《某段二級(jí)公路工程設(shè)計(jì)》23000字（論文）

某段二級(jí)公路工程設(shè)計(jì)目錄 第3章方案比選3.1方案評(píng)價(jià)內(nèi)容3.3方案比選內(nèi)容3.3.1路線方案擬定與比選綜合考慮該地區(qū)自然條件、技術(shù)標(biāo)準(zhǔn)、工程投資等因素，初步擬定了兩個(gè)方案，如圖3.1所示，具體見方案比選圖。圖3.1方案比選圖圖3.2方案一縱斷面圖圖2.3方案二縱斷面圖3.3.2方案綜合評(píng)價(jià)公路對(duì)所經(jīng)過地區(qū)的經(jīng)濟(jì)起重要作用，同時(shí)考慮到經(jīng)濟(jì)因素，盡量使工程量最小，造價(jià)最低。綜合考慮：（1）從路線平面指標(biāo)上看，平曲線比例小，平面交點(diǎn)個(gè)數(shù)少，所以方案一優(yōu)于方案二；（2）從規(guī)模及施工難度上看，選擇路線短、橋梁規(guī)模小、高程起伏較小的方案，所以方案一優(yōu)于方案二；（3）從工程經(jīng)濟(jì)上看，選擇橋梁規(guī)模小、侵占房屋少的方案，所以方案一優(yōu)于方案二；（4）從縱斷面判斷土石方數(shù)量上看，所以方案一優(yōu)于方案二；。綜合考慮方案一作為設(shè)計(jì)方案。

第4章路線平面設(shè)計(jì)4.1平曲線計(jì)算4.1.1方位角及轉(zhuǎn)角計(jì)算（1）利用CAD的標(biāo)注功能查詢起點(diǎn)、各交點(diǎn)及終點(diǎn)的坐標(biāo)，坐標(biāo)如下：表4.1交點(diǎn)坐標(biāo)表交點(diǎn)號(hào)交點(diǎn)坐標(biāo)N(X)E(Y)QD3311970.840364772.900JD13312323.30040365052.300JD23313210.50040366417.800JD33313102.10040365203.700ZD3313820.22640365238.406（2）方位角計(jì)算起點(diǎn)QD與JD1之間：坐標(biāo)增量：Dx＝3312323.3－3311970.8＝352.5Dy＝40365052.3－40364772.9＝279.399交點(diǎn)間距：象限角：因?yàn)镈x＞0，Dy＞0，故方位角A1=38.401°=38°24′03.6″JD1與JD2之間：坐標(biāo)增量：Dx＝3313210.5－3312323.3＝887.200Dy＝40366417.8－40365052.3＝1365.5交點(diǎn)間距：象限角：因?yàn)镈x＞0，Dy＞0，故方位角A2=56.987°=56°59′13.2″JD2與JD3之間：坐標(biāo)增量：Dx＝3313102.1－3313210.5＝-108.399Dy＝40365203.7－40366417.8＝-1214.099交點(diǎn)間距：象限角：因?yàn)镈x＜0，Dy＜0，故方位角A3=180°+84.898°=264.898°=264°53′52.8″JD3與終點(diǎn)之間：坐標(biāo)增量：Dx＝3313820.226－3313102.1＝718.126Dy＝40365238.405－40365203.7＝34.705交點(diǎn)間距：象限角：因?yàn)镈x＞0，Dy＞0，故方位角A4=2.767°=2°46′01.2″計(jì)算轉(zhuǎn)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）具體計(jì)算結(jié)果見表3.2表4.2方位角計(jì)算表交點(diǎn)號(hào)交點(diǎn)坐標(biāo)交點(diǎn)樁號(hào)轉(zhuǎn)角值直線長(zhǎng)度及方向N(X)E(Y)直線

段長(zhǎng)(m)交點(diǎn)

