《某段二级公路工程设计》23000字（论文）

某段二级公路工程设计目录 第3章方案比选3.1方案评价内容3.3方案比选内容3.3.1路线方案拟定与比选综合考虑该地区自然条件、技术标准、工程投资等因素，初步拟定了两个方案，如图3.1所示，具体见方案比选图。图3.1方案比选图图3.2方案一纵断面图图2.3方案二纵断面图3.3.2方案综合评价公路对所经过地区的经济起重要作用，同时考虑到经济因素，尽量使工程量最小，造价最低。综合考虑：（1）从路线平面指标上看，平曲线比例小，平面交点个数少，所以方案一优于方案二；（2）从规模及施工难度上看，选择路线短、桥梁规模小、高程起伏较小的方案，所以方案一优于方案二；（3）从工程经济上看，选择桥梁规模小、侵占房屋少的方案，所以方案一优于方案二；（4）从纵断面判断土石方数量上看，所以方案一优于方案二；。综合考虑方案一作为设计方案。

第4章路线平面设计4.1平曲线计算4.1.1方位角及转角计算（1）利用CAD的标注功能查询起点、各交点及终点的坐标，坐标如下：表4.1交点坐标表交点号交点坐标N(X)E(Y)QD3311970.840364772.900JD13312323.30040365052.300JD23313210.50040366417.800JD33313102.10040365203.700ZD3313820.22640365238.406（2）方位角计算起点QD与JD1之间：坐标增量：Dx＝3312323.3－3311970.8＝352.5Dy＝40365052.3－40364772.9＝279.399交点间距：象限角：因为Dx＞0，Dy＞0，故方位角A1=38.401°=38°24′03.6″JD1与JD2之间：坐标增量：Dx＝3313210.5－3312323.3＝887.200Dy＝40366417.8－40365052.3＝1365.5交点间距：象限角：因为Dx＞0，Dy＞0，故方位角A2=56.987°=56°59′13.2″JD2与JD3之间：坐标增量：Dx＝3313102.1－3313210.5＝-108.399Dy＝40365203.7－40366417.8＝-1214.099交点间距：象限角：因为Dx＜0，Dy＜0，故方位角A3=180°+84.898°=264.898°=264°53′52.8″JD3与终点之间：坐标增量：Dx＝3313820.226－3313102.1＝718.126Dy＝40365238.405－40365203.7＝34.705交点间距：象限角：因为Dx＞0，Dy＞0，故方位角A4=2.767°=2°46′01.2″计算转角值：=A2-A1=56°59′13.2″-38°24′03.6″=18°35′09.6″（右）=A3-A2=264°53′52.8″-56°59′13.2″=207°54′39.6″（右）=A4-A3=2°46′01.2″-264°53′52.8″=-262°07′51.6″（左）具体计算结果见表3.2表4.2方位角计算表交点号交点坐标交点桩号转角值直线长度及方向N(X)E(Y)直线

段长(m)交点

间距(m)计算

方位角12345678JD03311970.840364772.9K0+000283.856449.80138°24′04.3″JD13312323.340365052.3K0+449.80118°35′09.6″(Y)734.1581628.40856°59′13.9″JD23313210.540366417.8K2+075.830152°05′21.4″(Z)259.8731218.93264°53′52.5″JD33313102.140365203.7K2+416.31797°52′08.2″(Y)488.214718.9652°46′00.7″JD43313820.22640365238.41K3+0404.1.2平曲线几何元素计算（1）计算图示图4.1平曲线几何元素图（2）计算公式（4.1）（4.2）（4.3）（4.4）（4.5）（4.6）（4.7）（3）计算各要素①JD1交点桩号为K0+449.801，设计速度为60km/h，圆曲线半径为800m，缓和曲线长度为70m，转角为18°35′09.6″(Y)，平曲线几何要素计算如下：图4.2平曲线1示意图切线增值:内移值：缓和曲线角：切线长：平曲线长：圆曲线长：外矢距：切曲差：经检验无误。经其计算结果详见4.3平曲线几何要素计算表。表4.3平曲线几何要素计算表交点R(m)α(°)Ls(m)q(m)p(m)β(°)L(m)T(m)E(m)JD180018.5867034.9980.2552.507329.509165.94410.898JD2150152.08918088.9208.87034.377578.169728.232508.756JD315097.86911054.7543.34321.008366.220230.74783.4264.1.3主点桩号计算（1）计算公式ZH＝JD－T（3.8）HY＝ZH＋Ls（3.9）YH＝HY＋Ly（3.10）HZ＝YH＋Ls（3.11）QZ＝HZ－L/2（3.12）（2）各主点桩号计算①JD1交点桩号为K0+449.801，已知该圆曲线平曲线几何要素，主点桩号计算如下ZH＝JD1－T＝（K0+449.801）－165.944＝K0+283.856HY＝ZH＋Ls＝（K0+283.856）＋70＝K0+353.856YH＝HY＋Ly＝（K0+353.856）＋189.509＝K0+543.366HZ＝YH＋Ls＝（K0+543.366）＋70＝K0+613.366QZ＝HZ－L/2＝（K0+613.366）＋329.509/2＝K0+448.611JD1＝QZ＋J/2＝（K0+448.611）＋2.379/2＝K0+449.801②JD2交点桩号为K2+075.830，已知该圆曲线平曲线几何要素，主点桩号计算如下ZH＝JD2－T＝（K2+075.830）－728.232＝K1+347.524HY＝ZH＋Ls＝（K1+347.524）＋180＝K1+527.524YH＝HY＋Ly＝（K1+527.524）＋218.169＝K1+745.693HZ＝YH＋Ls＝（K1+745.693）＋180＝K1+925.693QZ＝HZ－L/2＝（K1+925.693）＋578.169/2＝K1+636.609JD2＝QZ＋J/2＝（K1+636.609）＋878.296/2＝K2+075.830③JD3交点桩号为K2+416.317，已知该圆曲线平曲线几何要素，主点桩号计算如下。ZH＝JD3－T＝（K2+416.317）－230.747＝K2+185.566HY＝ZH＋Ls＝（K2+185.566）＋110＝K2+295.566YH＝HY＋Ly＝（K2+295.566）＋146.22＝K2+441.786HZ＝YH＋Ls＝（K2+441.786）＋110＝K2+551.786QZ＝HZ－L/2＝（K2+551.786）＋366.22/2＝K2+368.676JD3＝QZ＋J/2＝（K2+368.676）＋95.275/2＝K2+416.317经检验，各交点桩号无误，其计算结果详见表4.4平曲线桩号计算表。