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目录28摘要I第一章绪论11.1引言11.2工程概况1第二章隧洞施工测量的相关理论基础22.1隧洞施工测量的目的及任务22.2施工控制测量的概况22.2.1施工控制测量基本概念22.2.2施工控制测量分类22.2.3控制测量应遵循的原则22.2.4控制测量实施步骤22.3隧洞施工控制测量32.3.1洞外控制测量32.3.2洞内控制测量62.4洞外、内的三角高程测量82.5水准测量的技术要求及注意事项102.6进洞关系计算和进洞测量的主要任务13第三章所在工程引水隧洞控制测量的大体设计143.1控制点布设143.2选点143.3控制点标石143.4边、角及水准观测143.4.1边、角观测143.4.2水准观测15第四章如何进行断面测量164.1工程作业情况164.2断面测量16第五章贯通测量及精度分析185.1贯通测量的介绍185.2影响贯通误差的主要因素及其分解185.3贯通误差对隧道贯通的影响185.4主要的贯通横向中误差分析195.5贯通横向中误差的计算公式1928
5.6洞内导线贯通误差估算示例20第六章隧道测量工作中需要注意的几个问题246.1洞内导线应注意的问题246.2在洞内进行平面控制时的注意事项24总结25参考文献26致谢272828282828282828282828282828
摘要隧道工程测量是在隧道工程的规划、勘测设计、施工建造和运营管理的各个阶段进行的测量。锦屏引水隧洞埋深大，洞群并行、洞径大、洞线长，地质条件复杂，岩爆、突发性涌水多，通风排烟难度大，施工交叉干扰大，各种工序衔接紧凑，平行作业，洞内排风不畅，空气质量差，导致红外线测量仪器反射信号弱，往往无法进行测量工作。测量工作在隧道开挖施工中非常重要，它控制着隧道开挖的平面、高程和断面几何尺寸，关系到隧道的贯通。为满足测量工作需要，需选择关键工序工作面污染小的时间，停止一些次要工序,提前加大排风来满足测量工作条件。若测量工作占用时间过长，将直接影响工程进度和经济效益。为节省投资施工测量时可采用全站仪配隧道断面测量软件来完成。用全站仪进行外业数据采集后，再对采集的数据进行分析。数据分析可用台式、便携电脑，也可用可编程计算器进行。关键词：施工测量；引水隧洞；断面测量；贯通；精度28
28第一章绪论1.1引言引水隧洞(diversiontunnel)在山体内开挖成的引水道。按洞内水流有无自由水面，引水隧洞分无压和有压两种。选择洞线时一般要求便于上下游水流衔接，洞线短，转弯少，并便于布置施工支洞，同时尽可能地要求其通过的岩体地质构造简单，岩体完整稳定，地下水位低。为综合满足以上要求，洞线常为曲折状。其断面尺寸由技术经济比较决定。一般，先假定几个隧洞断面尺寸，计算其水头损失、出力损失和年电损失。将各方案的一次投资和正常运行期的年运行费按复利折算到某以基准年，选用计算期内总费用最小的方案。其纵向坡度一般在1%-5%编范围内。无压引水隧洞断面形状多为圆拱直墙型或马蹄型。其断面高宽比一般为1-1.5.在岩石侧压力或水位变化较大时，可选择较高的断面。水面至洞顶要留一定的空间，以避免、明、满流交替。中国白山水电站1号引水隧洞洞径8.6m，首次采用了灌浆式预应力混凝土衬砌，已安全运行了16年。隔河岩水电站引水隧洞洞径9m，采用了后张法预应力混凝土衬砌，运行情况良好。小浪底工程的排沙洞洞径6.6m，最大运行水头123m，也采用了后张法预应力混凝土衬砌。衬砌常设纵横缝，纵缝一般都设键槽和插筋，横缝通常只设施工缝，在地质条件明显变化处宜设伸缩缝。衬砌与岩石之间必须做回填灌浆。可做排水。围岩中是否要做固结灌泉，视其地质条件和运行条件确定。1.2工程概况锦屏二级水电站位于四川省凉山彝族自治州木里、盐源、冕宁三县交界处的雅砻江干流锦屏大河弯上，是雅砻江干流上的重要梯级电站[1]。锦屏二级水电站利用雅砻江下游河段150m长大河湾的天然落差，通过长约16.67km的引水隧洞，截弯曲直，获得水头约310m。西起雅砻江右岸景峰桥上游（海拔高程约1658m），东至大水沟下游（海拔高程约1560m），大致沿东西向穿越锦屏山，引水系统采用4洞8机布置形式，从进水口至上游调压室的平均洞线长度约16.67km，各引水洞洞中心距60m，洞净高13m，成洞宽13m，衬砌厚度为0.6m，衬砌后净高11.8m，成洞宽11.8m。2#、4#洞间每隔1000m设一条横向通道，供两洞交通转化使用。4#引水隧洞立面为缓坡布置，底坡3.65‰，由进口底板高程1618.00m降至高程1564.70m与上游调压室相接。贯通面在C3标和C5标的交界处,里程在K4+700处,本标段业主招标时要求贯通横向中误差≤250mm,高程贯通中误差≤25mm。我标段到贯通面的距离是11.7km。28
