二级公路施工设计总说明书

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第三章路基设计……………………………………………………………………7第四章公路路面设计及计算………………………………………………………8第五章涵长计算书…………………………………………………………………13主要参考文献…………………………………………………………………………15第一章：工程概况1.1、工程说明路线全长2498m，路线按二级公路设计，路基宽10m，设计车速60Km/h，采用沥青混凝土路面，设计基准期为15年。1.2、自然地理条件该区属亚热带温润气候，四季分明，冬暖夏热，年平均气温17-18.8摄氏度，极端最高气温43摄氏度，极端最低气温-3.8摄氏度。年平均降雨量1032毫米，年平均雾日50天，平均风速1.75米/秒。本地区地震烈度为5度。山坡地段上覆1-3米粘土表层，下为粉砂质泥岩及长石石英砂岩，成互层状产出；水田段淤泥为0.5米，其下2-5米粘土。1.3、建设意义交通运输是国民经济的基础产业之一，是国民经济的大动脉，它把国民经济各领域和各地区联系起来，在社物质财富生产和分配过程中，在广大人民的生活中起着极为重要的作用。改革开放以来，随着社会主义商品经济和乡镇企业的兴起，尤其是近年来西部大开发战略的实施，加之现在的中部沦陷地区的崛起政策。公路运输已经显示出了其它交通方式所不能具有的巨大优势。“要想富，先修路”、“公路通，百业兴”反映了人们尤其是偏远山区人们的深切感受。1.4、设计原则设计在满足工程经济的前提下符合二级公路标准的要求，尽可能采用较高的技术指标，还要综合考虑工程造价，施工技术条件，地质气候，材料来源等其它影响因素。16 1.4.1、数目增加不大的情况下，尽量采用较高的技术指标，不轻易的采用低指标和极限指标，同时不要不顾及工程量的增加采用高指标。在路线部设时尽量保证行车安全，舒适，快捷的前提下做到工程数量小，造价低，使用成本低，经济效益好的目的；1.4.2、处理好道路与农业，农村，农民的关系，注意与农业基本建设的配合，做到少占田地并尽量不要占高产田地和经济作物田地，避免穿越经济林园，并注意与修路造田，农田水利设施，土地规划相结合；1.4.3、充分重视水文地质条件和问题，不良地质地貌对道路的稳定性影响较大，同时对特殊地质的处理的工程费用非常大，这将极大的增加工程成本和造价。对于滑坡、崩塌、岩堆、泥石流岩溶、沼泽等严重的工程地质水文问题应慎重的处理一般情况下应尽量绕避，必须穿越时应选择合理的位置缩小穿越范围，并采取相应的处理措施；第二章：平、纵、横断面设计及计算2.1、选线2.1.1．平原微丘地区公路路线特点：平原微丘地区地面高度变化微小，有时的轻微的起伏和倾斜，平原地区除泥沼、盐渍土、河谷漫滩、海边滩涂等外，一般多为耕地，分布有各种建筑设施，居民点较密，在天然河网地区，还有水塘、河叉、沟渠多等特点，因此平原地区选线一方面由于地势较平坦，路线纵坡及曲线半径等几何要素比较容易达到较高的技术标准；另一方面往往由于受当地自然条件和地物的障碍以及支援农村建设需要的限制选线要考虑各方面的因素。平原微丘地区地形对路线的限制不大，路线的基本线形，多顺直短捷，如在两控制点之间既无地物、地质等障碍，也无应迁就的风景、文物及居民点等，则与两控制点直线连线相吻合的路线是最理想的，，这只有在荒芜人烟的草原和海边滩涂才有可能。而在一般地区，农田密布，灌溉渠道网纵横交错、城镇、工业区较多，居民点也比较密集，由于这些原因，按照公路的使用任务和性质，有的需要靠近它，有的需要避绕，从而产生了路线的转折，虽然增厂了距离，但这也是必要的，因此平原地区选线，先是把路线总方向内所规定绕过的地点，如城镇、工厂、农场、乡村以及风景文物地点作为控制点，然后在大控制点之间进行实地踏勘，了解农田的优劣及地理分布情况，确定哪里可以穿过，哪里应该饶行，从而建立一系列中间控制点，控制点之间以直线为主，在直达的基础上作适当的调整，使路线的平纵断面配合好。2.1.2．平原微丘二级公路设计要求平原微丘地区二级公路工程技术标准应为汽车专用公路，工程技术标准要求较高，要求设计行车速度达到60km/h；平曲线不设超高最小半径1500m,一般最小半径200m，极限最小半径125m；竖曲线最大纵坡不大于6%，坡段最小长度不小于150m，凸形竖曲线极限最小半径1400m，一般最小半径2000m，凹形竖曲线极限最小半径1500，一般最小半径1500m，竖曲线最小长度50m；路基顶宽不小于10m；设计洪水频率为1/50，设计时需要考虑地形、地质、水文、气象、地震等自然因素的影响，同时还要受到当地经济、土地资源，筑路材料来源、施工条件、劳动力状况诸多因素的限制，这要求我们在路线设计时要做到规范与实际相结合，在学习规范的同时，灵活应用规范，努力做到实用与经济相结合。