道路综合项目工程毕业设计方案计算报告书.doc

摘 要依照设计任务书提供设计资料和设计规定以及交通部颁发原则和规范对怀化至通道高速公路K176+500-K178+500段提供了路基路面综合设计。本次设计重要内容涉及：路线设计、路基、路面设计，英文翻译，计算机程序编制。依照提供路线原始资料，考虑土石方填挖平衡、最大纵坡、最小纵坡、坡长、高程控制点等因素进行纵断面设计,由此结合平面图进行横断面设计。依照设计段内地形状况，设立了边沟、截水沟、排水沟、圆管涵等排水设施。同步，进行挡土墙设计计算和防护工程设计,设立挡土墙，采用植草皮等形式进行边坡防护。高填路堤路段采用修筑挡土墙办法收缩坡脚，减少填方，增长路堤边坡稳定性；用毕肖普法进行了边坡稳定性验算。设计进行了沥青混凝土路面设计和水泥混凝土路面设计，由给定交通量等条件，按照路面构造组合设计原则，选用不同路面构造层厚度和材料进行构造设计验算。通过本次毕业设计，在专业知识方面得到了综合训练和提高，增强了独立分析问题和解决问题能力。核心词：高速公路、路基设计、路面设计、综合设计ABSTRACTAccording to the design information，demands of the design task instrument，the technical standards and specifications for highway design published by the Ministry of Communications of China，the comprehensive design of highway subgrade and pavement from K178+500 to K178+500 has been carried out based on the data of HuaihuaTongdao expressway in HuNan province.Our prime contents of the design project includes highway vertical alignment，the design of pavement，translating an English article into Chinese，and compile a simple computer programme. According to route firsthand information that is offered ,we must onsider the balance between the diging of filling out,heavy vertical slope，minimum vertical slope，the longth of slope，high control point,etc. During designing the vertical section，and combine the plane figure and design the cross section. According to the condition of climate district and remitting calculation water of quantity，set up side ditch，intercepting ditch，round culverts，cover pulls culverts etc. Meanwhile，do block design of wall of soil calculate and protect engineering design ，set up the retaining wall to go on，adopt plant turf to protect the slope ,etc. In high embankment highway section，shrink slope foot by building the retaining wall，reduce the filling，increase the slope stability；make use of BISHOP to follow the checking stability calculation. Do the design which has carried on the pitch concrete road surface and design of the cement concrete road surface by giving volume of traffic definitely terms，according to the design principle of the road surface structure，select for different road surface structure layers of thickness and material then carry on structural design checking computations.Through the graduation project，the specialized knowledge has been comprehensively applied and improved and the ability to analyse and solve problems on our own hai been enhanced.Keyword：expressway；roadbed design；pavement design；integrated design；目录第一章 