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目录一、编制依据3二、工程概况3三、施工准备4四、工程数量表4五、施工总体方案及重点难点分析55.1施工总体方案55.2重点难点分析5六、框构桥施工工艺66.1基坑开挖66.2工作坑底板施工86.3主体预制8七、线路加固方案127.1线路准备127.2挖孔桩施工127.3抽换枕木137.4铺设吊轨147.5铺设纵横梁147.6加固体系要点157.7线路控制167.8线路的调整167.9防止线路横移措施17八、施工工期计划安排及保证措施178.1、工期安排（后附工期横道图）178.2、工期保证措施18九、顶进施工方案209.1顶力计算209.2顶进设备219.3传力设备229.4安装泵站、油顶229.5顶进作业239.6出土便道239.7箱身挖土、顶进作业249.8顶进方向和高程的调整279.9、顶进监测及防治措施289.10、回填路基、恢复线路30十、数据检算3010.1、后靠背检算3010.2、钢板桩入土深度计算3110.3、钢板桩稳定及抗压力计算3210.4、横向工字钢强度计算3310.5、横向工字钢挠度计算3410.6、横、纵梁连接强度检算3510.7、抗移桩加固处工字钢挠度计算3559
十一、安全保证措施及临近营业线施工安全措施3611.1、成立施工安全组织机构3611.2、基本安全措施3711.3、施工安全防护保证措施3711.4、施工安全措施3911.5、行车设备安全措施3911.6、人工挖孔桩施工措施4011.7、劳动安全措施41十二、应急处理预案4312.1防滑坡塌方预案4312.2人工挖孔桩抢险预案4312.3、突发事件分析及措施4612.4恢复生产及应急抢险总结48十三、雨季施工措施4913.1汛期施工原则4913.2雨季施工前准备4913.3防洪抢险应急救援的基本任务5013.4防洪抢险组织机构5113.5雨季施工措施5213.6物资、人员配置和急救器具准备5259
规划广场北街框构中桥顶进施工方案一、编制依据1.1铁道第三勘察设计院提供的施工图纸及相关资料；1.2现行铁道部颁发的《铁路桥涵施工规范》、《铁路桥涵设计规范》、《铁路桥涵工程质量检验评定标准》、《铁路桥涵施工手册》；1.3《铁路施工技术安全规则》和《铁路工务安全规则》；1.4施工队伍的技术水平和装备情况；1.5从现场搜集的第一手资料和其它相关资料。二、工程概况广场北街框构桥中心里程为东晋DK7+145，孔跨径为9m+9m,此框架涵位于北堰站南咽喉岔区，属于立交桥，桥体共穿越3股道，其中一条站线、一条正线、一条化学工业集团专用线；道岔5组（其中P50道岔9#3组、P43道岔9#2组）。本次施工首先在既有铁路东侧预制顶进节桥体，然后自东向西顶进，顶进完毕后，预制明挖框构。由于此框构位于岔区，且桥顶覆土较浅，所以顶进过程中需要对既有铁路进行加固，加固方法采用工字钢纵横梁配合3-5-3扣轨体系加固线路。（详见附图1：框构平面位置）本桥设计结构尺寸为：顶板厚0.7m，底板厚0.8m，边墙厚0.7m，中墙厚0.6m，正交总宽度为20m，斜交宽度为20.17m59
，桥长38.72m，其中顶进节长度为20.96m，现浇节长度为17.76m。（详见附图2：框构尺寸图）一、施工准备1、根据相关技术资料、设计规范和现场勘查情况，制定详尽的框架桥施工方案。2、与工务段、电务段、车务段、铁通等单位签定安全配合协议、弄清电缆、光缆的位置，提前移到安全位置。对挖出的光电缆，进行防护并实行24小时不间断监护，光电缆不得外露，既有光电缆挖开后用槽钢对扣防护，防护长度应超出桥体两边缘再开挖5m延长，在入地处承120度平缓入地，再上盖混凝土30cm，填土夯实，插电缆防护标志。待框构顶进后将槽钢一并注入水泥电缆槽中，确保入地处电缆有槽钢防护并用混凝土浇筑保证不外露。不同部门的电缆实现有效隔离，确保防护良好，不留隐患。3、工程前期的各项资料齐全，框构主体、防护桩强度达到设计要求，试验报告齐全，并经监理单位签字认可。二、工程数量表序号项目单位数量1C35混凝土（包括人行道板、平衡重和道碴槽）m31809.772HRB335级钢筋/HPB235级钢筋T365.082/2.9213桥面防水m2774.459
4箱型桥两侧防水层m2658.245C40纤维混凝土m377.46人行道栏杆米77.447挖基土方（有水）m3122408框架顶进挖土m362009线路加固m10010路桥过渡段路基加固m126一、施工总体方案及重点难点分析5.1施工总体方案本桥分为顶进节及现浇节，其中顶进节长度20.96m，现浇节长度17.76m，本次施工方案为顶进节预制在既有铁路东侧，在后靠背及挖孔桩全部施工完毕后，且既有铁路东侧的扳道房及北堰集运站临近公路侧的房屋全部拆除后方可自东向西顶进，顶程30.83m，顶进完毕后，在顶板顶及底版底以及墙身各0.4m范围内凿毛，深度为5cm,以便与西侧现浇节用橡胶止水带连接。西侧的现浇节进行原位预制。工作坑采用人工配合机械开挖，自卸车运土，挖至设计标高后浇筑混凝土工作坑底板，待工作坑底板达到设计强度后进行主体预制。框架桥主体预制分底板、墙身-顶板两个阶段施工。框架桥混凝土采用商品混凝土。模板采用定型钢模板。顶板及墙身支撑排架使用碗扣式脚手架。框架桥顶及桥体两侧刷防水材料后，在桥顶浇筑C40纤维混凝土保护层。（施工流程见下页框架桥浇筑顺序流程图）5.2重点难点分析59
本工程位于北堰站南咽喉岔区，线路关系复杂，其中化工线有2组P439#道岔，及北堰站的3组P509#道岔，给线路加固造成很大的难度，此为本工程难点之一。根据现场条件，采用横纵梁配合3-5-3扣轨体系加固线路，过程中横梁尽量垂直于线路，此为本工程的重点之一。本工程开工之日起，既有线西侧有集运站房屋及扳道房需要拆除，否则影响框构顶进，所以为了不影响整体工期，将影响的房屋尽快拆迁是顺利按时完成的关键之一，也是重点之一。一、框构桥施工工艺6.1基坑开挖工作坑中心线与框架桥中心线一致，在工作坑两侧设置基桩，并保护好，框构桥预制前不得移动或丢失。工作坑附近设临时水准点，且妥善保护，在挖方过程中随时进行复测，校验控制基桩的位置和水准标高。开挖时注意工作坑范围内的各种地下设施，如水管、电缆等，如已改移至坑边和架设，注意防护，保护电缆的安全。以机械开挖为主,人工配合清理基底，工作坑至铁路外侧钢轨的距离根据道床及路肩宽的最小距离为11m，最大距离为13m。开挖边坡靠近线路侧为1:1，另两侧边坡保持不小于1：0.75。工作坑的大小，比照滑板大小两侧各加宽2m，前端底板边距开槽坡脚2m，后端距后背梁预留3.5m。另外坑底四周应留有排水沟及集水井，以满足施工期间排水需要。（详见附图3：基坑平面布置图）59
框架桥施工工艺流程图绑扎桥体底板边墙钢筋、立底模施工准备基坑开挖工作坑底板制作浇筑桥体底板混凝土中墙钢筋、模板支设顶板排架、模板绑扎顶板钢筋浇筑墙身-顶板混凝土防水层涂刷纤维混凝土保护层施工测量定位监理检验签证顶进就位测量定位附属工程是否59
6.2工作坑底板施工为防止顶进过程中出现扎头现象，工作坑底板面向顶进方向成5‰仰坡。为防止预制框架桥与工作坑底板黏结，造成启动困难，工作坑底板润滑层采用机油石蜡层，上铺3mm厚滑石粉，再上铺一层塑料薄膜隔离层，且不得在塑料薄膜隔离层进行焊接。工作坑底板两侧距桥体外侧10㎝设置C30钢筋混凝土导向墩，其间用垫木隔开。工作坑底板表面光滑平整，水平误差不超过±3mm。工作坑底板与后背梁连成整体，为保证滑板与后背梁的整体性，应配置钢筋，钢筋沿顶进方向分段减少布置。此次施工分成三段，靠近后背梁一段钢筋为横纵间距20cm，中段横纵间距为40cm，前段横纵间距为60cm。在后背梁未施工前，首先在靠近后背梁侧应预留钢筋，预留长度为1m。工作坑底板设置7道地锚梁。6.3主体预制6.3.1、测量工作按控制桩精确放出框架桥身中心线，严格使框架桥身中心线、工作坑底板中心线和顶进桥位的中心线三者位于同一直线上。然后按设计尺寸在滑板上精确放出地道桥底板的平面位置，以利支模和绑扎钢筋。6.3.2、框架桥身预制分底板和墙身-顶板两阶段进行59