2.1.3．平原微丘区公路选线原则及依据选线是在符合国家建设发展的需要下，结合自然条件选定合理路线，使筑路费用与使用质量得到正确的统一，达到行车迅速安全，经济舒适及构造物稳定耐久，易于养护的目的，选线人员必须认真观贯彻国家规定的方针政策，深入实际，综合考虑路线、路基、路面、桥涵等，最后选出合适的路线。2.1.4．平原微丘地区公路选线原则(1)．根据道路使用任务和性质，综合考虑路线区域国民经济发展情况与远景规划，正确处理好近期与远景的关系，在总体规划的知道下，合理选择方案。(2)．认真领会任务书的精神，深入现场，多跑、多看、多问、多比较，深入调查当地的地形、气候、土壤、水文等自然情况，以利于选择有价值的方案进行比较。(3)．充分利用有利地形、地势，尽量回避不利地带，正确运用技术标准，从行车的安全、畅通和施工养护的经济、方便着眼，对路线与地形的配合加以研究，做好路线平、纵、横三方面的结合，力求平面短捷舒顺，纵断面平缓、均匀，横断面稳定、经济。(4)．充分利用土地资源，减少拆迁，就地取材，带动沿线城镇及地方经济的发展。2.1.5．平原微丘区公路选线的依据(1)交通部颁发的规范（2）实测和预测交通量（3）地形图，地方政府以及建设单位下发的文件，会议纪要（4）设计任务书等。2.2、道路等级的确定二级公路为专供汽车行驶的双车道公路，双车道二级公路应能适应将各种汽车折合成小客车的年平均日交通量5000～15000辆。2.2.1．已知资料路段初始年交通量（辆/日，交通量年平均增长率7%）小汽车解放CA10B黄河JN150跃进NJ13016 80016002503602.2.2．汽车代表车型与换算系数汽车代表车型车辆折算系数说明小客车1.0≤19座的客车和载质量≤2t的货车中型车1.5＞19座的客车和载质量＞2t的货车大型车2.0载质量＞7t～≤14t的货车拖挂车3.0载质量＞14t的货车2.2.3．交通量计算初始年交通量：N0=800+1600×1.5+250×2+360×1.5=4240辆/日2.2.4．确定公路等级该公路的设计交通量按15年预测，则年平均日交通量N：N=N0×=4240×=11675辆/日由年平均日交通量N=11675辆/日，查《公路工程技术标准》(JTGB-2003)，拟定该公路为二级公路双向二车道，其设计车速为60km/h。2.2.5．查相关资料确定主要技术标准（1）服务水平二级公路：三级服务水平（2）建筑限界建筑限界须满足标准（3）路线①车道宽度设计车速为60km/h时，取车道宽度为3.5m②路肩宽度一般值（m）最小值（m）右侧硬路肩宽度0.750.25③路基宽度路基宽度：一般值：10m④停车视距：75m⑤圆曲线最小半径：设计速度(km/h)60注：直线与小于表内所列不设超高的圆曲线最小半径相衔接处应设置回旋线，回旋线参数及其长度应根据线形设计以及对安全、视觉、景观等的要求选用较大的数值。一般值(m)200极限值(m)125不设超高最小半径(m)路拱≤2.0%1500路拱＞2.0%1900⑥最大纵坡：0.51%越岭路线连续上坡（或下坡）路段，相对高差为200~500m时，平均纵坡不应大于5.5%；相对高差大于500m时，平均纵坡不应大于5%，任意连续3km路段的平均纵坡不应大于5.5%。⑦最小坡长：150m16 纵坡坡度（%）345最大坡长（m）12001000800连续上坡（或下坡）时，应在不大于上面所规定的纵坡长度范围内设置缓和坡段。缓和坡段的纵坡应不大于3%，其长度应符合纵坡长度的规定。2.3、平纵横综合设计2.3.1．平纵线形的协调为了保证汽车行使的安全与舒适，应把道路平、纵、横三面结合作为主体线形来分析研究，平面与纵面线形的协调组合将能在视觉上自然地诱导司机的视线，并保持视觉的连续性，平原地区地势平坦，纵断面以平坡为主，上、下坡多集中中在大、中桥头，平曲线在选线时一般要考虑大桥桥位与河流正交，以减少构造物的工程量及设计施工难度，节约经费，减少造价。2.3.2．线形与环境的协调（1）定线时尽量避开村镇等居民区，减少噪音对居民生活带来的影响，同时采用柔性，沥青混凝土路面以减少噪音。（2）路基用土由地方政府同意安排，利用开挖鱼塘或沟渠，避免乱开挖，同时又利于农田、水利建设。（3）注意绿化，对路基边坡及中央分隔带加强绿化和防护，在护坡道上互通立交用地范围内的空地上均考虑绿化。（4）对位置适当的桥梁在台前坡脚（常水位以下）设置平台，以利非机动车辆和行人通过。