表4.4平曲线桩号计算表交点号交点桩号曲线主点桩号第一缓和曲线第一缓和曲线终曲线中点第二缓和曲线起第二缓和曲线起点点或圆曲线起点点或圆曲线终点终点1234567JD0K0+000JD1K0+449.801K0+283.856K0+353.856K0+448.611K0+543.366K0+613.366JD2K2+075.830K1+347.524K1+527.524K1+636.609K1+745.693K1+925.693JD3K2+416.317K2+185.566K2+295.566K2+368.676K2+441.786K2+551.786JD4K3+0404.1.4逐桩坐标表本路面设计的逐桩坐标表如下表4.5所示：表4.5逐桩坐标表桩号坐标桩号坐标N(X)E(Y)N(X)E(Y)K0+0003311970.840364772.9K0+448.6113312315.2440365059.64K0+0203311986.47440364785.32K0+4603312322.84640365068.11K0+040331200275K0+4803312335.90740365083.26K0+0603312017.82140364810.17K0+5003312348.58540365098.72K0+0803312033.49440364822.59K0+5203312360.87340365114.5K0+1003312049.16840364835.02K0+5403312372.76340365130.59K0+1203312064.84240364847.44K0+543.3663312374.72440365133.32K0+1403312080.51540364859.86K0+5603312384.25840365146.95K0+160331209629K0+5803312395.4440365163.53K0+1803312111.86240364884.71K0+6003312406.42340365180.25K0+2003312127.53640364897.13K0+613.3663312413.71140365191.45K0+2203312143.2140364909.56K0+6203312417.32540365197.02K0+2403312158.88340364921.98K0+6403312428.22240365213.79K0+2603312174.55740364934.4K0+6603312439.11840365230.56K0+2803312190.23140364946.83K0+6803312450.01540365247.33K0+283.8563312193.25340364949.22K0+7003312460.91140365264.1K0+3003312205.89640364959.26K0+7203312471.80840365280.87K0+3203312221.4940364971.78K0+7403312482.70440365297.64K0+3403312236.92140364984.51K0+7603312493.60140365314.41K0+353.8563312247.46640364993.49K0+7803312504.49740365331.18K0+3603312252.09340364997.54K0+8003312515.39440365347.95K0+3803312266.94140365010.93K0+8203312526.2940365364.73K0+4003312281.44940365024.7K0+84033125375K0+4203312295.60840365038.82K0+8603312548.08440365398.27K0+4403312309.4140365053.3K0+8803312558.9840365415.04K0+9003312569.87740365431.81K1+3803312831.5740365834.2K0+9203312580.77340365448.58K1+4003312843.0340365850.59K0+9403312591.6740365465.35K1+4203312855.11840365866.52K0+9603312602.56640365482.12K1+4403312868.04340365881.78K0+9803312613.46340365498.89K1+4603312881.9840365896.11K1+0003312624.35940365515.66K1+4803312897.06140365909.24K1+0203312635.25640365532.43K1+5003312913.35340365920.82K1+040331264621K1+5203312930.84540365930.5K1+0603312657.04940365565.98K1+527.5243312937.71740365933.56K1+0803312667.94540365582.75K1+5403312949.4240365937.87K1+1003312678.84240365599.52K1+5603312968.80940365942.71K1+1203312689.73840365616.29K1+5803312988.6740365944.94K1+1403312700.63540365633.06K1+6003313008.65140365944.5K1+1603312711.53140365649.83K1+6203313028.39640365941.41K1+1803312722.42840365666.6K1+636.6093313044.36240365936.87K1+2003312733.32540365683.37K1+6403313047.55540365935.72K1+2203312744.22140365700.14K1+6603313065.78740365927.54K1+2403312755.11840365716.92K1+6803313082.7740365917K1+2603312766.01440365733.69K1+7003313098.20240365904.31K1+2803312776.91140365750.46K1+7203313111.80940365889.67K1+3003312787.80740365767.23K1+7403313123.34940365873.35K1+3203312798.70440365784K1+745.6933313126.22640365868.44K1+3403