线形设计61.1平曲线计算61.1.1平曲线要素计算61.1.2各主点桩号计算61.1.3 逐桩坐标表71.2竖曲线计算91.2.1 竖曲线要素计算91.2.2 竖曲线要点桩号及高程计算9第二章 路堤边坡稳定性分析112.2 计算分析13第三章 挡土墙设计203.1 设计资料203.1.1墙身构造203.1.2土壤地质状况213.1.3墙身材料213.1.4车辆荷载换算213.2 墙背土压力计算223.2.1 破裂面计算223.2.2 验算破裂面与否交于荷载内223.2.3 积极土压力计算223.2.4 积极土作用点位置拟定233.3 墙身截面性质计算233.3.1 截面面积233.3.2 各截面重心到墙趾水平距离233.4 墙身稳定性验算(分项安全系数法)233.4.1 抗滑动稳定性验算233.4.2 抗倾覆稳定性验算：243.4.3 基底应力及合力偏心距验算243.4.4 地基承载力抗力值验算253.4.5 墙身截面强度计算263.4.6 正截面直接受剪验算27第四章 排水设计284.1 气候与地质条件简介284.2 边沟设计284.3 设计流量拟定与验算294.3.1 计算汇水面积和径流系数294.3.2 计算汇水历时294.3.3 计算降雨强度304.3.4 计算设计径流量304.3.5 汇流历时检查314.3.6 冲淤检查31第五章 水泥混凝土路面325.1 水泥混凝土路面设计总则325.2 构造组合设计原则325.2.1路基325.2.2 垫层325.2.3 基层335.2.4 面层335.2.5 路肩345.3 交通量计算345.4 交通参数分析355.5 方案设计与验算355.5.1 方案一355.5.2 方案二435.5.3 方案三505.6 水泥混凝土路面构造设计及方案比选原则与总结57第六章 沥青混凝土路面设计596.1 据交通量拟定合计原则轴次596.2 方案一：半刚性616.2.1 假定路基为干燥状态616.2.2假设路基为中湿状态636.2.3假设路基为潮湿状态656.3.方案二：柔性基层676.3.1：假设路基为干燥状态676.3.2：假设路基为中湿状态706.3.2：假设路基为潮湿状态726.4方案三：组合路基746.4.1：假设路基为干燥状态746.4.2：假设路基为中湿状态766.4.3：假设路基为潮湿状态786.5.1 基层比选：806.5.2 面层比选816.5.3经济上比较826.5.4 沥青路面方案比选表83第七章程序设计85外文文献译文87参照文献88道谢89第一章 线形设计1.1平曲线计算1.1.1平曲线要素计算已知： JD4 圆曲线半径R=1000m，转角=425305.3(右)；曲线总长；Ls=250m。计算： 0=28.6479Ls/R=7.162，q=Ls/2=125m，p=Ls/24R=2.604m，外距；曲线总长Lh=(-20)R/180+2Ls=998.481切线长；T=(R+p)tg/2+q=518.707切曲差。1.1.2各主点桩号计算已知： JD1桩号为： K177+865.720；计算：直缓点桩号为ZY=JD-T= K177+846.253；缓圆点桩号为HY=ZH+LS1= K177+347.013曲中点桩号为QZ=ZY+L总/ 2= K177+846.253；圆缓点桩号为HY=ZH+LS1= K178+095.494圆直点桩号为YZ=ZY+Ls= K178+345.494。1.1.3 逐桩坐标表桩 号坐 标桩 号坐 标N (X)E (Y)N (X)E (Y)K176+5002886015.968495782.0482K177+0002885519.923495844.8127K176+5202885996.127495784.5588K177+0202885500.082495847.3233K176+5402885976.285495787.0694K177+0402885480.24495849.8339K176+5602885956.443495789.5799K177+0602885460.398495852.3444K176+5802885936.601495792.0905K177+0802885440.556495854.855K176+6002885916.759495794.6011K177+1002885420.714495857.3656K176+6202885896.918495797.1117K177+1202885400.873495859.8762K176+6402885877.076495799.6223K177+1402885381.031495862.3868K176+6602885857.234495802.1328K177+1602885361.189495864.8973K176+6802885837.392495804.6434K177+1802885341.347495867.4079K176+7002885817.55495807.154K177+2002885321.505495869.9185K176+7202885797.709495809.6646K177+2202885301.664495872.4291K176+7402885777.867495812.1752K177+2402885281.822495874.9397K176+7602885758.025495814.6857K177+2602885261.98495877.4502K176+7802885738.183495817.1963K177+2802885242.138495879.9608K176+8002885718.341495819.7069K177+3002885222.296495882.4714K176+8202885698.5495822.2175K177+