第二章隧洞施工测量的相关理论基础2.1隧洞施工测量的目的及任务进行隧道（洞）的控制测量工作的主要目的：是保证隧道2个或2个以上开挖面相向施工后，施工中线在贯通面处能够按照设计规定的精度正确地衔接，并保证各结构物及隧道（洞）净空在施工过程中及竣工后，以设计精度按照设计位置修建，不会侵入限界。其任务是：把图纸上设计好的建筑物的平面位置和高程，按设计精度要求标定在地面上，这项工作也成为施工放样。2.2施工控制测量的概况2.2.1施工控制测量基本概念（1）控制测量是针对碎部测量而言的，研究如何测定控制点的精确位置，并以控制点的位置来确定碎部点的位置。（2）目的是为地形图测绘和各种工程测量提供控制基础和起算基准；（3）作用是在全国范围内提供具有统一坐标系统和高程系统的控制点坐标和高程，其成果具有通用性和共享性，使全国各局部地区的测量工作得以分期分批进行，所测地形图可以相互拼接共同使用。（4）意义是控制测量在国民经济建设中具有重要作用，它为地学科学研究、空间技术及宇宙航行以及测图和各项工程提供了控制基础。2.2.2施工控制测量分类控制测量分为平面控制测量和高程控制测量。控制测量按精度分为不同等级，各个等级有不同的技术指标。（1）平面控制测量：在某地区或全国布设平面控制网，精密测定控制点的平面位置，分为一、二、三、四四个等级。直接服务于大比例尺测图和工程测量的平面控制测量等级有一、二、三级导线测量，一、二级小三角测量。（2）高程控制测量：在某一地区或全国布设高程控制网，精密测定点的高程位置，国家高程控制测量也分成一、二、三、四四个等级。直接服务于大比例尺测图和工程测量的高程控制测量包括等外水准测量和三角高程测量。2.2.3控制测量应遵循的原则28
测量规范规定，测量控制网应由高级向低级分级布设。如平面三角控制网是按一等、二等、三等、四等、5〃、10〃和图根网的级别布设，城市导线网是在国家一等、二等、三等或四等控制网下按一级、二级、三级和图根网的级别布设。一等网的精度最高，图根网的精度最低。控制网的等级越高，网点之间的距离就越大、点的密度也越稀、控制的范围就越大；控制网的等级越低，网点之间的距离就越小、点的密度也越密、控制的范围就越小。控制测量是先布设能控制大范围的高级网，再逐级布设次级网加密，通常称这种测量控制网的布设原则为“从整体到局部”。因此测量工作的原则可以归纳为“从整体到局部，先控制后碎部”。控制测量应遵循从整体到局部，由高级到低级，逐级控制，逐级控制的原则。2.2.4控制测量实施步骤（1）技术设计（2）选点（3）造标埋石（4）观测（5）数据处理（6）成果验收与上交2.3隧洞施工控制测量2.3.1洞外控制测量（一）对于直线隧道，洞外平面控制测量的目的主要是获取两端洞口较为精确的点的平面位置和引测进洞的方向；建立洞外平面控制的常用的方法有：中线法、精密导线法、三角网和GPS网等。随着电测波测距技术的发展，导线测量已成为建立工程控制网的主要方法。1）中线法（1）先将洞内线路中线点的平面位置测设于地面，经检核确认该段中线与两端相邻线路中线能够正确衔接后，方可以此作为依据，进行引测进洞和洞内中线测设。（2）中线法一般只能用于短于1000m的直线隧道和短于500m的曲线隧道的洞外平面控制。2）精密导线法（1）用导线方式建立隧道洞外平面控制时，导线点应沿两端洞口的连线布设。（2）导线点的位置应根据隧道的长度和辅助坑道的数量及分布情况，并结合地形条件和仪器测程选择。（3）导线最短边长不应小于300m，相邻边长的比不应小于1：3，并尽量采用长边，以减小测角误差对导线横向误差的影响。（4）导线的水平角一般采用方向观测法。当水平角只有两个方向时，可按奇数和偶数测回分别观测导线的左角和右角，这样可以检查出测角仪器的带动误差，数据处理时可以较大程度地消除此项误差的影响。（5）导线的内业计算一般采用严密平差法，对于四、五等导线也可采用近似平差计算（6）隧道洞外导线应组成闭合环，一个控制网中导线环的个数应不少于428