312809.640365800.77K1+7603313132.63440365855.65K1+347.5243312813.740365807.08K1+7803313139.68440365836.95K1+3603312820.50740365817.53K1+8003313144.67940365817.59K1+8203313147.85340365797.85K2+2803313122.71340365339.41K1+8403313149.47440365777.92K2+295.5663313126.23240365324.25K1+8603313149.82740365757.93K2+3003313127.5140365320.01K1+8803313149.20840365737.94K2+3203313134.80940365301.4K1+9003313147.91240365717.98K2+3403313144.51640365283.93K1+9203313146.23740365698.05K2+3603313156.45940365267.91K1+925.6933313145.73140365692.38K2+368.6763313162.28440365261.48K1+9403313144.45940365678.13K2+3803313170.42740365253.61K1+9603313142.6840365658.21K2+4003313186.1740365241.3K1+9803313140.90240365638.29K2+4203313203.41140365231.2K2+0003313139.12340365618.37K2+4403313221.84240365223.47K2+0203313137.34540365598.45K2+441.7863313223.53540365222.9K2+0403313135.56640365578.53K2+4603313241.12340365218.2K2+0603313133.78740365558.6K2+4803313260.87440365215.11K2+0803313132.00940365538.68K2+5003313280.82240365213.74K2+1003313130.2340365518.76K2+5203313300.8240365213.63K2+1203313128.45240365498.84K2+5403313320.80940365214.29K2+1403313126.67340365478.92K2+551.7863313332.58240365214.84K2+1603313124.89440365459K2+5603313340.78640365215.24K2+1803313123.11640365439.08K2+5803313360.76340365216.2K2+185.5663313122.62140365433.54K2+6003313380.73940365217.17K2+2003313121.36740365419.16K2+6203313400.71640365218.13K2+2203313119.9740365399.21K2+6403313420.69340365219.1K2+2403313119.40640365379.22K2+6603313440.66940365220.06K2+2603313120.16140365359.24K2+6803313460.64640365221.03K2+7003313480.62340365221.99K2+8803313660.41340365230.68K2+7203313500.640365222.96K2+9003313680.3940365231.65K2+7403313520.57640365223.92K2+9203313700.36640365232.61K2+7603313540.55340365224.89K2+9403313720.34340365233.58K2+7803313560.5340365225.86K2+9603313740.3240365234.54K2+8003313580.50640365226.82K2+9803313760.29640365235.51K2+8203313600.48340365227.79K3+0003313780.27340365236.48K2+8403313620.4640365228.75K3+0203313800.2540365237.44K2+8603313640.43640365229.72K3+0403313820.22640365238.41第5章路线纵断面设计5.1竖曲线计算5.1.1竖曲线几何要素纵断面设计时所用图式如下图所示。图5.1竖曲线要素示意图（5-1）（5-2）（5-3）式中：L—竖曲线长度，m；ω—坡差，%；R—竖曲线半径，m；E—竖曲线外距，m；T—竖曲线切线长，m。5.1.2竖曲线计算内容（1）竖曲线边坡点1，对应桩号为K0+140，对应标高Ho为167.82m，前坡度i1=-0.7%，后坡度i2=-4.8%，竖曲线半径R=3000m。图4.2竖曲线1示意图坡度差：ω＝i2－i1＝-4.8%－-0.7%＝-4.1%，为凸形。竖曲线长：L=Rω＝3000×4.1%＝123m切线长：T＝L/2＝123÷2＝61.5m外矢距：计算设计高程竖曲线中点设计高程＝Ho-E＝（167.82）-0.63＝167.19竖曲线起点桩号＝变坡点桩号－T＝（K0+140）－61.5＝K0+079竖曲线起点高程=167.82－61.5×（-0.7%）=168.2505m竖曲线起点桩号＝变坡点桩号－T＝（K0+140）－61.5＝K0+202竖曲线起点高程=167.82－61.5×（-4.8%）=164.868m（2）竖曲线边坡点2，对应桩号为K0+450，对应标高Ho为152.94m，前坡度i1=-4.8%，后坡度i2=-1.5%，竖曲线半径R=6000m。图4.2竖曲线2示意图坡度差：ω＝i2－i1＝-1.5%－-4.8%＝3.3%，为凹形。竖曲线长：L=Rω＝6000×3.3%＝198m切线长：T＝L/2＝198÷2＝99m外矢距：计算设计高程竖曲线中点设计高程＝Ho+E＝（152.94）+0.817＝153.757竖曲线起点桩号＝变坡点桩号－T＝（K0+450）－99＝K0+351竖曲线起点高程=152.94－99×（-4.8%）=157.692m竖曲线起点桩号＝变坡点桩号－T＝（K0+450）－99＝K0+549竖曲线起点高程=152.94－99×（-1.5%）=151.455m（3）竖曲线边坡点3，对应桩号为K0+830，对应标高Ho为147.24m，前坡度i1=-1.5%，后坡度i2=3.6%，竖曲线半径R=3000m。图4.2竖曲线3示意图坡度差：ω＝i2－i1＝3.6%－-1.5%＝5.1%，为凹形。