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平原重丘区三级公路毕业设计计算书

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'攀枝花学院本科毕业设计(论文)道路设计计算书目录………………………………………………………………………1一、绪论………………………………………………………31.1工程概况……………………………………………………31.2设计任务……………………………………………………31.3主要设计指标………………………………………………31.4主要技术标准………………………………………………4二、平面设计……………………………………………………52.1设计原则……………………………………………………52.2设计总要求…………………………………………………52.3平曲线计算…………………………………………………62.4超高、加宽计算……………………………………………18三、路线纵断面设计……………………………………………343.1纵断面设计的总原则及方法………………………………343.2纵断面设计计算……………………………………………363.3纵断面的绘制………………………………………………57四、路基横断面设计……………………………………………584.1横断面设计时应收集的资料………………………………584.2路基横断面形状及高度确定的依据………………………594.3路基横断面图绘制…………………………………………59五、挡土墙设计…………………………………………………596.1挡土墙设计原则……………………………………………596.2挡土墙施工方法……………………………………………59第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书6.3挡土墙计算例………………………………………………60六、路面设计……………………………………………………645.1交通分析………………………………………………………645.2初拟路面结构………………………………………………645.3路面材料参数确定…………………………………………645.4路面接缝的设计……………………………………………66参考文献、致谢…………………………………………………68第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书一、绪论1.1工程概况1.1.1概述路线起点A为K0+00,终点B为K3+118.626,全长3.118km。路线按平原重丘区三级公路设计,路基宽7.5m,设计车速30Km/h,采用水泥混凝土路面,设计基准期为20年。1.1.2沿线自然情况设计路段为平原重丘区,部分地区纵坡起伏较大,地表植被为稻田、树林,间有水塘。沿线所出自然区划为IV3区,属东南湿热区,雨量充沛集中,台风暴雨多,水毁、冲刷、滑坡是道路的主要病害,该区水稻田多,土基湿软,夏季炎热。全线地质条件良好,土壤为砂性土。1.2设计任务根据地形图上提供的起、终点位置和给定的公路等级进行选线、路基路面的设计和施工组织设计。完成设计所要求的各种设计计算书、设计图表和设计总说明。完成设计资料应达到并符合施工要求。1.3主要设计指标(1)公路等级:三级公路(2)设计速度:30km/h(3)采用水泥混凝土路面,设计年限20年。(4)道路的使用性质和交通量:交通量年平均增长率为5%,算知道设计基准期内设计车道标准荷载累计作用次数为280次/日,属于重交通等级。(5)路线设计起始点及设计高程:起点桩号:k0+000设计高程:1343.333第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书终点桩号:k3+118.626设计高程:1385.0411.4主要技术标准设计速度:30km/h的三级公路设计标准由«规范»查得,现列表如下:表1.1主要设计标准规范标准三级公路设计速度(km/h)30路基宽度(m)一般值7.50最小值—车道宽度(m)3路肩宽度(m)右侧硬路肩一般值—最小值—土路肩一般值0.75最小值0.5圆曲线最小半径(m)一般值65极限值30最大纵坡(%)8最小坡长(m)100最大坡长(m)4%11005%9006%7007%5008%300第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书竖曲线最小半径(m)凸形一般值400极限值250凹形一般值400极限值250竖曲线最小长度(m)25停车视距(m)30二、平面设计2.1设计原则在路线设计过程中应妥善考虑到远期与近期,整体与局部的关系。结合地形、地址、水文、建筑材料等自然条件,同时对平、纵、横三方面进行终合考虑,协调一致,使平面线形与纵面线形的组合满足汽车动力性能的要求并充分考虑、驾驶员在视觉、心理方面的要求,保持线形在视觉上的联系和心里的协调,同时注意与公路周围环境的配合,并根据公路的使用任务、性质合理利用地形。选择线形在保证平、纵、横设计“合理又合法”的原则下作到平面顺适、纵坡均衡、横面合理,逐步实行标准化。2.2设计总要求2.2.1设计要点(1)路线起点除必须符合公路网规划要求外,对起终点前后一定长度范围内必须作出按路线方按和近期实施的具体设计。(2)视觉良好,路线平、纵、横各组成部分空间充裕。(3)诱导视线各种设施所构成的视觉系统,应使驾驶者在是视觉上能预知公路前进方向和路况变化,并能急时采取安全措施。第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书(4)线形流畅,景观协调,行车安全,舒适,使驾驶员在视觉上能预知公路前方和路况的变化。2.2.2平面路线布设的原则和具体方法公路平面线形由直线、圆曲线和缓和曲线组成。直线应根据路线所处的地形、地物、地貌并综合考虑驾驶者的视觉、心理状态等合理布设。但是直线的最大长度应有所限制,应结合具体情况采取相应的的技术措施。不论转角大小均应设置圆曲线,当不得已而设置小于7度的转角时则必须设置足够长的曲线,当圆曲线半径小于不设超高最小半径时,应设超高,并且用超高缓和段连接。缓和曲线长度还应大于超高过渡段的长度。超高的横坡度按公路等级、计算行车速度,圆曲线半径,路面类型,自然条件和车辆组成等情况确定。一般公路圆曲线应综合考虑设计原则,本段共设15个圆曲线。2.3平曲线计算2.3.1确定交点本拟建公路属于山岭重丘区三级公路,拟建路线全长3118.626米。本着经济美观的原则进行选线。全线确定了15个交点控制路线的大体走向。现将15个交点的坐标列入下表:交点坐标X轴Y轴A294218624668081JD1294224804666851JD2294285344668390JD3294242024665211JD4294268814664546JD5294218604661390第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书JD6294252364661732JD7294258504661180JD8294290044662009JD9294307204661146JD10294322414662102JD11294331804661751JD12294349664664321JD13294358904662322JD14294365814663266JD15294384714662583B2943868446614432.3.2角度计算:计算公式:a1-2=arctg(y1-y2)/(x1-x2)=arctan△y/△x角度数据结果mαA-1arctg(4666581-4668081)/(29422480-29421862)296.68α1-2arctg(4668390-4666851)/(29428534-29422480)14.26α2-3arctg(4665211-4668390)/(29424202-29428534)216.27α3-4arctg(4664546-4665211)/(29426881-29424202)346.06α4-5arctg(4661390-4664546/(29421860-29426881)212.15α5-6arctg(4661732-4661390)/(29425360-29421860)5.78α6-7arctg(4661180-4661732)/(29425850-29425360)318.04第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书α7-8arctg(4662009-4661180)/(29429004-29425850)14.72α8-9arctg(4661146-4662009)/(29430720-29429004)333.3α9-10arctg(4662102-4661146)/(29432241-29430720)32.15α10-11arctg(4661751-4662102)/(29433180-29432241)339.5α11-12arctg(4664321-4661751)/(29434966-29433180)55.2α12-13arctg(4662322-4664321)/(29435890-29434966)294.81α13-14arctg(4663266-4662322)/(29436581-29435890)53.80α14-15arctg(4662583-4663266)/(29438471-29436581)340.13α15-Barctg(4661443-4662583)/(29438684-29438471)280.58说明:若△X〈0且△y〈0,则α=α’+180;若△X〉0且△y〈0,则α=α’+3602.3.3偏角计算:计算公式:α=α1-2-α0-1偏角公式数据结果α1α=α1-2-α0-114.26-296.6877.58α2α=α2-3-α1-2216.27-14.26-157.99第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书α3α=α3-4-α2-3346.06-216.27129.79α4α=α4-5-α3-4212.15-346.06-133.91α5α=α5-6-α4-55.87-212.15153.63α6α=α6-7-α5-6318.04-5.78-47.74α7α=α7-8-α6-714.72-318.0456.68α8α=α8-9-α7-8333.3-14.72-41.42α9α=α9-10-α8-932.15-333.358.85α10α=α10-11-α9-10339.5-32.15-52.65α11α=α11-12-α10-1155.2-339.575.7α12α=α12-13-α11-12294.81-55.2-120.39α13α=α13-14-α12-1353.8-294.81118.99α14α=α14-15-α13-14340.13-53.8-73.67α15α=α15-16-α14-15280.58-340.13-59.55说明:-180〈α〈180;若α〈-180则α=α’+360:若α〉180则α=α’-3602.3.4相邻交点距离:计算公式:L=(△X2+△Y2)1/2第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书相邻交点数据结果LA-1LA-1=[(29422480-29421862)2+(4666851-4668081)2]1/2137.65mL1-2L1-2=[(29428534-29422480)2+(4668390-4666851)2]1/2624.65mL2-3L2-3=[(29424202-29428534)2+(4665211-4668390)2]1/2537.33mL3-4L3-4=[(29426881-29424202)2+(4664546-4665211)2]1/2276.03mL4-5L4-5=[(29421860-29426881)2+(4661390-4664546)2]1/2593.05mL5-6L5-6=[(29425360-29421860)2+(4661732-4661390)2]1/2339.33mL6-7L6-7=[(29425850-29425360)2+(4661180-4661732)2]1/282.56mL7-8L7-8=[(29429004-29425850)2+(4662009-4661180)2]1/2326.11mL8-9L8-9=[(29430720-29429004)2+(4661146-4662009)2]1/2192.08mL9-10L9-10=[(29432241-29430720)2+(4662102-4661146)2]1/2179.65mL10-11L10-11=[(29433180-29432241)2+(4661751-4662102)2]1/2100.25mL11-12L11-12=[(29434966-29433180)2+(4664321-4661751)2]1/2312.96mL12-13L12-13=[(29435890-29434966)2+(4662322-4664321)2]1/2220.22mL13-14L13-14=[(29436581-29435890)2+(4663266-4662322)2]1/2116.98mL14-15L14-15=[(29438471-29436581)2+(4662583-4663266)2]1/2200.96mL15-BL17-A=[(29438684-29438471)2+(4661443-4662583)2]1/2115.97m2.3.5圆曲线要素计算:曲线要素:交点桩号:JD2=JD1+D1-2-J1内移值:P=ls2/24R切线增值:q=ls/2切线长:T=(R+P)tga/2+q曲线长:L=3.14aR/180+ls圆曲线长:ly=3.14aR/180-ls外距:E=(R+P)seca/2-R超距:J=2T-L回旋线参数:A=RLS12曲线主点里程要素:直缓点:ZH=JD-T缓圆点:HY=ZH+Ls圆缓点:YH=HY+ly缓直点:HZ=YH+Ls曲中点:QZ=HZ-L/2交点