毕业设计---新建工程路基施工组织设计

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摘要工程施工组织设计是工程基本建设项目在设计招投标、施工阶段必须提交的技术文件。施工组织设计对能否优质、高效、按时、低耗的完成公路工程施工任务起着决定性作用。天竹路位于昆山市巴城镇，虹祺路西侧。本次设计起点位于天绣路老桥南侧，桩号为K0+000.000，终于虹祺路交叉口，终点桩号为K1+296.299，全长约1.296Km。关键词：施工组织设计路基施工方法施工方案 目录摘要………………………………………………….1第一章绪论……………………………………………..第二章工程概况…………………………………………2.1工程说明…………………………………..2.1.1道路现状…………………..2.1.2地形地貌……………………2.1.3水文条件…………………..2.1.4地震效应…………………..2.1.5地下水…………………….2.1.6地基的构成……………….2.2施工措施……………………………..2.2.1施工期间安全措施…………….2.2.2确保工程质量的措施…………….. 2.2.3工期保障措施…………....2.2.4雨季施工的安排…………..第三章工程进度………………………………………………….3.1施工方法……………………………...............3.1.1路基的填料……………………………..3.1.2路基的压实……………………………..3.1.3构造物两侧路基………………………..3.1.4高填路基处理…………………………..3.1.5路基防护……………………………..3.2路基施工方案……………………………………..3.2.1施工准备……………………………….3.1.2人员及机具…………………………….3.1.3质量保证措施…………………….....3.3劳动力计划……………………………………..3.4主要材料计划表………………………………..3.5工程进度图…………………………………….3.5.1主体工程进度图详见附表…………….3.5.2附属工程进度图详见附表…………..3.5.3土石方调配图详见附表……………..结论..……………………………………………………………….致谢………………………………………………………………….参考文献:……………………………………………………………. 第一章绪论工程施工组织设计是工程基本建设项目在设计招投标、施工阶段必须提交的技术文件，它是准备组织指导施工和编制施工作业的基本依据。施工组织设计是施工单位领导、职能部门指导施工准备工作、全面布置施工活动、指挥生产开展工作、进行项目管理、控制施工进度的依据。施工组织设计是工地领导进行劳动力和机械调配的依据。施工组织设计是工地全体员工进行施工生产活动的行动纲领施工组织设计是编制施工预算的主要依据总之，施工组织设计对于能否优质、高效、按时、低耗的完成公路工程施工任务起着决定性的作用。所以施工组织设计是工程的灵魂，要想快速高效的完成施工就必须有一套完整清晰的施工组织设计。 第二章工程概况2.1工程说明2.2.1道路现状天竹路位于昆山市巴城镇，虹祺路西侧。本次设计起点位于天绣路老桥南侧，桩号为k0+000.000,终于虹祺路交叉口，终点桩号k0+296.299,全长1.296km。道路红线宽16m。