竖曲线长：L=Rω＝3000×5.1%＝153m切线长：T＝L/2＝153÷2＝76.5m外矢距：计算设计高程竖曲线中点设计高程＝Ho+E＝（147.24）+0.975＝148.215竖曲线起点桩号＝变坡点桩号－T＝（K0+830）－76.5＝K0+754竖曲线起点高程=147.24－76.5×（-1.5%）=148.3875m竖曲线起点桩号＝变坡点桩号－T＝（K0+830）－76.5＝K0+907竖曲线起点高程=147.24－76.5×（3.6%）=149.994m（4）竖曲线边坡点4，对应桩号为K1+650，对应标高Ho为176.76m，前坡度i1=3.6%，后坡度i2=-3.7%，竖曲线半径R=5000m。图4.2竖曲线4示意图坡度差：ω＝i2－i1＝-3.7%－3.6%＝-7.3%，为凸形。竖曲线长：L=Rω＝5000×7.3%＝365m切线长：T＝L/2＝365÷2＝182.5m外矢距：计算设计高程竖曲线中点设计高程＝Ho-E＝（176.76）-3.331＝173.429竖曲线起点桩号＝变坡点桩号－T＝（K1+650）－182.5＝K1+468竖曲线起点高程=176.76－182.5×（3.6%）=170.19m竖曲线起点桩号＝变坡点桩号－T＝（K1+650）－182.5＝K1+833竖曲线起点高程=176.76－182.5×（-3.7%）=170.008m5、竖曲线边坡点5，对应桩号为K2+360，对应标高Ho为150.49m，前坡度i1=-3.7%，后坡度i2=0.7%，竖曲线半径R=4000m。图4.2竖曲线5示意图坡度差：ω＝i2－i1＝0.7%－-3.7%＝4.4%，为凹形。竖曲线长：L=Rω＝4000×4.4%＝176m切线长：T＝L/2＝176÷2＝88m切线长：T＝L/2＝116÷2＝58m外矢距：计算设计高程竖曲线中点设计高程＝Ho+E＝（150.49）+0.968＝151.458竖曲线起点桩号＝变坡点桩号－T＝（K2+360）－88＝K2+272竖曲线起点高程=150.49－88×（-3.7%）=153.746m竖曲线起点桩号＝变坡点桩号－T＝（K2+360）－88＝K2+448竖曲线起点高程=150.49－88×（0.7%）=151.106m经过校核变坡点计算准确。表5.3纵断面设计结果变坡点前坡后坡半径曲线长L切线长T外距E桩号标高(m)（%）（%）（m）（m）（m）（m）K0+140167.82-0.7-4.8300012361.50.63K0+450152.94-4.8-1.56000198990.817K0+830147.24-1.53.6300015376.50.975K1+650176.763.6-3.75000365182.53.331K2+360150.49-3.70.74000176880.9685.1.3竖曲线上任意点高程计算（1）计算任意点切线高程（5-4）（2）计算设计高程（5-5）（5-6）（3）变坡点前直线任一点高程（5-7）（4）变坡点后直线任一点高程（5-8）5.5.3高程计算过程（1）变坡点前直线段上，以K0+059为例，计算设计标高：设计标高H＝Ho－i×L＝167.82－（-0.7%）×（140－58.5）=168.3905变坡点后直线段上，以K0+222为例，计算设计标高：设计标高H＝Ho＋i×L＝167.82＋（-4.8%）×（221.5－140）=163.908其余高程点计算同上，路线的计算结果见表5.45.4纵断面高程计算表桩号地面高程设计高程填挖高度备注(ｍ)(ｍ)(ｍ)填挖K0+000168.84168.80.0420167.88168.660.7840167.34168.521.1860167.4168.380.9880167.84168.240.4100168.14168.020.12120168.26167.670.58140167.98167.190.79160167.26166.570.68180166.16165.820.33200164.77164.940.17220163.21163.980.77240161.45163.021.57260160.04162.062.02280158.8161.12.3283.856158.58160.912.33300157.88160.142.26320157.04159.182.14340156.37158.221.85353.856155.96157.561.59360155.73157.271.53380154.98156.371.39400154.33155.541.21420153.74154.781.04440153.22154.080.86448.611153.09153.80.71460152.85153.450.6K0+480152.59152.890.3500152.42152.390.03520152.29151.960.33540152.13151.60.53543.366152.13151.540.58560151.81151.290.52580151.57150.990.58600151.21150.690.52613.366151.27150.490.78620151.04150.390.65640150.63150.090.54660150.13149.790.34680149.63149.490.14700149.08149.190.11720148.83148.890.06740148.48148.590.11760148.22148.30.08780147.98148.110.13800147.8148.050.25820147.84148.130.29840147.93148.340.4860148.29148.680.39880148.73149.160.43900149.23149.770.53920149.76150.480.72940150.33151.20.87960151.06151.920.86K0+980151.89152.640.75K1+000152.89153.360.4720154.08154.08040155.3154.80.560156.61155.521.0980157.94156.241.7100159.32156.962.36120160.41157.682.73140161.01158.42.61160161.21159.122.09180161159.841.16200160.78160.560.22220160.59161.280.69240160.581621.42260160.71162.722.01280161.04163.442.4300161.64164.162.52320162.4164.882.48340163.38165.62.22347.524163.79165.872.08360164.53166.321.79380165.71167.041.33400166.96167.760.8420168.17168.480