:JD=QZ+J/2JD1:桩号:JD1=K0+137.653mR=40mls=27ma=77.58P=Ls2/24R=27*27/24*40=0.76q=Ls/2=13.5mT=(R+P)tga/2+q=(40+0.76)tg77.58/2+13.5=46.192第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书L=3.14aR/180+ls=3.14*77.58*40/180+27=81.134E=(R+P)seca/2-R=(40+0.76)sec77.5/8/2-40=12.285J=2T-L=2*46.192-81.134=11.249ly=3.14aR/180-ls=3.14*77.58*27180-27=27.134A=Rls12=32.86且R3ARls:ly:ls=1:1:1直缓点:ZH=JD-T=k0+091.461缓圆点:HY=ZH+Ls=k0+118.461圆缓点:YH=HY+Ly=k0+145.595缓直点:HZ=YH+Ls=k0+172.595曲中点:QZ=HZ-L/2=k0+132.028交点校核:JD=QZ+J/2=k0+132.028+11.2492=k0+137.653JD2:桩号:JD2=K0+751.059mR=60mls=58ma=-157.99P=Ls2/24R=58*5824*60=2.336q=Ls/2=29mT=(R+P)tga/2+q=(60+2.336)tg157.99/2+29=349.781L=3.14aR/180+ls=3.14*157.99*60/180+58=224.78E=(R+P)seca/2-R=(60+2.336)sec157.99/2-60=266.328J=2T-L=2*349.781-224.78=474.782ly=3.14aR/180-ls=3.14*157.99*60180-58=107.363A=Rls12=58.977且R3ARls:ly:ls=1:1.85:1直缓点:ZH=JD-T=k0+401.986缓圆点:HY=ZH+Ls=k0+459.986圆缓点:YH=HY+Ly=k0+567.349缓直点:HZ=YH+Ls=k0+626.058曲中点:QZ=HZ-L/2=k0+513.668交点校核:JD=QZ+J/2=k0+513.668+474.782/2=k0+751.059JD3:桩号:JD3=K0+813.606ma=129.79由切线反算半径有:T=(R+Ls2/24R)tga/2+Ls/2=L2-3-L1-22=187.548取ls=27m有:R=73.045P=Ls2/24R=56*56/24*73.045=1.789L=3.14aR/180+ls=3.14*129.79*73.045/180+56=222.284E=(R+P)seca/2-R=103.301第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书J=2T-L=2*187.548-222.284=153.634ly=3.14aR/180-ls=3.14*129.79*73.045180-56=109.461A=Rls12=63.957且R3ARls:ly:ls=1:1.95:1直缓点:ZH=JD-T=k0+626.058缓圆点:HY=ZH+Ls=k0+682.058圆缓点:YH=HY+Ly=k0+791.519缓直点:HZ=YH+Ls=k0+847.931曲中点:QZ=HZ-L/2=k0+736.789交点校核:JD=QZ+J/2=k0+736.789+153.634/2=k0+813.606JD4:桩号:JD4=K0+936.002ma=-133.91由切线反算半径有:T=(R+Ls2/24R)tga/2+Ls/2=L3-4-L3-32=88.071取ls=60m有:R=30.195P=Ls2/24R=60*60/24*30.195=4.96L=3.14aR/180+ls=3.14*133.91*30.195/180+60=99.57E=(R+P)seca/2-R=49.877J=2T-L=2*88.071-99.57=76.572ly=3.14aR/180-ls=3.14*133.91*30.195180-60=41.57A=Rls12=29.592且R3ARls:ly:ls=1:0.7:1直缓点:ZH=JD-T=k0+847.931缓圆点:HY=ZH+Ls=k0+876.931圆缓点:YH=HY+Ly=k0+918.501缓直点:HZ=YH+Ls=k0+947.501曲中点:QZ=HZ-L/2=k0+897.716交点校核:JD=QZ+J/2=k0+897.716+76.572/2=k0+936.002JD5:桩号:JD5=K1+452.48ma=153.63由切线反算半径有:T=(R+Ls2/24R)tga/2+Ls/2=L5-6-L6-72=298.078取ls=60m有:R=60.268P=Ls2/24R=60*60/24*60.268=2.489L=3.14aR/180+ls=3.14*153.63*60.268/180+60=221.603E=(R+P)seca/2-R=214.798J=2T-L=2*298.078-221.603=373.538第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书ly=3.14aR/180-ls=3.14*153.63*60.268180-60=101.603A=Rls12=60.134且R3ARls:ly:ls=1:1.7:1直缓点:ZH=JD-T=k1+452.48-298.078=k1+154.909缓圆点:HY=ZH+Ls=k1+214.909圆缓点:YH=HY+Ly=k1+316.512缓直点:HZ=YH+Ls=k1+377.02曲中点:QZ=HZ-L/2=k1+265.711交点校核:JD=QZ+J/2=k1+265.711+373.538/2=k1+452.48JD6:桩号:JD6=K1+418.27ma=-47.74由切线反算半径有:T=(R+Ls2/24R)tga/2+Ls/2=L6-72=41.283取ls=26m有:R=63.436P=Ls2/24R=26*26/24*63.436=0.44L=3.14aR/180+ls=3.14*47.74*63.436/180+26=78.857E=(R+P)seca/2-R=(63.436+0.44)sec47.74/2-63.436=6.418J=2T-L=2*41.283-78.857=3.643ly=3.14aR/180-ls=3.14*47.74*63.436180-26=26.857A=Rls12=40.612且R3ARls:ly:ls=1:1:1直缓点:ZH=JD-T=k1+377.02缓圆点:HY=ZH+Ls=k1+403.02圆缓点:YH=HY+Ly=k1+429.877缓直点:HZ=YH+Ls=k1+455.955曲中点:QZ=HZ-L/2=k1+416.449交点校核:JD=QZ+J/2=k1+416.449+3.643/2=k1+418.27:JD7:桩号:JD7=K1+497.192ma=56.68由切线反算半径有:T=(R+Ls2/24R)tga/2+Ls/2=L6-72=41.283取ls=25m有:R=52.83P=Ls2/24R=25*25/24*52.83=0.49L=3.14aR/180+ls=3.14*56.68*52.83/180+25=77.265E=(R+P)seca/2-R=(52.83+0.49)sec56.68/2-52.83=7.754J=2T-L=2*41.283-77.265=5.21ly=3.14aR/180-ls=3.14*56.68*52.83180-25=27.265第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书A=Rls12=36.342且R3ARls:ly:ls=1:1.1:1直缓点:ZH=JD-T=k1+455.955缓圆点:HY=ZH+Ls=k1+480.955圆缓点:YH=HY+Ly=k1+508.22缓直点:HZ=YH+Ls=k1+533.22曲中点:QZ=HZ-L/2=k1+494.587交点校核:JD=QZ+J/2=k1+494.587+5.21/2=k1+497.192JD8:桩号:JD8=K0+818.095mR=80mls=28ma=-41.42P=Ls2/24R=28*28/24*80=0.408q=Ls/2=14mT=(R+P)tga/2+q=(80+0.408)tg41.42/2+14=44.371L=3.14aR/180+ls=3.14*41.42*80/180+28=85.804E=(R+P)seca/2-R=(80+0.408)sec41.42/2-80=5.961J=2T-L=2*44.371-85.804=2.937ly=3.14aR/180-ls=3.14*41.42*28180-28=29.804A=Rls12=47.329且R3ARls:ly:ls=1:1.06:1直缓点:ZH=JD-T=k0+773.725缓圆点:HY=ZH+Ls=k0+801.725圆缓点:YH=HY+Ly=k0+831.529缓直点:HZ=YH+Ls=k0+859.529曲中点:QZ=HZ-L/2=k0+816.627交点校核:JD=QZ+J/2=k0+816.627+2.937/2=k0+818.095JD9:桩号:JD7=K2+007.237mR=75mls=30ma=58.85P=Ls2/24R=30*30/24*75=0.5q=Ls/2=15mT=(R+P)tga/2+q=(75+0.5)tg58.85/2+15=57.543L=3.14aR/180+ls=3.14*58.85*75/180+30=106.995E=(R+P)seca/2-R=(75+0.5)sec58.85/2-75=11.676J=2T-L=2*57.543-106.995=8.092ly=3.14aR/180-ls=3.14*58.85*75180-30=46.995A=Rls12=47.434且R3ARls:ly:ls=1:1.56:1直缓点:ZH=JD-T=k0+949.694第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书缓圆点:HY=ZH+Ls=k0+979.694圆缓点:YH=HY+Ly=k2+026.689缓直点:HZ=YH+Ls=k2+056.689曲中点:QZ=HZ-L/2=k2+003.191交点校核:JD=QZ+J/2=k2+003.191+8.092/2=k2+007.237JD10:桩号:JD10=K2+178.794ma=-52.65由切线反算半径有:T=(R+Ls2/24R)tga/2+Ls/2=L10-112=50.123取ls=28m有:R=72.53P=Ls2/24R=28*28/24*72.53=0.45L=3.14aR/180+ls=3.14*52.65*72.53/180+28=94.643E=(R+P)seca/2-R=(72.53+0.45)sec52.65/2-72.53=8.893J=2T-L=2*50.123-94.643=5.532ly=3.14aR/180-ls=3.14*52.65*72.53180-28=38.643A=Rls12=45.064且R3ARls:ly:ls=1:1.38:1直缓点:ZH=JD-T=k2+128.707缓圆点:HY=ZH+Ls=k2+156.707圆缓点:YH=HY+Ly=k2+195.35缓直点:HZ=YH+Ls=k2+223.427曲中点:QZ=HZ-L/2=k2+176.028交点校核:JD=QZ+J/2=k2+176.028+5.532/2=k2+178.794JD11:桩号:JD11=K2+273.508ma=75.7由切线反算半径有:T=(R+Ls2/24R)tga/2+Ls/2=L10-112=50.123取ls=25m有:R=47.857P=Ls2/24R=25*25/24*47.857=0.54L=3.14aR/180+ls=3.14*75.7*47.857/180+25=88.228E=(R+P)seca/2-R=(47.857+0.54)sec75.7/2-47.857=13.438J=2T-L=2*50.123-88.228=11.934ly=3.14aR/180-ls=3.14*75.7*47.857180-25=38.228A=Rls12=34.589且R3ARls:ly:ls=1:1.53:1直缓点:ZH=JD-T=k2+223.427第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书缓圆点:HY=ZH+Ls=k2+248.427圆缓点:YH=HY+Ly=k2+286.655缓直点:HZ=YH+Ls=k2+311.655曲中点:QZ=HZ-L/2=k2+267.541交点校核:JD=QZ+J/2=k2+267.541+11.934/2=k2+273.508JD12:桩号:JD12=K2+574.539mR=30mls=25ma=-120.39P=Ls2/24R=25*25/24*30=0.868q=Ls/2=12.5mT=(R+P)tga/2+q=(30+0.868)tg120.39/2+12.5=66.284L=3.14aR/180+ls=3.14*120.39*30/180+25=88.004E=(R+P)seca/2-R=(30+0.868)sec120.39/2-30=32.081J=2T-L=2*66.284-88.004=44.564ly=3.14aR/180-ls=3.14*120.39*30180-25=38.004A=Rls12=27.386且R3ARls:ly:ls=1:1.52:1直缓点:ZH=JD-T=k2+508.255缓圆点:HY=ZH+Ls=k2+533.255圆缓点:YH=HY+Ly=k2+571.259缓直点:HZ=YH+Ls=k2+596.259曲中点:QZ=HZ-L/2=k2+552.257交点校核:JD=QZ+J/2=k2+552.257+44.564/2=k2+574.539JD13:桩号:JD13=