（5）对位于公路两侧的建筑物建议注意其风格，以求和道路想协调，增加美感。2.3.3．纵断面线性与景观、城镇规划的结合2.3.4．远近期结合的平、纵、横综合设计2.4、平面线形设计2.4.1平面设计原则：(1)平面线形应直捷、连续、顺舒，并与地形、地物相适应，与周围环境相协调。(2)除满足汽车行驶力学上的基本要求外，还应满足驾驶员和乘客在视觉和心理上的要求。(3)保持平面线形的均衡与连贯。为使一条公路上的车辆尽量以均匀的速度行驶，应注意使线形要素保持连续性而不出现技术指标的突变。(4)应避免连续急弯的线形。这种线形给驾驶者造成不便，给乘客的舒适也带来不良影响。设计时可在曲线间插入足够长的直线或缓和曲线。(5)平曲线应有足够的长度。如平曲线太短，汽车在曲线上行驶时间过短会使驾驶操纵来不及调整，一般都应控制平曲线（包括圆曲线及其两端的缓和曲线）的最小长度2.4.2平曲线要素值的确定：平面线形主要由直线、圆曲线、缓和曲线三种线形组合而成的。当然三个也可以组合成不同的线形。在做这次设计中主要用到的组合有以下几种：基本形曲线几何元素及其公式：按直线——缓和曲线——圆曲线——缓和曲线——直线的顺序组合而成的曲线。这种线形是经常采用的。例如设计中的大多数点都是应用这个的。如下图一。缓和曲线是道路平面要素之一，它是设置在直线和圆曲线之间或半径相差较大的两个转向相同的圆曲线之间的一种曲率连续变化的曲线。《标准》规定，除四级路可以不设缓和曲线外，其余各级都应设置缓和曲线。它的曲率连续变化，便于车辆遵循；旅客感觉舒适；行车更加稳定；增加线形美观等功能。设计是要注意和圆曲线相协调、配合，在线形组合和线形美观上产生良好的行车和视觉效果，宜将直线、缓和曲线、圆曲线之长度比设计成1：1：1。这一点非常的重要，在刚开始做设计的时候就没有注意到这个问题，设计出来的路线非常不协调，美观，比例严重失调，后来在老师的指导下改正了不足之处，经过改正后，线形既美观又流畅，已经到达了要求。在设计的时候还要注意一下缓和曲线长度确定除应满足最小，外还要考虑超高和加宽的要求，所选择的缓和曲线长度还应大于或等于超高缓和段和加宽缓和段的长度要2.4.3、圆曲线计算（取JD1加以计算）（1）ZH（K0+142.07）～HZ（K0+403.26）段已知=41°31′39.4″”，圆曲线半径，Ls=80m如下图16 图12.5、纵断面设计2.5.1．纵断面线形设计主要是解决公路线形在纵断面上的位置，形状和尺寸问题，具体内容包括纵坡设计和竖曲线设计两项。2.5.2．该路地处平原微丘区，土地资源宝贵，本项纵断面设计采用小纵坡，微起伏与该区域农田相结合，尽量降低路堤高度。2.5.3．纵坡设计（1）纵坡设计的一般要求①纵坡设计必须满足《标准》的有关规定，一般不轻易使用极限值②纵坡应力求平缓，避免连续陡坡，过长陡坡和反坡③纵断面线形应连续，平顺，均衡，并重视平纵面线形的组合（2）纵坡设计的方法和步骤：①准备工作；②标注纵断面控制点；③试坡；④根据横断面图核对纵坡线；⑤确定纵坡线；⑥计算设计标高。2.5.4竖曲线设计竖曲线是纵断面上两个坡段的转折处，为了便于行车而设置的一段缓和曲线。设计时充分结合纵断面设计原则和要求，并依据规范的规定合理的选择了半径。《标准》规定：竖曲线基本要素计算公式：(3-1)L=(3-2)T=（3-3)E=(3-4)式中：————坡度差，L————曲线长，（m）T————切线长，（m）E————外距（m）变坡点1：16 竖曲线要素计算：里程和桩号K0+570.000i1=-4.0351%i2=-0.3333%取半径R=7200mw=i2﹣i1=-0.3333%﹣(﹣4.0351%)=3.7018%(凹形)L=7200*3.7018/100=266.5264mT=L/2=133.2632mE=T*T/(2*R)=1.2333m2.6、横断面设计2.6.1．技术指标⑴路基宽度据任务书知道设计年限15年，各种车辆折合成小客车的交通量合计为11675辆/日，查（JTGB01—2003）《公路工程技术标准》P11.0.3得公路等级为二级，车道数拟定双向四车道。据《公路工程技术标准》二级公路车速为,双车道的路基宽度一般值为10m,最小值为8.50，取设计车道宽度为3.5m，得总车道宽度为3.5×2＝7m，二级公路车速为的路肩宽度为1.5×2=3m，不设中间带。⑵路拱坡度路拱坡度为2%、、路肩横向坡度为3%，路拱坡度采用双向坡面，由路中央向两侧倾斜。⑶路基边坡坡度H<6m（H—路基填土高度）时，路基边坡按1：1设计。⑷边沟设计本设计路段地处平原微丘区，宜采用梯形边沟，且底宽为0.6m，深0.6m，内侧边坡坡度为1：1。