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'专业：地质勘查与找矿班级：09地质工程地质勘察报告21
目录第一章前言1.1工程概况………………………………………………………………31.2勘察目的及任务要求…………………………………………………4第二章场地工程地质、水文地质及背景地质条件2.1自然地理条件…………………………………………………………62.2气象条件………………………………………………………………62.3区域地质条件…………………………………………………………72.4地震……………………………………………………………………82.5场地工程地质构造……………………………………………………102.5.1场地地形地貌……………………………………………………102.5.2地层岩性…………………………………………………………11第三章水文地质条件3.1区域水文地质条件……………………………………………………143.2场地水文地质特征……………………………………………………153.3地下水对建筑材料的腐蚀性评价……………………………………153.4不良地质作用…………………………………………………………16第四章场地土地震效应4.1区域地震稳定性分析…………………………………………………174.2场地土类型及场地类别………………………………………………17结论与建议……………………………………………………………………1921
主要参考文献…………………………………………………………………20关键字：地层、岩性、水文地质、构造、区域地质条件21
第一章前言1.1工程概况本工程位于北京经济技术开发区核心区28C3地块，用地范围北至道和中街，南至荣京东街，东至宏达北路，西至荣华中路，场地地形平坦，交通便利。图1拟建场地地理位置示意图拟建工程由两座塔楼及配套设施组成，总建筑面积约151834m2，其中A塔为超高层，地上32层、建筑高度140m；B塔地上24层，建筑高度约110m，拟采用框架—核心筒体系。裙房地上2~4层、建筑高度12.8~26.3m，屋顶为大跨结构，拟采用钢筋混凝土框架或框架—抗震墙结构。地下2层，为大底盘不设缝，基础埋深约10.0米。根据中国建筑设计研究院提供的《北京亦庄经济技术开发区28C3地块详勘要求》：两个塔楼拟采用筏板基础，地基为复合地基或桩基础，裙房部分拟采用独立柱基或筏板基础，地基为天然地基。A塔（超高层）部分井筒投影面积内的荷载标准值约1900KN/m221
，外围单柱荷载标准值约21000~40000KN，整体超高层投影面积内的荷载标准值约750KN/m2；B塔部分井筒投影面积内的荷载标准值约1400KN/m2，外围单柱荷载标准值约17000~28000KN，整体高层投影面积内的荷载标准值约500KN/m2；裙房（多层）部分荷载标准值约80~120KN/m2，单柱荷载标准值约3600~5000KN。本工程地基基础设计等级为甲级，结构的设计使用年限为50年。抗震设防类别为乙类，岩土工程勘察等级为甲级。1.2勘察目的及任务要求根据拟建建筑物工程建筑设计条件及上述技术规范，结合招标方和设计单位对本工程岩土工程勘察的要求，本次进行勘察的目的和任务主要为：(1)查明建筑范围内的各土层的类型、成因、时代、地层结构、工程特性，准确掌握各土层的空间展布情况及变化规律，分析和评价地基的稳定性、均匀性和承载力。(2)查明拟建场地内有无影响建筑场地稳定性的不良地质作用以及成因、分布、规模、发展趋势，有无暗浜、暗塘、墓穴等，并对其危害程度、建筑场地稳定性做出评价，提出预防措施的建议。(3)查明地下水类型、埋藏条件、补给及排泄条件、初见及稳定水位，提供地下水季节变化幅度和各主要地层渗透系数，判定地下水对建筑材料的腐蚀性，提供设计抗渗水位及抗浮水位以及施工降水方法的建议和有关技术参数，分析评价降水对周围环境的影响。(4)提供抗震设防烈度、分组及有关技术参数，场地土类型和场地类别，并对饱和砂土和粉土进行液化判别，对场地和地基的地震效应、场地地震安全性做出初步评价。(5)提供场地土的标准冻结深度。(6)对可供采用的地基基础设计方案进行论证分析，建议适当的基础形式和基础持力层，并提出经济合理的地基和基础设计方案和建议。根据基底持力层情况，如需进行地基处理，应提供较合理、经济的地基处理方案。21
(7)拟采用桩基时提供桩基类型及适宜的桩基持力层，提供桩基设计参数，对沉桩可行性、施工时对环境的影响及桩基施工中应注意的问题提出意见。(8)提供与设计要求相对应的地基承载力特征值及变形计算参数，预估基础沉降量，并对设计与施工应注意的问题提出建议。(9)提供深基坑开挖的边坡稳定计算、支护设计及施工降水所需的岩土技术参数，论证深基坑施工时对周围已有建筑物和地下设施的影响等。(10)对场地抗震性能进行分析评价，为本工程地震安全性评估提供相关的试验数据。21