3202885202.455495884.982K176+8402885678.658495824.7281K177+3402885182.613495887.4926K176+8602885658.816495827.2386K177+347.032885175.655495888.3729K176+8802885638.974495829.7492K177+3602885162.771495890.0017K176+9002885619.132495832.2598K177+3802885142.926495892.49K176+9202885599.291495834.7704K177+4002885123.075495894.9259K176+9402885579.449495837.281K177+4202885103.214495897.2776K176+9602885559.607495839.7915K177+4402885083.339495899.5133K176+9802885539.765495842.3021K177+4602885063.449495901.6012桩 号坐 标桩 号坐 标N (X)E (Y)N (X)E (Y)K177+4802885043.54495903.5091K177+9602884571.59495844.5295K177+5002885023.612495905.2051K177+9802884552.959495837.2577K177+5202885003.665495906.6571K178+0002884534.477495829.6147K177+5402884983.7495907.833K178+0202884516.152495821.6037K177+5602884963.719495908.7004K178+0402884497.991495813.2278K177+5802884943.726495909.2273K178+0602884480.001495804.4904K177+597.012884926.714495909.3834K178+0802884462.189495795.3949K177+6002884923.727495909.3815K178+095.492884448.518495788.1049K177+6202884903.729495909.139K178+1002884444.563495785.9451K177+6402884883.739495908.4966K178+1202884427.124495776.1531K177+6602884863.767495907.4545K178+1402884409.865495766.0481K177+6802884843.819495906.0133K178+1602884392.774495755.6607K177+7002884823.904495904.1734K178+1802884375.839495745.0209K177+7202884804.03495901.9356K178+2002884359.047495734.1578K177+7402884784.205495899.3008K178+2202884342.382495723.0999K177+7602884764.436495896.2701K178+2402884325.829495711.8753K177+7802884744.732495892.8446K178+2602884309.371495700.5113K177+8002884725.1495889.0257K178+2802884292.991495689.0351K177+8202884705.549495884.815K178+3002884276.672495677.4731K177+8402884686.086495880.2142K178+3202884260.395495665.8519K177+8602884666.718495875.225K178+3402884244.141495654.1975K177+8802884647.455495869.8495K178+345.492884239.678495650.9938K177+9002884628.302495864.0898K178+3602884227.893495642.536K177+9202884609.269495857.9482K178+3802884211.63495630.8943K177+9402884590.362495851.4273K178+4002884195.334495619.29971.2竖曲线计算 1.2.1 竖曲线要素计算已知：第1变坡点：K175+996.079，高程：452.3568m， 竖曲线半径R=21000m，i= 2.209%， i= -0.748%，为凹形曲线；第2变坡点：K176+980，高程：445m，竖曲线半径R=10000m，i=-0.748%，i=2.166%，为凸形曲线；第3变坡点：K177+857.213，高程：464m，竖曲线半径R=30000m，i=2.166%， i=-0.623%，为凸形曲线；计算得： 竖曲线一：，为凸形曲线，曲线长；切线长；外距。竖曲线二： 同理求得：曲线长切线长L=291.366m；T=145.683m，外距E= 1.061m。竖曲线三： 同理求得：曲线长切线长L3=836.472m；T3= 418.236m，外距E3= 2.915m。