2.6.2．横断面设计步骤⑴根据任务书所给项目段地形图，分段设置。⑵根据地质调查资料，明确土石界限、设计边坡度，并确定边沟形状和尺寸。⑶设计线应包括路基边沟、边坡、截水沟、护坡道、碎落台等，在弯道上的断面还应示出超高、加宽等，同时要示出路拱坡度。⑷由计算填、挖方面积，并绘制在图上。2.6.3．由图计算并填写逐桩占地宽度表、路基设计表、路基土石方计算表及公里路基土石方数量汇总表。2.7、土石方的计算和调配2.7.1．调配要求⑴土石方调配应按先横向后纵向的次序进行。⑵纵向调运的最远距离一般应小于经济运距（按费用经济计算的纵向调运的最大限度距离叫经济运距）。⑶土石方调运的方向应考虑桥涵位置和路线纵坡对施工运输的影响，一般情况下，不跨越深沟和少做上坡调运。⑷借方、弃土方应与借土还田，整地建田相结合，尽量少占田地，减少对农业的影响，对于取土和弃土地点应事先同地方商量。⑸不同性质的土石应分别调配。2.7.2．调配方法土石方调配方法有多种，如累积曲线法、调配图法、表格调配法等，由于表格调配法不需单独绘图，直接在土石方表上调配，具有方法简单，调配清晰的优点，是目前生产上广泛采用的方法。表格调配法又可有逐桩调运和分段调运两种方式。一般采用分段调用。表格调配法的方法步骤如下：⑴准备工作调配前先要对土石方计算进行复核，确认无误后方可进行。调配前应将可能影响调配的桥涵位置、陡坡、深沟、借土位置、弃土位置等条件表于表旁，借调配时考虑。⑵横向调运即计算本桩利用、填缺、挖余，以石代土时填入土方栏，并用符号区分。⑶纵向调运确定经济运距根据填缺、挖余情况结合调运条件拟定调配方案，确定调运方向和调运起讫点，并用箭头表示。计算调运数量和运距调配的运距是指计价运距，就是调运挖方中心到填方中心的距离大于免费运距时。⑷计算借方数量、废方数量和总运量16 借方数量=填缺—纵向调入本桩的数量废方数量=挖余—纵向调出本桩的数量总运量=纵向调运量+废方调运量+借方调运量⑸复核横向调运复核填方=本桩利用+填缺挖方=本桩利用+挖余纵向调运复核填缺=纵向调运方+借方挖余+纵向调运方+废方总调运量复核挖方+借方=填方+借方以上复核一般是按逐页小计进行的，最后应按每公里合计复核。计算计价土石方计价土石方=挖方数量+借方数量第三章：路基设计3.1、路基设计3.1.1．路基横断面布置由横断面设计（查《公路工程技术标准》（JTGB01—2003））部分可知，路基宽度为10m，其中路面跨度为8.5m，无中间带宽度，硬路肩宽度为0.75×2=1.5m，路面横坡为2%，土路肩横坡为3%。3.1.2．路基设计一般规定（1）本段公路路基最小填土高度为1.259m（2）路基边坡查《公路路基设计规范》（JTJ013—95）本公路路基边坡由于路基填土高度均小于6m（除设桥梁处外），且采用1：1.5的坡度，护坡道为1.0m，且由于该段公路非高填土，故不需要进行边坡稳定性验算。3.1.3路基填料沿线筑路用土采用备土形式，取土以利用低产田和被公路分割的边角地以及开挖河道、鱼塘等解决，在填土较高、沉降较大的地段可以利用工业废渣（粉煤灰等）做路基填料。填方路基宜选用级配较好的粗粒土作为填料。砾（角砾）类土，砂类土应优先选作路床填料，土质较差的细粒土可填于路基底部，用不同填料填筑路基时，应分层填筑，每一水平层均采用同类填料。细粒土做填料，当土的含水量超过最佳含水量两个百分点以上时，应采取晾晒或掺入石灰、固化材料等技术措施进行处理。桥涵台背和挡土墙墙背填料，应优先选用内摩檫角值较大的砾（角砾）类土，砂类土填筑。当采用细粒土填筑，路基填料最小强度和填料最大粒径应符合表3.3.1.的规定：3.1.4路基处理⑴一般路基处理原则：路基河塘地段，先围堰清淤、排水，然后将原地面开挖成台阶状，台阶宽1.0m，内倾3%，，并回填5%灰土至原水面（标高按1.0m控制），路基底部30cm采用5%石灰土处理，路床顶面以下0~80cm采用7%石灰土处理；路基高度≤2.0m路段，清除耕殖后，将原地面挖至25cm深压实后才可填筑，路床顶面以下均采用掺7%石灰土处理；路基高度>2.0m的路段，路床顶面以下0~60cm采用7%石灰土处理层,立　　即底部设3%土拱,土拱设30cm5%石灰土处理层,对于路基中部填土的掺灰,又施工建立根据具体情况,在保证路基压实度的前提下,决定处理的土层及掺灰量。⑵　路床处理《公路路基设计规范》（JTJ013—95）①路床土质应均匀、密实、强度高，上路床压实度达不到要求时，必须采取晾晒，掺石灰等技术措施。路床顶面横坡应与路拱坡度一致。②挖方地段的路床为岩石或土基良好时，可直接利用作为路床，并应整平，碾压密实。