K2+750.197ma=118.99由切线反算半径有:T=(R+Ls2/24R)tga/2+Ls/2=L13-14-T14=74.097取ls=25m有:R=35.512P=Ls2/24R=25*25/24*35.512=0.73L=3.14aR/180+ls=3.14*118.99*35.512/180+25=98.750E=(R+P)seca/2-R=35.884J=2T-L=2*74.097-98.750=49.174ly=3.14aR/180-ls=3.14*118.99*35.512180-25=48.75A=Rls12=29.796且R3ARls:ly:ls=1:1.95:1直缓点:ZH=JD-T=k2+676.235第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书缓圆点:HY=ZH+Ls=k2+701.235圆缓点:YH=HY+Ly=k2+749.985缓直点:HZ=YH+Ls=k2+775.120曲中点:QZ=HZ-L/2=k2+725.61交点校核:JD=QZ+J/2=k2+725.61+49.1742=k2+750.197JD14:桩号:JD7=K2+818.011mR=40mls=25ma=-73.67P=Ls2/24R=25*25/24*40=0.65q=Ls/2=12.5mT=(R+P)tga/2+q=(40+0.65)tg73.67/2+12.5=42.891L=3.14aR/180+ls=3.14*73.67*40/180+25=76.405E=(R+P)seca/2-R=(40+0.65)sec73.67/2-40=10.782J=2T-L=2*42.891-76.405=9.377ly=3.14aR/180-ls=3.14*73.67*40/180-25=26.405A=Rls12=31.623且R3ARls:ly:ls=1:1.05:1直缓点:ZH=JD-T=k2+775.12缓圆点:HY=ZH+Ls=k2+800.12圆缓点:YH=HY+Ly=k2+826.525缓直点:HZ=YH+Ls=k2+851.525曲中点:QZ=HZ-L/2=k2+813.322交点校核:JD=QZ+J/2=k2+813.322+9.377/2=k2+818.011JD15:桩号:JD7=K3+009.596mR=60mls=30ma=-59.55P=Ls2/24R=30*30/24*60=0.625q=Ls/2=15mT=(R+P)tga/2+q=(60+0.625)tg59.55/2+15=49.636L=3.14aR/180+ls=3.14*59.55*45/180+30=92.329E=(R+P)seca/2-R=(60+0.625)sec59.55/2-60=9.840J=2T-L=2*49.636-92.329=6.943ly=3.14aR/180-ls=3.14*59.55*60/180-30=32.329A=Rls12=42.426且R3ARls:ly:ls=1:1.07:1直缓点:ZH=JD-T=k3+009.596-49.636=k2+959.96缓圆点:HY=ZH+Ls=k2+989.96圆缓点:YH=HY+Ly=k3+022.289第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书缓直点:HZ=YH+Ls=k3+052.289曲中点:QZ=HZ-L/2=k3+006.125交点校核:JD=QZ+J/2=k3+006.125+6.943/2=k3+009.596终点桩号=k3+009.596+D15-B-J15=k3+118.6262.4平曲线上加宽及超高计算由于该设计公路为山岭重丘区三级公路,设计车速为30kmh,按《标准》应采用第一类加宽值,设计时加宽过渡方式采用按比例加宽的方法。加宽过渡段的任意点的加宽值,采用线性插入,公式是式中:为任意点距过渡段起点的距离,L为加宽过渡段长,b为圆曲线的全加宽。计算加宽时,加宽缓和段均采用平曲线缓和曲线长度,即该公路不设中间带,所以超高方式采用无中间带超高过度方式,绕内边线旋转,公式是:超高位置计算公式注圆曲线上外缘1计算结果均为与设计高之差2临界断面距过渡段起点:3,x距离处的加宽值:中线内缘过渡段上外缘中线内缘JD1:第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书R=40LS=LC=27B=6,bJ=0.75,iJ=2%,iG=2%,ih=8%圆曲线上起始桩号:K0+118.461---K0+145.595b=1.4外缘:==0.555中线:==0.255内缘:==-0.157过渡段起点:K0+91.461过渡段上:K0+100X=100-91.461=8.539>X0外缘:==0.186中线:==0.091内缘:==-0.015过渡段终点:K0+172.595过渡段上:K0+165X=172.595-165=7.595>X0外缘:==0.167中线:==0.083内缘:==-0.011JD2:R=60LS=LC=58B=6,bJ=0.75,iJ=2%,iG=2%,ih=6%圆曲线上起始桩号:K0+459.986---K0+567.349b=1.2外缘:==0.42中线:==0.195第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书内缘:==-0.102过渡段起点:K0+401.986过渡段上:K0+420X=420-401.986=18.014X0外缘:==0.290中线:==0.137内缘:==-0.047过渡段上终点:K0+626.058过渡段上:K0+590X=626.058-590=36.058>X0外缘:==0.272中线:==0.129内缘:==-0.042过渡段上:K0+600X=626.058-600=26.058>X0第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书外缘:==0.207中线:==0.100内缘:==-0.021过渡段上:K0+610X=626.058-610=16.058>X0外缘:==0.139中线:==0.075内缘:==-0.006JD2:R=73.045LS=LC=56B=6,bJ=0.75,iJ=2%,iG=2%,ih=6%圆曲线上起始桩号:K0+682.058---K0+791.519b=1.0外缘:==0.42中线:==0.195内缘:==-0.009过渡段起点:K0+626.058过渡段上:K0+640X=640-626.058=13.942X0第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书外缘:==0.261中线:==0.124内缘:==-0.034过渡段上终点:K0+847.931过渡段上:K0+800X=847.931-800=47.931>X0外缘:==0.359中线:==0.168内缘:==-0.066过渡段上:K0+820X=847.931-820=27.931>X0外缘:==0.214中线:==0.104内缘:==-0.022过渡段上:K0+840X=847.931-840=7.931>X0外缘:==0.060中线:==0.075第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书内缘:==-0.003JD4:R=30.195LS=LC=29B=6,bJ=0.75,iJ=2%,iG=2%,ih=8%圆曲线上起始桩号:K0+876.931---K0+918.501b=1.4外缘:==0.555中线:==0.255内缘:==-0.157过渡段起点:K0+847.931过渡段上:K0+860X=860-847.931=12.609>X0外缘:==0.240中线:==0.115内缘:==-0.029过渡段上终点:K0+947.501过渡段上:K0+930X=947.501-930=17.501>X0外缘:==0.341中线:==0.160内缘:==-0.062JD5:R=60.268LS=LC=60B=6,bJ=0.75,iJ=2%,iG=2%,ih=6%圆曲线上起始桩号:K1+214.909---K1+316.512b=1.2外缘:==0.42第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书中线:==0.195内缘:==-0.102过渡段起点:K1+154.909过渡段上:K1+170X=170-154.909=15.091X0外缘:==0.252中线:==0.120内缘:==-0.036过渡段上:K1+200X=200-154.909=45.091>X0外缘:==0.319中线:==0.150内缘:==-0.059过渡段上终点:K1+377.02过渡段上:K1+336X=377.02-336=41.02>X0第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书外缘:==0.288中线:==0.137内缘:==-0.048过渡段上:K1+356X=377.02-336=21.02>X0外缘:==0.154中线:==0.077内缘:==-0.009JD6:R=63.436LS=LC=26B=6,bJ=0.75,iJ=2%,iG=2%,ih=6%圆曲线上起始桩号:K1+403.02---K1+429.877b=1.2外缘:==0.42中线:==0.195内缘:==-0.102过渡段起点:K1+154.909过渡段上:K1+400X=400-154.909=22.98>X0外缘:==0.373中线:==0.174第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书内缘:==-0.081过渡段上终点:K1+455.955过渡段上:K1+450X=455.955-450=5.955X0外缘:==0.280中线:==0.133内缘:==-0.041过渡段上终点:K1+533.22过渡段上:K1+520X=533.22-520=13.22>X0第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书外缘:==0.265中线:==0.126内缘:==-0.036JD8:R=80LS=LC=28B=6,bJ=0.75,iJ=2%,iG=2%,ih=5%圆曲线上起始桩号:K1+801.725---K1+831.529b=1.0外缘:==0.353中线:==0.165内缘:==-0.072过渡段起点:K1+773.725过渡段上:K1+790X=790-773.725=16.275>X0外缘:==0.225中线:==0.108内缘:==-0.027过渡段上:K1+800X=800-773.725=26.275>X0外缘:==0.334中线:==0.157内缘:==-0.065过渡段上终点:K1+859.529第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书过渡段上:K1+850X=859.529-850=9.529X0外缘:==0.289中线:==0.137内缘:==-0.043过渡段上终点:K2+056.689过渡段上:K2+040X=056.689-40=16.689>X0外缘:==0.240第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书中线:==0.115内缘:==-0.029JD10:R=72.528LS=LC=28B=6,bJ=0.75,iJ=2%,iG=2%,ih=6%圆曲线上起始桩号:K2+156.707---K2+195.35b=1.0外缘:==0.420中线:==0.195内缘:==-0.090过渡段起点:K2+128.707过渡段上:K2+140X=140-128.707=11.293>X0外缘:==0.178中线:==0.088内缘:==-0.013过渡段上终点:K2+223.427过渡段上:K2+210X=223.427-210=13.427>X0外缘:==0.208中线:==0.101内缘:==-0.020JD11:R=47.857LS=LC=25B=6,bJ=0.75,iJ=2%,iG=2%,ih=8%圆曲线上起始桩号:K2+248.427---K2+286.665b=1.4第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书外缘:==0.555中线:==0.255内缘:==-0.157过渡段起点:K2+223.427过渡段上:K2+240X=240-223.427=16.573>X0外缘:==0.373中线:==0.174内缘:==-0.074过渡段上终点:K2+311.655过渡段上:K2+300X=311.655-300=11.655>X0外缘:==0.267中线:==0.127内缘:==-0.037JD12:R=30LS=LC=25B=6,bJ=0.75,iJ=2%,iG=2%,ih=8%圆曲线上起始桩号:K2+533.255---K2+571.259b=1.4外缘:==0.555中线:==0.255内缘:==-0.157第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书过渡段起点:K2+508.255过渡段上:K2+520X=520-508.255=11.745>X0外缘:==0.279中线:==0.132内缘:==-0.040过渡段上终点:K2+596.259过渡段上:K2+590X=596.259-590=6.259>X0外缘:==0.165中线:==0.082内缘:==-0.009JD13:R=35.512LS=LC=25B=6,bJ=0.75,iJ=2%,iG=2%,ih=8%圆曲线上起始桩号:K2+701.235---K2+749.985b=1.4外缘:==0.555中线:==0.255内缘:==-0.157过渡段起点:K2+676.235过渡段上:K2+700X=700-676.235=23.765>X0外缘:==0.528第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书中线:==0.243内缘:==-0.143过渡段上终点:K2+775.12过渡段上:K2+770X=775.12-770=5.12X0外缘:==0.552中线:==0.254内缘:==-0.156过渡段上终点:K2+851.525过渡段上:K2+840X=851.525-840=11.525>X0第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书外缘:==0.372中线:==0.174内缘:==-0.074JD15:R=60LS=LC=30B=6,bJ=0.75,iJ=2%,iG=2%,ih=6%圆曲线上起始桩号:K2+989.96---K3+022.289b=1.2外缘:==0.420中线:==0.195内缘:==-0.102过渡段起点:K2+959.96过渡段上:K2+980X=980-959.96=20.04>X0外缘:==0.295中线:==0.139内缘:==-0.049过渡段上终点:K3+052.289过渡段上:K3+040X=52.289-40=12.289>X0外缘:==0.197中线:==0.096第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书内缘:==-0.018三、路线纵断面设计3.1纵断面设计的原则及方法3.1.1三级公路纵断面设计的总原则纵断面的设计标准规定如下:1.