，框构底板前端为防止扎头，设置船头坡。6.3.3、钢筋、钢筋进场必须有出厂合格证，并首先进行试验，不合格者不得使用。、钢筋在运输和加工过程中防止撞击和刻痕。、钢筋的加工、制作、焊接应按图纸和规范的要求进行，形状、尺寸必须符合设计要求。按设计的配筋图并根据有关的施工规范及工艺标准加工和绑扎钢筋，做到配料合理不浪费，尺寸数量与图纸相同，位置间距正确无误。、混凝土的保护层应符合图纸要求，保护层垫块布置宜整齐规则，间隔呈梅花型。、安装钢筋就位时，不能让钢筋沾上油污及石蜡等，以防影响与混凝土的粘着力。焊接框架桥身底板钢筋时，应在施焊地点铺设一块约0.5㎡的石棉板，随焊接位置移动，以免烧坏塑料薄膜隔离层。6.2.4、混凝土浇筑6.2.4.1、框架桥身混凝土浇筑施工按两阶段进行，即先浇筑底板，当底板混凝土强度达到设计强度的50％后，再绑扎上部钢筋，浇筑上部的墙身-顶板混凝土。浇筑墙身时，速度不宜过快，每小时升高≤1m，应对称浇筑，操作人员须进入模板内振捣，注意将钢筋与地线接通，防止漏电伤人，浇筑顶板混凝土时，顺桥方向两边向中间对称浇筑。6.2.4.259
、按设计要求的钢筋混凝土等级、抗渗指标及现场施工条件、规定试验等选择合适的配合比、原材料和相应的施工方法。并且主体混凝土采用同厂、同标号、同时期的出厂水泥，确保框架桥混凝土内实外美。在浇筑抗渗混凝土时，可掺入外加剂，增加水泥用量及加强震捣等，以保证达到各项质量指标。6.2.4.3、浇筑前除检查模板与钢筋之外，还应详细检查刃脚、预埋螺栓及预埋钢筋等预埋铁件的数量是否齐全，位置是否正确。6.2.4.4、浇注混凝土时应连续分层进行，每层厚度≤30cm，如必须间隔时，不得超过2小时，否则应按施工缝处理。6.2.4.5、浇注混凝土时，专人检查模板、支架、钢筋的情况，如有变形、移位，立即进行处理。6.2.4.6、混凝土自高处倾落的自由高度，不应超过2m,在边墙浇筑混凝土前顺桥体每隔4m串筒加设漏斗插入墙体深处浇筑。6.2.4.7、混凝土入模后，必须充分捣固使混凝土密实，在混凝土表面呈浮浆和不再下沉为止。为使上、下层混凝土结合成整体，振动棒应插入下层混凝土5㎝，但上一层须在下层混凝土初凝前浇捣完毕。6.2.4.8、施工缝的处理应先凿除接缝面上混凝土层，以高压水冲洗，接缝面上涂纯水泥浆，在浇筑混凝土，施工接缝处的混凝土应加强振捣，使新旧层混凝土紧密结合。6.2.4.9、混凝土的养护及拆模，混凝土浇筑完毕后精心养护，确保混凝土后期质量。6.2.4.1059
、混凝土浇筑完毕后，在12h内覆盖草袋、塑料布，保持混凝土在湿润状态。6.2.4.11、养护期内，混凝土不得受冲击、振动，强度未达1.2Mpa前不得在其上作业。6.2.4.12、拆除模板时不得影响混凝土的养护工作。拆模应在混凝土强度达2.5Mpa以上；且表面及棱角不因拆模而受损时，方可拆除，顶板底模应在混凝土强度达设计强度的100%时，方可拆除。6.2.4.13、拆模应按立模顺序逆向进行，不得损伤混凝土，并应减少模板破损。模板与混凝土脱离后，方可拆卸吊运，须轻起轻放，保护模板质量。6.2.5、模板及支架施工模板采用组合钢模和木模合制的方法，结合本工程的实际特点和我单位的多年经验，底模板及侧模板（外）用普通钢模拼制，顶模、侧模（内）混凝土外露部分均采用大模板拼制、隐蔽部分采用组合钢模板拼装。为保证框架桥体的外型美观。斜梗模板采用角钢加工，外棱角打磨光滑。模板接缝用泡沫胶条密封，以防止浇筑时漏浆。模板之间用模板卡子连接，本工程采用碗扣式脚手架与模板配套使用。支立模板时，要选用牢固并且平整度好的钢模板，模板支立前首先打磨光，并涂刷脱模剂。模板缝一律加海绵条，以防漏浆。模板面错牙超过2mm时，必须修整。凡模板面有破损、翘角、凹凸不平的严禁使用。模板必须支撑牢固，边墙立模设拉杆，确保浇筑混凝土不变形。6.2.6、防水层施工59
框架桥外模拆除后，即可进行防水层施工。防水层涂刷前，对基层进行处理。基层表面平整，无死弯无尖锐棱角，凹凸处应事先进行处理。基层上灰尘、油污及碎屑等杂物清除干净。空鼓处铲除，有孔洞处用水泥砂浆填平。用水泥砂浆抹面，防水层涂刷前，将防水乳液充分搅拌均匀。涂刷时要依次上、下、左、右均匀涂刷，不得漏刷。第一层防水涂料结膜后，方可进行第二层防水涂料的涂刷。防水层涂刷时，温度不得低于5℃。在防水层未干燥前，不得脚踏、擦碰，并防止雨淋。待顶板防水层干燥后，进行C40钢纤维混凝土保护层施工。顶面按设计流水坡度整平压光。混凝土除达到要求的抗渗性标外，在顶面应铺设防水层。顶面防水层按设计进行制作，顶面混凝土保护层强度达到设计要求后方可进行顶进。桥体侧面防水，按设计涂刷并再涂一层3：7机油滑石粉作为润滑层。七、线路加固方案线路加固在桥涵顶进作业中，是保障行车安全的核心，合理的加固方案是确保行车安全的重要保障。加固方案为横纵梁加固：采用纵梁拼接、横抬梁组合、挖孔桩过渡支撑、一次顶进到位的施工方案。轨底至顶板顶高差为0.941m。（后附附图4：线路加固图）7.1线路准备1、慢行申请行车速度按45Km/h。2、吊装纵梁申请封锁线路施工。3、所有电缆都已探明并做好防护。7.2挖孔桩施工本工程挖孔桩施工均采用C25混凝土人工挖孔，素混凝土护壁，59
其中防护桩中心距1.5m，直径1.25m，桩长18m，共32根，桩上冠梁总长36m，冠梁与桩顶一次整体浇注.防护桩分布在既有线最外侧线路两侧距离线路中心4.5m，其中东南侧10根，东北侧10根，西南侧6根，西北侧6根。抗移桩中心距3.3m，直径1.25m，桩长为1.25m，桩长采用18m，共7根，桩上冠梁总长22.2m,冠梁与桩顶一次整体浇筑。本桥防护桩桩身钢筋设置为32根HRB33525mm主钢筋、HRB33522mm加强筋（每2m一道）、HPB2358mm箍筋。支撑桩桩身设置为20根HRB33520mm主钢筋、HRB33522mm加强筋（每2m一道）、HPB2358mm箍筋。防护桩及抗移桩冠梁内预埋钢板，横梁梁端焊接于钢板上，以加强其整体性。（详见附图5：挖孔桩平面布置图）7.3抽换枕木给慢行点后，将既有混凝土枕全部抽换为木枕，抽换采用“隔六抽一”方法，回填一空石碴后再抽换下一根混凝土枕，抽换范围为框构外边缘以外15m，供需抽换混凝土枕木66根，其中4道33根，5道33根。更换后木枕捣固密实后，再抽换相邻的混凝土枕，既有道岔长岔枕不进行抽换,但是为保证5道化工线212#、214#道岔稳定，在岔枕之间增插枕木。抽换时，线路从对应于桥体中线部位向两侧对称进行，抽换后对线路进行全面检查，为了保证线路方向及水平的稳定，在施工范围内每隔2.5m加根轨距杆，并在轨底增设木板。线路养护必须符合轨道施工规范的有关要求。59
P43轨地段抽换枕木后增设两层垫板，以抬高轨面标高，防止吊轨剐蹭机车。7.4铺设吊轨组装形式按3-5-3扣设P43吊轨，两端伸出框构边墙以外15m，总长为50m的钢轨束。3扣内边缘距离紧邻钢轨的中心23cm。5扣中心距离钢轨中心71.8cm。扣轨采用25m和12.5m两种长度钢轨交错布置保证接头相互交错，钢轨接头需错开1m以上，每束扣轨设置完毕后及时用“U”型卡与木枕连接牢固；设置时必须保证扣轨距离主轨垫板不得小于5cm，每束扣轨两端及时设置木梭头。7.5铺设纵横梁横梁按轨底到涵顶的高度用工字钢组成，横梁采用I45b工字钢，间距0.6m布置，桥范围内及两侧15m全部加固，横梁位于木枕下方。共需要74道横梁,框构以外工钢横梁长采用12+12和6m+12m+6m两种连接形式，框构以内采用12m+12m+6m和6m+12m+12m相互交错使用。接头错开1.5m长度，根据现场环境调查，横梁穿入要基本垂直于线路，先中间后两侧，横梁的长度在预制箱涵一侧为距钢轨外侧3-5m,另一侧距钢轨外侧2-4m为宜，并用22mm的U型螺栓及扣板将横梁与吊轨联接牢固，为减少箱涵顶入时的阻力，每组横梁下垫以槽钢，横梁的一端支撑在箱涵顶上另一端则支撑在路基枕木跺上。横梁处在横梁顶设平纵联，即在两横梁顶焊接7.5号角钢。本桥共设置3道纵梁，其中5道东侧及3道的西侧分别设置一道，采用I45b工字钢纵梁，359