間距(m)計(jì)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平曲線幾何元素計(jì)算（1）計(jì)算圖示圖4.1平曲線幾何元素圖（2）計(jì)算公式（4.1）（4.2）（4.3）（4.4）（4.5）（4.6）（4.7）（3）計(jì)算各要素①JD1交點(diǎn)樁號(hào)為K0+449.801，設(shè)計(jì)速度為60km/h，圓曲線半徑為800m，緩和曲線長(zhǎng)度為70m，轉(zhuǎn)角為18°35′09.6″(Y)，平曲線幾何要素計(jì)算如下：圖4.2平曲線1示意圖切線增值:內(nèi)移值：緩和曲線角：切線長(zhǎng)：平曲線長(zhǎng)：圓曲線長(zhǎng)：外矢距：切曲差：經(jīng)檢驗(yàn)無誤。經(jīng)其計(jì)算結(jié)果詳見4.3平曲線幾何要素計(jì)算表。表4.3平曲線幾何要素計(jì)算表交點(diǎn)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主點(diǎn)樁號(hào)計(jì)算（1）計(jì)算公式ZH＝JD－T（3.8）HY＝ZH＋Ls（3.9）YH＝HY＋Ly（3.10）HZ＝Y(jié)H＋Ls（3.11）QZ＝HZ－L/2（3.12）（2）各主點(diǎn)樁號(hào)計(jì)算①JD1交點(diǎn)樁號(hào)為K0+449.801，已知該圓曲線平曲線幾何要素，主點(diǎn)樁號(hào)計(jì)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＝Y(jié)H＋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交點(diǎn)樁號(hào)為K2+075.830，已知該圓曲線平曲線幾何要素，主點(diǎn)樁號(hào)計(jì)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＝Y(jié)H＋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交點(diǎn)樁號(hào)為K2+416.317，已知該圓曲線平曲線幾何要素，主點(diǎn)樁號(hào)計(jì)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＝Y(jié)H＋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經(jīng)檢驗(yàn)，各交點(diǎn)樁號(hào)無誤，其計(jì)算結(jié)果詳見表4.4平曲線樁號(hào)計(jì)算表。表4.4平曲線樁號(hào)計(jì)算表交點(diǎn)號(hào)交點(diǎn)樁號(hào)曲線主點(diǎn)樁號(hào)第一緩和曲線第一緩和曲線終曲線中點(diǎn)第二緩和曲線起第二緩和曲線起點(diǎn)點(diǎn)或圓曲線起點(diǎn)點(diǎn)或圓曲線終點(diǎn)終點(diǎn)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逐樁坐標(biāo)表本路面設(shè)計(jì)的逐樁坐標(biāo)表如下表4.5所示：表4.5逐樁坐標(biāo)表樁號(hào)坐標(biāo)樁號(hào)坐標(biāo)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章路線縱斷面設(shè)計(jì)5.1豎曲線計(jì)算5.1.1豎曲線幾何要素縱斷面設(shè)計(jì)時(shí)所用圖式如下圖所示。圖5.1豎曲線要素示意圖（5-1）（5-2）（5-3）式中：L—豎曲線長(zhǎng)度，m；ω—坡差，%；R—豎曲線半徑，m；E—豎曲線外距，m；T—豎曲線切線長(zhǎng)，m。