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滑坡治理-注浆加固施工组织设计.doc

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滑坡 治理 加固 施工组织设计
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******(K20+800~K20+935) 左侧滑坡处治施工组织设计目 录1 工程概况 ·······································································································11.1 地形地貌·································································································11.2 地层岩性·································································································11.3 水文地质特征·························································································12 施工组织方案·································································································12.1 施工方案·································································································12.2 施工程序·································································································12.3 施工监测要求及应急措施·····································································63 施工场地布置·································································································63.1 临建·········································································································63.2 拌和站·····································································································63.3 施工临时用电·························································································63.4 施工临时用水·························································································73.5 施工临时道路·························································································74 施工总体部署 ·······························································································74.1 劳动力组织计划·····················································································74.2 主要材料供应计划·················································································94.3 主要施工机械设备使用计划·································································95 工期计划及工期保证措施···········································································105.1 工程量···································································································105.2 工期计划·······························································································105.3 工期保证措施·······················································································116. 工程质量···································································································136.1 质量目标·······························································································136.2 质量保证措施·······················································································137 施工安全······································································································157.1 安全目标·······························································································157.2 安全保证措施·······················································································167.3 安全生产纪律······················································································187.4 安全生产技术措施···············································································198 施工环境保护、水土保持和文物保护等措施和方案·································209 文明施工保证措施及创建文明工地的规划···············································219.1 对工作人员的要求···············································································219.2 施工现场管理·······················································································2110 劳动卫生保障措施·····················································································22***(K20+800~K20+935)左侧滑坡处治施工组织设计1、工程概况待处治的滑坡位于****K20+800~K20+ 935 段左侧,南北向长约 65m左右,东西向 顺路线长度达 135m,平面上呈弧形,前后缘高差达 22m。1.1 地形地貌场地原始地形为丘陵,高速公路由东至西方向穿过该区。边坡上部为阶梯状农田。滑坡后壁位于农田之中,滑坡后缘自然边坡较平缓,滑坡两侧为走向垂直于路线方向的冲沟。1.2 地层岩性第四系全新统(Qh)1)填筑土:其成份为粉砂岩块石,主要分布于施工便道,厚度 约1.00m~2.00m。2) 种植土:松软,分布于农田和山坡上,厚 0.30~0.40m。3) 亚粘土:褐黄色、褐 红色,硬塑状,厚 约厚 1.60~2.00m ,主要分布于边坡后面的农田。白垩系下统(K1)1) 粉砂岩:紫红色,以钙泥质胶结为主,局部夹泥质胶结,中厚层状,岩石遇水软化。全风化层,褐红色,呈可塑~硬土状,厚 1.60~6.70m;局部底部存在 2.20m 厚的泥化夹层;强风化层,岩石 较破碎,岩芯呈碎石、碎块状,岩性较软 。1.3 水文地质特征场地地下水主要接受大气降水补给。边坡上部汇水面积大,在雨季,边坡上部所汇聚雨水经坡面所形成的面流易在裂缝处下渗而转化为地下水, 流向斜坡坡脚处,并于滑坡坡体内中部及坡脚处以下降泉的形式排泄。2、施工组织方案2.1 施工方案该滑坡治理工程施工的总体目标是“安全、经济、 环保、舒适、美观”。同时提倡节约理念和贯彻交通部《关于在公路建设中实行最严格的耕地保护制度的若干意见》。从以上施工总体目标出发,结合该工程场地地形和工程地质条件,该滑坡治理工程设计采用注浆处理方案。2.2 施工程序按照设计方案,该滑坡治理工程涉及的主要子工程项目有:①放坡施工;② 注浆 加固;③ 防排水措施施工。2.2.1 放坡施工由于采用注浆加固处理,只需对原坡面进行修整,自路基左侧起按原放坡设计坡比进行放坡,比例及高度参数如下:第一级:自坡脚由下至上按 1:1.5 放坡,坡面植草防护 ,上部按坡顶地形控制高度,最高处为 13m;其余坡面保持原有地形地貌。2.2.2 注浆加固本滑坡处治设计采用注浆加固,注浆区域为裂缝所围成的区域,即在整个滑体上钻孔,注浆,插钢筋。 钻孔深度设计 要求穿过滑动面,进入滑床岩体 2~3m,注浆采用孔口封闭纯压式注浆 。采取梅花形布孔,钻孔间距5m,每排间 距 5m。放坡坡面采用植草防护。注浆加固主要包括注浆试验、注浆施工、注浆质量效果检验三个步骤。2.2.2.1 注浆试验为了了解地层注浆特性,检验本次滑坡注浆处治所设参数的正确性以及能否达到预计的注浆效果,应先期进行注浆试验,并以试验成果修正注浆设计方案。注浆试验安排如下:1) 注 浆试验地段的选择注浆试验地段的选择在具有代表性,且地质条件中等偏劣的地段。本次注浆试验地段按设计文件选在 K20+880 左侧 55m 处 10mx8.6m 的区域。2)注 浆试验孔的布置本次注浆试验按设计要求布孔共 11 个,其中注浆孔 7 个,检查孔 4 个。注浆孔按照 3 个次序进行钻孔注浆,具体布置见下图:注浆实验施工将严格按照分序加密原则进行,每序次孔施工时间间隔大于 12h。3) 注 浆试验钻孔注浆孔孔径 110mm。深度按设计要求穿过滑动面进入滑床弱风化岩层不小于 2m,采用清水循环钻进,钻孔位置应 不偏离设计孔位 0.1m,孔斜控制在 2%以内。4)试验孔注浆① 本次注浆试验采用孔口封闭式一次循环注浆,浆材选用 32.5 级普通硅酸盐水泥。② 水灰比初始为 1:1,并逐渐减小至 0.6:1。③ 对于浆液性能的评价,若加入外掺剂需通过浆液室内试验确定。按设计要求,注浆试验的浆液室内试验将包括以下几个方面:a、配比试验b、流动性,凝结时间c、结石的容重、强度、弹性模量。