根一组。4道与5道满足限界的地段之间设置1道，采用I45b工字钢纵梁，单根一组，不满足铺设2道纵梁的地段铺设1道，仍采用I45b工字钢纵梁，3根一组。纵梁接头错开1.5m,纵梁工字钢与横梁工字钢用直径22的U型螺栓联结在一起，纵梁两端支撑在旧枕木跺基座上。纵梁长度要与扣轨长度一致,均为50m，枕木垛基底夯填碎石垫层150mm,干砌片石300mm。轨道与横梁之间要加设绝缘胶垫，以减少对电气信号的干扰。横梁梁端在冠梁上部分焊接三角形小钢板以增加其强度。为了减少顶进桥身的阻力并减轻对桥顶的摩损，在每组横梁下铺设滑车作为滑道，具体做法是：在桥顶范围内把要安放横梁位置的道碴扒掉，抽出枕木，插入槽内，然后将工字钢放入就位，插入时应间隔进行。工字钢下放入滑车。顶进桥身时直接搭在桥身顶板上，滑车在顶板上滑行。不顶进时，线路下方用短枕木垛顶抬行车线。7.6加固体系要点本次线路加固共涉及5组9#单开道岔，其中北堰站3道涉及2组P509#道岔，4道涉及1组P509#道岔，5#涉及2组P439#道岔。均为人工看守手动控制道岔7.6.1对道岔范围内的短枕木进行抽换，抽换方法同7.37.6.2吊轨采用3-5-3形式，吊轨尽量伸入道岔每个角落，对于5扣不能伸入的地段采用3-3-3-3形式。其中3扣距离线路中心不得小于1.25m,对于道岔岔后及曲后之间地段3扣为呈“人”字型，由于道岔为手动，且含有3条扳道拉杆，所以在扳道拉杆处不能实现线路中心的5扣，所以中间的5扣在岔前向岔后方向2m至7m之间为断开。59
7.6.4横梁要基本垂直于线路，根据本工程位于岔区的特点，抽换的木枕一部分放置在横梁上，一部分悬空，为加强线路稳定，且辙叉位置荷载较重，在辙叉区域的横梁工字钢间距为0.3m。7.6.5由于正线3道与站线4道线路平行，且横梁垂直于3道、4道，造成横梁与5道枕木不平行，部分枕木无法整根放置在钢横梁上。所以为了保证加固体系的稳定，在钢横梁地段全部在原有枕木空挡的基础上穿入长木枕，长木枕与扣轨及钢轨连接。7.7线路控制轨距控制：由长木枕上的道钉进行控制。线路的横向控制：在施顶箱涵的一侧每隔3-5根横梁，安装一组卷扬机及滑轮组将线路拉紧。曲线超高控制:采用在木枕和木枕间设置不同厚度绝缘垫片的方式调整线路外轨超高值，保证曲线顺适,绝缘垫片从厂家购入，各种尺寸符合设计标准，施工中安排专人进行检查，发现绝缘垫片有破损，及时更换。曲线的各种几何尺寸在工务的指导下标示于外轨面，由成立的专业养路队进行测量，随时监护，确保线路稳定。纵梁横向控制：箱体顶板预制时，每3m设置拉环，采用倒链与加固系统连接在一起，随顶进随拉紧倒链。在线路西侧设置抗移桩及冠梁，限制纵梁横向移动。纵梁纵向控制：在支撑挖孔桩顶部预埋4根φ28圆钢，待纵梁安装就位后及时与纵梁连接限制纵梁的纵向移动。（详见附件4：线路架空平面布置图）通过上述措施，纵梁、横梁、线路形成一个整体结构，能确保线路不变形。59
7.8线路的调整顶进过程中，由于桥身高程的变化，及桥身顶进时带动土体，使线路高程往往逐渐升高或降低或左右股钢轨轨顶的不平，直接影响行车安全，故必须认真检查，及时调整，其方法如下：（1）保持线路水平是保养工作的主要项目，为保持水平，在横梁底常用1-5㎝木板垫塞借以调整线路轨顶水平。（2）当线路方向不良时，在变形段松开几个吊轨螺栓及方向不良范围内的横向支承，用起道机拨道。（3）要随时上紧松动的吊轨螺栓，加强对线路的观察，发现异状及时整修。7.9防止线路横移措施为防止线路的横移,可采取如下措施:1）减小横托梁与顶板间的摩擦力。2）用起道机与足够的人力调整线路。3）在线路西侧设置抗移桩及冠梁，限制纵梁横向移动。八、施工工期计划安排及保证措施8.1、工期安排（后附工期横道图）本工程于2012年7月1日正式开工，根据目前的施工状况工程进度及计划如下：1）基坑开挖：2012年7月1日至2012年7月7日2)滑板：2012年7月8日至2012年7月9日3）底板钢筋绑扎：2012年7月10日至2012年7月12日4）底板模板：2012年7月13日5）底板浇筑及养护：2012年7月14日至2012年7月16日59
6）边墙钢筋：2012年7月17日7）边墙顶板模板：2012年7月18日至2012年7月24日8）顶板钢筋：2012年7月25日至2012年7月26日9）边墙顶板浇筑：2012年7月27日至2012年7月31日10)防水层及保护层：2012年8月1日至2012年8月3日11）后靠背：2012年8月4日至2012年8月8日12）防护桩施工：2012年7月1日至2012年8月2日13）线路加固：2012年8月8日至2012年8月16日14）框构顶进：2012年8月17日至2012年9月2日15）线路恢复：2012年9月3日至2012年9月12日8.2、工期保证措施8.2.1、建立健全各种制度，确保工期目标。建立每日工作例会制度。将每天完成工程量与实际工程量进行比较，现场奖罚，并上报上级主管部门。建立日消项工作制度。将每天完成工作量分解到下属各部门及施工队负责人，当日进行考核奖罚。建立严格的奖罚制度。对当日完成任务指标的实行奖励，完不成的进行处罚，奖罚当场进行，当场兑现处理。开展劳动竞赛，使全体职工始终保持热情的斗志，保证所制定的各项施工任务的落实。8.2.259
、开工前，认真搞好施工现场调查工作，确定施工材料和机械配件供应商，并备足施工需用的材料和配件，避免因材料及机械配件供应不及时而造成的停工待料现象。在确保质量的前提下，主抓分部、分项工程的施工进度，确保按期完工。施工过程中，不断优化施工组织设计和施工方案，抓住重点、难点和关键工序施工，展开交叉、平行、流水作业。对关键工序增加投入，实行倒班作业，确保分项、分部工程工期。坚持领导干部昼夜跟班作业，协调各工序间的问题，发现问题及时处理。坚持关键工序技术人员旁站制度，对技术上出现的问题，及时给予指导和纠正。合理安排施工工序，避免重复作业、返工作业度减少相互干扰。充分发挥机械化施工的优势，提高工作效率，加快施工节奏。有针对性地对技术工人进行学习培训，提高其专业技术的熟练程度，提高工作效率。8.2.3、按照合同工程的特点及施工进度计划安排，配备足够和适用的施工机械设备，并提前进行保养和维修。施工中根据各工序特点，合理调配施工机械设备，充分发挥设备的功效。8.2.4、制定详细的施工进度计划，使全部工作能在施工计划控制之中进行。在安排施工计划时，严密关注各工序的进展情况，在保证生产的前提下，对控制工期的项目，从各方面采取优先保证措施，尽力避免停工、窝工现象，确保控制工程的施工进度。加强对施工计划的检查、跟踪、督促工作。坚持每天汇报各分项工程的进度，检查工程进展和计划的执行情况。认真分析可能出现的问题和已经出现的问题，尽可能地做好各方面的充分估计和准备，避免一切可预见的不必要的停工和延误。对于难以预见的因素，导致施工进度赶不上计划要求时，要及时总结，制定出安排抢工期计划并实施。8.2.559
、详细认真调查现场及周边环境。实行机械化施工作业，采用先进的机械设备，提高工效，加快进度。推行全面质量管理，加强安全文明工地建设，消灭安全质量事故，杜绝返工停工，保证施工顺利快速进行。加强各施工环节的控制，对难点、重点项目成立QC攻关小组。积极推广新技术、新工艺、新材料、新设备的应用，提高施工的技术水平和科技含量，不断的加快施工进度。在施工过程中，及时详尽地进行技术交底，阐明意图，细化规范工艺操作流程。8.2.6加快既有线路西侧房屋拆迁够工作。九、顶进施工方案东侧框构桥顶进节主体混凝土数量971.29立方米，框构（带刃角）自重约2721.65吨，计算顶进施工中最大顶力为5696.95吨，顶程30.83m。顶进施工后靠背采用钢板桩配合分配梁，基坑开挖完毕后，钢板桩入土3.4m，外露5.4m，5.4m以上按1:1刷坡。9.1顶力计算按桥规第11.2.2条(2-132)式：P=K〔N1f1+(N1+N2)f2+2Ef3+RA〕=K〔(2N1+N2)f2+2Ef3+RA〕式中:K=1.2N1为框构顶上荷重，由于桥顶至轨底高度大于1米，计线路加固荷重及覆土土柱重。其中土柱重=γ′B(H1L1-0.5H1*H1-0.5H1*1.5H1)=γ′BH1(L1-5/4H1)=2.0*20*1.244(20.96-5/4*1.244)=965.6t所以N1=965.6(t)，f1=0.3（桥顶表面与顶部荷重之间的摩阻系数=覆土较厚）N1f1=965.6×0.3=289.68（t)N2为框构自重59