三级公路的最大坡度为8%,长路堑以及横向排水不畅的路段采用不小于0.3%的纵坡.2.三级公路最小坡长为100M3.坡长限制:纵坡坡度≥4%,最大坡长不大于1100m;纵坡坡度≥5%,最大坡长不大于900m;纵坡坡度≥6%,最大坡长不大于700m;纵坡坡度≥7%,最大坡长不大于500m;纵坡坡度≥8%,最大坡长不大于300m。4.竖曲线半径一般最小值400,凹形竖曲线半径一般最小值250m。5.竖曲线最小长度为25m。6.最大合成坡度10.0%,最小合成坡度为0.5%,平均纵坡不宜大于5.5%。3.1.2纵断面的设计原则1.纵面线形与地形相结合,视觉成视觉连续,平顺而圆滑的线形,避免在短距离内出现频繁起伏。2.应避免出现能看见近处很远处而看不见凹处的线形。3.原微丘地形的纵坡应均匀平缓,丘陵地形的纵坡应避免过分迁就地形而起伏过大。4.计算行车速度≥第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书30KM/h公路必须注重平纵合理组合,不仅应满足汽车运动学和力学要求,而且应充分考虑驾驶员在视觉和心理方面的要求。5.平纵配合的视觉应在视觉是能自然地诱导驾驶员的视线,保持视觉的连续性。6.平纵面线形的技术指标应大小均衡,使线形在视觉心理上保持协调。7.平曲线与竖曲线应相互重合,且平曲线略大于竖曲线。8.平纵面线形组合视觉应注意线形与自然环境和景观的配合与协调。9.在直线段内不能插入短的竖曲线。3.1.3平、纵线形设计应避免的组合1.直线段内不能插入短的竖曲线。2.小半径竖曲线不宜与缓和曲线相互重叠。3.避免在长直线上设置陡坡及曲线长度短,半径小的凹形竖曲线。3.1.4纵坡设计的一般要求1.满足“标准”中有关纵坡的规定要求。2纵坡应尽量平缓,起伏不宜过大和频繁,并应尽量避免标准中的极限值,对一般公路,应注意考虑运输,农业机械等方面的要求。3.应综合考虑沿线的地形,地质,气候等情况,并根据需要采取适当的技术措施,并保证公路的稳定和畅通。4.尽量减少土石方和其它工程数量,以降低工程数量。3.1.5本路段设计结合以上原则,对路段进行实际设计,本路段最大纵坡坡度为5%,最小纵坡坡度为1.11%。本路段共设9个变坡点。3.2纵断面设计3.2.1竖曲线要素计算:第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书根据相关规范规定,拟建公路为三级公路,最大纵坡小于等于8%,最小坡长大于100m,拟定了九个变坡点。变坡点要素如下:(1)桩号:k0+240i1=-0.018054i2=0.04074原地面高程=1339mw=i2-i1=0.04074-(-0.018054)=0.058795为凹曲线取R=1200曲线长:L=RW=1200*0.0.058795=70.554m切线长:T=L/2=70.554/2=35.277m外距:E=T2/2R=35.2772/2*1200=0.519m竖曲线起点桩号:k0+240-35.277=k0+204.723竖曲线终点桩号:k0+240+35.277=k0+275.277(2)桩号:k0+510i2=0.04074i3=-0.022727原地面高程=1350mw=i3-i2=-0.022727-0.04074=-0.063468为凸曲线取R=2000曲线长:L=RW=2000*0.063468=126.936m切线长:T=L/2=126.936/2=63.468m外距:E=T2/2R=63.4682/2*2000=1.007m竖曲线起点桩号:k0+510-63.468=k0+446.532竖曲线终点桩号:k0+510+63.468=k0+573.468(3)桩号:k0+730i3=-0.022727i4=0.028302原地面高程=1345mw=i4-i3=0.028302-(-0.022727)=0.051029为凹曲线取R=2800曲线长:L=RW=2800*0.051029=142.88m切线长:T=L/2=142.88/2=71.44m外距:E=T2/2R=71.442/2*2800=0.911m竖曲线起点桩号:k0+730-71.44=k0+658.56竖曲线终点桩号:k0+730+71.44=k0+801.44(4)桩号:k1+260i4=0.028302i5=-0.01111原地面高程=1360mw=i5-i4=-0.01111-0.028302=-0.039413为凸曲线取R=3100曲线长:L=RW=3100*0.039413=122.18m切线长:T=L/2=122.18/2=61.09m外距:E=T2/2R=61.092/2*3100=0.602m竖曲线起点桩号:k1+260-61.09=k1+198.91竖曲线终点桩号:k1+240+61.09=k1+321.09第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书(1)桩号:k1+620i5=-0.01111i6=0.017857原地面高程=1356mw=i6-i5=0.017857-(-0.01111)=0.028968为凹曲线取R=2000曲线长:L=RW=2000*0.028968=57.936m切线长:T=L/2=57.936/2=28.968m外距:E=T2/2R=28.9682/2*2000=0.210m竖曲线起点桩号:k1+620-28.968=k1+591.032竖曲线终点桩号:k1+620+28.968=k1+648.968(2)桩号:k1+900i6=0.017857i7=-0.015217原地面高程=1361mw=i7-i6=-0.015217-0.017857=-0.033075为凸曲线取R=1600曲线长:L=RW=1600*0.033075=52.92m切线长:T=L/2=52.92/2=26.460m外距:E=T2/2R=26.462/2*1600=0.219m竖曲线起点桩号:k1+900-26.460=k1+873.54竖曲线终点桩号:k1+900+26.460=k1+926.46(3)桩号:k2+360i7=-0.015217i8=0.05原地面高程=1354mw=i8-i7=0.05-(-0.015217)=0.065217为凹曲线取R=1000曲线长:L=RW=1000*0.0.065217=65.217m切线长:T=L/2=65.217/2=32.609m外距:E=T2/2R=32.6092/2*1000=0.532m竖曲线起点桩号:k2+360-32.609=k2+327.391竖曲线终点桩号:k2+360+32.609=k2+392.609(4)桩号:k2+640i8=0.05i9=0.011765原地面高程=1368mw=i9-i8=0.011765-0.05=-0.038235为凸曲线取R=3600曲线长:L=RW=3600*0.038235=137.648m切线长:T=L/2=137.648/2=68.824m外距:E=T2/2R=68.8242/2*3600=0.658m竖曲线起点桩号:k2+640-68.824=k2+571.176竖曲线终点桩号:k2+640+68.824=k2+708.824(5)桩号:k2+810i9=0.011765i10=0.048735原地面高程=1370m第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书w=i10-i9=0.048735-0.011765=0.036970为凹曲线取R=1600曲线长:L=RW=1600*0.03697=59.154m切线长:T=L/2=59.154/2=29.577m外距:E=T2/2R=29.5772/2*1600=0.273竖曲线起点桩号:k2+810-29.577=k2+780.423竖曲线终点桩号:k2+810+29.577=k2+839.5773.2.2设计高程计算:起点高程:K0+0.000=1343.333K0+20.000=1343.333-20×0.018054=1342.972K0+40.000=1343.333-40×0.018054=1342.611K0+60.000=1343.333-60×0.018054=1342.250K0+80.000=1343.333-80×0.018054=1341.889K0+91.461=1343.333-91.461×0.018054=1341.682K0+100.000=1343.333-100×0.018054=1341.528K0+118.461=1343.333-118.461×0.018054=1341.194K0+132.028=1343.333-132.461×0.018054=1340.949K0+145.595=1343.333-145.461×0.018054=1340.704K0+165.000=1343.333-165×0.018054=1340.354K0+172.595=1343.333-172.595×0.018054=1340.217K0+190.000=1343.333-190×0.018054=1339.903K0+200.000=1343.333-200×0.018054=1339.722变坡点1:竖曲线起点高程:K0+204.723=1339+35.277×0.018054=1339.637K0+220.000:横距:x=220-204.723=15.277竖距:h=x2/2R=15.2772/2×1200=0.097切线高程:1339.637-15.277×0.018054=1339.361设计高程:1339.361+0.097=1339.458K0+240.000:横距:x=240-204.723=35.277竖距:h=x2/2R=35.2772/2×1200=0.519切线高程:1339.637-35.277×0.018054=1339.000设计高程:1339.000+0.519=1339.519第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书K0+260.000:横距:x=260-204.723=55.277竖距:h=x2/2R=55.2772/2×1200=1.273切线高程:1339.637-15.277×0.018054=1338.639设计高程:1338.639+1.273=1339.912竖曲线终点高程:K0+275.277K0+275.277=1339+35.277×0.04074=1340.437K0+280.000=1339+(280-240)×0.04074=1340.630K0+300.000=1339+(300-240)×0.04074=1341.444K0+320.000=1339+(320-240)×0.04074=1342.259K0+340.000=1339+(340-240)×0.04074=1343.074K0+360.000=1339+(360-240)×0.04074=1343.889K0+380.000=1339+(380-240)×0.04074=1344.704K0+400.000=1339+(400-240)×0.04074=1345.519K0+401.986=1339+(401.986-240)×0.04074=1345.599K0+420.000=1339+(420-240)×0.04074=1346.333K0+440.000=1339+(440-240)×0.04074=1347.148变坡点2:竖曲线起点高程:K0+446.532=1350+63.468×0.04074=1347.414K0+459.986:横距:x=459.986-446.532=13.454竖距:h=x2/2R=13.4542/2×2000=0.045切线高程:1347.414+13.454×0.04074=1347.962设计高程:1347.962-0.045=1347.917K0+480.000:横距:x=480-446.532=33.468竖距:h=x2/2R=33.4682/2×2000=0.28切线高程:1347.414+33.468×0.04074=1348.778设计高程:1348.778-0.28=1348.498K0+500.000:横距:x=500-446.532=53.468竖距:h=x2/2R=53.4682/2×2000=0.715切线高程:1347.414+53.468×0.04074=1349.593第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书设计高程:1349.593-0.715=1348.878K0+513.668:横距:x=513.668-446.532=67.136竖距:h=x2/2R=67.1362/2×2000=1.127切线高程:1347.