个；每个环的边数约为4~6条，应尽可能将两端洞口控制点纳入到导线网中。3）三角网法（1）三角测量建立隧道洞外平面控制时，一般是布设成单三角锁的形式。（2）对于直线隧道，一排三角点应尽量沿线路中线布设。条件许可时，可将线路中线做为三角锁的一条基本边，布设为直伸三角锁。以减小边长误差对横向贯通的影响。（3）对于曲线隧道，应尽量沿着两洞口的连线方向布设，以减弱边长误差对横向贯通的影响。4）主要测量的技术要求见下表2.1：表2.1洞外控制网等级选择隧洞相向开挖长度（含支洞在内）Km平面、高程控制网等级<5三等、四等5～10二等、三等（1）测角网、测边网、边角组合网、GPS网的等级确定后，控制测量的技术要求要按照平面控制测量的有关规定执行。控制网边长应投影到隧洞进、出口的平均高程面上。如我在的隧洞工程是投影在1600m高程上。（2）应在每个洞口（进洞口、出洞口、支洞口）附设埋设至少2个洞外高程控制点。高程控制测量技术要求按高程控制测量的有关规定执行。（3）宜选择洞口附近的控制点作为进洞的洞口控制点（或进洞控制点），或者宜用图形强度较好的图形加密控制点。布设洞口控制点是时应考虑有利于施工放样和便于向洞内传递等因素。（4）进洞控制点应埋设混凝土观测墩，洞外其他控制点可因地址宜埋设简易标石（5）洞外光电测距基本导线技术要求见表2.2：28
表2.2洞外光电测距基本导线技术相向开挖长度km贯通横向中误差mm导线全长km最短平均长边m测角中误差(〞)测距中误差mm全长相对闭合差方位角闭合差(〞)<5±303.035±1.8±51:35000±3.650±2.51:31500±5.05.4200±2.5±51:51500120±1.81:53500±3.610.0770±1.8±51:95000680±21:910005～10±4511.2375±1.8±51:67500±3.6340±21:6550014.0825±1.8±51:86000780±21:85000230±1.0±51:86000±2.0190±21:8050016.4365±1.0±51:100000320±21:9550021.0780±1.0±51:130000725±21:125000注1：导线按直伸符合导线的形式，并以其中中点（最弱点）的点位中误差作为“要求的横向中误差”。注2：本表数据数据在综合取舍时考虑的事目前生产单位中的普遍情况，不符合本表情况可自行计算。（二）洞外高程控制测量（1）洞外高程控制测量的任务，是按照测量设计中规定的精度要求，以洞口附近一个线路定测点的高程为起算高程，测量并传算到隧道另一端洞口与另一个定测高程点闭合。（2）闭合的高程差应设断高，或推算到路基段调整。这样，既使整座隧道具有统一的高程系统，又使之与相邻线路正确衔接，从而保证隧道按规定精度在高程方面正确贯通，保证各项建筑物在高程方面按规定限界修建。（3）隧道高程控制测量一般采用水淮测量，对于四、五等高程控制测量也可采用光电测距三角高程测量。（4）洞外高程测量的等级划分见下表2.328
表2.3洞外高程测量的等级测量部位测量等级每千米水准测量偶然中误差M（mm）两开挖洞口间高程路线长度（km）水准仪等级/测距仪等级水准尺类型洞外二≤±1.0＞36DS0.5、DS1因瓦水准尺三≤±3.013~36DS1因瓦水准尺DS3区格式水准尺四≤±5.05~13DS3/I、II区格式水准尺五≤±7.5＜5DS3/I、II区格式水准尺2.3.2洞内控制测量（一）洞内平面控制测量（1）洞内平面控制通常有两种形式，即中线形式和导线形式。（2）中线形式就是以定测精度或稍高于定测精度，在洞内按中线测量的方法测设隧道中线。这种方法只适用于短隧道。（3）洞内导线主要有以下几种形式：①单导线图2.1单导线示意图②导线环图2.2导线环示意图③主副导线环28
图2.3主副导线环示意图④交叉导线图2.4交叉导线示意图⑤旁点导线图2.5旁点导线示意图（二）洞内高程控制测量（1）洞内高程控制测量的目的，是由洞口高程控制点向洞内传递高程，即测定洞内各高程控制点的高程，做为洞内施工高程放样的依据。（2）洞内应每隔200~500m设立一对高程控制点。高程控制点可选在导线点上，也可根据情况埋设在隧道的顶板、底板或边墙上。（3）三等及以上的高程控制测量应采用水准测量，四、五等可采用水准测量或光电测距三角高程测量;（4）当采用水准测量时，应进行往返观测；采用光电测距三角高程测量时，应进行对向观测;（5）高程导线宜构成闭合环。（三）注意事项（1）洞内平面控制测量宜布设光电测距导线，导线分为基本导线和施工导线。28