N2=QL+10(t)式中:Q——每米长度箱身自重（t/m）L——箱身长度（m）10吨——机具、人群、刃角以及未能及时运走的土重等施工荷重。F2——框构底板与基底土的摩阻系数，取f2=0.8N2f2=(2721.65+10)0.8=2185.32tE——框构两侧土压力箱顶土压e1=ξγH1箱底土压e2=ξγH2式中ξ=0.3γ=1.9t/m3H1为轨底至箱顶高度，取H1=1.244mH2为轨底至箱底高度，H2=H1+箱全高H=9.744m∴E=（e1+e2）HL/2=711.99tf3——侧面摩阻系数取0.8∴2Ef3=2×711.99×0.8=1139.18(t)R=55t/m3A为钢筋混凝土刃角正面积，按只计两侧刃角考虑，A==6.56(m2)，式中H为框构全高。RA=55×6.56=360.8(t)按上式计算框架最大顶力为:5696.95t9.2顶进设备59
N=Pmas/T.η式中：N-需用千斤顶台数Pmas-计算最大顶力T-千斤顶额定推力η-千斤顶的功率系数.采用一次顶进法,框架采用500t顶镐行程1m,功率数按0.7计。代入公式:N=5696.95/500×0.7≈16台确定采用500吨顶镐16台，备用2台,共计18台。9.3传力设备①顶程计算:30.83m②配备顶铁:顶铁用钢板和旧钢轨焊接制成，长度规格分10/20/25/30/40/50/100/200/400/800cm，每种规格按顶镐数量配备，另备若干1/2/3cm厚的补空铁垫板，以填充顶铁间的空隙，减少空顶。③配备顶柱：16×30.83m=493.28m=494m④顶柱稳定措施：顶柱用0.5薄铁板软连接，并填土压实。9.4安装泵站、油顶顶镐必须行程一致，保持同一种顶力，顶镐及施顶方向必须与桥轴线一致布置，为使顶镐作用力均匀传至后背，在后背和顶镐、箱尾与顶铁之间各设分配梁。顶铁的安设更换用一台16吨吊车，人工配合，为保证顶铁的稳定，顶铁纵向每8米设一道横顶梁，以增加顶柱的整体性能。59
开动高压油泵，使顶镐受液压产生顶力，推动箱身前进，当一个冲程结束后，顶镐活塞回复原位，在空档处填放顶铁，再开镐顶进，如此循环往复，直至箱身就位。9.5顶进作业顶进顺序如下：当框架桥在工作坑底板上移动时，其程序为：开油泵千斤顶工作油泵回油回镐接换顶柱开油泵千斤顶工作桥身前移桥身停进桥身与路基接触后，增加挖运土方工序。其程序为：挖土开油泵千斤顶工作油泵回油回镐接换顶柱开油泵千斤顶工作桥身前移桥身停进挖土挖土顶进前确定千斤顶功能有无异常，管路有无泄漏，调整溢流阀的作用压力，然后进行试顶，试顶以顶动框架为止。试顶中，在各有关部位及观测点均应有专人负责，随时注意变化情况，开泵后当油压升高5MPa—10MPa时须停泵观察，发现异状，及时处理，同时还要注意观察后背梁和底板的变化。9.6出土便道59
试顶前要做好出土便道的修筑，在桥后中间出土,填筑后背时预留3.6米宽通道，通道两侧钢板桩防护。便道坡度不得大于5%，顶进逢雨雪时，便道要铺砂石垫路。滑板部位填土垫道。9.7箱身挖土、顶进作业顶进前检查下列各项工作合格后，方可顶进施工。a主体结构混凝土必须达到设计强度100%。b线路加固及后背稳定，顶进设备良好。c现场照明、液压系统安装及试验情况。d防护人员的组织和仪器装置通讯工具落实到位。e观测平台负责测量的技术人员到位，并做好记录。9.7.1起动试顶试顶工作一般以顶动桥身为止。因此在试顶时要加强桥身中线，水平和纵向位移的观察同时还要注意观察后背和底板的变化。试顶工作是操作所有千斤顶一起顶出，顶块触到，后背后油压力逐渐升高，当克服桥身的起动阻力，桥身被顶动，压力迅速下降，此时在压力表上读到的最高压力值，经换算后就是该桥身的起动推力，故试顶时应做到：（1）.在各有关部位及观测点处均应有专人负责，随时注意变化情况；（2）.开泵后每当油压升高5-10MPa时须停泵观察，发现异常，及时处理；59
（3）.当千斤顶活塞开始伸出，顶柱压紧后应即停顶，经检查各部位情况，无异常现象后再开泵，直至桥身起动。试顶完后还要进行一次全面的检查，如各部位情况均属良好便可进行正式的顶进作业。试顶顶力约为顶桥结构自重的0.4倍左右，使顶镐同步逐渐加压，每次升压后稳定5分钟，并对设备、滑板、后背梁及桥体进行检查。在加压过程中，如油压突然下降，一是表明桥体已经脱离滑板开始移动，此时可继续顶进。二是后背或桥体出现变形，此时停止顶进，分析变形原因，采取加固措施。桥体起动后，控制好其顶进方向，在滑板上空顶。当框架前刃脚接触路基边坡时，开始挖土运土，当刃脚前方挖土宽度达60～70cm时即开动油泵，使顶镐推动桥体前进。待顶镐顶完一个行程回镐后，在空档处安放一个不同规格的顶柱，等待下次开顶，如此反复直至桥体就位。在顶进过程中，挖土人员与观测员紧密配合，随时根据顶进偏差情况改进挖土方法，测量人员要每顶一镐都要进行中线及水准测量，并详细做好记录，发现偏差及时采取措施纠正。顶进时利用列车间隙进行。为保证安全，顶进施工时设置远近方防护，顶进作业中按规定设防护标志，并在施工地点与车站分别设专职联络人员和防护人员，用电话或无线电话联系。以确保行车及人身安全。9.7.2出土采用一台P220挖掘机挖土、自卸车外运，0.3m3小挖掘机清基，严禁超挖乱挖，每次进尺一般约0.5米59
为宜。正面开挖坡度应控制在1:0.5～0.8之间。两侧直立部分宜先形成弧面，开顶前再切除弧面部分。列车通过时，挖土人员应离开工作面2米以外，严禁继续抢掏土。9.7.3顶进过程中横抬梁一端搭在框构桥顶板上，另一端搭在抗移桩上。当框构前端顶至挖孔桩时，将横抬梁在挖孔桩和枕木垛上的一端支撑牢固，横抬梁在框架上面的一端支点用短枕木头垫好垫牢，确认线路完全处于稳定可靠时方可拆除挖孔桩。挖孔桩的拆除采用破碎炮和风镐配合拆除，挖孔桩的下部要拆到框架底以下10cm。9.7.4如发现机械设备有故障，不能顶进时，应立即停止挖土，并做好防护措施。9.7.5在后背一定距离设置观测站，设经纬仪和水准仪各一台，及时观测箱身的轴线和标高。9.7.6挖土必须与顶进紧密结合，每顶一镐，测量一次，并做好记录，随时根据箱身顶进的偏差情况改进挖土方法，调整千斤顶布置。为减少墙侧土压力及便于纠偏，将要调方向侧超挖5-10cm；顶进就位时允许轴线偏差≯20cm，标高上、下偏差为顶程的1%以内，但偏高≯15cm，偏低≯20cm。9.7.7顶进期间执行昼夜三班倒，不间断快速施工，决不允许中间停顿。每挖一个行程的土，紧跟着顶进箱身，不可间断，防止箱身阻力增大。如由于某种原因迫使顶进暂停时，，亦要间续地顶动箱身，防止箱身阻力增大。9.7.8每次顶进前要做好检查，油顶油管及顶铁位置严禁站人，以防油管漏油及顶铁崩伤人。59
9.7.9顶进时对线路要加强养护，如发现线路横向变形，应立即停止施工，及时纠正。9.7.10发生下列情况应停止顶进、挖土，处理后方可重新开始：①顶进设备控制失灵；②千斤顶、油管漏油严重，使油压力不稳；③路基坍塌，危及既有线行车；④线路横移；⑤夜间施工照明中断；⑥后背破坏无法持力；⑦列车通过时；⑧交接班时。9.7.11顶进过程中，顶柱、横梁、后背处不得站人，停顶后方可进行换顶柱作业。顶柱方向与顶进方向及顶镐中心线方向一致，并与横梁垂直。达到最长顶柱时加设一道横梁，顶柱间及横梁间回填土防止移动。吊车更换顶柱时，作业人员戴安全帽，起重臂下严禁站人；人工搬动小顶柱时，防止挤压手脚。9.8顶进方向和高程的调整（1）桥身在空顶阶段容易发生方向偏差，可充分利用导向墩控制顶进方向。（2）当桥身重心脱离工作坑滑板时，容易产生“扎头”现象。为防止“扎头”，除在工作坑滑板上预留坡度外，还可在桥身前端底板下设置“船头坡”，造成一个上坡的趋势。59
（3） 桥身入土后，应注意挖土断面务求正确，挖土要步调一致，挖土均匀，坡面平顺，派专人指挥。（4）桥身方向左右偏差调整的方法：a用增减一侧千斤顶的顶力；即开或关一侧各别千斤顶阀门，增加或减少顶力。如向左偏，即关闭减少右侧千斤顶，如向右侧则反之。b用后背顶柱调整；在加换顶柱时，可根据偏差的大小，将一侧顶柱楔紧，另一侧顶柱楔松或留1～3㎝的间隙。如桥身前端向右偏，则将右侧顶柱楔紧，左侧顶柱预留间隙，开泵后，则右侧先受力顶进，左侧不动。调整时应模索掌握规律性，并注意桥身受力不均时产生的变化状况。c前端左右两侧刃脚前，可在一侧超挖。另一侧少挖土或不挖来调整方向。如桥身前端向右偏，即在右侧刃脚前超挖20～30㎝，左侧保持刃脚吃土20㎝，由于顶进中的两侧刃脚阻力增减差别而达到纠偏的目的。d在桥身前端加横向支撑来调整；支撑一端支在桥身边墙上，另一端支在开挖面上，顶进时迫使其向被顶一侧调整。(5)顶进出土顶进出土采用小型挖掘机挖土，刷坡，自卸车运土。勤挖快顶，24小时不间断施工。桥体前端两侧按其外轮廓挖到边，以免侧墙挤压扰动两侧路基土体，破坏土体稳定。运土车道设在工作坑后侧，最大坡度15%，经过顶镐处采用汽车跑板防护，后端顶柱应及时用土覆埋。桥身的顶进速度主要取决于顶进出土速度。59
