.00335.6016K0+638.01348.70HY34K1+300.00332.9017K0+660.00347.7135K1+328.56331.80终点-.word.zl .-18K0+674.38346.10QZ3.2厘米格坐标纸点绘地面线3.3进展纵坡设计3.4竖曲线要素计算：〔1〕变坡点A桩号：K0+480.00=0.6%=-2.9%ω=-=-2.3%<0；凸型曲线取竖曲线半径R=5000mL=Rω=115.00mT==57.50mE==0.33m竖曲线起点桩号：K0+422.50竖曲线起点高程：350.54m变坡点高程：350.88m竖曲线终点桩号：K0+537.50〔2〕变坡点B桩号：K0+900.00=-2.9%=-0.7%ω=-=2.2%>0；凹型曲线取竖曲线半径R=6000mL=Rω=132.00mT==66mE==0.37m竖曲线起点桩号：K0+834.00竖曲线起点高程：340.61m变坡点高程：338.70m竖曲线终点桩号：K0+966.00-.word.zl .-3.5设计高程计算①公式：竖距：h=〔计算点至远点距离即桩号差〕切线高程H=H-(T-x)设计高程H=Hh〔凹形为+凸型为-〕②中桩设计高程表中桩设计高程表编号桩号切线高程设计高程备注编号桩号切线高程设计高程备注1K0+000.00348.00起点19K0+700.00344.502K0+050.00348.3020K0+710.74344.19YH3K0+100.00348.6021K0+730.00343.634K0+150.00348.9022K0+750.00343.055K0+200.00349.2023K0+760.74342.74HZ6K0+250.00349.5024K0+800.00341.607K0+300.00349.8025K0+850.00340.15340.178K0+350.00350.1026K0+900.00338.70339.069K0+400.00350.4027K0+950.00337.25338.3710K0+450.00350.70350.6228K1+000.00338.00-.word.zl .-11K0+500.00351.01350.4129K1+050.00337.6512K0+550.00348.8530K1+100.00337.3013K0+588.01347.75ZH31K1+150.00336.9514K0+600.00347.4032K1+200.00336.6015K0+620.00346.8233K1+250.00336.2516K0+638.01346.30HY34K1+300.00335.9017K0+660.00345.6635K1+328.56335.70终点18K0+674.38345.24QZ3.6竖曲线计算表〔1〕竖曲线计算表A填挖值(m)W0.342.19T2.391．72地面高程〔m〕340.15350.62350.41349.91-.word.zl .-设计高程〔m〕350.54350.62350.41349.91竖曲线要素设计h(m)X(m)切线高程〔m〕350.54350.70351.01351.23坡度及竖曲线凸0.6%-2.9%凹R=3000mT=73.50mE=0.90m桩号K0+422.50K0+450.00K0+500.00K0+537.50〔2〕竖曲线计算表B填挖值(m)W0.080.16T1.311.070.53-.word.zl .-地面高程〔m〕339.30339.10338.53338.45338.39设计高程〔m〕340．61340.17339．06338.37338.23竖曲线要素设计h(m)X(m)切线高程〔m〕340.61340.15338.70337.25336.78坡度及竖曲线凸R=3000mT=73.50mE=0.90m凹-2.9%+240.00-0.7%桩号K0+834.00K0+850.00K0+900.00K0+950.00K0+966.00四横断面设计4.1技术指标：〔1〕行车道宽度7.0m,无中央分隔带，双车道，车道宽3.5×2m，土路肩0.75×2m，总宽度8.5m〔2〕平曲线半径为290m>250m,所以不用加宽。〔3〕超高：R=290m，设计速度v=40km/h0.033-.word.zl .-1.044%,取路拱坡度为=2%路肩坡度为=3%计算出<，根据?标准?规定取==2%校核：合成坡度3.52%<8%所以满足〔4〕视距：二三四级公路应满足会车视距要求，其长度不小于停车视距的2倍；受地形条件限制或其他特殊情况而采取分道行驶的路段可采用停车视距。