.31440169.4169.20.2460170.35169.920.43480170.97170.620.34K1+500170.48171.250.77520169.49171.82.32527.524169.09171.992.9540168.33172.273.94560167.04172.665.62580165.74172.977.24600164.44173.28.76620163.34173.3510.02636.609162.57173.4210.85640162.5173.4210.92660162.69173.4110.72680163.53173.329.79700165.46173.157.69720167.88172.95.02740170.68172.571.9745.693171.51172.470.96760173.33172.161.16780175.47171.673.8800176.74171.15.64820177.02170.456.57840176.46169.736.73860175.24168.996.25880173.53168.255.28900171.57167.514.06920169.59166.772.82925.693169.07166.562.51940167.75166.031.72K1+960165.96165.290.67980164.63164.550.08K2+000163.7163.810.1120163.02163.070.0540162.38162.330.0560161.6161.590.0180161.01160.850.16100160.44160.110.33120159.83159.370.46140159.11158.630.48160158.23157.890.34180157.24157.150.09185.566156.95156.940200156.2156.410.21220155.14155.670.53240154.17154.930.77260153.37154.190.82280152.5153.460.96295.566151.83152.941.12300151.65152.811.16320151152.261.26340150.57151.811.24360150.42151.461.04368.676150.5151.340.83380150.65151.210.56400151.02151.060.04420151.43151.010.42K2+440151.75151.060.69441.786151.78151.070.71460152151.190.81480152.1151.330.77500152.01151.470.54520151.8151.610.19540151.66151.750.09551.786151.65151.830.18560151.66151.890.24580151.79152.190.4600152.2152.710.51620152.87153.450.58640153.92154.410.49660155.25155.590.34680156.91156.930.02700158.34158.270.07720159.77159.510.26740161.11160.480.63760162.11161.190.92780162.64161.631.02800162.66161.80.85820162.14161.710.43840161.36161.350.01860160.58160.890.31880159.91160.430.52900159.31159.970.66920158.75159.510.76K2+940158.3159.050.75960157.99158.590.6980157.74158.130.39K3+000157.48157.670.1920157.21157.21040156.88156.750.13第6章横断面设计6.1道路横断面设计6.1.1横断面的组成本设计路段为二级公路，车速定为60km/h，路基宽度10米，横断面组合形式为：0.5m土路肩+0.75m硬路肩+3.75m行车道+3.75m行车道+0.75m硬路肩+0.5m土路肩=10m。6.1.2路拱的确定根据路面类型和当地自然条件，为便于路面排水，应设置一定的横向坡度。根据规范规定，本二级公路行车道和硬路肩采用2.0％的路拱横坡，土路肩为了能迅速排出路面上的降水，路拱坡度为3.0％。图6.1公路横断面示意图6.1.3边坡设计填方边坡坡率采用1：1.5；挖方路基高度在8m以下边坡采用1:0.75坡率；6.2弯道的加宽设计本设计曲线中JD2半径为150m，JD3半径为150m，均小于250m，所以需要设置加宽。以JD1为例计算加宽值，采用比例过度加宽，加宽值公式为已知JD1平曲线半径为150m，加宽类型为三类加宽，查规范得到路面加宽值b=1m，加宽过渡段长度L即为缓和曲线Lc长度，故L=Lc=180，JD1平曲线起终点范围为K1+347.524～K1+925.693,其中圆曲线起终点范围为K1+527.524～K1+745.693，路面加宽值计算如下：（1）在K1+347.524～K1+527.524的前缓和曲线段上：桩号K0+350处加宽值：bx=x*b/Lc=（350-347.6）×1/180=0.013桩号K0+360处加宽值：bx=x*b/Lc=（360-347.6）×1/180=0.069桩号K0+380处加宽值：bx=x*b/Lc=（380-347.6）×1/180=0.18桩号K0+400处加宽值：bx=x*b/Lc=（400-347.6）×1/180=0.291桩号K0+420处加宽值：bx=x*b/Lc=（420-347.6）×1/180=0.402桩号K0+440处加宽值：bx=x*b/Lc=（440-347.6）×1/180=0.513桩号K0+463.242处加宽值：bx=x*b/Lc=（463.242-347.6）×1/180=0.642（2）在K1+527.524～K1+745.693的圆曲线段上：处加宽值：bx=x*b/Lc=180×1/180=0.642（3）在K1+745.693～K1+925.693的后缓和曲线段上：桩号K0+601.234处加宽值：bx=x*b/Lc=（601.234-925.77）×1/180=1.803桩号K0+840处加宽值：bx=x*b/Lc=（840-925.77）×1/180=0.476桩号K0+860处加宽值：bx=x*b/Lc=（860-925.77）×1/180=0.365桩号K0+880处加宽值：bx=x*b/Lc=（880-925.77）×1/180=0.254桩号K0+900处加宽值：bx=x*b/Lc=（900-925.77）×1/180=0.143桩号K0+920处加宽值：bx=x*b/Lc=（920-925.77）×1/180=0.0326.3超高值的计算6.3.1计算超高值（1）根据《公路工程技术标准》（JTGB01-2014）规定，二级公路设计时速为60km/h时，一般地区的最大超高值为8%，最小超高为该道路所采用的路拱坡度之值2%。