天竹路现状k0+000.000～k0+680.000为老沥青路面加铺二灰碎石，现状二灰碎石路面破损较为严重。K0+680.000终点段为水泥砼老路，路宽12m,一块板断面，横断面布置为：2*6m行车道=12m。道路两侧地块主要为厂房，交通量以重型货运车辆为主。现状道路板块破碎、角隅断裂，沉陷、错台拱起、边角剥落等病害情况比较严重。2.1.2地形地貌拟建场地地貌单一，为长江三角洲河湖冲积平原。拟建道路沿线主要为原有道路，道路两侧为耕地及原有建筑，先地面平整，地面标高一般1.8~3.8之间。2.1.3水文条件昆山地处江南水网，属长江流域太湖水系。昆山地区地表水历史最高水位2.153m，2.273m,最低水位0.150m，常年平均水位0.283m。 2.1.4地震效应根据区域构造资料，昆山地区新生代以来新构造活动反映不强烈，主要表现为垂直升降运动，平原区域轻微下降，根据中国岩石圈新构造时期升降幅度图，1956~1977年地形形变测量结果，平原区20年间垂直形变速率不到-0.1mm/a,属地壳活动稳定区。综上所述，昆山地区地震水平，无论从强度及频率来看，地震活动水平中等偏下，属基本稳定区，适宜进行道路及管线建设。2.1.5地下水经勘察查明拟建路线路全线浅部地下水类型属于潜水，地下水稳定水位一般在地表下0.3~0.6m，其标高为1.40~2.60m，水位随大气降水与河水影响而变化，正常年变化幅度0.8m左右。场地及附近无明显污染源，地下水清澈、透明、无异味，根据“张浦镇梨园路”所取地下水资料分析。2.1.6地基土构成根据本次路基勘察资料同时结合桥梁处资料分析，拟建线路在垂深10.00m范围内场地岩土可划分为8个工程地质层，现分述评价如下：1.（1）层表土：杂色，松散，成分复杂：拟建道路处原有道路，上部为路基及路基土，下部以粘性素土为主；两侧除原有建筑外主要耕地，上部常年耕作土0.3~0.5m，夹植物根茎，下部以粘性土为主；在k0+560~k0+850~、k0+950~终点处为原有建筑，上部为杂土。2.（2）层粉质黏土：灰黄色，可~软塑；含少量铁质斑点，局部夹粉土团块。厚度：0.3~2.10m，平均1.00m;层地标高：-0.94~1.50m，平均0.32m；3.（3）层淤泥质粉质黏土：灰色，流塑为主，局部软塑；含大量有机质。厚度:0.40~3.50m，平均1.09m；层底标高：-3.16~0.80m，平均-0.33m。4.（4）层粉质黏土：灰黄色，可塑为主，局部硬塑；含少量铁锰质结核。厚度：0.60~2.50m,平均1.55m；层底标高：-4.05~-1.89m，平均-4.25m.2.2施工措施2.2.1施工期间安全措施1)成立施工期间安全小组，有明确的安全目标2） 开工前对全体施工进行安全培训，提高安全意识，增强安全观念。严禁现场作业人员越出封闭路段。2）建立安全保障体系3）有安全技术保证措施5)施工现场交通安全事故应急预案2.2.2确保工程质量的措施1)强化质量意识，抓规章制度的落实。2)进行技术交底，施工工程质量控制3)建立完善的自检体系4)配备先进的施工设备和齐全的检测仪器。5)推行全面质量管理6)实行质量责任制和严格的奖惩制度2.2.3工期保障措施1)成立技术过硬、团结协助的项目经理。2)做出分项计划，实行动态目标管理，不断优化和改进施工技术方案，对3)投入本工程的人力、物力做出最合理、最科学、最有效的组合。4)充分协调与当地政府与群众的关系，解决好地方问题，创造良好的施工环境。5)采取经济手段，使施工进度与个人利益挂钩，调动施工单位的积极性。