（2）由洞口控制点向洞内测设导线时起始方向连接角测角中误差不应超过±1.8″。（3）施工导线点的布设应满足施工放样的需要，宜50m左右埋设一点并每隔数点与基导线附合。（4）光电测距基本导线和施工导线宜沿洞壁两侧布设，主要拐角点可埋设观测墩或插入洞壁的金属观测架，并及时算出各导线点的里程、高程以及偏离轴线的数值。（5）导线边长应进行投影改正。洞内基本导线宜进行两组独立观测，导线点的两组坐标值较差不得大于中误差的2合格后取两组的平均值为最后成果若只进行一组观测则应同时观测导线的左右角或组成闭合线路。（6）洞内光电测距基本导线的测量技术要求见下表2.5：表2.5洞内光电测距基本导线技术要求相向开挖长度km支导线端点横向中误差mm导线全长km最短平均边长m测边中误差mm测角中误差（″）<5±401.050±5±2.51.6180±5±2.52.0335±5±2.5185±5±1.82.52360±5±1.8315±3±1.85～10±603.0220±3±1.8250±5±1.870±3±1.05.0335±5±1.0315±3±1.0注1：本表数据是按支导线端点的点位中误差计算的。注2：实际情况与本表不符的可具体计算。2.4洞外、内的三角高程测量（1）三角高程测量的简述观测两个地面点间的竖直角，量取仪器高和觇标高，并利用以其他方式获得的两点间平距，应用三角学公式计算两点间的高差，通过已知点的高程，推算未知点高程的方法称为三角高程路线。28
三角高程测量作业简单，布设灵活，不受地形条件的限制。其缺点是：由于大气垂直折光的影响，垂直角观测值含有较大的误差，使得测定的高差或高程精度较低。因此，三角高程虽然在高程控制中得到大量应用，但必须有足够数量的直接高程点（即几何水准测量法测定其高程的点）作为其高程起算点，以满足测绘国家基本比例尺地形图对高程控制的精度要求。近年来，随着电磁波测距仪的完善与普及，电磁波测距三角高程测量和电磁波测距高程导线已经引起测量界的重视，并得到了初步的应用。电磁波测距三角高程导线的精度可以达到四等水准的精度。（2）三角高程测量原理A、B两点高差HAB=Dtanα+i-v（2.1）B点高程HB=HA+HAB（2.2）图2.6三角高程测量原理（3）当两点距离较大（大于300m）时：28
图2.7三角高差计算采用三角高程测量的方法确定地面上A、B两点间的高差hAB,首先要在A点安置经纬仪，在B点竖立觇标，量得仪器高i和觇标高v，用经纬仪望远镜的中丝照准觇标顶部，观测垂直角，若已知A、B两点间的水平距离为D，则从图中可以看出有如下关系：HB+v=HA+i+Dtanα（2.3）移项HB-HA=Dtanα+i-v（2.4）由高差的定义知，得HB-HA=hAB，得hAB=Dtanα+i-v（2.5）若已知A点高程为HA，则待定点B的高程为HB=HA+Dtanα+i-v（2.6）式中，α是仰角时取正号，相应的Dtanα为正；α为俯角时取负号，相应的Dtanα为负。在计算中要注意正负号。在已知高程点A上设站，观测该点至待定点B间的高差称直觇；反之，仪器安置在未知高程的B点上，确定B点至A点间的高程差称为反觇。2.5水准测量的技术要求及注意事项（一）水准测量的技术要求如下表所示：28
表2.6各等级水准测量的技术要求等级偶然中误差MΔmm/km全中误差MＷmm/km仪标称精度mm/km水准标尺类型观测方法往返观测次数次观测顺序往返测较差和线路闭合差往测返测平丘地山地一等±1±2±0.5±1因瓦尺光学测微法1奇数站后前前后偶数站前后后前奇数站前后后前偶数站后前前后±4±0.6三等±3±6±1±3因瓦尺或黑红面尺光学测微法或中丝读数法1后前前后±12±3四等±5±10±3红面尺中丝读数法1后后前前±20±5注：为水准路线单程测站数，每千米多于16站时按山地计算闭合差限差；L为闭合或符合线路长度，km；仪器标称精度为每千米水准测量高差中数的偶然中误差。表2.7各等级水准测量测站的主要技术要求等级仪器标称精度mm/Mm视线长度m前后视距较差m前后视距累积较差m视线离地最低高度m基辅分划或黑红面读数较差mm基辅分划或黑红面所测高差较差mm上下丝读数之平均值与中丝读之较差mm二等±0.5±1≤50≤1≤3下丝读数≥0.3≤0.4≤0.61cm刻划尺≤3.05mm刻划尺≤1.5三等±1≤100≤2≤5三丝能读数光学测微法≤1.0中丝读数法≤2.0光学测微法≤1.5中丝读数法≤3.0±3≤75四等±3≤100≤3≤10三丝能读数≤3≤5注：使用双摆位自动安平水准仪时不计算基辅分划读数差。28
表2.8水准测量所使用的仪器及水准尺的技术要求仪器标称精度mm/km视准轴与水准管轴夹角ì(〃)自动安平水准仪安平精度(绝对值)(〃)水准尺类型每米间隔平均长与名义长之较差mm±0.5,±1≤15≤0.2因瓦尺≤0.1±3≤20≤0.5黑红面尺≤0.5水准测量路线跨越江河、湖泊、洼地、山谷，当测站视线长度超过表2.8要求时，按表2.9的要求执行。当超过此表的要求时按GB12897和GB12898的规定执行表2.9跨河水准测量测站的技术要求等级仪器标称精度视线长度仪器高变换次数次两次高差较差二等±0.5,±1≤1001≤1.5三等±1，±3≤2001≤6四等±3≤3001≤7（二）水准测量应注意下列事项：（1）水准观测应在标尺成像清晰、稳定时进行，并用测伞遮阳，避免仪器被曝晒。