地质条件不良或土质松散，渗水，湿软，强度低时，应采取防水，排水措施或掺石灰处理或换填渗水性土等措施，处理深度可视具体情况确定。③填方路基的基底，应视不同情况分别予以处理基底土密实，地面横坡缓于1：5时，路基可直接填筑在天然地面上，地表有树根草皮或腐殖土土应予以处理深除。路堤基底范围内由于地表水或地下水影响路基稳定时，应采取拦截，引排等措施，或在路堤底部填筑不易风化的片石，块石或砂、砾等透水性材料。16 路堤基底为耕地或土质松散时，应将地基表面碾压密实，二级公路路堤基底的压实度（重型）不应小于90%，路基填土高度小于路面和路床总厚度时，应将地基表层土进行超挖并分层回填压实，其处理深度不应小于重型汽车荷载作用的工作深度：基底松散土层厚度大于30cm时，应翻挖再回填分层压实。路基土的掺灰剂量，可根据当地情况实验确定，一般粘质土采用石灰或二灰处理，粗粒土可以采用325#水泥处理。路基防护（（查JTJ013—95）《公路路基设计规范》）⑴路基填土高度H<3m说，采用草坪网布被防护，为防止雨水，对土路肩边缘及护坡道的冲刷，草坪网布被在土路肩上铺入土路肩25cm，在护坡道上铺到边沟内侧为止。而对于高等级道路，则采用六角形空心混凝土预制块防护，本段公路采用六角形空心混凝土预制块。⑵路基填土高度H>3m，时，采用浆砌片石衬砌拱防护，当3≤H≤4m时，设置单层衬砌拱，当4＜H≤6m时，设置双层衬砌拱，拱内铺设草坪网布被为保证路面水或坡面水不冲刷护坡道，相应于衬砌拱拱柱部分的护坡道也做铺砌，并设置20号混凝土预制块至边沟内侧。20号混凝土预制块的规格分为两种，拱柱及护脚采用5cm×30cm×50cm的长方体预制块，拱圈部分采用5cm×30cm×65cm的弧形预制块（圆心角30度，内径125cm，外径130cm），预制块间用7.5号砌浆灌注。3.2、路基路面排水设计（1）路基排水设计路基地表排水可采用边沟、截水沟、排水沟，各类地段排水沟应高出设计水位0~2m以上。边沟横断面采用梯形，梯形边沟内侧边坡坡度为1:1~1:1.5,二级公路的边沟的深度不应小于0.6m，边沟纵坡宜与路线纵坡一致并不宜小于0.3%，边沟采用M7.5的砂浆浆砌片石，水泥混凝土预制块防护，长度不宜超过500m，截水沟横断面采用梯形，边坡视土质而定，一般采用1:10~1:1.5，深度及宽度不宜小于0.5m，沟底纵坡不宜小于0.3%。（2）路面排水设计⑴　路肩排水设施的纵坡应与路面的纵坡一致，当路面纵坡小于0.3%时，可采用横向分散排水方式将路面水排出路基，但路基填方边坡应进行防护。路堤边坡较高，采用横向分散排水不经济时，应采用纵向集中排水方式，在硬路肩边缘设置排水带，并通过急流槽将水排出路基。拦水带可采用水泥混凝土预制块或沥青混凝土筑成，拦水带高出路肩12cm,顶宽8~10cm。急流槽的设置距按路肩排水的容许容量计算确定以20m~50m为宜，急流槽可设置在凹形曲线底部及构造物附近，并考虑到地形、边坡状态及其它排水设施的联接。矩形雨水井尺寸采用长×宽×深=60cm×40cm×60cm，边墙采用浆砌片石或水泥混凝土预制块砌筑。第四章公路路面设计及计算路面直接承受行驶车辆的作用，是道路工程的重要组成部分，通常都根据车辆行驶的需要，选用优质材料建成。路基作为路面结构的基础应具有足够的强度和稳定性。以回弹模量作为评价路基强度与稳定性的力学指标。坚固的路基，不仅是路面强度与稳定性的重要保证，而且能为延长路面使用寿命创造有利条件，所以路基路面的综合设计至为重要。为确保路基的强度与稳定性，使路基在外界因素作用下，不致产生不允许的变形，在路基的整体结构中还必须包括各项附属设施，其中有路基排水、路基防护与加固以及与路基工程直接相关的设施，如弃土堆、取土坑、护坡道、碎落台、堆料坪及错车道等。4.1路面结构类型选择4.1.1路面设计基本原则1.路面应具有良好的稳定性和足够的强度，表面应满足平整、抗滑和排水要求；2.面层、基层的结构类型及厚度应与公路等级、交通等级组成相适应；3.要顾及各结构层本身的结构特性；4.要考虑水文状况的不利影响；5.适当的层厚和层数，各结构层既要满足最小厚度要求，又应考虑施工可行性；6.应与当地的气候、水文、地质状况相适应，并充分利用当地筑路材料。4.1.2路面结构推荐水泥混凝土路面虽然有强度高﹑稳定性好﹑耐久性好，养护费用少﹑经济效益高，有利于夜间行车等优点，但是由于平凉地区该公路为山岭重丘区二级公路，等级较低，若采用水泥混凝土路面，水泥和水的需要量大，工程造价高；路面接缝不但增加施工和养护的复杂性，而且容易引起行车跳动，影响乘客的舒适性；另外，开放交通迟，修复困难等诸多缺点。