2.2.4雨季施工及农忙季节的施工安排1)做好雨季施工前的准备2)雨季路基施工，做好路槽内的排水工作，拌合场集料准备盖棚防雨，水泥进行覆盖和防潮措施。施工作业段根据天气预报情况确定长度，及时碾压成型。3)合理安排各施工项目的劳动力，将需要劳动力少的项目和工序安排在农忙季节，尽量雇佣不受农忙干扰的长期劳动力和临时工。2.2.5环境保护和文明施工措施1)制定合理、可行的环境保护措施。如扬尘控制措施、噪声控制措施、生态保护和废弃物的处理。 2)制定合理、可行的文明施工措施。如自觉遵守当地民俗与习惯，文明施工、科学施工、杜绝违章蛮干，驻地建设标准化等第三章工程进度3.1施工方法3.1.1路基的填料1.1沿线土质多为粉土，填料含水量不易控制，CBR值在5.8~13.4%左右，基本能满足路床填料CBR值要求，填料选取时尽量选择压实、水稳定性好的砂砾土，控制好含水量，保证路基压实度。1.2填筑时不同填料应分层填筑，每一层填料应一致，严禁使用淤泥、腐殖土，含杂草、树根等含水饱和的湿土，透水性不良的土应控制其含水量在最佳含水量±2%之内，路床顶面横坡应与路拱横坡一致。3.1.2路基的压实2.1路基压实根据现场试验确定松铺厚度、平整度、最佳含水量，最大松铺厚度不应超过30cm，填至路床顶面最后一层的最小压实厚度，不应小于8cm。路床40cm范围采用5%石灰稳定土处治，石灰用量可依据CBR值要求（通过试验确定）路基压实度应符合以下要求： 路基压实度指标（重型)项目分类路面底面以下深度（cm)压实度（%）填方路基上路床0~30≥96下路床30~80≥96上路堤80~150≥94下路堤>150≥93零填及路堑路床0~80≥962.2为保证土路肩的稳定，土路肩培土的压实度要求≥90%。3.1.3构造物两侧路基为减少构造物两侧路基产生不均匀沉降，减轻跳车现象，提高车辆行驶的舒适性，对台后路基填土高度大于2m的桥梁、明涵、明通道两侧路基填筑需进行特殊处理。地基根据沉降计算，若不满足要求，采用砂砾垫层+土工格栅处理，基底压实度不小于92%；桥涵台背填料应以砂砾和卵砾石等透水性填料为首选。处理范围是底部长度为6m+填土高度，顶部长度4.5+2.0倍的填土高度。压实度不低于96%。3.1.4高填路基处理对于半幅高填方的路基，原地面清表后，对半幅高填地基进行强夯，然后铺设砂砾垫层+土工格栅，提高表层土体强度和水稳定性，防止地基湿陷变形；对V型沟的路基填筑，基底与涵洞底同时采用强夯处理，提高地基的强度，提前完成地基沉降过程，减少对填筑路基的影响。1）铺单向土工格栅土工格栅的材料质量指标应符合设计要求，外观无破损、无老化、无污染现象。土工格栅施工技术要求如下：①铺设土工格栅的土层表面应平整，表面严禁有碎、块石等坚硬凸出物；在距土工格栅8cm以内的路基填料其最大粒径不得大于6cm②单向土工格栅在铺设过程时，应将格栅受力方向置于垂直于路堤轴线方向；③ 土工格栅的搭接应牢固，在受力方向联结处的强度不得低于材料设计抗拉强度，且其叠和搭接长度不应小于300~600mm；④土工格栅不允许有褶皱，应人工拉紧并采用插钉等措施固定土工格栅于填土层表面；⑤土工格栅铺筑后应及时填土（暴露时间不应超过48h），格栅上的第一层填土应采用轻型推土机或前置式装载机逐段推进。一切车辆、施工机械只允许沿路基的轴线方向行驶，禁止直接在格栅上行驶；⑥土工格栅上铺筑石灰土时，须采用场外拌和法施工。