5.1.2豎曲線計(jì)算內(nèi)容（1）豎曲線邊坡點(diǎn)1，對(duì)應(yīng)樁號(hào)為K0+140，對(duì)應(yīng)標(biāo)高Ho為167.82m，前坡度i1=-0.7%，后坡度i2=-4.8%，豎曲線半徑R=3000m。圖4.2豎曲線1示意圖坡度差：ω＝i2－i1＝-4.8%－-0.7%＝-4.1%，為凸形。豎曲線長(zhǎng)：L=Rω＝3000×4.1%＝123m切線長(zhǎng)：T＝L/2＝123÷2＝61.5m外矢距：計(jì)算設(shè)計(jì)高程豎曲線中點(diǎn)設(shè)計(jì)高程＝Ho-E＝（167.82）-0.63＝167.19豎曲線起點(diǎn)樁號(hào)＝變坡點(diǎn)樁號(hào)－T＝（K0+140）－61.5＝K0+079豎曲線起點(diǎn)高程=167.82－61.5×（-0.7%）=168.2505m豎曲線起點(diǎn)樁號(hào)＝變坡點(diǎn)樁號(hào)－T＝（K0+140）－61.5＝K0+202豎曲線起點(diǎn)高程=167.82－61.5×（-4.8%）=164.868m（2）豎曲線邊坡點(diǎn)2，對(duì)應(yīng)樁號(hào)為K0+450，對(duì)應(yīng)標(biāo)高Ho為152.94m，前坡度i1=-4.8%，后坡度i2=-1.5%，豎曲線半徑R=6000m。圖4.2豎曲線2示意圖坡度差：ω＝i2－i1＝-1.5%－-4.8%＝3.3%，為凹形。豎曲線長(zhǎng)：L=Rω＝6000×3.3%＝198m切線長(zhǎng)：T＝L/2＝198÷2＝99m外矢距：計(jì)算設(shè)計(jì)高程豎曲線中點(diǎn)設(shè)計(jì)高程＝Ho+E＝（152.94）+0.817＝153.757豎曲線起點(diǎn)樁號(hào)＝變坡點(diǎn)樁號(hào)－T＝（K0+450）－99＝K0+351豎曲線起點(diǎn)高程=152.94－99×（-4.8%）=157.692m豎曲線起點(diǎn)樁號(hào)＝變坡點(diǎn)樁號(hào)－T＝（K0+450）－99＝K0+549豎曲線起點(diǎn)高程=152.94－99×（-1.5%）=151.455m（3）豎曲線邊坡點(diǎn)3，對(duì)應(yīng)樁號(hào)為K0+830，對(duì)應(yīng)標(biāo)高Ho為147.24m，前坡度i1=-1.5%，后坡度i2=3.6%，豎曲線半徑R=3000m。圖4.2豎曲線3示意圖坡度差：ω＝i2－i1＝3.6%－-1.5%＝5.1%，為凹形。豎曲線長(zhǎng)：L=Rω＝3000×5.1%＝153m切線長(zhǎng)：T＝L/2＝153÷2＝76.5m外矢距：計(jì)算設(shè)計(jì)高程豎曲線中點(diǎn)設(shè)計(jì)高程＝Ho+E＝（147.24）+0.975＝148.215豎曲線起點(diǎn)樁號(hào)＝變坡點(diǎn)樁號(hào)－T＝（K0+830）－76.5＝K0+754豎曲線起點(diǎn)高程=147.24－76.5×（-1.5%）=148.3875m豎曲線起點(diǎn)樁號(hào)＝變坡點(diǎn)樁號(hào)－T＝（K0+830）－76.5＝K0+907豎曲線起點(diǎn)高程=147.24－76.5×（3.6%）=149.994m（4）豎曲線邊坡點(diǎn)4，對(duì)應(yīng)樁號(hào)為K1+650，對(duì)應(yīng)標(biāo)高Ho為176.76m，前坡度i1=3.6%，后坡度i2=-3.7%，豎曲線半徑R=5000m。圖4.2豎曲線4示意圖坡度差：ω＝i2－i1＝-3.7%－3.6%＝-7.3%，為凸形。