因瓦水准尺应使用尺撑固定，不宜用手扶代替尺撑。（2）应将尺垫安置稳妥，防止碰动，测站通知迁站时，后尺尺垫才能移动。严禁将尺垫安置在沟边或壕坑中。（3）一测站观测时，不得再次调焦，旋转仪器的倾斜螺旋和测微螺旋时，其最后均为旋进方向。（4）测段的往测与返测，测站数均应为偶数，否则应加入标尺零点差改正。由往测转向返测时，两标尺必须互换位置，并重新安置仪器。（5）因测站观测限差超限，在迁站前发现可立即重测。若迁站后发现，则应从水准点或间歇点（须经检测符合限差）起始，重新观测。（6）往返测高差较差超限时应重测二等水准重测后，应选用两次异向合格的结果。等水准重测后，也可选用两次异向合格的结果。重测结果与原往返测量结果分别比较，其较差均不超限时，应取三次结果的平均数。（7）使用自动安平水准仪时，读数前应按一下自动摆的按钮。（三）水准测量外业观测应注意的事项（1）仪器和水准标尺应符合测量等级的要求，使用前、使用中和使用后按有关规定进行各项检验，每天开始工作时应进行例行检查。（2）水准测量采用光学测微法，进行往返观测，不应在规范规定的不利情况下观测。（3）观测的视线长度、前后视距差、视线高度以及测站观测限差，均按规范规定执行。（4）根据水面宽度选择跨河水准测量方法和仪器设备。（5）联测有联系的地铁（轻轨）工程、其他工程的相关水准点，为与相关工程在高程上的协调一致提供基础资料。28
2.6进洞关系计算和进洞测量的主要任务（1）确定隧道中线与平面控制网之间的关系；（2）在洞内控制建立之前，指导中线进洞和洞内开挖。（3）隧道进洞测设的主要方法——极坐标法将隧道的中线控制桩纳入洞外平面控制网，控制测量完成后，即可求得它们的精确坐标。根据这些点的坐标和洞口（或洞内）中线点的坐标，反算出极坐标法的放样数据，进而现场测设。图2.6直线隧道进洞关系示意图图2.7曲线隧道进洞关系示意图28
第三章所在工程引水隧洞控制测量的大体设计3.1控制点布设以东端锦屏二级水电站引水洞B级GPS网（2009年11月实测）成果。监理和我们各施工单位联合用全站仪以三角网形复测GPS点（JP129、JP129、JP129）。并以JP146、JP129做起算点，向2#施工支洞引测点EDB01、EDB05。4#引水洞控制点在落底段布设双导线点，分主副导线，主导线点以砼墩为主（边为400m），副导线点以地标为主。副导线点是用来和主导线点形成闭合环，或者形成分段闭合环。闭合环检查测角闭合角大小，进行平差分配。上导掌子面施工导线：布设以边长为250m左右的支导线，导线点用墩砼的强制对中。以二等导线精度观测且进行200%测量，指导掌子面开挖和验收。主导线网进行不定期的覆盖掌子面的导线点，等条件成熟时将纳入导线网中进行统一平差。3.2选点4#引水洞洞内导线点应选在不易破坏，利于保存和加密使用的位置，导线边长一般控制在350m以上，相邻边长应保持基本一致，长度比不得小于1：3，避免长短边过渡。选定时应结合现场情况进行选定，选定的导线点之间无折光，且尽量避免存放空压机、涌水和有水蒸气的地段。所有点位高度应高出地面1.2m，控制点的编号以“ED4××墩”或者以“ED4××地”顺序编号，利用原有标墩编号不变。水准高程引在导线墩上，和三角高程形成互检。3.3控制点标石洞内导线点均应埋设砼标石，埋设高出实际路面1.2m的观测墩标，洞内观测墩底盘尺寸为：120cm×120cm，高度应视开挖基础而定，底盘与基岩设4根插筋锚固，标顶面设不锈钢归心标盘，其中孔直径为16mm,中心应与仪器中心应严格一致。控制点标墩的开挖、浇筑必须严格按照规范要求执行，浇筑分两期进行，先浇筑基础和底盘，待底盘凝固后再浇筑标墩和安置不锈钢强制归心盘，盘面不水平度应小于4′。标墩表面应涂刷红油漆，标明点号、保护等字样，粘贴反光纸，防止车辆碰撞。3.4边、角及水准观测3.4.1边、角观测二等边角观测采用TCRA1201全站仪（标称精度为1″/2mm±2ppm）进行观测。边角观测按《水电水利工程施工测量规范》DL/T5173—2003和《国家三角测量规范》GB/T17942-2000中有关二等精度规定要求进行。边长观测进行对向往返观测，每个站测4测回，方向观测按二等三角测量要求进行，方向观测先验中误差±0.7″。主要的技术要求见表3.1和3.2：28