9.9、顶进监测及防治措施顶进中每顶进一次都进行方向和高程观测，作为调整依据，由现场负责人和技术人员进行具体调整，以防止出现抬头、扎头、偏斜等。随时掌握方向和高程，如发生扎头，严禁超挖，如发现抬头，可适当超挖。桥体发现偏移时，可用增减两侧顶力的方法调整，方向与高程的偏差要及时调整。①控制抬头措施(1)两侧挖土不够宽，易造成桥身“抬头”，故可在两侧适当多挖。(2)桥身“抬头”量不大，可把开挖面挖到与桥底面平。如“抬头”量较大，则在底刃脚前超挖20㎝，宽度与桥身相同，同时使上刃脚不吃土，在顶进中逐步调整，在未达到设计高程时，便应酌情停止超挖以免又造成桥身“扎头”。②控制扎头措施（1）、适当增加抬头力矩，即增加上刃脚的阻力，使上刃脚和中刃脚多吃土，侧刃脚稍加吃土量，底刃脚前不得超挖，逐步顶进调整。（2）、在基底适当欠挖，强制顶进；挖土时，开挖面基底保持在桥身底面以上10㎝，利用船头坡将高出部分土壤压入桥底，纠正“扎头”。（3）、调整刃脚角度，边刃脚应增加向里翘的角度，底刃脚应增加向上翘的角度。59
（4）、基底前方换填，以增加基底承载力。如基底土壤松软时，换铺30㎝厚的卵石、碎石，灌注速凝混凝土地梁，调整刃角上翘角度。工作坑底板前做混凝土延长段。增加承载力，借以纠正“扎头”。（5）、工作坑底板预留4‰的仰坡。③控制偏斜措施（1）、设置导向墩，控制方向。（2）、顶进中加强对桥体方向的监测，及时用增减顶力、侧面超欠挖等方法进行方向的调整。9.10、回填路基、恢复线路框架桥顶进到位后,及时拆除线路加固设施，补充道碴，找平轨面，拨正方向，按规定时间进行养护，恢复线路，这些工作也必须在慢行点内进行，坚决杜绝不申报施工计划擅自施工的作法。完后会同相关部门共同检查验收，并办理撤消要点计划。框架桥顶进就位后，缺口处填土必须按路基施工规范及工艺标准的有关规定进行办理，选择合理的填料，加强填土夯实次数，严格控制填土压实的密实度。1、框架桥顶进就位，随后马上进行恢复线路施工。2、就位后桥两侧土方填筑时，分层夯实，达到密实度要求，直至路基标高，桥体两侧路基衔接部分设置过渡块。3、拆除工字钢横梁时，逐一抽出，并随即回填一级道碴，捣固整修。4、抽换桥枕，铺设护轨。十、数据检算10.1、后靠背检算10.1.1、参数59
工作坑深9m,打入9m长P50钢板桩，深入工作坑地面以下3.6m,桩顶以上3.6m,切土坡度为1:1。.土为粘土质砂，密度为1960kg/m³。土的内摩擦角为35°10.1.2、桩后土压力计算(参考铁路设计手册《挡土墙》公式)a=3.6m,b=3.6m,H=5.4mA=ab/(H+a)2=0.16桩后土的破裂角按下式求得：tgθ=-tgφ+√(1+tg2φ)(1+A/tgφ)=0.6529θ=33°8′25.87″h=b/tgθ-a=1.914mλ1=（tgθ-A）/tg（θ+φ）=0.19774λ2=0.7546λ3=0.26193工作坑底板水平面的桩后土压力(按1m宽度计算)E=0.5*λ(H+a)2*λ1=156.97KN/m土推力б2=λ*h*λ2=28.306KN/m2б3=λ*(H+a)*λ1=46.204KN/m2б1=0.2*б2/h=2.958KN/m210.2、钢板桩入土深度计算工作坑水平面以下，桩前填土被动土压力，侧压力系数为：λP=tan2(45+17.5)=3.7桩后填土被动土压力，侧压力系数为：59
λa=tan2(45-17.5)=0.27设工作坑底面以下，钢板桩后所受主动土压力强度为бa;桩前同一高度内的被动土压力强度为бp;桩后产生的主动土压力的土层深度为y。则λ*y*λp=16.9*y*λa+46.204所以y=0.687m.兹求得各外力对钢板桩顶端拉杆的力矩如下：M1=P1*h1=-0.01972KN*mM2=2.6*0.74*0.5*0.74+0.5*(12.24-2.6)*0.74*2/3*0.74=14.06KN*mM3=12.24*(4.5-0.94)*0.5*(4.5-0.2)=295.68KN*mM4=0.5*(28.65-12.24)*(4.5-0.94)*[2/3*(4.5-0.94)+0.94]=138.637KN*mM5=0.5*28.65*0.43*(0.333*0.43+4.5-0.2)=86.148KN*m∑M=M1+M2+M3+M4+M5=-0.017+2.472+93.685+96.78+27.37=534.5KN*m设D0为深度y以下所需的附加深度则0.5（67.2D0）*D0*(2/3*D0+0.687+5.2)=534.5D0=1.518(M)则钢板桩需要打入工作坑底面以下总深度Dt=0.687+1.518=2.205m.所以2.205m＜3.6m,满足要求。10.3、钢板桩稳定及抗压力计算59
求稳定系数K。对A点取力矩，已算得P1-P5对A点的力矩总和为220.29。基坑地板下，桩前被动土压力P6为：P6=0.5*（67.2*2.913）2.913=285.115KNM6=285.115*(2/3*2.913+0.687+5.2)=2232.165KN*m所以K=M6/∑M=4.176大于1.3，结构稳定。后靠背选用样式：采用钢板桩I509m长，组合为横竖咬合排列，然后紧邻钢板桩在靠近框构侧钉入一排辙叉心，以较少顶进时钢板桩的变形。单侧孔后靠背分配梁长度为7.5m,高度2.5m,伸入底板以下0.7m，宽度1.5m，材质为C25钢筋混凝土，后背梁与滑板相连接。10.4、横向工字钢强度计算横梁采用I45工字钢，间距0.6m，验算时活载取现行机车最大轴重P=250KN作为计算荷载（取用特种荷载验算），轴的间距为1.5m，当限速不超过45km/h，冲击系数为1.15，同时考虑横梁的不均匀工作系数1.2，则综合系数β=1.15*1.2=1.38，此时β*P=1.38P，并由两条钢轨各承担一半，根据计算本次施工横梁最大架空5.0m，一端支在框架顶板，另一端支在稳定的路基上，可按简支梁核算工字钢的强度和饶度。计算简图如下：59
125KN加载示意图Max=17940×103横梁弯矩图125KNC1.5mC列车轨距1.5m，则：C=(5.0-1.5)÷2=1.75m横梁间距1.2m时单根横梁受到的最大弯矩：Mmax=1.2÷1.5×1/2βPC=1.25÷1.5×1/2×1.38×250×103×175=24150×103N.cm选用热轧普通工字钢I45查《桥梁设计通用资料》得；Wx＝1430cm3Ix＝32200cm4单根横梁受到的最大应力：δ=M/W=24150×103/1430=16888N/cm＜〔δ〕17000N/cm（工字钢容许应力）结论：限速45km/h，横梁采用I45工字钢，间距1.2m，横梁悬空5.0米时，横梁强度满足施工安全要求。10.5、横向工字钢挠度计算单根横梁上的作用力为：59
P=1.2÷1.5β×1/2P=1.2÷1.5×1.38×1/2×250×103=138000N饶度f=FC/24EI×(3L2-4C2)=(138000×175)÷(24×2.1×107×32200)×(3×5002-4×1752)=0.93cm＜〔f〕1.25cm（横向工字钢饶度满足要求）其中：E-工字钢的弹性模量，值为：2.1×107MPa〔f〕-工字钢的容许绕度，〔f〕=Ip/400=500÷400=1.25cm结论：限速45km/h，横梁采用I45工字钢，间距1.2m，横梁悬空5.0米时，横梁绕度满足施工安全要求。线路加固重量按2.5t/m计算。10.6、横、纵梁连接强度检算线路活荷载q=107KN/m静荷载q′=20KN/m整个加固体系所受荷载（按最不利条件）为127*80*2=20320KN整个加固体系共计M22高强度螺栓672个分配到每个螺栓上受力为30.2KN＜[P]=135KN高强螺栓设计拉力值因此，横纵梁连接可靠。10.7、抗移桩加固处工字钢挠度计算单根横梁上的作用力为：P=1.2÷1.5β×1/2P=1.2÷1.5×1.38×1/2×250×103=138000N则分解到每根斜撑工字钢上的作用力为97595N饶度f=FC/24EI×(3L2-4C2)59