豎曲線長(zhǎng)：L=Rω＝5000×7.3%＝365m切線長(zhǎng)：T＝L/2＝365÷2＝182.5m外矢距：計(jì)算設(shè)計(jì)高程豎曲線中點(diǎn)設(shè)計(jì)高程＝Ho-E＝（176.76）-3.331＝173.429豎曲線起點(diǎn)樁號(hào)＝變坡點(diǎn)樁號(hào)－T＝（K1+650）－182.5＝K1+468豎曲線起點(diǎn)高程=176.76－182.5×（3.6%）=170.19m豎曲線起點(diǎn)樁號(hào)＝變坡點(diǎn)樁號(hào)－T＝（K1+650）－182.5＝K1+833豎曲線起點(diǎn)高程=176.76－182.5×（-3.7%）=170.008m5、豎曲線邊坡點(diǎn)5，對(duì)應(yīng)樁號(hào)為K2+360，對(duì)應(yīng)標(biāo)高Ho為150.49m，前坡度i1=-3.7%，后坡度i2=0.7%，豎曲線半徑R=4000m。圖4.2豎曲線5示意圖坡度差：ω＝i2－i1＝0.7%－-3.7%＝4.4%，為凹形。豎曲線長(zhǎng)：L=Rω＝4000×4.4%＝176m切線長(zhǎng)：T＝L/2＝176÷2＝88m切線長(zhǎng)：T＝L/2＝116÷2＝58m外矢距：計(jì)算設(shè)計(jì)高程豎曲線中點(diǎn)設(shè)計(jì)高程＝Ho+E＝（150.49）+0.968＝151.458豎曲線起點(diǎn)樁號(hào)＝變坡點(diǎn)樁號(hào)－T＝（K2+360）－88＝K2+272豎曲線起點(diǎn)高程=150.49－88×（-3.7%）=153.746m豎曲線起點(diǎn)樁號(hào)＝變坡點(diǎn)樁號(hào)－T＝（K2+360）－88＝K2+448豎曲線起點(diǎn)高程=150.49－88×（0.7%）=151.106m經(jīng)過校核變坡點(diǎn)計(jì)算準(zhǔn)確。表5.3縱斷面設(shè)計(jì)結(jié)果變坡點(diǎn)前坡后坡半徑曲線長(zhǎng)L切線長(zhǎng)T外距E樁號(hào)標(biāo)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豎曲線上任意點(diǎn)高程計(jì)算（1）計(jì)算任意點(diǎn)切線高程（5-4）（2）計(jì)算設(shè)計(jì)高程（5-5）（5-6）（3）變坡點(diǎn)前直線任一點(diǎn)高程（5-7）（4）變坡點(diǎn)后直線任一點(diǎn)高程（5-8）5.5.3高程計(jì)算過程（1）變坡點(diǎn)前直線段上，以K0+059為例，計(jì)算設(shè)計(jì)標(biāo)高：設(shè)計(jì)標(biāo)高H＝Ho－i×L＝167.82－（-0.7%）×（140－58.5）=168.3905變坡點(diǎn)后直線段上，以K0+222為例，計(jì)算設(shè)計(jì)標(biāo)高：設(shè)計(jì)標(biāo)高H＝Ho＋i×L＝167.82＋（-4.8%）×（221.5－140）=163.908其余高程點(diǎn)計(jì)算同上，路線的計(jì)算結(jié)果見表5.45.4縱斷面高程計(jì)算表樁號(hào)地面高程設(shè)計(jì)高程填挖高度備注(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章橫斷面設(shè)計(jì)6.1道路橫斷面設(shè)計(jì)6.1.1橫斷面的組成本設(shè)計(jì)路段為二級(jí)公路，車速定為60km/h，路基寬度10米，橫斷面組合形式為：0.5m土路肩+0.75m硬路肩+3.75m行車道+3.75m行車道+0.75m硬路肩+0.5m土路肩=10m。6.1.2路拱的確定根據(jù)路面類型和當(dāng)?shù)刈匀粭l件，為便于路面排水，應(yīng)設(shè)置一定的橫向坡度。根據(jù)規(guī)范規(guī)定，本二級(jí)公路行車道和硬路肩采用2.0％的路拱橫坡，土路肩為了能迅速排出路面上的降水，路拱坡度為3.0％。