表3.1二等测距限差表三角网等级测距仪标称精度mm/km气象数据测定一测回读数较差限差mm测回间较差限差mm往返测较差限差温度最小读数气压最小读数测定时间间隔数据取用二±20.2℃50Pa每边观测始末每边两端平均值232(a+b．D)表3.2观测、记录、计算取位要求等级观测方向值、方向改正数、方位角值″边长值、边长改正数、坐标值mm二0.01″0.1mm3.4.2水准观测水准观测使用苏州一光DSZ2精密自动安平水准仪和FS1平板测微器和铟钢水准尺和尺垫。观测采用前-后-后-前或后-前-前-后的方法进行，按规范中相应方法进行观测。水准测量的各项要求严格执行《国家一、二等水准测量规范》（GB12897-91）中有关规定。测量时对相邻两水准点进行往返观测，每测段的往测和返测均为偶数站；为了消除i角误差的影响，采用三丝读数法进行量距，保证前后视距较差小于1m，前后视距累积差小于3m；在工作间歇时，找三个稳定可靠，便于放水准尺的固定点作为间歇点，并作好标记，间歇完后，对三固定点的高差进行检测。主要的技术要求见表如下：（1）一、二等水准测量主要技术要求见表3.3：表3.3水准测量主要技术要求等级每千米高差中数中误差检测已测测段高差之差路线、测段往返测高差不符值环线闭合差MMW一±0.45mm±1.0mm±3mm±1.8mm±2mm二±1.0mm±2.0mm±6mm±4mm±4mm（2）水准测量测站限差见表3.4：表3.4水准测量测站限差表等级上下丝读数平均值与中丝读数平均值之差基辅分划读数之差基辅分划所测高差之差检测间歇点高差之差0.5cm分划1cm分划一1.5mm3.0mm0.3mm0.4mm0.7mm二1.5mm3.0mm0.4mm0.6mm1.0mm28
第四章如何进行断面测量4.1工程作业情况本工程为直线隧洞并采用开挖钻爆作业，开挖钻爆前应根据临时中线点用串线法或仪器照准的方法，在开挖断面上从上而下绘出线路中线，以白灰水、红油漆或其他方法标绘出来，然后根据这条中线，按设计断面尺寸，在开挖面上绘出轮廓线，断面的顶和底线都应采用腰线测定，最后再根据断面轮廓线及中线布置炮眼。在随洞内进行断面测量，是利用全站仪配合隧道断面测量仪器PDA进行现场的施工放样，操作的步骤如下：将仪器架在离施工开挖断面（掌子面及其他开挖面）不远处，对中整平并进行测站设置后，采用后方交会法确定测站的信息并把测站点的信息导入PDA里，然后用PDA指导开挖的轮廓线进行放样。4.2断面测量（1）洞内开挖轮廓放样点相对于洞室轴线的限差±50mm。混凝土衬砌立模放样点相对于洞室轴线的限差为±20mm。（2）开挖放样以施工导线标定的轴线为依据，在隧洞的直线段可采用简易的串线放样法，两吊线间距不应小于5m。其延伸长度应小于20m。曲线段应使用仪器放样。（3）洞内开挖放样应在开挖掌子面上标定中线、腰线和开挖轮廓线，必要时还需标出钻孔位置。对分层开挖的地下厂房等大断面洞室进行放样时，可只标定设计开挖轮廓线和中心线。有条件时，可在腰线和中线位置安装激光指向仪。（4）应及时测绘开挖竣工断面和混凝土衬砌（或喷锚支护）竣工断面，并计算开挖工程量和混凝土衬砌工程量。断面间距在直线段为5m在曲线段为3m对结构变化或特殊部位应适当加测断面。断面测点相对于洞室轴线的测量限差为：开挖竣工断面±50mm混凝土衬砌竣工断面±20mm。（5）斜井的开挖放样可用坡面经纬仪直接测定轴线和平行腰高。若用经纬仪架设在轴线上按真伪倾角法测定平行腰高时，各点的垂直角α′可按下式计算：α′=arctan（tanα*cosθ）（4.1）式中α-斜井的设计垂直角；θ-斜井轴线至照准点方向的水平夹角。（6）竖井的开挖与衬砌测量放样可用重锤激光投点仪或光学投点仪进行，开挖轮廓放样点相对于竖井中心线的测量限差为±50mm，混凝土衬砌轮廓放样点相对于竖井中心线的测量限差为±20mm。（7）28
隧洞在混凝土衬砌过程中，根据需要可在两侧墙上埋设一定数量的铜质（或不锈钢）永久标志，并测定高程、里程等数据，以便检修和监测使用。28
第五章贯通测量及精度分析5.1贯通测量的介绍隧洞贯通在工程中是指隧洞施工有两相向洞口开挖，沿隧洞中线相向前进，在贯通面处或贯通面附近将隧洞挖通。图5.1隧道实际贯通误差概念在隧洞内，由相向开挖的两个洞口开始引进正式中线，根据这两个施工中线，按贯通点的设计里程，各自放出贯通点的位置，理论上贯通点是一个，但由于不可避免的测量误差，会放出2个点，如下图所示，E′点位进口一端放出的贯通点，E〞点位出口一端放出的贯通点，空间线段E′E〞称为隧洞实际贯通误差。空间线段E′E〞在水平面上的投影（设纸面代表水平面）称为实际平面贯通误差。水平线段E′E〞在贯通面上投影的线段长E〞P称为实际横向贯通误差，在垂直于贯通面的方向上的投影线段长E′P称为实际纵向贯通误差。E′与E〞的高差称为实际高程贯通误差。5.2影响贯通误差的主要因素及其分解（1）由于洞外控制测量、洞内外联系测量、洞内控制测量和洞内中线放样等项误差的共同影响。28