2）砂砾垫层原地面清表后清除杂草、树根整平后，铺设砂砾层，铺筑要求做到均匀且分层摊铺，先采用中型压路机稳压，再采用重型压路机振动碾压3）强夯法施工通过强夯处理地基，能提高土的强度并降低土的压缩性，改善土的振动液化条件，消除湿陷性黄土的湿陷性。因此，对填方路堤高度大于12米的路段，采用强夯对地基和路堤进行补强处理。每填高8m,对路堤顶部进行强夯处理。①一般情况下夯锤重可取10~20t。其底面形式宜采用圆形。锤底面积宜按土的性质确定，锤底静压力值可取25~40kpa，对于细颗粒土锤底静压力宜取小值。锤的底面宜对称设若干个与其顶面贯通的排气孔，孔径可取250~300mm。②强夯施工宜采用带自动脱钩装置的履带式起重击或其它专用设备。采用履带式起重机时，可在臂杆端部设置辅助门架，或采用其它安全措施，防止落锤时机架倾覆。③当地下水位较高，夯坑底积水影响施工时，宜采用人工降低地下水位或铺填一定厚度放入松散性材料。夯坑内或场地积水应及时排除。④强夯施工前，应查明场地内范围的地下构筑物和各种地下管线的位置及标高等，并采取必要的措施，以免因强夯施工而造成破坏。⑤当强夯施工所产生的振动，对邻近建筑物或设备产生有害的影响时，应采取防振或隔振措施。⑥强夯施工可按下列步骤进行：A.清理并平整施工场地；B.标出第一遍夯点位置，并测量场地高程； C.起重机就位，使夯锤对准夯点位置；D.测量夯前锤顶高程；E.将夯锤起吊到预定高度，待夯锤脱钩自由下落后，放下吊钩，测量锤顶高程，若发现因坑底倾斜而造成夯锤歪斜时，应及时将坑底整平；F.按设计规定的夯击次数及控制标准，完成一个夯点的夯击；G.重复步骤3）至6），完成第一遍全部夯点的夯击；H.用推土机将夯坑填平，并测量场地高程；I.在规定时间间隔后，按上述步骤逐次完成全部夯击遍数，最后用低能量满夯，将场地表层松土夯实，并测量夯后场地高程。⑦强夯施工过程中应有人负责下列监测工作：A.开夯前应检查夯锤重和落距，以确保单击夯击能量符合设计要求；B.在每遍夯击前，应对夯点放线进行复核，夯完后检查夯坑位置，发现偏差和漏夯应及时纠正；C.按设计要求检查每个夯点的夯击次数和夯沉量。⑧施工过程中应对各项参数及施工情况进行详细记录。3.1.5其它施工注意事项①路基原地面清表压实厚度不小于30CM，土方填筑前，应做好原地面临时排水设施，开挖路基临时排水沟，并与永久性排水设施相结合。排除的雨水，不得流入农田、耕田，亦不得引起排水沟淤积和路基冲刷。②填筑时工作面应做成2~3%的横坡度，填筑至路基高程后其顶面应修整，以利排水。③路基边坡两侧按加宽50cm填筑。3.1.6陡坡路基及桥涵台背处理对于原地面坡度大于1:2.5的地基清表后，开挖台阶，台阶宽度应不小于2.5m，高度为60cm，每层台阶铺筑单向土工格栅，其宽度为台阶宽度+3m，土工格栅强度不小于110KN/m。为减少构造物两侧路基产生不均匀沉降，减轻跳车现象，提高车辆行驶的舒适性，对桥梁、通道及涵洞两侧路基填筑需进行特殊处理。除加强地基处理外，桥涵台背采用砂砾石土回填。 3.1.7填挖交界处处理土工格栅分上下两层铺筑：下层设于路床底面，上层设于下路床上端50cm处，单层土工格栅宽度20m，填挖交界处各处一半。位于纵向填挖交界处20m宽挖方段厚80cm土层应超挖回填，回填材料采用石灰土。3.1.8路基防护路基防护主要分为路堤边坡防护和路堑边坡防护。一路堤边坡防护1路堤边坡高度≤5米时，采用草灌结合防护，草种建议采用黑麦草和翦股颖，灌木建议紫穗槐，每2平一棵密度栽植，土路肩采用三维网+植草防护，护坡道同边坡防护。