圖6.1公路橫斷面示意圖6.1.3邊坡設(shè)計(jì)填方邊坡坡率采用1：1.5；挖方路基高度在8m以下邊坡采用1:0.75坡率；6.2彎道的加寬設(shè)計(jì)本設(shè)計(jì)曲線中JD2半徑為150m，JD3半徑為150m，均小于250m，所以需要設(shè)置加寬。以JD1為例計(jì)算加寬值，采用比例過度加寬，加寬值公式為已知JD1平曲線半徑為150m，加寬類型為三類加寬，查規(guī)范得到路面加寬值b=1m，加寬過渡段長(zhǎng)度L即為緩和曲線Lc長(zhǎng)度，故L=Lc=180，JD1平曲線起終點(diǎn)范圍為K1+347.524～K1+925.693,其中圓曲線起終點(diǎn)范圍為K1+527.524～K1+745.693，路面加寬值計(jì)算如下：（1）在K1+347.524～K1+527.524的前緩和曲線段上：樁號(hào)K0+350處加寬值：bx=x*b/Lc=（350-347.6）×1/180=0.013樁號(hào)K0+360處加寬值：bx=x*b/Lc=（360-347.6）×1/180=0.069樁號(hào)K0+380處加寬值：bx=x*b/Lc=（380-347.6）×1/180=0.18樁號(hào)K0+400處加寬值：bx=x*b/Lc=（400-347.6）×1/180=0.291樁號(hào)K0+420處加寬值：bx=x*b/Lc=（420-347.6）×1/180=0.402樁號(hào)K0+440處加寬值：bx=x*b/Lc=（440-347.6）×1/180=0.513樁號(hào)K0+463.242處加寬值：bx=x*b/Lc=（463.242-347.6）×1/180=0.642（2）在K1+527.524～K1+745.693的圓曲線段上：處加寬值：bx=x*b/Lc=180×1/180=0.642（3）在K1+745.693～K1+925.693的后緩和曲線段上：樁號(hào)K0+601.234處加寬值：bx=x*b/Lc=（601.234-925.77）×1/180=1.803樁號(hào)K0+840處加寬值：bx=x*b/Lc=（840-925.77）×1/180=0.476樁號(hào)K0+860處加寬值：bx=x*b/Lc=（860-925.77）×1/180=0.365樁號(hào)K0+880處加寬值：bx=x*b/Lc=（880-925.77）×1/180=0.254樁號(hào)K0+900處加寬值：bx=x*b/Lc=（900-925.77）×1/180=0.143樁號(hào)K0+920處加寬值：bx=x*b/Lc=（920-925.77）×1/180=0.0326.3超高值的計(jì)算6.3.1計(jì)算超高值（1）根據(jù)《公路工程技術(shù)標(biāo)準(zhǔn)》（JTGB01-2014）規(guī)定，二級(jí)公路設(shè)計(jì)時(shí)速為60km/h時(shí)，一般地區(qū)的最大超高值為8%，最小超高為該道路所采用的路拱坡度之值2%。超高值的計(jì)算公式：（2）本次設(shè)計(jì)為二級(jí)公路，設(shè)計(jì)速度為60km/h，已知橫向力系數(shù)μ與圓曲線R的關(guān)系：（3）計(jì)算平面線中各交點(diǎn)的圓曲線超高值：交點(diǎn)1圓曲線半徑R1=800m，設(shè)計(jì)速度為60km/h，運(yùn)行速度V取設(shè)計(jì)速度的90%，即V=54km/h作為本次設(shè)計(jì)運(yùn)行速度，則交點(diǎn)1圓曲線超高值為：其他交點(diǎn)圓曲線超高值按以上公式計(jì)算，整理在下表：表6.1交點(diǎn)圓曲線超高值交點(diǎn)圓曲線半徑R(m)橫向力系數(shù)μ計(jì)算超高值i(%)修正值(%)JD18000.033-0.42JD21500.0946.06JD31500.0946.06表中：當(dāng)計(jì)算出的超高值小于路拱橫坡ic(2%)時(shí)，取ihic當(dāng)計(jì)算出的超高值大于最大超高時(shí)，取ihihmax6.3.3確定超高過渡方式本設(shè)計(jì)為二級(jí)公路，屬于無中間帶道路，該類道路超高過渡方式有如圖所示三類形式。