沥青路面结构由于使用了沥青结合料，因而增加了矿料间的粘结力，提高了混合料的强度和稳定性，是路面的使用质量和耐久性都得到提高，而且与水泥混凝土路面相比，沥青路面具有表面平整﹑无接缝﹑行车舒适﹑耐磨﹑震动小﹑噪音低﹑施工期短﹑养护维修简单﹑适宜于分期维修等优点。由于沥青路面结构与水泥混凝土路面结构相比具有上述优点，并结合当地的实际情况，本人认为采用沥青路面结构，更适应于当地的需要，并将更有利于当地旅游业及相关产业的发展，因此，最终推荐采用沥青路面结构。4.2、沥青路面设计交通组成表车型前轴重后轴重后轴数后轴轮组数后轴距（m）交通量16 小汽车忽略不计800解放CA10B28.2768.201双—1600黄河JN15059.50115.001双250跃进NJ13025.7559.501双3004.3轴载分析路面设计以双轴组单轴载100KN作为标准轴载⑴以设计弯沉值为指标及验算沥青层层底拉应力中的累计当量轴次。a).轴载换算轴载换算采用如下的计算公式：式中：N—标准轴载当量轴次，次/日—被换算车辆的各级轴载作用次数，次/日P—标准轴载，KN—被换算车辆的各级轴载，KNK—被换算车辆的类型数—轴载系数，，m是轴数。当轴间距离大于3m时，按单独的一个轴载计算；当轴间距离小于3m时，应考虑轴数系数。：轮组系数，单轮组为6.4,双轮组为1，四轮组为0.38。轴载换算结果如表所示车型小汽车后轴60.851130034.566解放CA10B前轴50.2016.4500186.108后轴104.3011500593.014后轴110.0011150499.542黄河JN150前轴55.0016.415071.260后轴66.001115054.141后轴59.501126027.172跃进NJ130前轴39.251120021.898后轴76.001120060.6131656.873注：轴载小于25KN的轴载作用不计。b).累计当量轴数计算根据设计规范，二级公路沥青路面的设计年限为15年，两车道的车道系数是0.4~0.5取0.45，=7%，累计当量轴次：验算半刚性基层层底拉应力的累计当量轴次a).轴载换算验算半刚性基底层底拉应力公式为16 式中：为轴数系数，为轮组系数，单轮组为1.85，双轮组为1，四轮组为0.09。计算结果如表所示：车型解放CA10B后轴60.85113005.640后轴104.3011500700.236东风EQ140前轴60.0011.851504.611后轴2×110.0031150964.615黄河JN150前轴55.0011.851502.324后轴2×66.003115015.202跃进NJ130后轴76.001120022.2611723.683注：轴载小于50KN的轴载作用不计。4.4路面类型选择由上面的计算得到设计年限内累计标准轴次约为700万次/车道，宜采用高等级路面，面层为沥青混凝土。4.5结构层组合路面结构层的强度通常是用密集配、嵌挤或形成板体等方式形成的，因而，如何构成具有要求强度和刚度并且稳定的结构层是设计和施工都必须注意的问题。根据规范推荐结构，路面结构层采用沥青混凝土（15cm）。规范规定沥青混凝土面层宜采用双层或三层式结构组成，本设计采用三层沥青面层，具体见下表：混合料类型代号最大集料粒径适用层位沥青层厚度（㎝）粗粒式AC-2531.5下面层6中粒式AC-1616.0中面层4细粒式AC-1313.2上面层34.5.1确定各层材料的抗压模量与劈裂强度查有关资料的表格得各层材料抗压模量、劈裂强度以及容许拉应力材料名称H（cm）20℃抗压模量劈裂强度细粒式沥青混凝土41400MPa1.4MPa中粒式沥青混凝土51200MPa1.0MPa粗粒式沥青混凝土61000MPa0.8MPa水泥稳定砂砾基层？1500MPa0.5MPa水泥石灰砂砾土层20550MPa0.35MPa4.5.2土基回弹模量的确定该路段处于Ⅲ2区，为土质砂，稠度为0.90，查相关表得土基回弹模量为38.0MPa。4.6设计指标的确定规范要求以设计弯沉值作为设计指标，并进行结构层层底拉应力的验算。a)设计弯沉值该公路为二级公路，公路等级系数Ac=1.1，面层类型系数取1.0，半刚性基层，底基层总厚度大于20cm16 ，故基层类型系数Ab取1.0。