2路堤边坡高度>5米时，采用拱形骨架防护，顶部2米范围及土路肩采用三维网+植草防护。拱格内采用草灌结合防护，灌木在每个框格中种植3-4棵灌木。草种建议采用黑麦草和翦股颖，灌木建议紫穗槐。3大中小桥桥头锥坡，后台10cm范围采用C20砼预制六棱快全防护；分离式立交桥头锥坡，后台10m范围内采用C20砼预制空心六棱块防护,格内植草。4填方边坡坡脚易受水冲刷的冲沟路段，边坡坡脚处1.5米高范围采用M7.5浆砌片石防护。5在一些陡坡路段，填方路基悬于陡坎难以填筑时，应修建护挡墙。二路堑边坡防护路堑边坡防护是边坡防护中的重点，对于本项目工程，路堑边坡防护根据挖方边坡土质情况，主要采用菱形骨架防护挂网+湿法喷播防护有机材喷射防护，草灌结合防护等几种主要防护形式。1土质挖方段单极坡H≤12m时，一坡到顶，坡度应缓于或等于1:0.75，采用菱形骨架防护，骨架内采用草灌结合防护。H＜10m时，边坡坡率为1:0.5，采用挂网+施法湿法喷播防护。多级坡中，一二级坡坡率为1:0.5，采用挂网+湿法喷播防护，三级及三级以上边坡坡率采用1:0.75或1:1,（若为顶级坡，则采用1:1），边坡采用草灌防护。 2卵砾石土边坡：单级坡时，边坡坡率为1:1，采用草灌结合防护。多级边坡时，一二级边坡坡率为1:1，一级边坡采用菱形骨架防护，格内采用草灌结合防护，二级边坡可直接采用草灌结合防护，若二级边坡为土质，则坡率为1:0.5，采用挂网+施法湿法喷播防护。三级及三级以上边坡坡率为1:0.5-1:1，采用草灌结合防护。3泥岩砂岩砂砾等弱胶结石质边坡，采用有机材喷射防护，顶部部若为土质边坡，其坡度为1:1，采用草灌结合防护。4挖方边坡均采用1米高坡脚墙护砌。一草灌结合防护草籽要选择适合当地气候条件根系发达分生能力强抗性强耐贫瘠的植物草籽，如黑麦草和翦股影等；灌木采用紫穗槐，种植密度每2平米一棵栽植。二拱形骨架+草灌结合防护1垢工材料：石料采用抗压强度不低于30MPa,,其尺寸应满足规范要求尺寸：预制件采用C20混凝土预制，采用水泥、砂、石材料要求及配合比参见相关技术规范。混凝土预制件的混凝土等级及尺寸应符合图纸所示，预制块应按图纸所示尺寸制模。2种植土：拱格内植土用种植土，尽量利用原场地清表土，若采集的土壤不适合植物生长，应在土壤中添加肥料和土壤改良剂进行改良。种植土要求为：土壤粘砂适中，疏松多孔，密实度良好。PH值为6-7，有机含量大于1.5%，含水量15-20%左右，无杂质、无病菌、虫卵、无有害物质以及大于25mm的石块、棍棒、垃圾等。回填土要经过翻晒、晾干、碾压、过筛成均匀的细粒土。3施工工艺施工顺序：人工清坡---坡面上人工开槽-----码砌M7.5水泥砂浆砌片石----挖坑-----种植草灌-----养护。a按要求进行人工修坡，清除表层不稳定块体和浮土，修坡后坡面整体应平顺、自然。坡面平整度要求在5-8/2m2之内，压实度满足规范要求。b 在坡面上贴坡开槽并进行圬工砌筑，砌筑完毕后，整个浆砌片石外表面在同一平面上，平顺、自然，每个拱格内多余的土应挖除。砌筑完毕后开挖的槽应用原土回填并夯实。C拱格内进行草灌结合，其具体要求见草灌结合防护说明。三挂网+湿法喷薄防护1挂网挂网采用8号镀锌铁丝编制的铁丝网，网孔间距5*5cm，铁丝网搭接宽度不小于20cm。挂网锚固钢筋采用风钻成空，成空直径40mm，并注入M30水泥砂浆锚固，钢筋间距为3米。2喷薄材料喷薄绿化的喷浆混合物需加入如下材料：草种、土壤复合肥、土壤改良剂、纤维（或纸浆）、着色剂、保水剂、水等。