下面三種超高方式中,a）為繞內(nèi)邊線旋轉(zhuǎn)形式，該形式保證行車道內(nèi)側(cè)不降低,更有利于保證路基縱向排水,一般多用于新建工程?？紤]到本次設(shè)計(jì)為新建項(xiàng)目，故選擇a）類超高過渡方式，即超高過度方式繞內(nèi)邊線旋轉(zhuǎn)。圖6-1超高過渡方式6.3.3計(jì)算超高過渡段長(zhǎng)度（1）為行車舒適、路容美觀和排水通暢，必須設(shè)置一定長(zhǎng)度的超高過渡段，超高過渡是在超高過渡段全長(zhǎng)范圍內(nèi)進(jìn)行。超高過渡段長(zhǎng)度按下式進(jìn)行計(jì)算： （6-4）式中：Lc—最小超高過渡段長(zhǎng)度（m）B—旋轉(zhuǎn)軸至行車道（設(shè)路緣帶時(shí)為路緣帶）外側(cè)的寬度（m）當(dāng)繞內(nèi)邊線旋轉(zhuǎn)時(shí)，B=B；當(dāng)繞中線旋轉(zhuǎn)時(shí)，B=B/2B—為行車道寬度，本設(shè)計(jì)B=8.5mi—超高坡度與路拱橫坡度的代數(shù)差（%）當(dāng)繞內(nèi)邊線旋轉(zhuǎn)時(shí)，iih；當(dāng)繞中線旋轉(zhuǎn)時(shí)，iihiGiG為路拱橫坡度；ih為超高值P—超高漸變率，即旋轉(zhuǎn)軸線與行車道外邊線之間的相對(duì)坡度（2）規(guī)范規(guī)定，對(duì)于設(shè)計(jì)速度60km/h，繞內(nèi)邊線旋轉(zhuǎn)時(shí)，超高漸變率取值為P＝1/150，行車道寬度B＝7m。按照上式計(jì)算得到的Lc值，應(yīng)取5m的整數(shù)倍，并且長(zhǎng)度不少于10m。一般在確定緩和曲線長(zhǎng)度時(shí)，已考慮了超高過渡段所需的最短長(zhǎng)度，故應(yīng)取超高過渡段與緩和曲線長(zhǎng)度相等，即Lc=Ls。若Lc>Ls,應(yīng)修改平面線形，使Ls>Lc；若Ls>Lc，只要保證超高漸變率P≥1/330，可取Lc=Ls。（3）計(jì)算各平曲線超高過渡段長(zhǎng)度：計(jì)算所得的Lc值取5m的整數(shù)倍，則取超高過渡段長(zhǎng)度為25m。6.3.4橫斷面超高計(jì)算（1）超高計(jì)算點(diǎn)位置示意圖圖2-4超高值計(jì)算參數(shù)示意圖（2）超高值計(jì)算公式超高位置計(jì)算公式備注圓曲線外緣1、設(shè)計(jì)結(jié)果均為與設(shè)計(jì)高之高差，設(shè)計(jì)高的位置為路基外側(cè)邊緣；2、臨界斷面距超高緩和段起點(diǎn)為；3、加寬值bx按加寬計(jì)算公式計(jì)算。中線內(nèi)緣過渡段外緣中線內(nèi)緣式中：6.4土石方計(jì)算6.4.1路基土石方數(shù)量計(jì)算（1）橫斷面面積計(jì)算本次土石方面積計(jì)算采用積距法，計(jì)算方法如下圖所示：圖6.2土石方面積計(jì)算示意圖橫斷面土石方面積計(jì)算公式為：（6-5）橫斷面土石方各截面面積計(jì)算結(jié)果見《土石方計(jì)算表》。（2）土石方數(shù)量計(jì)算假設(shè)兩處橫斷面之間為棱臺(tái)體，兩斷面間距為棱臺(tái)高度，將其簡(jiǎn)化為棱臺(tái)，計(jì)算公式如下：（6-6）6.4.2路基土石方調(diào)配（1）土石方調(diào)配原則（2）土石方調(diào)配方法可以在生成的《土石方數(shù)量計(jì)算表》上直接進(jìn)行調(diào)配及調(diào)運(yùn)。也可以利用緯地土石方軟件，按照上述土石方調(diào)配原則進(jìn)行調(diào)配，然后直接生成相應(yīng)的土石方調(diào)配表。