414+67.136×0.04074=1350.150设计高程:1350.150-1.127=1349.023K0+530.000:横距:x=530.000-446.532=83.468竖距:h=x2/2R=83.4682/2×2000=1.742切线高程:1347.414+83.468×0.04074=1350.815设计高程:1350.815-1.742=1349.073K0+550.000:横距:x=550.000-446.532=103.468竖距:h=x2/2R=103.4682/2×2000=2.676切线高程:1347.414+103.468×0.04074=1351.629设计高程:1351.629-2.676=1348.953K0+567.349:横距:x=567.349-446.532=120.817竖距:h=x2/2R=120.8172/2×2000=3.649切线高程:1347.414+120.817×0.04074=1352.336设计高程:1352.336-3.649=1348.687竖曲线终点高程:K0+573.468K0+573.468=1350-63.468×0.022727=1351.442K0+590.000=1350-(590-510)×0.022727=1348.182K0+600.000=1350-(600-510)×0.022727=1347.955K0+610.000=1350-(610-510)×0.022727=1347.727K0+626.058=1350-(626.058-510)×0.022727=1347.362K0+640.000=1350-(640-510)×0.022727=1347.045变坡点3:竖曲线起点高程:K0+658.559=1345+71.441×0.022727=1346.624K0+660.000:横距:x=660-658.559=1.441竖距:h=x2/2R=1.4412/2×2800=0.0003第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书切线高程:1346.624-1.441×0.022727=1346.591设计高程:1346.591+0.0003=1346.591K0+682.058:横距:x=682.058-658.559=23.499竖距:h=x2/2R=23.4992/2×2800=0.098切线高程:1346.624-23.499×0.022727=1346.090设计高程:1346.090+0.098=1346.188K0+700.000:横距:x=700-658.559=41.499竖距:h=x2/2R=41.4992/2×2800=0.308切线高程:1346.624-41.499×0.022727=1346.680设计高程:1346.680+0.308=1345.988K0+720.000:横距:x=720-658.559=61.499竖距:h=x2/2R=61.4992/2×2800=0.675切线高程:1346.624-61.499×0.022727=1346.226设计高程:1346.226+0.675=1345.901K0+736.789:横距:x=736.789-658.559=78.288竖距:h=x2/2R=78.2882/2×2800=1.095切线高程:1346.624-78.288×0.022727=1344.844设计高程:1344.844+1.095=1345.939K0+750.000:横距:x=750-658.559=91.499竖距:h=x2/2R=91.4992/2×2800=1.495切线高程:1346.624-91.499×0.022727=1344.544设计高程:1344.544+1.495=1346.039K0+770.000:横距:x=770-658.559=111.499竖距:h=x2/2R=111.4992/2×2800=2.220切线高程:1346.624-111.499×0.022727=1344.089设计高程:1344.089+2.220=1346.309K0+791.519:横距:x=791.519-658.559=133.018第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书竖距:h=x2/2R=133.0182/2×2800=3.160切线高程:1346.624-133.018×0.022727=1343.599设计高程:1343.599+3.160=1346.759K0+800.000:横距:x=800-658.559=141.499竖距:h=x2/2R=141.4992/2×2800=3.575切线高程:1346.624-141.499×0.022727=1343.406设计高程:1343.406+3.575=1346.981竖曲线终点高程:K0+801.441K0+801.441=1345+71.441×0.028302=1347.022K0+820.000=1345+(820-730)×0.028302=1347.547K0+840.000=1345+(840-730)×0.028302=1348.113K0+847.931=1345+(847.931-730)×0.028302=1348.338K0+860.000=1345+(860-730)×0.028302=1348.679K0+876.931=1345+(876.931-730)×0.028302=1349.158K0+897.716=1345+(897.716-730)×0.028302=1349.747K0+900.000=1345+(900-730)×0.028302=1349.811K0+918.501=1345+(918.501-730)×0.028302=1350.335K0+930.000=1345+(930.000-730)×0.028302=1350.660K0+947.501=1345+(947.501-730)×0.028302=1351.156K0+960.000=1345+(960-730)×0.028302=1351.509K0+980.000=1345+(980-730)×0.028302=1352.075K1+000.000=1345+(847.931-730)×0.028302=1352.641K1+020.000=1345+(847.931-730)×0.028302=1353.207K1+040.000=1345+(1000-730)×0.028302=1353.774K1+060.000=1345+(1060-730)×0.028302=1354.340K1+080.000=1345+(1080-730)×0.028302=1354.906K1+100.000=1345+(1100-730)×0.028302=1355.472K1+120.000=1345+(1120-730)×0.028302=1356.038K1+140.000=1345+(847.931-730)×0.028302=1356.604K1+154.909=1345+(1154.909-730)×0.028302=1357.026K1+170.000=1345+(1170-730)×0.028302=1357.453K1+190.000=1345+(1190-730)×0.028302=1358.019变坡点4:第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书竖曲线起点高程:K1+198.91=1360-61.09×0.028302=1358.271K1+200:横距:x=200-198.91=1.09竖距:h=x2/2R=1.092/2×3100=0.0002切线高程:1358.271+1.09×0.028302=1358.302设计高程:1358.302-0.0002=1358.302K1+214.9091360.0001358.683横距:x=214.909-198.91=15.999竖距:h=x2/2R=15.9992/2×3100=0.041切线高程:1346.624+15.999×0.028302=1358.724设计高程:1358.724-0.041=1358.683K1+230.000:横距:x=230-198.91=31.09竖距:h=x2/2R=31.092/2×3100=0.156切线高程:1346.624+31.09×0.028302=1359.151设计高程:1359.151-0.156=1358.995K1+250.000:横距:x=250-198.91=51.09竖距:h=x2/2R=51.092/2×3100=0.421切线高程:1358.271+51.09×0.028302=1359.717设计高程:1359.717-0.421=1359.296K1+265.711:横距:x=265.711-198.91=66.801竖距:h=x2/2R=66.8012/2×3100=0.72切线高程:1358.271+66.801×0.028302=1360.162设计高程:1360.162-0.72=1359.442K1+280.000:横距:x=280-198.91=81.09竖距:h=x2/2R=81.092/2×3100=1.061切线高程:1358.271+81.09×0.028302=1360.566设计高程:1360.566-1.061=1359.505K1+300.000:横距:x=300-198.91=101.09第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书竖距:h=x2/2R=101.092/2×3100=1.648切线高程:1358.271+101.09×0.028302=1361.132设计高程:1361.132-1.648=1359.484K1+316.512:横距:x=316.512-198.91=117.602竖距:h=x2/2R=117.6022/2×3100=2.231切线高程:1358.271+117.602×0.028302=1361.6设计高程:1361.6-2.231=1359.369竖曲线终点高程:K1+321.09K1+321.09=1360-61.09×0.01111=1359.321K1+336.000=1360-(336-260)×0.01111=1359.156K1+356.000=1360-(356-260)×0.01111=1358.933K1+376.000=1360-(376-260)×0.01111=1358.711K1+377.020=1360-(377.020-260)×0.01111=1358.700K1+400.000=1360-(400-260)×0.01111=1358.444K1+403.020=1360-(403.020-260)×0.01111=1358.411K1+416.449=1360-(416.449-260)×0.01111=1358.262K1+429.877=1360-(429.877-260)×0.01111=1358.112K1+450.000=1360-(450-260)×0.01111=1357.889K1+455.955=1360-(455.955-260)×0.01111=1357.823K1+470.000=1360-(470-260)×0.01111=1357.667K1+480.955=1360-(480.955-260)×0.01111=1357.545K1+494.587=1360-(494.587-260)×0.01111=1357.393K1+500.000=1360-(500-260)×0.01111=1357.333K1+508.220=1360-(508.220-260)×0.01111=1357.242K1+520.000=1360-(520-260)×0.01111=1357.111K1+533.220=1360-(533.220-260)×0.01111=1356.964K1+550.000=1360-(550-260)×0.01111=1356.778K1+570.000=1360-(570-260)×0.01111=1356.556K1+590.000=1360-(590-260)×0.01111=1356.333变坡点5:竖曲线起点高程:K1+591.032=1356+28.968×0.01111=1356.322K1+600.000:第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书横距:x=600-591.032=8.968竖距:h=x2/2R=8.9682/2×2000=0.020切线高程:1356.322-8.968×0.01111=1356.222设计高程:1356.222+0.020=1356.242K1+620.000:横距:x=620-591.032=28.968竖距:h=x2/2R=28.9682/2×2000=0.210切线高程:1356.322-28.968×0.01111=1356.000设计高程:1356.000+0.210=1356.210K1+640.000:横距:x=640-591.032=48.968竖距:h=x2/2R=48.9682/2×2000=0.6切线高程:1356.322-48.968×0.01111=1355.777设计高程:1355.777+0.6=1356.377竖曲线终点高程:K1+648.968K1+648.968=1356+28.968×0.017857=1356.517K1+660.000=1356+(660-620)×0.017857=1356.714K1+680.000=1356+(680-620)×0.017857=1357.071K1+700.000=1356+(700-620)×0.017857=1357.429K1+720.000=1356+(720-620)×0.017857=1357.786K1+740.000=1356+(740-620)×0.017857=1358.143K1+760.000=1356+(760-620)×0.017857=1358.500