超高值的计算公式：（2）本次设计为二级公路，设计速度为60km/h，已知横向力系数μ与圆曲线R的关系：（3）计算平面线中各交点的圆曲线超高值：交点1圆曲线半径R1=800m，设计速度为60km/h，运行速度V取设计速度的90%，即V=54km/h作为本次设计运行速度，则交点1圆曲线超高值为：其他交点圆曲线超高值按以上公式计算，整理在下表：表6.1交点圆曲线超高值交点圆曲线半径R(m)横向力系数μ计算超高值i(%)修正值(%)JD18000.033-0.42JD21500.0946.06JD31500.0946.06表中：当计算出的超高值小于路拱横坡ic(2%)时，取ihic当计算出的超高值大于最大超高时，取ihihmax6.3.3确定超高过渡方式本设计为二级公路，属于无中间带道路，该类道路超高过渡方式有如图所示三类形式。下面三种超高方式中,a）为绕内边线旋转形式，该形式保证行车道内侧不降低,更有利于保证路基纵向排水,一般多用于新建工程。考虑到本次设计为新建项目，故选择a）类超高过渡方式，即超高过度方式绕内边线旋转。图6-1超高过渡方式6.3.3计算超高过渡段长度（1）为行车舒适、路容美观和排水通畅，必须设置一定长度的超高过渡段，超高过渡是在超高过渡段全长范围内进行。超高过渡段长度按下式进行计算： （6-4）式中：Lc—最小超高过渡段长度（m）B—旋转轴至行车道（设路缘带时为路缘带）外侧的宽度（m）当绕内边线旋转时，B=B；当绕中线旋转时，B=B/2B—为行车道宽度，本设计B=8.5mi—超高坡度与路拱横坡度的代数差（%）当绕内边线旋转时，iih；当绕中线旋转时，iihiGiG为路拱横坡度；ih为超高值P—超高渐变率，即旋转轴线与行车道外边线之间的相对坡度（2）规范规定，对于设计速度60km/h，绕内边线旋转时，超高渐变率取值为P＝1/150，行车道宽度B＝7m。按照上式计算得到的Lc值，应取5m的整数倍，并且长度不少于10m。一般在确定缓和曲线长度时，已考虑了超高过渡段所需的最短长度，故应取超高过渡段与缓和曲线长度相等，即Lc=Ls。若Lc>Ls,应修改平面线形，使Ls>Lc；若Ls>Lc，只要保证超高渐变率P≥1/330，可取Lc=Ls。（3）计算各平曲线超高过渡段长度：计算所得的Lc值取5m的整数倍，则取超高过渡段长度为25m。6.3.4横断面超高计算（1）超高计算点位置示意图图2-4超高值计算参数示意图（2）超高值计算公式超高位置计算公式备注圆曲线外缘1、设计结果均为与设计高之高差，设计高的位置为路基外侧边缘；2、临界断面距超高缓和段起点为；3、加宽值bx按加宽计算公式计算。中线内缘过渡段外缘中线内缘式中：6.4土石方计算6.4.1路基土石方数量计算（1）横断面面积计算本次土石方面积计算采用积距法，计算方法如下图所示：图6.2土石方面积计算示意图横断面土石方面积计算公式为：（6-5）横断面土石方各截面面积计算结果见《土石方计算表》。（2）土石方数量计算假设两处横断面之间为棱台体，两断面间距为棱台高度，将其简化为棱台，计算公式如下：（6-6）6.4.2路基土石方调配（1）土石方调配原则（2）土石方调配方法可以在生成的《土石方数量计算表》上直接进行调配及调运。也可以利用纬地土石方软件，按照上述土石方调配原则进行调配，然后直接生成相应的土石方调配表。采用土方表格调配发调配步骤如下：①准备工作：根据横断面图，统计各桩号填挖土石方截面面积，然后整理得到土石方数量表；②横向调配：根据横断面土石方面积，采用棱台法计算相邻桩号填挖土石方量，得到该段落内的填缺和挖余情况，对于半填半挖路基段落，先满足本路段自身的填挖土石方量；③纵向调配：按照上述土石方调配原则，结合本项目调运距离和当地经济、交通等情况，确定土石方调配起终点和调配距离，该过程用带箭头的直线标识出调运方向，并填写相应的调配距离和调配方量；④调配平衡：通过横向和纵向调运后，统计项目全线的土石方调运总量和填缺、挖余情况，若最终剩余填缺方量，则选择设置取土场或者外购土石方实现调配平衡，若最终剩余挖余方量，则选择设置弃土场或者沿线就地废弃实现调配平衡。其中废方、借方及总运方量计算如下：⑤检验复核：6.4.3土石方数量计算过程根据横断面设计绘图生成的路基横断面设计图，任意选取以下段落进行土石方数量计算：（1）K0+000（起点）与K0+020段土石方计算：该段填方数量：Vt=(At1+At2)L/2=(7.461+15.623)×20/2＝230.84m³该段挖方数量：Vw=(Aw1+Aw2)L/2=(11.386+3.936)×20/2＝153.22m³考虑本桩利用后土石方合计数量：Vw=Vw-Vt=153.22-230.84＝-77.62m³该段本桩利用土石方量为230.84m³，填缺土石方量为77.62m³（2）K0+460与K0+480段土石方计算：该段填方数量：Vt=(At1+At2)L/2=(7.751+4.188)×20/2＝119.39m³该段挖方数量：Vw=(Aw1+Aw2)L/2=(1.513+2.095)×20/2＝36.08m³考虑本桩利用后土石方合计数量：Vw=Vw-Vt=36.08-119.39＝-83.31m³该段本桩利用土石方量为119.39m³，填缺土石方量为83.31m³（3）K0+940与K0+960段土石方计算：该段填方数量：Vt=(At1+At2)L/2=(10.281+10.732)×20/2＝210.13m³该段挖方数量：Vw=(Aw1+Aw2)L/2=(1.533+1.496)×20/2＝30.29m³考虑本桩利用后土石方合计数量：Vw=Vw-Vt=30.29-210.13＝-179.84m³该段本桩利用土石方量为210.13m³，填缺土石方量为179.84m³（4）K1+440与K1+460段土石方计算：该段填方数量：Vt=(At1+At2)L/2=(2.747+2.341)×20/2＝50.88m³该段挖方数量：Vw=(Aw1+Aw2)L/2=(8.835+12.12)×20/2＝209.55m³考虑本桩利用后土石方合计数量：Vw=Vw-Vt=209.55+50.88＝158.67m³该段本桩利用土石方量为50.88m³，挖余土石方量为158.67m³（5）K2+000与K2+020段土石方计算：该段填方数量：Vt=(At1+At2)L/2=(1.819+1.153)×20/2＝29.72m³该段挖方数量：Vw=(Aw1+Aw2)L/2=(1.549+1.613)×20/2＝31.62m³考虑本桩利用后土石方合计数量：Vw=Vw-Vt=31.62+29.72＝1.9m³该段本桩利用土石方量为29.72m³，挖余土石方量为1.9m³（6）K2+441.786与K2+460段土石方计算：该段填方数量：Vt=(At1+At2)L/2=(0+0)×18.214/2＝0m³该段挖方数量：Vw=(Aw1+Aw2)L/2