①停车视距：40m②会车视距：80m③超车视距：200m4.2道路的组成及尺寸：〔1〕车道宽3.5×2m，土路肩0.75×2m，总宽度8.5m〔2〕路拱坡度为=2%路肩坡度为=3%。〔3〕边坡1:1〔4〕三级公路，采用沥青路面设计4.3加宽超高计算〔1〕加宽计算平曲线半径为290m>250m,所以不用进展加宽。〔2〕超高计算B=7.0m=1.5m=2%=3%b=0m=2%取Lc=Ls=50m全超高端面设在圆曲线上，超高过渡段设在缓和曲线上，超高起点桩号为K0+588.01和K0+760.74。道路为无中间分隔带，采用绕边线旋转过度超高。〔3〕圆曲线上的点：公式：〔2〕超高过渡段上的点：公式：当x时当x>时-.word.zl .-桩号：K0+588.01=0.02m=0.12m=0.02m桩号：K0+600=0.06m=0.12m=0.02m桩号：K0+620=0.15m=0.12m=0.02m桩号：K0+638.01=0.22m=0.12m=0.02m桩号：K0+710.74=0.22m=0.12m=0.02m桩号：K0+730=0.14m=0.12m=0.02m桩号：K0+750=0.06m=0.12m=0.02m桩号：K0+760.74=0.02m=0.12m=0.02m4.4视距验算对二三四级公路满足会车视距要求，其长度不小于停车视距的2倍即S80m，V=40Km/h本道路纵断面设计时竖曲线半径远大于视距要求的最小值，故不需进展视距验算。在平曲线K0+588.01至K0+690段存在挖方可能产生暗弯需进展视距验算L＝72.73mL>S>L最大横净距=2.74m>h视距满足要求无需开挖视距台-.word.zl .-4.5横断方向地面高程横断方向地面高程表与中桩程高差/平距桩号与中桩高程差/平距+0.21/6+0.13/4+0.05/2K0+100-0.06/2-0.12/4-0.18/6+0.12/6+0.08/4+0.04/2K0+150.00-0.04/2-0.08/4-0.12/6+0.12/6+0.08/4+0.04/2K0+200.00-0.04/2-0.08/4-0.12/6+0.10/6+0.07/4+0.03/2K0+250.00-0.03/2-0.07/4-0.10/6+0.10/6+0.07/4+0.04/2K0+300.00-0.04/2-0.07/4-0.10/64.6路基设计表〔附〕4.7土石方数量计算与调配〔附〕五完毕语-.word.zl .-紧而充实的课程设计接近尾声了，这几周充实而又紧，中间有不知道如何去做时的急躁也有看到曙光的兴奋，有熬夜到凌晨浮肿的眼睛也有解决问题后的笑容，有向同学提问后的豁然开朗，也有帮助同学时的答疑解惑。整个课程设计终于到了很多问题，让我走了不少弯路，但也从中学习到了很多东西。以前课本上面模棱两个的东西现在是非常系统的掌握这了，非常感学校的课程设计安排，让我更加结实的掌握住学习的知识，更加全面的知道自己的缺乏并加以改正。六参考文献?公路工程技术标准?JTGB01-2003?公路路线设计规?JTGD20-2006?道路勘测设计?第三版少伟主编人民交通-.word.zl .--.word.zl .-附表：路基设计表桩号平曲线变坡点高程桩号及纵坡坡度、坡长竖曲线地面标高〔m〕设计高〔m〕填挖高度〔m〕路基宽〔m〕路边及中桩与设计高之高差〔m〕施工时中桩〔m〕备注填挖左右左中桩右填挖12345678910111213141516K0+000.00K0+000i=0.6%L=422.5349.12348.001.124.254.2500.1201.00-.word.zl .-350.88K0+050.00348.93348.300.634.254.2500.1200.51K0+100.00349.95348.601.354.254.2500.1201.23K0+150.00349.15348.900.254.254.2500.1200.13K0+200.00349.44349.200.244.254.2500.1200.12K0+250.00349.58349.500.084.254.2500.1200.04K0+300.00348.85349.800.954.254.2500.1200.83K0+350.00348.15350.101.954.254.2500.1201.83K0+400.00K0+422.5347.45350.402.954.254.2500.1202.83-.word.zl .