K1+773.725=1356+(773.725-620)×0.017857=1358.745K1+790.000=1356+(790-620)×0.017857=1359.036K1+800.000=1356+(800-620)×0.017857=1359.214K1+801.725=1356+(801.725-620)×0.017857=1359.245K1+816.627=1356+(816.627-620)×0.017857=1359.511K1+831.529=1356+(831.529-620)×0.017857=1359.777K1+850.000=1356+(850-620)×0.017857=1360.107K1+859.529=1356+(859.529-620)×0.017857=1360.277变坡点6:竖曲线起点高程:K1+873.540=1363-26.46×0.017857=1362.528K1+880.000:第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书横距:x=880-873.540=6.46竖距:h=x2/2R=6.462/2×1600=0.013切线高程:1362.528+6.46×0.01111=1360.643设计高程:1360.643-0.013=1360.630K1+900.000:横距:x=900-873.540=26.46竖距:h=x2/2R=26.462/2×1600=0.219切线高程:1362.528+26.46×0.01111=1361设计高程:1361-0.219=1360.781K1+920.000:横距:x=920-873.540=46.46竖距:h=x2/2R=46.462/2×1600=0.675切线高程:1362.528+46.46×0.01111=1361.358设计高程:1361.358-0.675=1360.683竖曲线终点高程:K1+926.46K1+926.46=1363-26.46×0.015217=1362.597K1+940.000=1363-(940-900)×0.015217=1360.391K1+949.694=1363-(949.694-900)×0.015217=1360.244K1+970.000=1363-(970-900)×0.015217=1359.935K1+979.694=1363-(979.694-900)×0.015217=1359.787K2+000.000=1363-(1000-900)×0.015217=1359.478K2+003.191=1363-(1003.191-900)×0.015217=1359.430K2+020.000=1363-(1020-900)×0.015217=1359.174K2+026.689=1363-(1026.689-900)×0.015217=1359.072K2+040.000=1363-(1040-900)×0.015217=1358.870K2+056.689=1363-(1056.689-900)×0.015217=1358.616K2+080.000=1363-(1080-900)×0.015217=1358.261K2+100.000=1363-(1100-900)×0.015217=1357.957K2+120.000=1363-(1120-900)×0.015217=1357.652K2+128.707=1363-(1128.707-900)×0.015217=1357.520K2+140.000=1363-(1140-900)×0.015217=1357.348K2+156.707=1363-(1156.707-900)×0.015217=1357.094K2+176.028=1363-(1176.028-900)×0.015217=1356.800K2+195.350=1363-(1195.350-900)×0.015217=1356.506第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书K2+210.000=1363-(1210-900)×0.015217=1356.283K2+223.427=1363-(1223.427-900)×0.015217=1356.078K2+240.000=1363-(1240-900)×0.015217=1355.826K2+248.427=1363-(1248.427-900)×0.015217=1355.698K2+267.541=1363-(1267.541-900)×0.015217=1355.407K2+286.655=1363-(1286.655-900)×0.015217=1355.116K2+300.000=1363-(1300-900)×0.015217=1354.913K2+311.655=1363-(1311.655-900)×0.015217=1354.736变坡点7竖曲线起点高程:K2+327.391=1354+32.609×0.015217=1354.496K2+330.000:横距:x=330-327.391=2.609竖距:h=x2/2R=2.6092/2×1000=0.003切线高程:1354.496-2.609×0.015217=1354.460设计高程:1354.460+0.003=1354.460K2+350.000:横距:x=350-327.391=22.609竖距:h=x2/2R=22.6092/2×1000=0.256切线高程:1354.496-22.609×0.015217=1354.152设计高程:1354.152+0.0256=1354.408K2+370.000:横距:x=370-327.391=42.609竖距:h=x2/2R=42.6092/2×1000=0.908切线高程:1354.496-42.609×0.015217=1353.848设计高程:1353.848+0.908=1354.756K2+390.000:横距:x=330-327.391=62.609竖距:h=x2/2R=62.6092/2×1000=1.96切线高程:1354.496-62.609×0.015217=1353.543设计高程:1353.543+1.96=1355.503竖曲线终点高程:K2+392.609K2+392.609=1354+32.609×0.05=1355.305K2+400.000=1354+(400-360)×0.05=1356.000第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书K2+420.000=1354+(420-360)×0.05=1357.000K2+440.000=1354+(440-360)×0.05=1358.000K2+460.000=1354+(460-360)×0.05=1359.000K2+480.000=1354+(480-360)×0.05=1360.000K2+500.000=1354+(500-360)×0.05=1361.000K2+508.255=1354+(508.255-360)×0.05=1361.413K2+520.000=1354+(520-360)×0.05=1362.000K2+533.255=1354+(533.255-360)×0.05=1362.663K2+552.257=1354+(552.257-360)×0.05=1363.613变坡点8:竖曲线起点高程:K2+571.176=1368-68.824×0.05=1364.559K2+571.259:横距:x=571.259-571.176=0.083竖距:h=x2/2R=0.0832/2×3600=0.0003切线高程:1364.559+0.083×0.05=1364.563设计高程:1364.563-0.0003=1364.563K2+590.000:横距:x=590-571.176=18.824竖距:h=x2/2R=18.8242/2×3600=0.049切线高程:1364.559+18.824×0.05=1365.500设计高程:1365.500-0.049=1365.451K2+596.259:横距:x=596.259-571.176=25.083竖距:h=x2/2R=25.0832/2×3600=0.086切线高程:1364.559+25.083×0.05=1365.812设计高程:1365.812-0.086=1365.726K2+600.000:横距:x=600-571.176=28.824竖距:h=x2/2R=28.8242/2×3600=0.115切线高程:1364.559+28.824×0.05=1366设计高程:1366-0.115=1365.885K2+620.000:横距:x=620-571.176=48.824第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书竖距:h=x2/2R=48.8242/2×3600=0.331切线高程:1364.559+48.824×0.05=1367.000设计高程:1367.000-0.331=1366.669K2+640.000:横距:x=640-571.176=68.824竖距:h=x2/2R=68.8242/2×3600=0.658切线高程:1364.559+68.824×0.05=1366.000设计高程:1366.000-0.658=1367.342K2+660.000:横距:x=660-571.176=88.824竖距:h=x2/2R=88.8242/2×3600=1.096切线高程:1364.559+88.824×0.05=1368设计高程:1368-1.096=1367.904K2+676.235:横距:x=676.235-571.176=105.059竖距:h=x2/2R=105.0592/2×3600=1.533切线高程:1364.559+105.059×0.05=1368.812设计高程:1368.812-1.533=1368.279K2+700.000:横距:x=700-571.176=128.824竖距:h=x2/2R=128.8242/2×3600=2.305切线高程:1364.559+128.824×0.05=1371设计高程:1371-2.305=1368.695K2+701.235:横距:x=701.235-571.176=130.059竖距:h=x2/2R=130.0592/2×3600=2.349切线高程:1364.559+130.059×0.05=1371.061设计高程:1371.061-2.349=1368.712竖曲线终点高程:K2+708.824K2+708.824=1368-68.824×0.011765=1367.190K2+720.000=1368-(720-640)×0.011765=1368.941K2+725.610=1368-(725.610-640)×0.011765=1369.007K2+740.000=1368-(740-640)×0.011765=1369.176K2+749.985=1368-(749.985-640)×0.011765=1369.294第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书K2+770.000=1368-(770-640)×0.011765=1369.529K2+775.120=1368-(775.120-640)×0.011765=1369.590变坡点9:竖曲线起点高程:K2+780.423=1370+29.577×0.011765=1370.348K2+800.000:横距:x=800-780.423=19.577竖距:h=x2/2R=19.5772/2×1600=0.12切线高程:1370.348-19.577×0.011765=1369.882设计高程:1369.882+0.12=1370.002K2+800.120:横距:x=800.120-780.423=19.697竖距:h=x2/2R=19.6972/2×1600=0.121切线高程:1370.348-19.697×0.011765=1369.884设计高程:1369.884+0.121=1370.005K2+813.322:横距:x=813.322-780.423=32.899竖距:h=x2/2R=32.8992/2×1600=0.338切线高程:1370.348-32.899×0.011765=1370.039设计高程:1370.039+0.338=1370.377K2+826.525:横距:x=826.525-780.423=46.102竖距:h=x2/2R=46.1022/2×1600=0.664切线高程:1370.348-46.102×0.011765=1370.195设计高程:1370.195+0.664=1370.859K2+835.000:横距:x=835-780.423=54.577竖距:h=x2/2R=54.5772/2×1600=0.931切线高程:1370.348-54.577×0.011765=1370.294设计高程:1370.294+0.931=1371.225竖曲线终点高程:K2+839.577K2+839.577=1370+29.577×0.048735=1371.441K2+851.525=1370+(851.525-810)×0.048735=1372.024K2+870.000=1370+(870-810)×0.048735=1372.924第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书K2+890.000=1370+(890-810)×0.048735=1373.899K2+900.000=1370+(900-810)×0.048735=1374.386K2+920.000=1370+(920-810)×0.048735=1375.361K2+940.000=1370+(940-810)×0.048735=1376.336K2+959.960=1370+(959.960-810)×0.048735=1377.308K2+980.000