④ 注 浆压力进行注浆试验时,可以采用逐步提高注浆压力的方法,注浆量突然增大时,表明地 层结构发生破坏或孔隙尺寸己被扩大,可把此时的注浆压力作为确定容许注浆压力的依据。5) 注浆效果检验注浆效果检验按设计要求在注浆试验孔注浆完成 7d 后进行,试验方法为在检查孔钻孔取未扰动样进行室内土工试验。2.2.2.2 注浆施工1)总体施工顺序第一步:测量放线、布置注浆孔位;第二步:钻注浆孔;第三步:注浆完毕后插入钢筋(1Φ25),钢筋长 度要求自设计坡面至滑动面以下岩层 2~3m;第四步:根据设计开挖坡面;第五步:坡面防护施工。2) 注 浆施工工艺①孔位布置:注浆孔:注浆孔孔径 91mm。深度按设计要求穿过滑动面进入岩层2~3m,孔间 距为 5mx5m(平面),梅花形布置。注浆孔的施工顺序:注浆分两序施工,从地裂缝后缘起先施工第Ⅰ序孔,再施工第Ⅱ序孔。注浆总体施工方向为沿滑坡边缘由上至下进行钻孔注浆。② 注 浆材料采用 32.5 级普通硅酸盐水泥,灌浆用水将选用符合拌制混凝土用水要求的水。水灰比按设计要求,初灌时为 1:1,随后逐步降低水灰比至 0.6:1。水泥浆搅拌时问不少于 3min,浆液自制备至用完的时间不超过 4h。③ 注 浆压力按初步设计注浆压力为 0.2Mpa-0.6MPa,根据现场注浆情况进行调整。注浆过程中,注浆压力或注入率突然改变较大时,应立即查明原因,采取相应的措施处理或上报设计和业主单位。④ 注 浆过程控制与结束标准和封孔标准在孔口埋设 Φ89 的无缝钢管,管口上端为套管母丝,埋入深度为进入孔口 2.5m。结束标准:在设计压力下不吸浆或吸浆量<0.4 L/min 时,持续 30 min,即可结 束注浆。采用压力灌浆封孔,即在全孔灌浆完毕后,将全孔分成几段自下至上,采用一定的压力及浓浆封孔。⑥ 施工操作要领a、在配置浆液时,应先开动搅拌机,加水到一定程度 时方可向搅拌桶内依次加入水泥充分搅拌。b、储浆池内的浆液应不断的搅动。c、单孔灌浆过程必须连续,中间停歇时间不得 过长,以免浆液凝固堵塞通道。d、当灌浆设备需维修时,在维修前, 应将灌浆管道用清水清洗干净。e、注 浆过程中要对泵压及泵量变化进行记录。⑦ 特殊情况处理⑴ 冒浆处理a、表面堵盖 处理:即大裂隙冒浆处,采用旧棉花、麻线等物嵌入缝隙内,再用速凝材料进行封堵;当冒浆严重时,可在冒浆部位浇筑混凝土盖板而后进行灌浆。b、采用低压、 浓浆、限流、限量、间歇灌浆的方法进行灌注。必要 时,可在浆液中掺入速凝剂。⑵ 防止串浆的主要措施加大第一次序孔间的孔距。b、适当地延长相邻两个次序先后施工的间隔时间,待前一次序孔灌浆的浆液基本凝固后,再开始后一序孔的钻注工作。c、发生串浆后,如串浆孔具备灌浆条件,可以同 时进行灌浆,但应一台泵注一孔,否则应将串浆孔用塞塞住,待灌浆孔灌浆结束后,串浆孔再行扫孔、冲洗,而后继续钻进和灌浆。⑶ 大量漏失发生大量漏失时,采用以下原则进行处理:a、采用低压、浓浆、限流、限量、间歇灌浆的方法进行灌注。b、必要时,可注入砂 浆或其它惰性充填材料。c、采用水泥 -水玻璃处理。2.2.2.3 注浆质量效果检验注浆质量检验按设计要求在注浆结束 3-7 天后进行,采用 钻孔取芯进行室内土工试验的方法。检验孔数量不少于注浆孔总数的 5%,检验结束后,按设计要求进行补充注浆。2.2.3 防排水措施施工该工程设计的排水系统为地面排水系统。地面排水系统设计有截水沟、排水沟和路基边沟。2.3 施工监测要求及应急措施针对施工过程的安全隐患,我司将采取切实可行的防护措施。同时,为确保滑坡处治施工的安全,将配合相关单位自行施工监测包括对滑坡滑动监测和施工对滑坡影响的监测,随时掌握滑坡整治施工过程中的边坡动态变化,滑坡裂缝的发生和发展以及对其它工程的位移和变形的影响。将及时预报施工中出现的问题,并把获得的信息及时反馈到设计方,据此指导施工。3、施工场地布置施工场地布置具体须按场地现场情况灵活布置。3.1 临建可根据现场实际情况,设置工地办公室、值班室及机械停放和材料堆场。3.2 拌和站在滑坡体外适当距离较平缓的场地处建一个拌和站,包括两个搅拌桶、一个装有搅拌机的储浆池(2m×2m、深 1.2m )、一蓄水池(3m×3m 、深 1.2m )、一水泥堆放场地(5m×5m)。具体施工布置根据 现场条件进行调整。3.3 施工临时用电 本工程临时用电由建设单位指定的供电地点接出,到工地的配电间,装表计量。(1) 不考虑生活用电的影响,施工机械设备用电高峰期用电容量约为 150KW。架空线电缆采用 50-70mm2 的铝铰线。(2)施工用 电 措施总配电屏中分配电路为动力照明混合系统。总配电屏的分路支线各到达固定安装的分配电箱中,由各分配电箱分路到达各单机开关。各级配电箱中的匣刀、漏电保护开关必须标明送电目标或所控制的范围。各级配用电源必须设置漏电保护开关。(3)支线 架设变压器引线时开始视为埋地临时用电线路。施工现场的全部线路均必须架空设置、采用木质电杆,直径必须符合要求,并且埋设稳。转角杆采用双横担,双绝缘子的十字横担,并置双向线杆接线,杆上的接线高于地面 2.5 米处,装设紧绝缘子,拉线与电杆的夹角在 30°~45°之间。拉线截面不小于 3×Ø40,拉线锚固物埋设深度不少于 1m。固定安装的电设备线路必须用绝缘套设过路保护。架空导线与各种金属物(如招牌、铁闸等)的距离不得小于 0.2 米,与各种不良导体的距离不得小于 0.1 米,通过门窗上方时最小距离约 0.15 米,通过门窗下方最小垂直距离约 0.5 米,导线平行通过门窗的最小水平距离为 0.7 米。3.4 施工临时用水本工程用水从建设方指定的地点接出,铺设一路输水管道或者用水车运水到工地。3.5 施工临时道路由于怀新高速公路此路段的路基建设已初步成型,交通方便。4、施工总体部署4.1 劳动力组织计划本工程采用项目管理法施工,由项目经理全面组织施工,确保高速、优质、安全完成本工程施工任务。现场指挥部由技术素质好,工作能力强的管理人员组成施工技术、质量安全、材料设备、财务劳资、防火保卫、生活福利、总包协调 等组织齐全的施工现场管理机构,对工程施工全过程实行统一计划,统 一指挥、 统 一管理、 统一协调。指 挥部定期召开内部协调会,检查当天工作完成情况,解决存在问题,解决落实第二天的生产任务。现场组织机构设置见下图。
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