1.2.2 竖曲线要点桩号及高程计算竖曲线一： 起点桩号= K175+685.575T=K175+685.575；终点桩号= K175+685.575T=K175+996.079；变坡点相应桩号设计高程=450.061；竖曲线一起点设计高程=442.364m；竖曲线一终点设计高程=448.973m。竖曲线二： 起点桩号= K176+834.317；终点桩号=K177+125.683；变坡点二相应桩号设计高程=445+E=456.062m；竖曲线二起点设计高程=441.671；竖曲线二终点设计高程=454.639m。竖曲线 三： 起点桩号= K177+438.977；终点桩号=K178+275.449；变坡点三相应桩号设计高程=461.085m；竖曲线三起点设计高程=453.950m；竖曲线三终点设计高程=460m。第二章 路堤边坡稳定性分析2.1 边坡资料：本路段中填方路堤K177+960横断面为最高路堤，因此路堤边坡稳定性验算采用此断面为验算对象。此横断面高19.03m，路基宽度24.5米，边坡坡度采用1：1.5 和1：1.75，路堤填土为粘性土，依照公路路基设计手册取土粘聚力，填土容重，内摩擦角为35，依照公路工程技术原则(JTGB01)，高速公路汽车荷载级别为公路级，其分析过程如下： 2.1.1. 把汽车荷载换算成土柱高(当量高度)。按公式换算土柱高度为公式中：L纵向分布长度(等于汽车后轴轮胎总距)，L=12.8m B横向分布车辆轮胎最外缘间总距。B = Nb + (N -1)m + d其中：N为车辆数为3；m为两辆车后轮中心距离，取1.3m；b为后轮轮距，为1.8m；d为轮胎着地宽度，取0.6，则：B=12.8m故h0=0.8238mH = 19.03 其中h0为荷载换算高度，H 为荷载均匀分布于路基时路堤坡脚至荷载顶面高度。2.1.2拟定滑动圆心辅助线EF。用4.5H 法拟定滑动圆心辅助线。边坡坡度为30由路基设计手册表1-2-14 得126， 235据此作AF、BF 线交于F 点；再在坡脚下H 处C 点及沿水平线4.5H 处得E 点，连EF 线得最危险滑弧圆心位置辅助线，见图2-1 图2-1 4.5H 法拟定滑动圆心辅助线示意图2.1.3 用简化毕绍普法求稳定系数Fs通过计算选中五个圆心点相应安全系数Ki，得到最小值K 和相应圆心点，再进行验算。计算Ki 时，采用简化bishop 法，并假设滑动面通过坡脚。简化bishop 法需要迭代，先假设一种K 值进行重复带入计算(详细迭代过程见表)。简化毕肖普法计算公式如下：式中： K安全系数；W i 各土条重，KN；c填土粘聚力，KPa；b i 各土条宽度，m；h i 各土条高度，涉及堤顶车辆荷载换算土柱高度。用迭代法求解安全系数K计算环节为：先假定一种K1 值，代入公式右边，计算出K2；再将K2 代入公式右边，计算出K3 ，如此重复迭代，直至Kn+1K n为止；2.2 计算分析其计算过程为：(1)在圆心辅助线上取圆心点O1，作半径为R1=42.35m 圆弧滑动面，对滑动面范畴内土体按断面形式将滑动面分为10个土条，如图2-2验算其稳定性，计算成果见表2-1图 2-2 圆心为O1时滑动面(2)在滑动圆弧圆心辅助线上取同一圆心点O2，作半径为R2=39.84m 圆弧滑动面，按断面形式将滑动面分为10 个土条，如图2-3 验算其稳定性，计算成果见表2-2。图2-3 圆心为O2 滑动面示意图(3)在滑动圆弧圆心辅助线上取同一圆心点O3，作半径为R3=38.01m 圆弧滑动面，按断面形式将滑动面分为11个土条，如图2-4 验算其稳定性，计算成果见表2-3。图2-4 圆心为O2 滑动面示意图(4)在滑动圆弧圆心辅助线上取同一圆心点O4，作半径为R4=36.7m 圆弧滑动面，按断面形式将滑动面分为10 个土条，如图2-5 验算其稳定性，计算成果见表2-4。 综合上述分析，得出K 值曲线图如下。通过比较，过坡角六个滑动面中Fs 最小是过圆心O3 画弧所得滑动面，Fs(min)= Fs3=1.402。因此，最不利滑动面圆心为O3；滑动半径R3= 40.01m。滑动安全系数Fs3= 1.402Fs=1.25，因此验算K177+960m 处边坡处在稳定状态。土条号LisinacosaFi()Qi(KN)QitanQisinaCiLicosa m Ki14.6732.530.817 0.577 7.359 129.809 60.530 106.005 39.622 0.577 173.443 24.1530.20.747 0.665 16.714 294.826 137.477 220.139 40.580 0.905 196.681 36.4126.580.667 0.745 38.643 681.663 317.859 454.714 70.199 0.960 404.430 44.8322.260.559 0.829 35.027 617.876 288.116 345.315 58.878 1.009 343.906 54.518.290.459 0.888 33.902 598.031 278.862 274.546 58.767 1.036 325.888 64.2914.270.358 0.934 33.922 598.384 279.026 214.295 58.880 1.049 322.171 74.1410.270.259 0.966 30.702 541.583 252.540 140.446 58.776 1.049 296.722 84.056.350.159 0.987 24.972 440.506 205.408 70.246 58.773 1.038 254.391 94.012.420.061 0.998 17.534 309.300 144.226 18.801 58.838 1.018 199.533 105.33-1.54-0.039 0.999 8.916 157.278 73.339 -6.070 78.293 