=1370+(980-810)×0.048735=1378.285K2+989.960=1370+(989.960-810)×0.048735=1378.770K3+000.000=1370+(1000-810)×0.048735=1379.260K3+006.125=1370+(1006.125-810)×0.048735=1379.558K3+022.289=1370+(1022.289-810)×0.048735=1380.346K3+040.000=1370+(1040-810)×0.048735=1381.209K3+052.289=1370+(1052.289-810)×0.048735=1381.808K3+070.000=1370+(1070-810)×0.048735=1382.671K3+090.000=1370+(1090-810)×0.048735=1383.646K3+100.000=1370+(1100-810)×0.048735=1384.133K3+118.626=1370+(1118.626-810)×0.048735=1385.041备注:1、缓和曲线最小长度大于等于25m2、圆曲线最小半径大于等于30m3、缓和曲线长度和圆曲线半径之比应控制在1:1~1:2之间(ls:ly:ls=1:1:1~1:2:1)3.2.3桩号、地面高程、设计高程及挖填高度桩号地面高程设计高程填挖高0.0001343.3331343.3330.00020.0001343.0991342.972-0.12740.0001350.2501342.611-7.63960.0001348.0331342.250-5.78380.0001343.4611341.889-1.57291.4611340.3851341.6821.297100.0001340.0001341.5281.528118.4611338.4441341.1942.750132.0281335.3331340.9495.616145.5951333.3331340.7047.371165.0001343.3331340.354-2.979第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书172.5951342.7271340.217-2.510190.0001343.2511339.903-3.348200.0001340.0001339.722-0.278220.0001341.0001339.458-1.542240.0001343.7141339.519-4.195260.0001329.3101339.91210.602280.0001331.2001340.6309.430300.0001342.7271341.444-1.283320.0001345.4901342.259-3.231340.0001347.1001343.074-4.026360.0001345.0001343.889-1.111380.0001341.4551344.7043.249400.0001345.0001345.5190.519401.9861350.4161345.599-4.817420.0001360.0001346.333-13.667440.0001360.1131347.148-12.965459.9861352.5001347.917-4.583480.0001353.1251348.498-4.627500.0001357.4001348.878-8.522513.6681360.0601349.023-11.037530.0001355.7141349.073-6.641550.0001348.3331348.9530.620567.3491343.8331348.6874.854590.0001335.2001348.18212.982600.0001335.0001347.95512.955610.0001339.0901347.7278.637626.0581343.2861347.3624.076640.0001343.6671347.0453.378660.0001351.8101346.591-5.219682.0581350.0001346.188-3.812700.0001350.0001345.988-4.012720.0001348.0001345.901-2.099736.7891344.1001345.9391.839750.0001338.5001346.0397.539第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书770.0001344.1101346.3092.199791.5191352.0001346.759-5.241800.0001353.0001346.981-6.019820.0001354.0001347.547-6.453840.0001357.0001348.113-8.887847.9311358.0001348.338-9.662860.0001356.0001348.679-7.321876.9311353.4401349.158-4.282897.7161346.0001349.7473.747900.0001346.0001349.8113.811918.5011350.0001350.3350.335930.0001348.0001350.6602.660947.5011348.0001351.1563.156960.0001348.3331351.5093.176980.0001344.8891352.0757.1861000.0001348.7501352.6413.8911020.0001351.8751353.2071.3321040.0001348.3331353.7745.4411060.0001344.6151354.3409.7251080.0001346.2501354.9068.6561100.0001349.5001355.4725.9721120.0001347.2351356.0388.8031140.0001348.7501356.6047.8541154.9091353.7501357.0263.2761170.0001355.7141357.4531.7391190.0001359.2301358.019-1.2111200.0001359.4001358.302-1.0981214.9091360.0001358.683-1.3171230.0001352.0101358.9956.9851250.0001359.1131359.2960.1831265.7111352.1141359.4427.3281280.0001367.0001359.505-7.4951300.0001363.9211359.484-4.4371316.5121367.3231359.369-7.954第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书1336.0001367.0001359.156-7.8441356.0001365.0001358.933-6.0671376.0001364.8001358.711-6.0891377.0201364.8001358.700-6.1001400.0001358.4711358.444-0.0271403.0201359.6131358.411-1.2021416.4491354.1101358.2624.1521429.8771355.0001358.1123.1121450.0001363.2721357.889-5.3831455.9551364.3631357.823-6.5401470.0001363.3331357.667-5.6661480.9551361.6661357.545-4.1211494.5871360.0001357.393-2.6071500.0001360.0001357.333-2.6671508.2201361.6661357.242-4.4241520.0001360.0001357.111-2.8891533.2201357.9161356.964-0.9521550.0001358.4211356.778-1.6431570.0001358.3331356.556-1.7771590.0001350.0001356.3336.3331600.0001350.0001356.2426.2421620.0001350.0001356.2106.2101640.0001356.0001356.3770.3771660.0001365.8331356.714-9.1191680.0001365.0001357.071-7.9291700.0001359.6661357.429-2.2371720.0001359.7001357.786-1.9141740.0001356.6661358.1431.4771760.0001354.5451358.5003.9551773.7251367.5001358.745-8.7551790.0001360.2671359.036-1.2311800.0001362.0001359.214-2.7861801.7251369.3751359.245-10.1301816.6271366.6661359.511-7.155第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书1831.5291366.7271359.777-6.9501850.0001360.0001360.1070.1071859.5291355.6331360.2774.6441880.0001355.6331360.6304.9971900.0001357.8571360.7812.9241920.0001352.8571360.6837.8261940.0001351.4281360.3918.9631949.6941352.2661360.2447.9781970.0001355.0001359.9354.9351979.6941360.0001359.787-0.2132000.0001366.0001359.478-6.5222003.1911366.0001359.430-6.5702020.0001368.0001359.174-8.8262026.6891368.0001359.072-8.9282040.0001366.1131358.870-7.2432056.6891364.8001358.616-6.1842080.0001359.6231358.261-1.3622100.0001360.0001357.957-2.0432120.0001361.6661357.652-4.0142128.7071360.0001357.520-2.4802140.0001350.4101357.3486.9382156.7071353.6511357.0943.4432176.0281358.3331356.800-1.5332195.3501360.0001356.506-3.4942210.0001358.5331356.283-2.2502223.4271359.4651356.078-3.3872240.0001358.8231355.826-2.9972248.4271358.0001355.698-2.3022267.5411357.2001355.407-1.7932286.6551356.8621355.116-1.7462300.0001360.0001354.913-5.0872311.6551359.2391354.736-4.5032330.0001350.7141354.4603.7462350.0001345.0001354.4089.408第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书2370.0001356.9231354.756-2.1672390.0001366.9231355.503-11.4202400.0001368.0001356.000-12.0002420.0001371.6661357.000-14.6662440.0001368.3331358.000-10.3332460.0001358.7141359.0000.2862480.0001366.4281360.000-6.4282500.0001368.2751361.000-7.2752508.2551375.0001361.413-13.5872520.0001369.0001362.000-7.0002533.2551371.1121362.663-8.4492552.2571369.0101363.613-5.3972571.2591374.7541364.563-10.1912590.0001372.2941365.451-6.8432596.2591372.2051365.726-6.4792600.0001372.0001365.885-6.1152620.0001371.8181366.669-5.1492640.0001373.8331367.342-6.4912660.0001373.2781367.904-5.3742676.2351372.1421368.279-3.8632700.0001370.0001368.695-1.3052701.2351368.7501368.712-0.0382720.0001365.3011368.9413.6402725.6101364.0241369.0074.9832740.0001366.2851369.1762.8912749.9851368.7691369.2940.5252770.0001373.1571369.529-3.6282775.1201372.9411369.590-3.3512800.0001371.8051370.002-1.8032800.1201370.0001370.0050.0052813.3221367.3201370.3773.0572826.5251376.8751370.859-6.0162835.0001380.0001371.225-8.7752851.5251380.0001372.024-7.976第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书2870.0001381.8751372.924-8.9512890.0001371.6661373.8992.2332900.0001372.8511374.3861.5352920.0001375.0001375.3610.3612940.0001377.5111376.336-1.1752959.9601378.0001377.308-0.6922980.0001375.3331378.2852.9522989.9601375.0001378.7703.7703000.0001376.0001379.2603.2603006.1251377.1111379.5582.4473022.2891379.6821380.3460.6643040.0001380.0001381.2091.2093052.2891380.5711381.8081.2373070.0001384.0001382.671-1.3293090.0001386.3421383.646-2.6963100.0001386.0001384.133-1.8673118.6261385.0411385.0410.0003.5纵断面图绘制纵断面上的设计标高采用路基边缘标高,按设计资料给定的中桩高度及对应的里程桩号,点绘出路线纵断面地面线。