粘合剂用量不宜太多，否者影响种子发芽，根据边坡缓陡情况而定，一般缓边坡用量较少。材料加入顺序：先加入纤维、种子、肥料、水，待水加到2/3开始搅拌，边搅拌边缓慢加入粘合剂，充分搅拌，形成均匀的溶液后再喷薄。切忌先加入粘合剂和土壤改良剂再加水。3液压喷薄采用液压喷播机将混有种子、肥料、土壤改良剂、种子粘结剂、保水剂和水的混合物均匀的喷洒在坡面上，喷薄完后，可视情况撒少许土，以覆盖网包为宜。4施工方法在修整好的路基挖方边坡坡面上先施工锚固钢筋，然后悬挂镀锌钢丝网，再进行喷薄，尽量从正面进行喷射，凸凹部死角要补喷，禁止雨天进行喷薄，喷薄后立即覆盖无纺布，养生时间一般不应少于45d。5养护覆盖无纺布并及时洒水养护，直至种草。养护期不宜低于45d，以喷灌水为主，经常保持土壤湿润，以促进种子发芽和快速生长覆盖;种苗长出后应追施氮肥，促苗转青：发现病虫害时应及时喷药，防止蔓延。四有机材喷射防护有机材喷射防护适用于路堑边坡稳定，坡面冲刷轻微的砂岩、泥岩等边坡土质较贫瘠不利植物生长的边坡防护。 1挂网铁丝网采用8号镀锌铁丝编制，网孔间距5*5cm，铁丝网与岩面间保持5-7cm间隙，铁丝网搭接宽度不小于20cm。挂网锚固钢筋采用风钻成空，成空直径40mm，并注入M30水泥砂浆锚固，钢筋间距为2米。2有机基材有机材作为植物生长的基盘，其配料是绿化成功的因素。施工单位应对其使用的有机基质负责，使用的有机基材必须提供成功的实验工点资料，并经检验合格。设计喷薄厚度10cm,若检验喷薄厚度小于10cm,可视为不合格。3施工方法在修整好的路基挖方边坡坡面上先施工锚固钢筋，然后悬挂镀锌钢丝网，再施工纵、横向钢筋框条并与锚筋焊接，将镀锌钢丝网与纵横向钢筋框条用Φ2.2镀锌钢丝扎牢，同时将镀锌钢丝网与坡面的距离保持5-7cm，再喷薄无机基材，尽量从正面喷射，凹凸部死角要补喷，有机基材喷射后，应现场验收，验收表准为：随机抽取1m*1m范围检验，基材应无流失，基本无剥离、无收缩裂缝；随机抽取3m*1m范围检测10个点，其均值厚度与设计厚度偏差不应小于±5%。4养护覆盖无纺布，并定期养护边坡直至种草成坪。坡面有地下渗水的地方应设置适当的导水管引排地下水至坡外。五菱形骨架防护+草灌结合防护1圬工材料：石料选用抗压强度不低于30MPa,其尺寸应应满足规范要求尺寸。2种植土：格内填土用种植土，尽量利用原场地清表土，若采集的土壤不适合植物生长，应在土壤中添加肥料和土壤改良剂进行改良。种植土要求为：土壤粘砂适中，疏松多孔，密实度良好。PH值为6-7，有机含量大于1.5%，含水量15-20%左右，无杂质、无病菌、虫卵、无有害物质以及大于25mm的石块、棍棒、垃圾等。回填土要经过翻晒、晾干、碾压、过筛成均匀的细粒土。3施工顺序：人工清坡---坡面上人工开槽-----码砌M7.5水泥砂浆砌片石----挖坑-----植草----养护。a 按要求进行人工修坡，清除表层不稳定块体和浮土，修坡后坡面整体应平顺、自然。坡面平整度要求在5-8/2m2之内，压实度满足规范要求。b在坡面上贴坡开槽并进行圬工砌筑，砌筑完毕后，整个浆砌片石外表面在同一平面上，平顺、自然，每个拱格内多余的土应挖除。砌筑完毕后开挖的槽应用原土回填并夯实。C拱格内进行草灌结合，其具体要求见草灌结合防护说明。3.2路基施工方案3.2.1施工准备1.技术准备2.测量放线定桩3.放样线路中心线、边桩，确定路基填筑范围。4.机械施工技术准备5.