（2）一般将洞外平面控制测量的误差做为影响隧道横向贯通误差的一个独立的因素，将两相向开挖的洞内导线测量的误差各为一个独立的因素，按照等影响原则确定相应的横向贯通误差。（3）高程控制测量中，洞内、洞外高程测量的误差对高程贯通误差的影响，按相等原则分配。5.3贯通误差对隧道贯通的影响（1）纵向误差影响隧道中线的长度和线路的设计坡度。（2）横向误差影响线路方向，如果超过一定的范围，就会引起隧道几何形状的改变，甚至造成侵入建筑限界而迫使大段衬砌拆除重建，既给工程造成重大经济损失又延误了工期。因此，必须对横向误差加以限制。（3）高程误差主要影响线路坡度。5.4主要的贯通横向中误差分析隧道贯通误差由洞外测量误差和洞内测量误差两部分组成，本标4#引水隧洞地面控制网是由锦屏管理局测量中心实测，首级平面控制网等级是B级的GPS网，且点位中误差+（5-7mm），所以洞内贯通横向中误差可以认为是250mm以首级平面控制网到4#引水隧洞的开挖洞口有一段708m左右的导线要设在2号号交通洞里，因此我标在洞内布设的导线网要能满足贯通误差要求。首先要进行贯通误差估算。根据4#引水隧洞的施工方法是钻爆法和以往长大隧道施工测量的经验在隧道中布设导线网的边长应在200—450米之间,所以在计算贯通横向中误差的时候分别考虑以下几种导线边长的情况:200、250、300、350、400、450六种情况。测角中误差考虑1″、1.8″和2.5″三种,测边中误差考虑1/80000、1/100000、1/150000三种情况分别对4号引水隧道进行横向贯通误差估算。根据导线边长和网型可以有以下几种导线点至贯通面的垂直距离,导线边在贯通面上的投影长度。5.5贯通横向中误差的计算公式根据《水电水利工程施工测量规范》地面和地下控制测量误差在贯通面上的影响按以下公式计算:My=±（5.1）=±（5.2）myL=±（5.3）式中：28
—由于测角中误差所产生在贯通面上的横向中误差；mmyL—由于测边中误差所产生在贯通面上的横向中误差；—导线测角中误差，（〞）；ML/L—导线边长相对中误差；—导线点至贯通面的垂直距离；m—导线边在贯通面上的投影长度；mn—测量组数；—常数，=206265〞。5.6洞内导线贯通误差估算示例贯通误差估算的方法因控制网的形式不同而异。5.6.1导线测量误差对横向贯通精度的影响（1）测角误差的影响设RX为导线环在隧道两洞口连线的一列边上的各点至贯通面的垂直距离（m），则导线的测角中误差（″）对横向贯通中误差的影响为：=（mm）（5.4）图5.2贯通面处的测角中误差横向误差分析图（2）测距误差的影响设导线环在邻近隧道两洞口连线的一列测边上的各边对贯通面上的投影长度为dy(m)，导线边长测量的相对中误差为ml/l，则由于测距误差对贯通面上横向中误差的影响为：myL=±（5.5）28
图5.3贯通面处测距误差横向误差分析图（3）受角度测量误差和距离测量误差的共同影响，导线测量误差对贯通面上横向贯通中误差的影响为：M=±（5.6）5.6.2高程控制测量对高程贯通误差的影响估算在贯通面上，受洞外或洞内高程控制测量误差影响而产生的高程中误差为：m=M（5.7）式中，M为每千米水准测量的偶然中误差，以mm计；L为洞外或洞内两开挖洞口间高程路线长度的公里数。5.6.3算例某铁路隧道为直线隧道，设计长度为L=1136.29m，洞外平面控制设计为单导线，其布设如图。试确定测量等级并判定该设计方案能否满足贯通的精度要求。28
图5.4直线隧道的实例图（1）图解相关数据A、F为导线的始、终点，也为隧道洞口控制点。以洞外导线的始点A做为坐标系原点，以隧道中线按里程增加方向为X轴正向，建立测量坐标系。在地形图上，各导线点A、B、C、D、E、F在贯通面方向上的垂足分别为A′、B′，C′、D′、E′、F′，量算出各导线点的垂距RX及各导线边在贯通面方向上的投影长度dy，其结果于表7-3中。（2）确定隧道洞外平面控制测量等级本例隧道长度小于2km，根据表7-5洞外导线测量适用长度知，洞外导线可布设为五等，即导线测角中误差为mβ=±4.0″，边长相对中误差为ml/l=1/20000。（3）估算洞外导线测量误差对贯通的影响洞外导线测量误差对贯通的影响列表计算如下：28
表5.1洞外导线测量误差对横向贯通影响各导线点至贯通面的垂距RX各导线边在贯通面方向的投影长度dy点名RX（m）RX2（m2）导线边dy（m）dy2（m2）B400160000A~B14019600C15025500B~C401600D25062500C~D16025600E480230400D~E704900E~F1301690047540068600注意：计算洞外导线测角误差影响值时，不应计入始、终点（即洞口控制桩）。但在引入洞内导线时，两洞口控制桩上需测角，故其测角误差应计入洞内的测量误差。28