按照上述原则和计算结果,进行纵坡及竖曲线设计。在图上标明坡度和坡长,竖曲线位置及要素,小桥涵位置、类型、跨径,水准点位置及高程。在图框栏里标出直线、平曲线的平面形式。平曲线左转为凹型曲线,右转为凸型曲线。标明平曲线起终点,及圆缓、缓圆、曲中点。路面超高方式的绘制:1.按比例绘制一条水平基线,代表路中心线,并认为基线路面横坡度为零。2.第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书绘制两侧路面边缘线,用实线绘出路线前进方向右侧路面边缘线,用虚线绘出左侧路面边缘线,若路面边缘线高出路中线,则绘于基线上方,反之,绘于下方。3.标注路拱横坡度:向前进的方向右侧倾斜的路拱坡度为正,向左倾斜为负。算出超高起点至同坡度起点的长度。连接曲线起点和超高起点至同坡度起点长度的终点,坡度与路拱横坡度相同。再连接圆曲线起点与超高起点至同坡度起点长度的终点,坡度与超高横坡度相同。此为由直线进入圆曲线的部分(见曲线超高方式图)。同理,可绘出从圆曲线到直线的另一部分。完成上述工作后,在图上标明地质概况、地面高程、设计高程、里程桩号。四、路基横断面设计公路横断面设计是根据行车对公路的要求,结合当地的地形、地质、水文等自然条件,来确定横断面的形式、各组成部分的位置及尺寸。4.1横断面设计时应收集的资料(1)平曲线的始终点桩号、转角方向及其各桩号的超高值。(2)各桩号的填挖高。(3)路基宽度。(4)路基边坡坡度。(5)边坡的型式和断面尺寸。4.2路基横断面形状及高度确定的依据1.本公路等级属三级公路(山岭重丘区),采用三级路基标准横断面型式,路基宽度7.5m;第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书2.本路采用水泥混凝土路面,路拱横坡度采用2%。为保证施工简便,利于机械化。路肩宽度为0.75m,因土路肩横坡应比路拱横坡大1%~2%,本设计采用土路肩横坡2%;3.边沟截面为矩形,底宽为0.4m,深度为0.6m。4.3路基横断面图绘制1.横断面图按1:200的比例绘制,点绘出横断面地面线。2.应根据平纵设计的成果,在各桩号的地面横断面上,逐桩号标注其填挖高度,路基宽度和超高值。3.按土壤地质资料,表出各路段的覆盖层厚度,所用边坡坡度。4.计算填挖面积,并分别标于横断面上。五、挡土墙设计计算5.1挡土墙设计原则:由于部分路段填挖方较大,为防止路基发生坍塌,要设置挡土墙以加强稳定,经分析填方路段采用重力式挡土墙,挖方路段采用仰斜式挡土墙。5.2挡土墙施工方法:挡土墙施工方法:重力式挡土墙一般采用明挖基础,对岩石地基,应清除表面风化层,墙址前应有足够的襟边宽度。砌筑时,应将石料表面清扫干净并用水保持湿润,砌筑时外面线应顺直整齐,内面线可大致顺试,浆砌石底面应卧浆铺砌。选用浆砌片石,片石分层砌筑应长短相间的与里层砌块咬接成一体,填土为土质为沙性土,在挖方段设护坡,填方段地势起伏较大段为了保证路基稳定,应设置挡土墙取最大填土高度12.982米,在K0+590处的挡土墙计算为例:5.3计算例一、计资料(1)墙身构造:拟采用浆砌片石重力式路肩墙,如下图所示:第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书墙高H=19.85m,墙背俯斜,倾角a=8.53○墙身分段长度大于10m,墙顶宽b1=1.5m墙底宽B=5.42m,基础埋深1.5m。(2)、车辆荷载:计算荷载,汽车-20级,验算荷载,挂车-100。(3)、填料:含砾粗沙土,湿密度=18.6KN/m3计算内摩擦角=42○填料与墙背的摩擦角=21○(4)、地基情况:主要由第四系坡残积粘性土Qpl+el,斜长角闪片石Pt等构成。岩体较为完整.第四系坡残积粘性土Qpl+el,承载力250Kpa,斜长闪片石,承载力250Pa,斜长角闪片石,承载力550Kpa。(5)、墙身材料:5号水泥沙浆砌片石,砌体毛体积密度=2218.6KN/m3,容许压应力,容许切应力一、计算步骤(一)、车辆荷载换算(1)计算荷载1.设破裂面交于荷载外(不计车辆荷载)A=-tg=-0.15tg=-tg=0.423即=22.92○破裂棱体宽度:L0=19.85×tg=8.397m2.求纵向分布长度B:第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书一辆重车的扩散长度为:B=5.6+19.85×tg30○=17.06m大于挡土墙分段长度,且大于15m,取计算长度B=15m,纵向布置一辆重车,总重力为300KN。3.计算等代土层厚度:h0===0.256m(2)验算荷载:挂车-100h0=0.485布置路基全宽。(二)、主动土压力计算:(1)、设计荷载:A=-=-0.15=0.158=-2.994=0.418即=22.68○破裂棱体宽度:L0=19.85×=8.297m荷载外缘至路基内侧边缘的距离为5.5+0.5m=6.0m,小于破裂棱体宽度,破裂面交于荷载外,所选公式正确。K==0.269h1=h2=K1=1+=1+0.015=1.015E==KNEx=Ecos=Ey=Esin=KN土压力作用点:第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书(2)验算荷载:A===-0.166=0.413即=22.44○破裂棱体宽度:L0=19.85×=8.198m破裂面仍交于荷载外。K==0.27h1=h2=K1=1+=1+0.028=1.028E==KNEx=Ecos=Ey=Esin=KN土压力作用点:比较设计荷载与验算荷载结果可知,验算荷载时的土压力较大,而且主动土压力的作用点与计算荷载时的相近,故墙身断面尺寸应由验算荷载(挂-100)控制。(三)、稳定性验算:一般情况下,挡土墙的抗倾覆稳定性较易满足,墙身断面尺寸主要由抗华东稳定性和基底承载力来控制。故选择基底倾斜1:5。第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书(1)计算墙身中W及力臂ZW计算图示如上图所示:W=由力矩平衡原理得:WxZw==152.42622=3353.383代入数据求解得:Zw=(2)抗滑稳定性验算:代入数据求解得:Kc=2.16>[Kc]=1.3满足要求;(3)抗倾覆稳定性验算:代入数据求解得:K0=2.3>[k0]=1.5满足要求;(4)基底应力计算:第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书==1.83m>=0.90m满足要求。(五)墙身应力验算由于墙背为直线,最大应力将接近基底处,从基底应力验算可知,其基底应力与偏心距均可满足要求,墙身截面应力也能够满足墙身材料的要求,故可不作验算。通过上述验算,决定采用的断面尺寸为:墙顶宽:b1=1.5m墙底宽:B=5.42m。六、路面设计设计题目:三级公路水泥路面厚度设计公路自然区划拟新建一条三级公路,采用普通混泥土路面,路面宽7.5m,设计车道使用初期标准轴载日作用次数为280。1.交通分析由三级公路的设计基准期为20年,安全等级为四级。临界荷位处的车辆轮迹横向分布系数取0.56,取交通量平均增长率为5%,计算得到设计基准期内设计车道标准荷载累计作用次数为:Ne=NE〔(1+)t-1〕×365×η/=280〔(1+0.05)20-1〕×365×0.56/0.05=1.892×106次属重交通等级。2.初拟路面结构安全等级为四级的变异水平等级为中级。根据三级公路,交通等级和中级变异水平等级,初拟普通混凝土面层厚度为22cm,基层选用稳定粒料(水泥用量5%),厚0.18m,垫层为0.15m,低剂量无机结合料稳定土。普通混凝土板的平面尺寸为宽3m,长5m,纵缝设拉杆平缝,横缝为设传力杆的假缝。3.路面材料参数确定取普通混凝土的弯拉强度标准值为5.0MPa,相应弹性模量标准值为30GPa,路基回弹模量取50第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书MPa,低剂量无机结合料稳定土垫层回弹模量取600MPa,水泥稳定料基层回弹模量取1300MPa,计算基层顶面当量回弹模量如下:Dx=(h13E1+h23E2)/12+=2.57==0.312m(1)、普通混凝土面层的相对刚度半径计算为:a.荷载疲劳应力标准轴载在临界荷位处产生的荷载应力计算为:因纵缝为设拉杆平缝,接缝传荷能力的应力折减系数kr=0.87,考虑设计基准期内荷载应力累计疲劳作用的疲劳应力系数Kf==(1.892×106)0.057=2.279根据公路等级,考虑偏载和动载等因素对疲劳损坏影响的综合系数kc=1.20荷载疲劳应力计算为:第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书0.87×2.279×1.20×1.177=2.8MPab.温度疲劳应力V区的最大温度梯度取880C/m,板长5m,l/r=5/0.606=8.25由此可查规范得普通混泥土板厚h=0.22m,BX=0.706,可得最大温度梯度是混泥土板的温度翘曲应力计算为:×0.708=2.13MPa温度疲劳应力系数kt,按公式计算为:计算温度疲劳应力为:=0.473×2.13=1.01MPa查表得,三级公路的安全等级为四级,相应于四级安全等级的变异水平等级为中级,目标可靠度为80%,再根据查得的目标可靠度和变异水平等级,查表得,确定可靠度系数为=1.051.05×(2.8+1.01)=4.0005<5.0MPa因而,所选普通混凝土面层(为0.22m)可以承受设计基准期内荷载应力和温度应力的综合疲劳应力。4.路面接缝的设计为了减少伸缩缝变形和翘曲变形受到约束力而产生的内应力,并满足施工需要,混凝土板需设置各种类型的接缝。(1)纵缝第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书纵向施工缝:一次铺筑宽度小于路面宽度时,应设置纵向施工缝。纵向施工缝采用平缝形式,上部应锯切槽口,深度为30~40mm,宽度为3~8mm,槽内灌塞填缝料,并在板厚中央设置拉杆,以防止接缝张开和板上下错动。。(2)横缝1.横向缩缝:为了减少混凝土的收缩应力和温度翘曲应力而设置的横向缩缝,由于是重交通公路,应采用设传力杆假缝形式。在邻近胀缝或路面自由端部的三条缩缝内,宜加设传力杆。2.胀缝:设置胀缝的目的是为混凝土的膨胀提供伸长的余地,从而避免产生过大的热应力。膨胀必须贯穿到底,缝壁垂直,下部设接缝板,上部灌缝料,并设置传力杆,同结构物,相接处的胀缝,无法设传力杆时,可采用无传力杆胀缝,胀缝尽量少设或不设,只有同其他结构物衔接初,小半径平曲线等处应设置胀缝。3.横相施工缝:每日施工结束或因临时原因中断施工时,必须设置横向施工缝,其位置应尽可能选在缩缝或胀缝处。设在缩缝处的施工缝,应采用传力杆的平缝形式,设在胀缝处的施工缝,其构造与胀缝相同.遇有困难需设在缩缝之间时,施工缝采用设拉杆的企口缝形式。(3)拉杆拉杆应采用螺纹钢筋,设在板后中央,并应对拉杆中部100mm范围内进行防锈处理。施工布设时,拉杆间距应按横向接缝的实际位置予以调整,最外侧的拉杆距横向接缝的距离不得小于100mm。(4)传力杆传力杆应采用光面钢筋,其长度一半再加5.0cm,应涂以沥青或塑料套。胀缝处的传力杆,上应在涂沥青一端加套子,内留3cm第68页共68页 攀枝花学院本科毕业设计(论文)道路设计计算书的空隙,填以纱头或泡沫塑料。套子端宜在相邻板间交错布置。其最外边的传力杆距接缝或自由边的距离一般为150~250mm。参考文献《公路工程技术标准》(JTJ01-2003)《公路路线设计规范》(JTJ011-94)《公路路基设计规范》(JTJ013-2004)《公路水泥混凝土路面设计规范》(JTJ012-2002)《路线设计手册》(人民交通出版社)《路基设计手册》(人民交通出版社)《路基路面工程》(邓学钧编)《测量学》(钟孝顺主编)《道路勘测设计》(张雨化主编)《水泥混凝土路面施工技术》(傅智主编)致谢本次设计结束,通过毕业设计,我学到了很多知识。掌握实地定线的理论,设计内容,设计方法。也提高了自身分析问题,解决问题的能力,使所学的理论知识应用到设计中去。在很大程度上提高了设计能力。同时也使自己对理论知识的掌握更扎实了。通过自己的努力,把大学四年学过的专业的知识系统地学习了一遍,把零碎的东西通过毕业设计从而有机地结合起来,发挥了各方面知识的作用,真正的知道了什么是学以致用。另外在此毕业设计过程中,用到了很多以前从未接触过的知识,这大大充实了我的专业知识,让我在理论和实践知识上的理解更加深刻。在设计中,不可避免的会出现错误之处。敬请指导老师多多指正。设计过程中得到了贺亚军、杨伟、林跃水、毛毅、陈盛火等老师的辛勤指导及系其他老师的热心帮助和支持,在此表示衷心的感谢。第68页共68页'