=(97595×175)÷(24×2.1×107×32200)×(3×5002-4×1752)=0.66cm＜〔f〕1.25cm（横向工字钢饶度满足要求）其中：E-工字钢的弹性模量，值为：2.1×107MPa〔f〕-工字钢的容许绕度，〔f〕=Ip/400=500÷400=1.25cm结论：限速45km/h，斜撑采用I45工字钢，每根长度6.08m，横梁悬空5.0米时，横梁绕度满足施工安全要求。线路加固重量按2.5t/m计算。十一、安全保证措施及临近营业线施工安全措施11.1、成立施工安全组织机构成立以项目经理赵振新为组长，项目副经理郭建武、项目总工卢琨为副组长的施工领导小组，加强对施工安全质量管理，建立健全安全质量保证体系。落实干部包保制度，施工主管领导必须到现场进行盯靠，慢行施工期间主管领导要加强对立交现场进行安全指导，包保干部每天24小时坚持对现场进行包保监控。组长：赵振新 副组长：郭建武、卢坤安全员：张克诚 质检工程师：甄雪刚驻站员：李世凯 防护员：甄立新组员：王富强、张滕斌、路遥、吕刚、王晓磊、史保平主要人员联系名单赵振新项目经理15234059966郭建武副经理15234059907卢琨总工15103461019杨向军工程部部长15234053310王晓磊物资部部长1523405261559
史保平财务部部长15234059916甄雪刚安质环保部长15234059949吕刚综合部部长15234059969张滕斌领工员1523506823211.2、基本安全措施（1）牢固树立“安全第一、预防为主”的指导思想，严格执行营业线施工“八不准”制度，坚持进度、效益必须服从于安全的原则，以确保行车、人身和既有设施安全为目标，轨道及靠近线路施工必须设专人进行防护。（2）参与施工人员必须经过安全教育培训，并考试合格，方准上岗作业。驻站联络员、工地防护员必须由路工担任，并经过严格训练和考试合格，方准承担该项工作。（3）爱护既有线设备设施，保证施工中不损坏既有线设施，若施工中必须拆迁既有线设施，应与产权单位协商，签订有关协议，妥善处理后再施工。（4）严格执行防止影响既有设备使用的“三不动”（未同电务维修部门联系，与信号设备联接的线上设备不动；正在使用中的设备不动；不了解设备的性能和状况不动）和防止轨道电路短路的“四不准”（无绝缘套的撬棍不准使用；不与车站联系的单轨车不准上轨；起道机在轨道上不准拖滑；一切导电料具在轨面上不准搭接）制度。11.3、施工安全防护保证措施59
施工安全防护工作是既有线行车安全和施工安全的重要手段。施工防护工作好坏，直接关系到既有线的行车安全和作业人员人身安全。本工程桥涵顶进施工期间，为了确保行车和施工安全，昼夜24小时进行施工防护。建立由施工负责人为组长的施工防护体系，防护员经培训后持证上岗，建立并落实施工负责人和安全检查员监控、防护组长互控制度。安全检查员、防护员等特殊工种人员和工班长由身体素质好、责任心强并经过培训考试合格的员工担任。严格执行铁道部有关既有线施工安全防护的规定进行施工现场防护。在施工地段两侧各派驻一各驻站联络员，施工地点均设专职安全防护人员，各防护人员配备方便可靠的通信、信号工具。施工地点前后按规定要求设置各种信号标志。防护员与驻站联络员的工作职责（1）区间防护员的职责①在收到驻站联络员发出的列车预报、确报后，要立即通知作业负责人，同时应加强警戒，监视来车。②在任何情况下，如施工地点的停车防护信号尚未撤除或待避工作尚未做好而列车临近时，防护员应立即向列车显示停车手信号，使列车停车。③防护用通信设备必须妥善保管，经常检查试用，保证在使用时性能良好。④与驻站联络员通话时，必须严格执行复诵制度，防止错听，并及时记录通话内容。（2）驻站联络员的职责59
①到车站信号楼负责施工联系、登记、消点等有关事宜。②在车站登记施工内容必须与施工计划相符，正确齐全不准涂改。③及时了解车站值班员办理区间闭塞或接到邻站发车及办理本站发车前、开车后等手续以及临时变更情况，确认后，立即向工地防护员发出预报，确报或变更通知。④驻站联络员必须坚守岗位，如因事暂时离开时应有人代替。⑤施工完毕后，施工驻站员得到现场施工负责人施工完全具备开通条件后，方可办理消点手续。⑥施工期间须配备足够的通讯工具，保证驻站员与现场联系畅通，并及时向车站值班员汇报施工进度及施工情况。11.4、施工安全措施（1）临近营业线施工，严格按批准的施工计划执行。按规定设置驻站联络员和施工现场防护员，配备可靠的通信联络工具，坚持不间断的联络，凡联系中断，施工现场防护员应及时向施工负责人汇报。（2）驻站联络员每次发出预报、确报或变更通知，现场防护员必须认真复诵，确认无误并做好记录后，按施工负责人要求设置防护。现场防护员发出预报、确报信号的同时，应加强警戒，注意了望，监视来车。11.5、行车设备安全措施确保行车设备安全，是临近营业线施工的基本要求，也是施工必备的前提条件，为确保行车设备安全，在施工中必须做到：59
（1）根据与工务段签订的安全协议，双方现场确认双方对线路的养护范围并做出标记。施工中由我方负责养护维修的线路，施工作业时严格按部发《铁路线路维修规则》标准进行养护维修管理。（2）施工期间成立专业的线路养护维修小组，对线路进行24h巡守、养护，专人对线路进行检查，做好记录，发现异状应即整改。列车通过时停止施工，到安全处待避。在营业线上作业，严禁非封锁施工使用齿条式起道机作业。（4）道床经常保持规定的断面尺寸，尤其是道床肩部，宽度不小于40cm，而且经常保持丰满，密实，排水良好。（5）雨季期间施工现场备有数量足够的道碴、枕木、草袋、木材、钢轨等料具，坚持“雨前、雨中、雨后”进行检查，一旦因雨或其它原因引起线路变形时，立即组织抢修，确保行车安全畅通。施工中严格执行国家及上级有关防洪防汛条例和有关文件执行。（6）驻站联络员严格执行“三通告”制度。11.6、人工挖孔桩施工措施⑴为确保安全，挖孔桩开挖前在线路两侧设置安全限界隔离绳，防止施工过程中人员及施工工具侵入铁路限界。挖孔桩施工前在挖孔桩铁路侧用木板或钢模板设置挡碴墙，防止道碴滚落，确保线路稳定及作业人员人身安全。⑵为保证作业人员的人身安全，挖孔桩护壁采用素混凝土护壁，开挖深度控制在1.0m以内，开挖时要按照挖孔桩的设计直径，注意不要超挖，亦不得欠挖。每成孔1.0m，应及时检查挖孔桩的外围尺寸及垂直度，严格控制确保挖孔桩符合设计要求和垂直受力。59
⑶开挖时如遇地下水应做好排水工作并注意施工通风及设备用电安全。⑷挖孔桩挖到最后0.5m时，注意向四周呈放射状加宽0.3m。⑸挖孔桩挖到设计标高后，要对基底土壤的性质，承载力等进行检查，如与设计不符或承载力不够，或土质不均匀，则需继续开挖，直至满足设计承载力要求为止。⑹采用C25砼灌筑，要求震捣密实，不允许出现断桩现象；在浇注桩身砼之前，必须把基坑内的积水和淤泥尽可能的清除干净。⑺砼采用西南环搅拌站混凝土，采用插入式振动棒捣固，振捣要充分，保证砼的密实度。⑻自孔桩开挖之日起至灌注成型，安全防护员必须随时查看基坑的稳定性，且作好记录。⑼挖孔桩开挖及线上（下）作业时，作业人员必须脚穿胶鞋、身穿黄色防护服、头戴安全帽，上班前不得喝酒，保证精神饱满。作业时注意力集中，听从安全防护人员统一口令；休息时不得站立于铁路限界之内，亦不得坐卧在线路钢轨上。⑽挖孔桩井口围护应高出地面20~30cm，防止土石、杂物滚入孔内伤人；挖孔桩作业暂停时，孔口必须罩盖；相邻挖孔桩不得同时开挖，雨天禁止开挖。11.7、劳动安全措施（1）严格执行＂五必须＂＂五不准＂劳动安全卡死制度．59