0.987 153.653 1838.438 2670.819 K1.453 表2-1土条号LisinacosaFi()Qi(KN)QitanQisinaCiLicosamKi14.6732.530.8170.5777.359129.80960.530106.00539.6220.577173.44324.1530.20.7470.66516.714294.826137.477220.13940.5800.905196.68136.4126.580.6670.74538.643681.663317.859454.71470.1990.960404.43044.8322.260.5590.82935.027617.876288.116345.31558.8781.009343.90654.518.290.4590.88833.902598.031278.862274.54658.7671.036325.88864.2914.270.3580.93433.922598.384279.026214.29558.8801.049322.17174.1410.270.2590.96630.702541.583252.540140.44658.7761.049296.72284.056.350.1590.98724.972440.506205.40870.24658.7731.038254.39194.012.420.0610.99817.534309.300144.22618.80158.8381.018199.533105.33-1.54-0.0390.9998.916157.27873.339-6.07078.2930.987153.6531838.4382670.819K1.453表2-2表2-3土条号LiasinacosaFi()Qi(KN)QitanQisinaCiLicosamKi14.9631.770.8360.5497.791137.42464.081114.89340.0040.818127.31824.1929.450.7750.63217.802314.018146.427243.29138.9420.881210.31233.7226.880.7070.70725.756454.327211.853321.29738.6630.934268.09046.0223.230.6110.79152.520926.444432.001566.27770.0380.988508.13054.6118.890.4970.86844.689788.310367.589391.86558.8011.028414.95664.3514.910.3920.92042.024741.298345.667290.85158.8181.046386.70074.1810.890.2870.95840.710718.124334.861205.83258.8681.050374.90384.076.940.1830.98336.060636.098296.613116.14958.8231.042341.13991.012.980.0850.99629.061512.636239.04243.78814.7931.024247.931104.01-0.96-0.0251.00020.270357.563166.732-9.04258.9280.992227.583115.38-4.92-0.1290.99210.270181.16384.476-23.43078.4220.950171.4702261.7723278.532K1.44954表2-4土条号LisinacosaFi()Qi(KN)QitanQisinaCiLicosamKi15.3131.380.8550.5198.365147.55068.802126.13440.5010.773141.47524.3429.050.7920.61119.091336.756157.030266.58338.9820.846231.69733.8126.480.7220.69227.445484.121225.746349.31438.7780.907291.79543.4623.880.6510.75933.551591.831275.971385.10138.6220.952330.28955.720.230.5510.83465.6661158.348540.138638.50969.9110.998611.28964.4415.880.4330.90253.937951.449443.661411.64658.8431.030487.87775.7711.150.3090.95167.6001192.459556.043367.87680.6821.043610.59685.575.70.1540.98860.7911072.353500.038164.79580.9061.034561.986950.50.0141.00042.377747.530348.57310.09873.4931.004420.419104.03-3.98-0.1080.99422.918404.274188.513-43.85858.8910.962257.204115.48-7.94-0.2160.97611.596204.54895.381-44.27678.6460.912190.8102631.9234135.438K1.57126第三章 挡土墙设计3.1 设计资料挡土墙是支撑路基填土或山坡土体，防止填土或土体变形失稳构造物。为了收缩边坡坡脚，防止陡坡路堤下滑，设立路堤挡土墙，同步也避免与其他建筑干扰或者多占农田。设计验算挡土墙时需要计算其所受土压力，普通为积极土压力。而库伦理论本来只考虑不具备粘聚力砂性土土压