第六章隧道测量工作中需要注意的几个问题6.1洞内导线应注意的问题（1）导线点应尽量布设在施工干扰小、通视良好、地层稳固的地方；（2）点间视线应离开洞内设施0.2m以上；（3）导线的边长在直线地段不宜短于200m，在曲线地段不宜短于70m，并尽量选择长边和接近等边；（4）导线点应埋于坑道底板面以下10~20cm，上面盖铁板以保护桩面及标志中心不受损坏，为便于寻找，应在边墙上用红油漆预以标注；（5）采用双照准法测角，测回间要重新对中仪器和觇标，以减小对中误差和对点误差的影响；（6）由洞外引向洞内的测角工作，宜在夜晚或阴天进行，以减小折光差的影响；洞内导线应重复观测，定期检查；（7）设立新点前必须检查与之相关的既有导线点，在对既有导线点确认的基础上测量新点；（8）应构成多边形闭合导线或主副导线环；（9）当有平行导坑时，应利用横向通道，使平行导坑的单导线与正洞的导线联测，以资检核。6.2在洞内进行平面控制时的注意事项（1）每次建立新点，都必须检测前一个旧点的稳定性，确认旧点没有发生位移，才能用来发展新点。（2）导线点应布设在避免施工干扰、稳固可靠的地段，尽量形成闭合环。导线边以接近等长为宜，一般直线地段不短于200m，曲线地段不宜短于70m。（3）测角时，必须经过通风排烟，使空气澄清以后，能见度恢复时进行。根据测量的精度要求确定使用仪器的类型和测回数。（4）洞内边长丈量，用钢尺丈量时，钢尺需经过检定；当使用光电测距仪测边时，应注意洞内排烟和漏水地段测距的状况，准确进行各项改正。28
总结本文主要介绍了直线隧洞的测量过程，确定隧道中线方向后，主要就是考虑两端洞口较为精确的点的平面位置。通过平差和相应的评估技术，可以较好的解决直线隧洞的施工测量工作。经过一段时间的摸索可以得到以下结论：（1）对于大型的隧洞工程测量工作必须严格的按照《水电水利工程施工测量规范》的要求作业。（2）先上导开挖后下导开挖的直线隧洞，直线隧道的测量比较简单，主要工作任务除了导线的观测外其主要工作量就是断面的放样，在放样时要严格按照工程所要求超挖的范围内放样，有时可根据具体的工作环境做具体的调整。（3）对于洞内的一些交通洞、排水洞、以及其他的辅助洞，也应该按照所要求设计进行测量，尽量提高精度达到预期效果，减少不必要的损失。（4）在进行导线测量或断面放样时，应注意目标要有足够的光照使其清晰；注意及时搽干净因洞内湿气、水气导致仪器的目镜、物镜模糊；应有良好的观测条件；注意测量点的保护工作等。（5）在布设导线时，应根据实际的情况灵活的布设。隧道贯通前，洞内平面控制测量只能采用支导线的形式，测量误差随着开挖的延伸而积累。洞外控制网和洞内施工控制测量应保证必要的精度。控制点应设置在不易被破坏的位置处。（6）洞内应每隔200~500m设立一对高程控制点。高程控制点可选在导线点上，也可根据情况埋设在隧道的顶板、底板或边墙上。当采用水准测量时，应进行往返观测；采用光电测距三角高程测量时，应进行对向观测；高程导线宜构成闭合环。（7）地面控制测量误差对地下横向贯通误差的影响较为复杂，主要控制其测量终点横向点位误差即终点的横向位移。终点的横向点误差是由测角误差和边长误差的共同影响产生的。28
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致谢本毕业设计是在尊敬的导师于春娟悉心指导下完成的。在毕业设计完成之际，我的心情万分激动。从毕业设计的选题、资料的收集以及毕业设计的撰写编排整个过程中，我得到了许多的热情帮助。首先衷心感谢我的导师于春娟两年多来对我的悉心教导和指导，导师渊博的知识，严谨的治学态度，精益求精的工作作风，诲人不倦的高尚师德，严以律己、宽以待人的崇高风范，朴实无华、平易近人的人格魅力对我影响深远。不仅使我树立了远大的学术目标、掌握了基本的测量方法，还使我明白了许多为人处事的道理。本毕业设计从选题到完成都是导师一步步的指导下完成的，倾注了导师的心血。在此谨向导师表示崇高的敬意和衷心的感谢！本毕业设计的顺利完成，离不开各位老师、同学和朋友的关心和帮助。在此感谢班主任李宝峰、于春娟老师、田倩老师、曾庆伟老师、刘舜老师、刘莎等的帮助，没有他们的帮助和支持是没有办法完成我的毕业设计的，在此表示深深的感谢。感谢答辩委员会诸位老师在百忙之中审阅我的毕业设计并出席论文答辩会。我将用更加不懈的努力来回报所有关心我的人！内部资料请勿外传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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