“五必须”：必须遵章守纪，注意安全；过铁路必须一站、二看、三通过；上道作业必须先防护，巡道执行回头了望制；临线来车，必须本线下道；必须车动集中看，了望不间断。“五不准”：不准在铁路上走路；不准在铁路上坐卧休息；不准从车底下钻越；不准从天窗穿越；不准以车代步。（2）所有作业人员参与施工作业必须按规定着工装，佩戴劳动保护用品并保证齐全良好，严格按各项操作规程作业，进入施工现场必须戴安全帽，并做到挂牌施工。（3）列车通过前，施工人员均应撤到行车线限界以外的安全处，所有机械设备、料具等也应撤到行车线限界以外。（4）搬运即装卸现场用料时，民工要听从现场带班职工的指挥,动作一致，以免砸伤手脚。如夜间工作还应有足够的照明。（5）夜间施工要有足够的照明设施，并坚决做到安全用电。（6）对起重、焊接、电工、车辆驾驶和施工机械操作等特殊工种的工人，进行专门的安全操作训练。对新进场的工人进行安全生产的教育和培训，经考试合格后，方准许其进入操作岗位。（7）凡进入现场的人员，均要服从值班员指挥、遵守各项安全生产管理制度，正确使用个人防护用品。严格劳动纪律，不准班前、班内饮酒。(8)在采用新工艺、新方法、新设备或调换工作岗位时，对工人进行新操作方法和新工作岗位的安全教育。(959
)设立每周一次的安全活动日，在班前班后会上检查安全生产的活动情况，并对职工进行经常性的安全教育和安全宣传活动，增强自我保护意识。(10)加强工地用电管理。施工中加强对机具、电器设备的检查和维修，各种施工机械和电器设备均设置漏电保护器确保用电安全。线路架设高度和照明度符合标准，施工电线路保证绝缘良好，严防行车运行机械损坏输电线路，杜绝机毁人伤。十二、应急处理预案12.1防滑坡塌方预案1、备好直径10－20CM、4－5米长的圆木和短钢轨，挖掘机将圆木和钢轨在开挖面上压桩，护住开挖的坡角，堆码装了砂和石子的草袋，恢复保护路基和边坡。2、如果时间来不及，则电话通知车站和工务段，同时派人拦停列车，直到H型钢的支点稳固，在允许范围内，线路的水平、方向都在规范范围内，达到放行列车的条件，再放行列车。12.2人工挖孔桩抢险预案12.2.1抢险应急组织安排及工作流程根据人工挖孔桩特点及施工工艺的实际情况，我部制定了由项目经理挂帅的应急抢险小组。并认真组织了对挖孔桩危险源和环境因素的识别和评价，制定本项目发生紧急情况或事故的应急措施，对广大员工开展应急知识教育和应急演练，提高现场操作人员的应急能力，减少突发事件造成的损害和不良影响。应急准备和响应工作程序如下图59
危险源及环境因素辩识、评价编制抢险应急预案成立抢险领导小组组织抢险队伍配备应急物资、设备定期进行应急培训实施应急预案对应急预案评审、修订12.2.2、突发事件应急准备12.2.2.1、成立抢险领导小组，明确责任分工应急抢险领导小组人员组织机构如下：组长：赵振新组长职责：负责全面管理和协调工作、负责本专项应急预案的启动实施、小组人员分工等。副组长：郭建武副组长职责：协助组长工作，在组长不在场的情况下行使组长职责、协助处理相关工作，具体负责挖孔桩生产安全的现场管理，恢复和保证生产正常进行。组员：甄雪刚王晓雷吕刚王富强路遥12.2.2.2、组建抢险队，进行应急知识教育培训59
项目部组建抢险队，队长王富强，副队长张腾滨。发现险情时首先抢险队进行抢险，需用较多人时可由各工班进行汇集，对抢险队和施工队所有人员均进行针对性的应急知识培训。12.2.2.3、紧急情况发生和上报程序施工过程中施工现场或驻地发生无法预料的需要紧急抢险处理的危险时，应迅速逐级上报。由现场值班人员负责收集、记录、整理紧急情况信息并向小组及时传递，由小组组长或副组长主持紧急情况处理会议，协调、派遣和统一指挥所有车辆、设备、人员、物资等实施紧急抢救和向上级汇报。值班制度：实行昼夜值班制。紧急情况发生后，现场要组织好警戒和疏散工作，保护好现场，及时抢救伤员和财产，并由在现场的值班人员指挥，在三分钟内电话通报到值班室，主要说明紧急情况性质，地点，发生时间，有无伤亡事故，是否需要排救护车，消防车或警力到现场实施抢险工作。值班人员在接到紧急情况报告后要在2分钟内将情况报告到紧急情况领导小组组长和副组长。小组在组织讨论后在最短时间内发出如何处理现场的指令。分派人员车辆等到现场进行抢救、警戒、疏散和保护现场等。由综合办公室在30分钟内以小组名义打电话向上级有关部门报告情况。遇到紧急情况，全体职工应特事特办，急事急办，主动积极的投入到紧急情况的处理中去，各种设备、车辆、器材、物资等要统一调遣，各类人员必须坚决无条件服从组长或副组长的命令和安排，不得拖延、推委、阻碍紧急情况的处理。59
与相关单位建立快速联系通道，以便及时处理问题.12.3、突发事件分析及措施12.3.1、挖孔桩施工阶段防淹措施本工程区域属暖温带大陆性季风气候，年平均降雨量456毫米，年平均气温9.5℃，一月份最冷，平均气温6.8℃；7月份最热，平均气温23.5℃。冬季干冷漫长，夏季湿热多雨，春季升温急剧，秋季降温迅速，春秋两季短暂多风，干湿季节分明。按对铁路工程影响的气候分区，属于寒冷地区。为了确保工程不受影响，拟采取以下措施：挖孔桩周边砌筑30cm高的护肩，作为通常情况下的挡水设施；配备足够的数量的草包，紧急对挖孔桩周围做围堰，防止地面水大量流入孔内；施工现场仓库配备足够数量的潜水泵，泥浆泵；即使获取天气信息，预先作好准备工作；在现场进行平面布置时，考虑适当加大明排系统的能力，并加强管理保持其畅通；12.3.2、挖孔桩防止变形、坍孔措施严格技术交底制度，严格按设计要求施工；在整个施工阶段要从人员、设备、材料和制度作好充分的准备工作，一旦遇到险情能及时迅速投入到抢险工作中；加强监测，随时掌握围护桩变形情况、地表隆陷情况、地下水情况等，以便采用相应的措施。59
如若发生桩体塌方，则如下处理：发生塌方后，不要慌张，保护好现场，并及时通知现场管理人员组织抢救工作；救援人员通过钢吊笼下井抢救受伤人员；井上人员准备好氧气包、医用消毒药水及纱布对受伤人员进行简单处理；及时组织车辆将受伤人员就近送往医院治疗。若塌方继续发生为防止周围桩孔发生意外，及时疏散周围桩孔作业人员；对塌方的桩孔待塌方稳定后及时组织人员修补、处理；若无法处理，必要时可填砂重筑。12.3.3、高温中暑的预防夏季气温高，并且由于孔桩开挖深度大，井底空气稀薄，加之工人劳动强度大，较易发生工人中暑，为保证施工安全，特制定如下预防措施：调节工作时间，错开气温最高时段。原则上，上午工作时间7：00—11：30；下午工作时间15：00—24：00002工人下井之前，充分做好通风、测毒气工作；购买保温桶，为工人准备绿豆汤、凉茶等防暑降温饮品，并加适量食盐，以防工人脱水；12.3.4、安全用电59
每日孔桩施工之前，组织现场电工对场地内的电线路全面检查一遍，若有安全隐患及时抢修；定期归整场地内的电线路使之与风、水管线分开；孔桩施工坚决杜绝边抽水边作业，以防发生触电事故。12.3.5、井下作业人员昏阙的处理发现井下工人有异常情况，不要惊慌，及时向井下通风，以保证井下工人供氧充足；以最短时间组织井上工人下井抢救井下作业人员；井上配备好氧气包及葡萄糖溶液，供昏阙人员急救之用。若昏阙人员症状不能缓解，及时组织车辆将昏阙人员就近送往医院治疗。12.4恢复生产及应急抢险总结抢险救援结束后，由相关部门对安全生产事故发生的原因进行分析，确定下部恢复生产应采取的安全文明质量等施工措施和管理措施。施工单位主要从以下几个方面进行恢复生产：作好事故处理和善后工作，对受害人进行领导慰问；严格落实公司ISO9002质量认证体系，推行全面质量管理制度，认真学习应急预案，以项目经理为中心，将创优目标层层分解，责任到队，责任到人，从单位工程到分部、分项直至工序。健全各组织机构，加强人员管理，完善安全、质量保证体系，健全安全、质量管理组织机构，整个项目形成一套严密完整的安全、质量管理体系，各级、各部门充分发挥管理的技能、职能和人的作用；59
做好技术、试验、测量、机械、施工工艺、后勤等各项保证工作。确保设计、施工方案可行，符合现场实际情况，可利用现场存有的机械、设备和材料；及时调用后备人员和机械设备，进行生产恢复，尽快达到正常生产；抢险结束和生产恢复后，应对整个应急预案过程进行评审，分析和总结，找出预案中的不足，并及时进行评审和修订，使以后的应急预案更加成熟，遇到紧急情况能及时处理，将安全隐患、财产损失降到最底限度。十三、雨季施工措施13.1汛期施工原则：施工任务繁重，为确保工程质量，搞好安全生产，保证各项计划指标任务的完成，必须从思想上、组织上、措施上、物资上尽早做好充分准备，做到思想落实、组织落实、措施落实、物资落实、汛期施工做到有备无患，雨季施工总的原则是“做好排水、挡水、防水工作”，施工总的要求是，小雨不间断施工，大雨期间暂停施工，大雨过后即可施工，暴雨过后不影响施工。13.2雨季施工前准备1、雨季前，整理施工现场，清理施工现场的排水沟及积水地带，保证排水畅通。检查场内外的排水设施。确保排水设备完好，以保证暴雨后能在较短的时间排出积水。59