采用土方表格調(diào)配發(fā)調(diào)配步驟如下：①準(zhǔn)備工作：根據(jù)橫斷面圖，統(tǒng)計(jì)各樁號(hào)填挖土石方截面面積，然后整理得到土石方數(shù)量表；②橫向調(diào)配：根據(jù)橫斷面土石方面積，采用棱臺(tái)法計(jì)算相鄰樁號(hào)填挖土石方量，得到該段落內(nèi)的填缺和挖余情況，對(duì)于半填半挖路基段落，先滿足本路段自身的填挖土石方量；③縱向調(diào)配：按照上述土石方調(diào)配原則，結(jié)合本項(xiàng)目調(diào)運(yùn)距離和當(dāng)?shù)亟?jīng)濟(jì)、交通等情況，確定土石方調(diào)配起終點(diǎn)和調(diào)配距離，該過程用帶箭頭的直線標(biāo)識(shí)出調(diào)運(yùn)方向，并填寫相應(yīng)的調(diào)配距離和調(diào)配方量；④調(diào)配平衡：通過橫向和縱向調(diào)運(yùn)后，統(tǒng)計(jì)項(xiàng)目全線的土石方調(diào)運(yùn)總量和填缺、挖余情況，若最終剩余填缺方量，則選擇設(shè)置取土場(chǎng)或者外購(gòu)?fù)潦綄?shí)現(xiàn)調(diào)配平衡，若最終剩余挖余方量，則選擇設(shè)置棄土場(chǎng)或者沿線就地廢棄實(shí)現(xiàn)調(diào)配平衡。其中廢方、借方及總運(yùn)方量計(jì)算如下：⑤檢驗(yàn)復(fù)核：6.4.3土石方數(shù)量計(jì)算過程根據(jù)橫斷面設(shè)計(jì)繪圖生成的路基橫斷面設(shè)計(jì)圖，任意選取以下段落進(jìn)行土石方數(shù)量計(jì)算：（1）K0+000（起點(diǎn)）與K0+020段土石方計(jì)算：該段填方數(shù)量：Vt=(At1+At2)L/2=(7.461+15.623)×20/2＝230.84m3該段挖方數(shù)量：Vw=(Aw1+Aw2)L/2=(11.386+3.936)×20/2＝153.22m3考慮本樁利用后土石方合計(jì)數(shù)量：Vw=Vw-Vt=153.22-230.84＝-77.62m3該段本樁利用土石方量為230.84m3，填缺土石方量為77.62m3（2）K0+460與K0+480段土石方計(jì)算：該段填方數(shù)量：Vt=(At1+At2)L/2=(7.751+4.188)×20/2＝119.39m3該段挖方數(shù)量：Vw=(Aw1+Aw2)L/2=(1.513+2.095)×20/2＝36.08m3考慮本樁利用后土石方合計(jì)數(shù)量：Vw=Vw-Vt=36.08-119.39＝-83.31m3該段本樁利用土石方量為119.39m3，填缺土石方量為83.31m3（3）K0+940與K0+960段土石方計(jì)算：該段填方數(shù)量：Vt=(At1+At2)L/2=(10.281+10.732)×20/2＝210.13m3該段挖方數(shù)量：Vw=(Aw1+Aw2)L/2=(1.533+1.496)×20/2＝30.29m3考慮本樁利用后土石方合計(jì)數(shù)量：Vw=Vw-Vt=30.29-210.13＝-179.84m3該段本樁利用土石方量為210.13m3，填缺土石方量為179.84m3（4）K1+440與K1+460段土石方計(jì)算：該段填方數(shù)量：Vt=(At1+At2)L/2=(2.747+2.341)×20/2＝50.88m3該段挖方數(shù)量：Vw=(Aw1+Aw2)L/2=(8.835+12.12)×20/2＝209.55m3考慮本樁利用后土石方合計(jì)數(shù)量：Vw=Vw-Vt=209.55+50.88＝158.67m3該段本樁利用土石方量為50.88m3，挖余土石方量為158.67m3（5）K2+000與K2+020段土石方計(jì)算：該段填方