-K0+537.5K0+450.00348.90350.621.724.254.2500.1201.60K0+500.00350.75350.410.344.254.2500.1200.22K0+550.00K0+480352.50348.853.654.254.2500.1203.53K0+588.01JD1351.42347.753.674.254.250.020.120.023.55ZH桩号平曲线变坡点高程桩号及纵坡坡度、坡长竖曲线地面标高〔m〕设计高〔m〕填挖高度〔m〕路基宽〔m〕路边及中桩与设计高之高差〔m〕施工时中桩〔m〕备注填挖左右左中桩右填挖-.word.zl .-12345678910111213141516K0+600.00右24°15/R=290T1=87.38T2=87.38L=172.73E=6.99i=-2.9%L=296.5350.92347.403.524.254.250.060.120.023.40-.word.zl .-339.06K0+620.00350.18346.823.364.254.250.150.120.023.24K0+638.01348.70346.302.44.254.250.220.120.022.28HYK0+660.00347.71345.662.054.254.250.220.120.021.93K0+674.38346.10345.240.864.254.250.220.120.020.74QZK0+700.00343.80344.500.74.254.250.220.120.020.58K0+710.74343.35344.190.844.254.250.220.120.020.72YHK0+730.00342.34343.631.294.254.250.140.120.021,17K0+750.00341.38343.051.674.254.250.060.120.021.55K0+760.74341.22342.741.524.254.250.020.120.021.4HZK0+800.00339.70341.601.94.254.2500.120.021.78K0+850.00339.10340.171.074.254.2500.1200.95-.word.zl .-K0+900.00K0+834338.53339.060.534.254.2500.1200.41K0+950.00K0+900338.45338.370.084.254.2500.1200.04桩号平曲线变坡点高程桩号及纵坡坡度、坡长竖曲线地面标高〔m〕设计高〔m〕填挖高度〔m〕路基宽〔m〕路边及中桩与设计高之高差〔m〕施工时中桩〔m〕备注填挖左右左中桩右填挖12345678910111213141516K1+000.00i=-0.7%L=36.56K0+966338.25338.000.254.254.2500.1200.13-.word.zl .-K1+050.00338.20337.650.554.254.2500.1200,43K1+100.00338.48337.301.184.254.2500.1201.06K1+150.00339.26336.952.314.254.2500.1202.19K1+200.00339.38336.602.784.254.2500.1202.66K1+250.00335.60336.250.654.254.2500.1200.53K1+300.00332.90335.903.04.254.2500.1202.88K1+328.56331.80335.703.94.254.2500.1203.78-.word.zl .-附表：路基土石方数量计算表桩号横断面面积〔㎡〕平均面积〔㎡〕距离〔m3〕挖方数量〔m3〕填方数量〔m3〕利用方数量〔m3〕及运距〔单位〕借方数量及运距废方数量及运距总运量挖填挖填本桩利用填缺挖余远运利用纵向调配示意123456789101112131415K0+10010.65.3950269.5269.5K0+1500.180.490.11550225.755.7516.25K0+2000.70.23-.word.zl .-0.3680.1325018.46.66.611.8K0+2500.0360.0340.0184.117500.9205.850.9204.95K0+3008.2教育之通病是教用脑的人不用手，不教用手的人用脑，所以一无所能。教育革命的对策是手脑联盟，结果是手与脑的力量都可以大到不可思议。-.word.zl