=(9.172+11.646)×18.214/2＝189.59m³考虑本桩利用后土石方合计数量：Vw=Vw-Vt=189.59+0＝189.589m³该段本桩利用土石方量为0m³，挖余土石方量为189.59m³表6.4土石方计算表桩号横断面距离(m)挖方(m3)填方(m3)利用方数量(m3)备注面积(m2)本桩利用填缺挖余挖方填方总数量总数量土土土K0+00011.397.46K0+0203.9415.6220.0015323115378K0+0401.6120.4720.005536155305K0+0602.2817.2620.003937739338K0+0806.1811.0020.008528385198K0+10011.146.7020.001731771734K0+12016.853.7620.00280105105175K0+14020.443.2020.003737070303K0+16019.013.7420.003946969325K0+18014.235.4520.003329292241K0+2008.588.8420.0022814314385K0+2203.8914.9120.00125238125113K0+2402.5925.7020.006540665341K0+2602.3633.0720.005058850538K0+2802.2736.7520.004669846652K0+283.8562.3036.963.8691429133K0+3001.5734.5316.143157731546K0+3201.5730.9720.003165531624K0+3401.5425.3020.003156331532K0+353.8561.5221.4413.862132421303K0+3601.5320.446.1491299119K0+3801.5118.1020.003038530355K0+4001.5115.6520.003033730307K0+4201.5113.2920.003028930259K0+4401.5110.8620.003024130211K0+448.6111.549.008.6113861372K0+4601.517.7511.3917951778K0+4802.104.1920.00361193683K0+5004.521.5620.006657579K0+5206.530.2720.00111181892K0+5409.0620.0015633153K0+543.3669.570.073.37310031K0+5609.3316.6315711157K0+5809.8720.00192192K0+60010.240.0720.0020111200K0+613.36612.6513.3715300153K0+62011.456.638080K0+6409.2520.00207207K0+6607.200.2420.0016422162K0+6803.970.6120.0011288103K0+7002.551.7020.0065232342K0+7202.091.6220.0046333313K0+7401.741.8920.003835353K0+7601.961.7220.003736361K0+7801.422.0420.003438344K0+8001.433.2120.0028532824K0+8201.473.7320.0029692940K0+8401.464.2320.0029802950K0+8601.554.8020.0030903060K0+8801.485.2220.00301003070K0+9001.496.5020.00301173087K0+9201.518.8020.003015330123K0+9401.5310.2820.003019130160K0+9601.5010.7320.003021030180K0+9801.549.4220.003020130171K1+0001.786.3120.003315733124K1+0204.572.3620.0064876423K1+04010.390.1920.001502626124K1+06018.5120.0028922287K1+08030.6420.00491491K1+10041.5020.00721721K1+12048.5220.00900900K1+14046.7220.00952952K1+16035.4720.00822822K1+18019.8620.00553553K1+2005.810.7920.0025788249K1+2201.538.5920.0073947320K1+2401.5118.6320.003027230242K1+2601.5027.6020.003046230432K1+2801.5133.8420.003061430584K1+3001.5036.2520.003070130671K1+3201.5235.1020.003071330683K1+3401.5631.3120.003166431633K1+347.5241.5629.077.521222712215K1+3601.5324.4512.481933419315K1+3801.5517.7020.003142131391K1+4001.5610.6220.003128331252K1+4203.876.0820.005416754113K1+4408.842.7520.00127888839K1+46012.122.3420.002105151159K1+48011.393.4420.002355858177K1+5003.0714.0620.0014517514531K1+5202.4441.9020.005556055504K1+527.5242.3755.107.521836518347K1+5401.6277.3512.482582625801K1+5601.61120.7920.00321981321949K1+5801.58168.8720.00322897322865K1+7001.43179.79桥梁K1+7201.4397.6820.00292775292746K1+7401.4429.4920.00291272291243K1+745.6931.4415.025.6981278119K1+76017.1914.3113310710726K1+78068.9820.00862862K1+800112.5920.0018161816K1+820138.4020.0025102510K1+840142.5020.0028092809K1+860128.5320.0027102710K1+880103.1620.0023172317K1+90074.4920.0017761776K1+92048.8420.0012331233K1+925.69342.465.69260260K1+94027.7214.31502