对操作人员进行技术交底，认真学习有关设计文件，做好施工技术方案和机械作业的流水顺序，使施工现场的土木和机械两方面的施工人员全面理解试验方案和技术质量要求。6.路基填料7.根据图纸设计及试验数据，沿线土质多为粉土，填料含水量不易控制，CBR值在5.8~13.4%左右，基本能满足路床填料CBR值要求，填料选取时尽量选择压实、水稳定性好的砂砾土，控制好含水量，保证路基压实度。8.填筑时不同填料应分层填筑，每一层填料应一致，严禁使用淤泥、腐殖土，含杂草、树根等含水饱和的湿土，透水性不良的土应控制其含水量在最佳含水量±2%之内，路床顶面横坡应与路拱横坡一致。9.试验段填料选用砂砾土。10.将原有便道整平，碾压，确保便道满足运输要求。3.2.2人员及机具1施工组织机构及人员配备情况由项目副经理陈锦文任施工管理负责人，并配备技术负责人及技术施工人员，物资、设备均配有专人负责，主要施工人员见表试验段主要施工人员一览表序号姓名岗位 1万继庚施工负责人2代守化技术负责人3孙康技术主管4宋金彪技术员5郭攀测量主管6倪进宏试验主任7高华试验员8夏伦国物机部长9司机8人10普工15人2施工机具及测量、试验仪器配备情况（1）组织挖装、运输、摊铺、压实机械和设备进场，并对机械进行安装调试。机械设备见下表试验段主要施工机械一览表序号名称型号数量（台）1平地机PY160B12推土机TY-16013挖掘机EX22014压路机YZ22t+YZ20t1+15自卸汽车东风（8t）86洒水车东风-14017装载机ZL-501（2）试验、测量仪器配置见表 测量及试验仪器配备一览表序号仪器设备名称规格型号单位数量1电子天平2000g台12平整度检测尺3m把13灌砂桶1000ml套24全站仪尼康台15水平仪DSC132台11试验段施工工艺1、路基填筑按“三阶段、四区段、八流程”的施工工艺组织施工。填方工艺流程见图 2、填筑前的准备①路基填筑前，已对原地面进行了填前碾压，并经监理工程师检验合格。②用全站仪准确测设路基每20m的中桩、边桩位置；为保证路基边缘压实度，路基两侧各加宽填筑50cm。用水准仪测出填铺厚度控制桩的标高（松铺系数初步定为1.20）。③填料试验：土方填筑前对取土坑土样进行取样试验，按《公路土工试验规程》规定的方法进行最佳含水量与最大干密度、液限和塑限及土壤击实试验、CBR承载比试验等。④试验段由低处分层开始向上填筑，即从大里程往小里程填筑，填至设计标高后，按设计坡率刷边坡并整型。3.2.3路基土石方填筑①填筑区域划分砂砾土从路基小里程至大里程平均分为25cm区、30cm区、35cm区。②填筑土方自卸汽车每车装土15m3,按松铺厚度25、30、35㎝，松铺系数1.2分别计算出卸料面积分别为60、50、43m2。在填土范围内按10m×10m方格洒灰线，施工现场由专人指挥车辆按网格卸土。③填筑采用纵向全断面水平填筑，宽度按设计宽度每侧加宽50cm。标高及平整度的控制A、摊铺填料时采用推土机粗平，平地机精平并配合人工修补。B、根据松铺厚度标记的中桩、边桩高度，重新对填料顶标高进行复核。 ④碾压及压实度控制A、碾压时，采用振动压路机先静压一遍，弱振碾压一遍，强振碾压2～6遍（同步检测结果定），弱振碾压一遍，最后再静压一遍消除轮迹；即：静压、弱振、强振、弱振、静压。碾压行驶速度开始用慢速（宜为2-3km/h），最大速度不超过4km/h，碾压采取从两侧向中心的顺序，纵向进退式碾压，行与行轮迹重叠1/3，横向同层接头处重叠0.4～0.5m，相邻两区段纵向重叠1～1.5m。