數(shù)量：Vt=(At1+At2)L/2=(1.819+1.153)×20/2＝29.72m3該段挖方數(shù)量：Vw=(Aw1+Aw2)L/2=(1.549+1.613)×20/2＝31.62m3考慮本樁利用后土石方合計(jì)數(shù)量：Vw=Vw-Vt=31.62+29.72＝1.9m3該段本樁利用土石方量為29.72m3，挖余土石方量為1.9m3（6）K2+441.786與K2+460段土石方計(jì)算：該段填方數(shù)量：Vt=(At1+At2)L/2=(0+0)×18.214/2＝0m3該段挖方數(shù)量：Vw=(Aw1+Aw2)L/2=(9.172+11.646)×18.214/2＝189.59m3考慮本樁利用后土石方合計(jì)數(shù)量：Vw=Vw-Vt=189.59+0＝189.589m3該段本樁利用土石方量為0m3，挖余土石方量為189.59m3表6.4土石方計(jì)算表樁號(hào)橫斷面距離(m)挖方(m3)填方(m3)利用方數(shù)量(m3)備注面積(m2)本樁利用填缺挖余挖方填方總數(shù)量總數(shù)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橋梁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章路基設(shè)計(jì)7.1一般路基設(shè)計(jì)7.1.1路堤按照填土高度，可分為矮路堤，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（土質(zhì)）或20m（石質(zhì)）；一般路堤填土高度介于兩者之間，當(dāng)路堤屬于高路堤時(shí)，需要分臺(tái)階進(jìn)行設(shè)置，并進(jìn)行防護(hù)工程設(shè)計(jì)。7.1.2路塹路塹開挖后，在一定范圍內(nèi)改變了原地層的自然平衡狀態(tài)，其穩(wěn)定性主要取決于地質(zhì)與水文條件以及邊坡的高度及陡度上。一般說的路塹，是指挖方深度小于30m（巖質(zhì)）和高度小于20m（土質(zhì)）條件下的路塹，超過上述界限則屬于挖方高邊坡，需要特殊處理。7.1.3填挖結(jié)合路基填挖結(jié)合路基兼有路堤和路塹兩者的特點(diǎn)，此種形式位于山坡的路基，通常取路中心的標(biāo)高接近于原地面標(biāo)高，目的是為了減少土石方數(shù)量，保持土石方數(shù)量的橫向填挖平衡。若處理得當(dāng)，路基穩(wěn)定可靠，是比較經(jīng)濟(jì)的路基橫斷面形式。7.2路基邊坡設(shè)計(jì)本次設(shè)計(jì)路塹邊坡采用1：1，路堤邊坡采用坡率1：1.5。邊坡設(shè)置示意圖如圖6.4~6.6所示：圖3.1一般路堤邊坡形式圖3.2一般路塹邊坡形式圖3.3半填半挖路基邊坡形式7.3路基排水設(shè)計(jì)7.3.1邊溝設(shè)計(jì)挖方路段設(shè)置0.6×0.6m的矩形漿砌片石邊溝，邊溝尺寸圖如圖7.1所示。圖3.4邊溝細(xì)部尺寸圖7.3.3排水溝設(shè)計(jì)填方路段邊坡外側(cè)設(shè)置梯形排水溝用以排水邊坡水，排水溝尺寸圖如圖7.3所示。圖3.5排水溝細(xì)部尺寸圖通過全線設(shè)置排水設(shè)施，用來排水面水和邊坡水，降水匯集排水公路范圍內(nèi)，邊溝排水溝的溝底對(duì)應(yīng)設(shè)計(jì)高程見下表。表7.1邊溝排水溝設(shè)計(jì)表中樁左側(cè)右側(cè)樁號(hào)路基邊緣設(shè)計(jì)標(biāo)高(m)邊坡排水溝備注路基邊緣設(shè)計(jì)標(biāo)高(m)邊坡排水溝備注坡口、腳標(biāo)高(m)溝底標(biāo)高(m)坡口、腳標(biāo)高(m)溝底標(biāo)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