502K1+96010.3820.00381381K1+9802.760.4320.0013144127K2+0001.551.8220.0043232321K2+0201.611.1520.003230302K2+0401.680.2420.0033141419K2+0601.240.4520.00297722K2+0802.5020.00375533K2+1005.0520.007676K2+1207.1320.00122122K2+1407.5820.00147147K2+1605.6420.00132132K2+1803.040.6020.00876681K2+185.5662.321.115.57155510K2+2001.232.9314.432629264K2+2201.466.4620.0027942767K2+2401.469.2020.002915729127K2+2601.469.9120.002919129162K2+2801.4612.9820.002922929200K2+295.5661.4616.5215.572323023207K2+3001.4717.294.43675668K2+3201.4618.8120.002936129332K2+3401.4518.6920.002937529346K2+3601.4815.6620.002934329314K2+368.6761.4412.728.681312313110K2+3801.468.9811.321612316106K2+4001.462.6020.00291162987K2+4204.2820.0057262631K2+4408.9120.00132132K2+441.7869.171.791616K2+46011.6518.21190190K2+48011.7720.00234234K2+5008.3220.00201201K2+5203.620.0820.0011911119K2+5401.741.7720.0054181835K2+551.7861.352.5511.791825187K2+5601.193.158.2110231013K2+5801.464.8620.0027802754K2+6001.426.1420.00291102981K2+6201.486.6720.00291282999K2+6401.505.3820.00301203091K2+6601.234.1120.0027952768K2+6802.541.6020.0038573819K2+7004.731.8120.0073343439K2+7207.601.2520.00123313193K2+74012.380.8420.002002121179K2+76016.890.2520.002931111282K2+78019.660.2920.0036555360K2+80018.341.0220.003801313367K2+82013.422.2020.003183232285K2+8409.364.8120.002287070158K2+8606.377.3220.0015712112136K2+8804.409.1920.0010816510857K2+9003.0310.4820.007419774122K2+9202.2410.7720.005321353160K2+9402.0810.6620.004321443171K2+9602.568.9520.004619646150K2+9803.646.9420.00621596297K3+0005.105.1520.00871218734K3+0206.583.7320.00117898928K3+0407.633.3020.00142707072第7章路基设计7.1一般路基设计7.1.1路堤按照填土高度，可分为矮路堤，高路堤和一般路堤。矮路堤填土高度在1～1.5m；高路堤填土高度大于18m（土质）或20m（石质）；一般路堤填土高度介于两者之间，当路堤属于高路堤时，需要分台阶进行设置，并进行防护工程设计。7.1.2路堑路堑开挖后，在一定范围内改变了原地层的自然平衡状态，其稳定性主要取决于地质与水文条件以及边坡的高度及陡度上。一般说的路堑，是指挖方深度小于30m（岩质）和高度小于20m（土质）条件下的路堑，超过上述界限则属于挖方高边坡，需要特殊处理。7.1.3填挖结合路基填挖结合路基兼有路堤和路堑两者的特点，此种形式位于山坡的路基，通常取路中心的标高接近于原地面标高，目的是为了减少土石方数量，保持土石方数量的横向填挖平衡。若处理得当，路基稳定可靠，是比较经济的路基横断面形式。7.2路基边坡设计本次设计路堑边坡采用1：1，路堤边坡采用坡率1：1.5。边坡设置示意图如图6.4~6.6所示：图3.1一般路堤边坡形式图3.2一般路堑边坡形式图3.3半填半挖路基边坡形式7.3路基排水设计7.3.1边沟设计挖方路段设置0.6×0.6m的矩形浆砌片石边沟，边沟尺寸图如图7.1所示。图3.4边沟细部尺寸图7.3.3排水沟设计填方路段边坡外侧设置梯形排水沟用以排水边坡水，排水沟尺寸图如图7.3所示。图3.5排水沟细部尺寸图通过全线设置排水设施，用来排水面水和边坡水，降水汇集排水公路范围内，边沟排水沟的沟底对应设计高程见下表。表7.1边沟排水沟设计表中桩左侧右侧桩号路基边缘设计标高(m)边坡排水沟备注路基边缘设计标高(m)边坡排水沟备注坡口、脚标高(m)沟底标高(m)坡口、脚标高(m)沟底标高(m)123456789K0+000168.80166.50165.90168.80171.80168.20K0+020168.66165.22164.62168.66170.19168.06K0+040168.52164.70164.10168.52169.27167.92K0+060168.38164.94164.34168.38169.37167.78K0+080168.24165.41164.81168.24170.21167.64K0+100168.02165.82165.22168.02170.83167.42K0+120167.67166.26165.66167.67171.29167.07K0+140167.19166.00165.40167.19171.36166.59K0+160166.57165.14164.54166.57170.63165.97K0+180165.82163.85163.25165.82169.19165.22K0+200164.94162.46161.86164.94167.44164.34K0+220163.98160.73160.13163.98165.55163.38K0+240163.02158.89158.29163.02162.80162.20K0+260162.06157.49156.89162.06161.42160.82K0+280161.10156.49155.89161.10160.08159.48K0+283.8