2、基坑周围采用土围堰挡水，土围堰的工作特点：临时性挡水建筑物，土围堰的结构上要求：稳定、防渗、抗冲：施工结构简单，便于施工、维修、撤除方便，土围堰高：0.3m，宽：0.5m，基坑四周布设，采用人工拍打严实、整修平整，以防遇见大雨冲散。3、钢筋堆放场地进行夯实，并高于现场地面200mm，用垫木将钢筋架起，避固免因雨水浸泡而锈蚀。检查施工现场水泥库、料具库，加工棚等的防情况，保证现场内棚库不渗漏。4、检查现场各种机具、设备的防雨设施，保下机具入棚和具备防雨功能，机电设备机座均垫高，不得直接放置在地面上，避免下雨时受淹。漏点接地保护装置应灵敏有效，雨季施工前检查线路的绝缘情况，做好记录，雨施期间定期检查。13.3防洪抢险应急救援的基本任务防洪抢险应急救援的总目标是通过有效的应急救援行动，尽可能地降低事故的后果，包括人员伤亡、财产损失和环境破坏等。基本任务有以下几个方面：1、立即组织营救受害人员，组织撤离或者采取其他措施保护危害区域内的其他人员。抢救受害人员是应急救援的首要任务，在应急救援行动中，快速、有序、有效地实施现场急救与安全转送伤员是降低伤亡率、减少事故损失的关键。由于重大事故发生突然、扩散迅速、涉及范围广、危害大，应及时教育和组织职工采取各种措施进行自身防护，必要时迅速撤离危险区或可能受到危害的区域。在撤离过程中，应积极组织职工开展自救和互救工作。59
2、迅速控制事态，并对洪灾事故造成的危害进行检测、监测、测定事故的危害区域、危害性质及危害程度。及时控制住造成洪灾事故的危害源是应急救援工作的重要任务，只有及时地控制住危险源，防止事故的继续扩展，才能及时有效进行救援。发生洪灾事故，应尽快组织救援人员一起及时控制事故继续扩展。3、消除危害后果，做好现场恢复。针对事故和人体、土壤、空气等造成的现实危害和可能的危害，迅速采取封闭、隔离、洗消、检测等措施，防止对人的继续危害和对环境的污染。及时清理废墟和恢复基本设施。将事故现场恢复至相对稳定的基本状态。4、查清事故原因，评估危害程度。事故发生后应及时调查事故发生的原因和事故性质，评估出事故的危害范围和危险程度，查明人员伤亡情况，做好事故调查。13.4防洪抢险组织机构1、项目部成立防洪应急指挥部：组长：赵振新副组长：卢琨、郭建武、杜立新成员：王富强、武志锋、杨向军、吕刚、郭海燕、史保平、王晓磊、尚俊成任务分工：组长：负责启动应急预案工程部：负责应急抢险的具体工作物资部：负责应急抢险物资的供应工作办公室：负责应急抢险的后勤、生活保障工作59
劳财科：负责应急抢险的资金供应工作安检科：负责抢险安全、灾害损失统计工作如发生灾害，组织机构运转，各职能部门迅速履行职责，立即投入到抢险工作中。13.5雨季施工措施该框构中桥施工地点，如降大雨，有发生水害的可能，为保证既有线的行车安全，做好防洪工作尤其必要。1、框构中桥施工前，除整平场地外，还需碾压密实，四周做好排水沟，防止下雨时造成地表松软，致使施工机械倾斜影响既有线安全。2、基坑开挖应严格按照地质条件和基坑深度，确定稳定边坡进行施工，确保雨季施工安全。必要时可适当放缓边坡坡度或采用水泥土混合材料加固边坡，防雨水冲刷。在基坑和工作坑四周做挡水围堰，其高度和围堰材料视现场情况而定，但围堰不准留有缺口。必要时使用水泵，防止基坑积水。3、基坑底部设置排水沟和集水井，集水井内放置潜水泵。13.6物资、人员配置和急救器具准备1、抢险人员组织准备现场抢险救援工作由施工负责人统一指挥。抢险力量主要以职工及民工组成。根据灾害规模，必要时可调集其它项目部一切可支援参加抢险工作。2、救助装备、物资的准备59
抢险物资由项目部物资设备部统一调配。为缩短抢险时间，在施工现场储备好防洪物资。序号物资名称单位数量备注1对讲机台62发电机台23道碴M32004铁锹把1005撬棍根506抬筐个507板材M3108编织袋个5009水泵台210铁线Kg503、急救器具准备配备好救护物资的急救物品有急救药箱、口罩、担架及各类外伤救护用品。 其它必备的物资供应渠道，保持好与社会上物资供应商的联系，随时确保供应。 急救车辆：施工现场自备车。13.7洪灾事故应急响应步骤 1、组织救护人员所有人员迅速到位履行职责，组织急救队伍，利用各种医疗设施及时抢救伤员。 2、组织救灾59
尽快恢复被损坏的道路、水、电、通信等有关设施，确保应急救援工作的顺利开展。协助运输部门保证应急救援物资的供应和运输。协助相关部门，对在抢险救过程中，紧急调用的物资、设备、人员和占用场地，严格任何组织和个人挤占挪用。加强现场的安全保卫、治安管理和交通疏导工作，预防和制止各种破坏活动。 3、落实好下一步防汛准备工作，并做好应对措施。13.8、加强现场管理，落实预防措施防汛准备工作的主要措施是： 1、依据“以人为本、预防为主”的原则，准备落实防汛车辆、砂石料、木桩、草袋等生产物资，做到人员、物资、车辆“三落实”，并保证各项要求处于良好的状态；要求工程调度做好防汛工作所需车辆如装载机、大型运输车辆等的紧急调派，随时用于汛期抢险工作。2、同时与当地有关物资存储单位建立合作关系，实地察看防汛物资储备情况，以便遇有大汛时能够及时调拨防汛抢险物资，确保险情发生后，能够以最快速度抢修水毁工程，保证道路安全畅通；3、加强与当地气象部门的联系，及早搜集雨情及汛情信息，提前做好迎战汛情的准备工作；59
4、定期组织预案的演练，提高处置突发事件的水平。及时开展应急知识的宣传教育，增强防范意识和应对能力；通过宣传讲座、教育片宣传等方式，对员工宣传工地防汛、抢险法律法规和有关规定，提高防汛意识。有计划的组织防汛抢险队进行《预案》实际演练，提高实际操作技能。5、汛期开始前，安排施工现进行一次防汛专项检查，发现隐患立即处理；13.9预案管理与评审改进 洪灾发生后要分析原因，对容易发生的洪灾隐患采取纠正和预防措施，负责对预案进行评审并改进预案。针对暴露出的缺陷，不断地更新、完善和改进抗洪抢险应急预案文件体系，加强抗洪抢险应急预案的管理。59
附表1：施工组织机构中铁六局太原西南环线工程项目部一架子队队长：赵振新电话：15234059966技术负责人:杨向军电话：13546393310电话：15234059901技术员：武智锋电话：13613448484质量员：路遥电话：15234059905实验员：王建新电话：15234059906材料员：王先锋电话：15234059908安全员：刘利电话：15234059909工班长：李世凯电话：15234059902领工员：冀伦海59
附表2：主要工种及机具安排（一）工种安排序号工种人数备注1领工员2名2技术员2名3钢筋工3名4木工2名5混凝土工4名6电工2名7劳力工150名（二）机具安排序号机械名称单位数量备注1500T千斤顶台18含备用2台2液压泵套3含备用1套316T吊车台24ZL50装载机台25PC220挖掘机台26PC80挖掘机台17破碎锤台3备用1台8自卸车辆209120KW发电机台110200KW发电机台111手板葫芦（带钢丝绳）套3012小滑车台3001350T千斤顶台5059
14破碎机台215风镐套416工程液压剪台1精品文档————————————————————————————————————————————————————————————————————————————————————————————————————————————————精品文档精品资料精品文档——————————————————————————————————————————————————————————————————————————————————————————————————————————————-———精品资料9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5u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