设计弯沉值为：b）各验算层材料的容许层底拉应力①细粒式密级配沥青混凝土②中粒式密级配沥青混凝土③粗粒式密级配沥青混凝土④水泥稳定砂⑤水泥稳定砾4.7设计资料总结设计弯沉值为28.35（0.01mm）相关资料汇总如下表：设计资料汇总表材料名称H(cm)20℃抗压模量容许拉应力（）细粒式沥青混凝土314000.53716 中粒式沥青混凝土412000.383粗粒式沥青混凝土610000.287水泥稳定砂砾基层3015000.278水泥石灰砂砾土层255500.1524.8水泥稳定砂砾基层（换算成三层体系）∴查表得∴查表得∴∴查表得：∴根据∴取4.9弯拉应力的验算第一层细粒式密级配沥青混凝土底16 层位结构层材料名称劈裂强度(MPa)容许拉应力(MPa)1细粒式沥青混凝土1.4.452中粒式沥青混凝土1.323粗粒式沥青混凝土.8.234水泥稳定砂砾基层.5.255水泥石灰砂砾土层.35.14层位结构层材料名称厚度(cm)抗压模量(MPa)抗压模量(MPa)容许应力(MPa)(20℃)(15℃)1细粒式沥青混凝土514002000.452粗粒式沥青混凝土109001200.234水泥稳定砂砾基层?15001500.255水泥石灰砂砾土层20550550.14按设计弯沉值计算设计层厚度:LD=24.2(0.01mm)H(4)=20cmLS=26.6(0.01mm)H(4)=25cmLS=23.7(0.01mm)H(4)=24.1cm(仅考虑弯沉)按容许拉应力验算设计层厚度:H(1)=3cm(第1层底面拉应力验算满足要求)H(2)=4cm(第2层底面拉应力验算满足要求)H(3)=6cm(第3层底面拉应力验算满足要求)H(4)=25cm(第4层底面拉应力验算满足要求)H(5)=20cm(第5层底面拉应力验算满足要求)第五章涵长计算书1.设计资料汽车荷载等级：公路-I级；环境类别：I类环境；净跨径：L0=1.85；单侧搁置长度：0.20m；计算跨径：L=2.1m；盖板板厚d=40cm；盖板宽b=0.99m；保护层厚度c=3cm；混凝土强度等级为C30；轴心抗压强度fcd=13.8Mpa；轴心抗拉强度ftd=1.39Mpa；主拉钢筋等级为HRB335；抗拉强度设计值fsd=280Mpa；盖板容重γ1=25kN/m3；土容重γ2=20kN/m32.结构设计原理根据《公路涵洞设计细则》(JTGTD64-04-2007)中9.3.2中盖板可按两端简支板计算，可不考虑涵台传来的水平力。根据《公路涵洞设计细则》(JTGTD64-04-2007)中4.3.1安全等级为三级。3.外力计算1)永久作用(1)竖向土压力q=γ2·H·b=20×8×0.99=158.4kN/m(2)盖板自重g=γ1·d·b=25×0.4×0.99=9.9kN/m2)由车辆荷载引起的垂直压力（可变作用）汽车荷载按照公路一级最不利位置分布，横向布置2辆汽车根据《公路桥涵设计通用规范》(JTGD60-2004)中4.3.4的规定：计算涵洞顶上车辆荷载引起的竖向土压力时，车轮按其着地面积的边缘向下做30°角分布。当几个车轮的压力扩散线相重叠时，扩散面积以最外面的扩散线为准根据《公路桥涵设计通用规范》(JTGD60-2004)中4.3.1关于车辆荷载的规定：车辆荷载顺板跨长La=1.6+2·H·tan30°=1.6+2×8×0.577=10.83m车辆荷载垂直板跨长16 Lb=5.5+2·H·tan30°=5.5+2×8×0.577=14.73m车轮重P=560kN车轮重压强p=P/La/Lb=560/10.83/14.73=3.51kN/m24.内力计算及荷载组合1)由永久作用引起的内力跨中弯矩M1=(q+g)·L2/8=(158.4+9.9)×22/8=84.14kNm边墙内侧边缘处剪力V1=(q+g)·L0/2=(158.4+9.9)×1.85/2=155.68kN2)由车辆荷载引起的内力跨中弯矩M2=p·L2·b/8=3.51×12×0.99/8=1.74kNm边墙内侧边缘处剪力V2=p·L0·b/2=3.51×1.85×0.99/2=3.21kN3)作用效应组合根据《公路桥涵设计通用规范》(JTGD60-2004)中4.1.6关于作用效应组合的规定：跨中弯矩γ0Md=0.9(1.2M1+1.4M2)=0.9×(1.2×84.15+1.4×1.74)=93.07kNm边墙内侧边缘处剪力γ0Vd=0.9(1.2V1+1.4V2)=0.9×(1.2×155.68+1.4×3.21)=172.18kN5对盖板进行配筋假设:as=40mm,查表ξb=0.56截面有效高度：h0=400-40=360mm由公式得:x=h0-(h02-2γ0Md/fcdb)0.5=360-[3602-2×93.07×106/（13.8×990）]0.5=19.4<ξb·h0=0.56×360=201.6mm则由公式可得受拉钢筋面积AsAs=fcd·b·x/fsd=（13.8×990×19.4）/280=947mm2选用12根14mm的钢筋，As=1847mm26.