碾压时确保均匀，无漏压、无死角、无明显轮迹。B、每层碾压开始后，试验工程师从碾压第四遍开始每碾压一遍检测一次压实度。记录达到压实标准后的碾压遍数、压实后标高，计算压实厚度，并将检测结果及时通知路基负责人并做好记录。⑤标高、横坡检测（1）压实合格后重新进行控制点的放样，并用水准仪对填料顶的标高和平整度进行检测，计算横坡度。（2）根据填筑前后高程差计算压实厚度，推算松铺系数。松铺系数记录表见附表。3.2.4质量保证措施1原材料控制（1）填料质量、规格符合设计要求，填筑前对取土场填料进行取样检验；（2）填筑时对运至现场的填料进行抽样检验；（3）当填料土质发生变化或更换取土场时，应重新进行检验；2施工质量控制（1）整个施工过程现场监理旁站；（2）路基填筑按“三阶段、四区段、八流程”有序施工；（3）填筑宽度每侧大于设计宽度50cm，确保边坡压实系数满足设计要求；（4）填筑前，在填筑范围内画4mX4m方格，根据填筑厚度计算每方格倒土量；（5）摊铺时，路基两侧挂线，控制路基纵坡及松铺厚度，先用推土机粗平，再用平地机精平，横坡为人字形坡，坡度为3~4%； （6）碾压时，先静压，再用平地机进行平整，确保平整度允许偏差不大于15mm，再根据试验段初步设计的碾压方法进行碾压，最大碾压速度不大于4km/h；（7）各区段交接处互相重叠压实，纵向搭接长度不小于2m，纵向行与行之间的轮迹重叠不小于40cm，上下两层填筑接头错开不小于3m；　（8）压实度检测频率按照每200m每压实层测4处；（10）试验段两端每填筑一层留宽度不小于2m的台阶。3.2.5安全保证措施（1）各种机械操作人员必须持证上岗，严禁酒后作业施工；（2）机械定期保养，确保机械处于良好的工作状态；（3）工程机械在使用过程中，必须遵守安全规程。（4）大型机械作业半径内严禁闲置人员靠近，施工场地严禁非人员进入。3.3劳动力计划郑卢四标路基起讫桩号K22+358-K23+681，上接黄庄大桥桥尾，下连甘棠河特大桥桥头，全长1323米，计划开工时间2010年11月，竣工时间2011年10月，历时11个月。各施工队计划时间表施工单位工作项目人数进度安排施工时间（d）起始时间结束时间第一家施工单位施工准备202010-11-012011-11-1010场地整理202010-11-112011-11-155原地面清表302010-11-162010-11-3015挖方段挖方302010-12-012011-7-31240填方段强夯102010-12-012011-1-3162填方段填方202011-2-12011-7-31180施工单位工作项目人数进度安排施工时间（d）起始时间结束时间边坡102011-8-12011-8-3192 第二家施工单位土路肩102011-9-12011-9-3192护坡道102011-9-12011-10-3192边沟102011-8-12011-9-3192截水沟102011-8-12011-8-3192急流槽102011-8-12011-8-3192排水槽102011-9-12011-10-3192集水井102011-9-12011-10-31923.4主要材料计划表序号材料名称单位数量来源运输方式1234561原木M3361汽车2水泥t5943钢才t384碎石t12500自采5沙子t71706石灰t237土工格栅㎡145878土工布㎡58941 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