持久状况承载能力极限状态计算截面有效高度h0=400-30-16.2/2=361.9mm1)砼受压区高度x=fsd·As/fcd/b=280×1847/13.8/990=37.9mm根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTGD62-2004)中5.2.1关于相对界限受压区高度ξb的规定:HRB335钢筋的相对界限受压区高度ξb=0.56。x≤ξb·h0=0.56×360=201.6mm砼受压区高度满足规范要求2)最小配筋率根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTGD62-2004)中9.1.12关于受弯构件最小配筋百分率的规定:ρ=As/b/h0=0.0052，不小于45ftd/fsd=0.00223,同时不小于0.2%主筋配筋率满足规范要求3)正截面抗弯承载力验算根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTGD62-2004)中5.2.2关于受弯构件正截面抗弯承载力计算的规定:fcd·b·x(h0-x/2)=13.8×990×37.9×(361.9-37.9/2)×10-6=177.58kNm﹥γ0Md=93.07kNm正截面抗弯承载力满足规范要求4)斜截面抗剪承载力验算根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTGD62-2004)中5.2.9关于抗剪截面验算的规定:0.51×10-3·fcu,k0.5·b·h0=0.51×10-3×300.5×990×361.9=1000.8kN﹥γ0Vd=172.18kN抗剪截面满足规范要求。根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTGD62-2004)中5.2.10关于受弯构件斜截面抗剪承载力验算的规定:0.5×10-3·α2·ftd·b·h0=0.5×10-3×1×1.39×990×361.916 =249kN﹥γ0Vd=172.18kN可不进行斜截面抗剪承载力的验算，只需按照《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTGD62-2004)中9.3.13构造要求配置箍筋7.裂缝宽度计算根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTGD62-2004)中6.4关于裂缝宽度验算的规定:环境类别为I类环境，对于钢筋混凝土构件，最大裂缝宽度不应超过0.20mm作用短期效应组合Ms=1.0M1+0.7M2=1.0×84.15+0.7×1.74=85.37kNm作用长期效应组合Ml=1.0M1+0.4M2=1.0×84.15+0.4×1.74=84.58kNm受拉钢筋的应力σss=Ms/0.87/As/h0=85.37×106/（0.87×1847×361.9）=146.8Mpa钢筋表面形状系数C1=1作用长期效应影响系数C2=1+0.5Ml/Ms=1+0.5×84.58/85.37=1.50C3=1.15裂缝宽度Wfk=C1·C2·C3·σss·(30+d)/Es/(0.28+10·ρ)=1×1.50×1.15×146.8×(30+14)/2.00×105/(0.28+10×0.052)=0.168mm≤0.20mm裂缝宽度满足规范要求主要参考文献[1]李嘉主编.公路设计百问.北京:人民交通出版社,2003.8[2]交通部颁.公路工程技术标准(JTGB01-2003).北京:人民交通出版社,2004[3]交通部颁.公路路线设计规范(JTJ011-94).北京:人民交通出版社,1995[4]交通部颁.公路勘测规范(JTJ061-99).北京:人民交通出版社,1999[5]孙家驷.道路勘测设计.北京:人民交通出版社,1999[6]交通部颁.公路路基设计规范(JTGD30-2003).北京:人民交通出版社,2004[7]中华人民共和国行业标准.沥青路面设计规范(JTJ014-97).北京:人民交通出版社,1997[8]何兆益,杨锡武主编.路基路面工程(上、下册).重庆:重庆大学出版社,2001.11[9]周直，崔新媛编著.公路工程造价原理与编制.北京.人民交通出版社,2002.1[10]北京有色冶金设计研究总院主编.道路标准图集(93J007-1~~93J007-8).北京.中国建筑标准设计研究院出版,200216'