第二章场地工程地质、水文地质及背景地质条件2.1自然地理条件北京市中心处于北纬39度，东经116度，市域位于华北大平原北端。全市土地面积16410平方公里，其中平原面积6338平方公里，占38.6％；山区面积10072平方公里，占61.4％。北京的西、北和东北三面环山，东南是缓缓向渤海倾斜的大平原。北京平原的海拔高度在20～60m，山地一般海拔1000～1500m，与河北交界的东灵山海拔2303m，为北京市最高峰。北京的地势是西北高、东南低。西部是太行山余脉的西山，北部是燕山山脉的军都山，两山在南口关沟相交，形成一个向东南展开的半圆形大山弯，称之为“北京弯”，它所围绕的小平原即为北京小平原。图2北京地区平原构造格局示意图2.2气象条件北京地区位于东亚中纬度地带东侧，有典型的暖温带半湿润半干旱大陆性季风气候特点：受季风影响，春季干旱多风，气温回升快；夏季炎热多雨；秋季天高气爽；冬季寒冷干燥，多风少雪。据北京市观象台近十年观测资料，年平均气温为13.10C，极端最高气温21
41.90C，极端最低气温零下17.00C，年平均气温变化基本上是由东南向西北递减，城区近二十年最大冻土深度小于0.80m。全市多年平均降水量626mm，降水量的年变化大，降水量最大的1959年达1406mm，降水量最小的1896年仅244mm，两者相差5.8倍。降水量年内分配不均，汛期（6～8月）降水量约占全年降水量的80％以上。旱涝的周期性变化较明显，一般9～10年左右出现一个周期，连续枯水年和偏枯水年有时达数年。近十年来以1994年年降水量最大，为813.2mm，1999年年降水量最小，为266.9mm。全市月平均风速以春季四月份最大，据北京市观象台观测，近十年市区平均风速为2.5m/s，最大风速13.9m/s。2.3区域地质条件21
北京地区位于华北平原北部边缘，北部、西部为山区，属于燕山和太行山余脉，大地构造位置处于新华夏、阴山纬向和祁吕～贺兰山字型东翼三个构造体系的交汇部位，新华夏系第二沉降带与第三隆起带之间。其中新华夏构造体系活动性强，控制着北京地区地质构造的基本格局、地貌基本形态和地震活动。第四纪以来，新华夏构造体系仍在继续活动，是主要发震的地震构造体系。北京新华夏构造体系处于太行隆起带与华北沉降带交汇部位的北端，活动断裂较为发育，其中北东向和北西向断裂是构成北京地区构造格局的两组主要断裂，控制着北京山区和平原第四纪的构造轮廓。北西向断裂活动幅度较大，对沉积物的分布有明显的控制作用。通过北京市的主要隐伏断裂有：北东向断裂：八宝山断裂、黄庄—高丽营断裂、莲花池断裂、良乡—前门断裂、南苑—通县断裂。北西向断裂：南口—孙河断裂、禾子涧—香山断裂。与拟建工程相关的断裂主要为通县—南苑隐伏断裂，该断裂北起平家疃一带，向南经定福庄附近，沿南苑、芦城、里渠、柳村、刁窝、塔上的南皋店一线展布，长约110km。断裂平面呈S型，总体走向35～45°，倾向北西，倾角50～75°，以高碑店为界分为南北两段，北段断裂倾向北西，倾角较陡。该断裂延续性较好，无间断，为早、中更新世活动断裂。2.4地震（1）、历史地震京津唐张地区（38.5°～41°N；114°～120°E），自有历史记载以来（西晋开始），共查证到五级以上地震60余次（不含余震）。其中：5级的20次，5～5½级20次，5¾～6级6次，6¼～6½级6次，6¾～7级4次，7½级以上的4次，5级以上地震平均10年发生一次，频率虽不高但破坏极大。历史上对北京城区影响较大的地震有：公元105721
年发生于固安的6.75级地震，公元1679年发生于三河、平谷的8级地震，公元1730年9月发生于北京西郊的6.5级地震，这三次地震北京城区的地震烈度均为8度，1976年的唐山地震，北京地区的地震烈度为6度。历史上北京市行政区划所属范围内强震震中分布及记录见表1。北京市及周围历史强震一览表表1编号地震时间震中时间地点震级(M)震中烈度(I0)纬度经度11484.1.2940.3116.0居庸关一带七21057.3.2439.5116.3固安九31076.1239.9116.4北京5六41337.9.840.4115.7怀来八51536.10.2239.8117.6通县南6七～八61627.2.539.8116.8通县西5六71665.4.639.9117.2通县八81679.9.240.0117.0三河、平谷8十～十一91720.7.1240.4115.5沙城九101730.9.3040.0116.2北京西部八111976.7.2839.4118.1唐山7.8十一（2）地震活动性分析工程场地区域横跨华北地震区的华北平原地震带和汾渭地震带。在区域范围内，从公元前231年到2010年10月共记载到Ms≥4.7级以上的地震79次，其震源深度大多数在19km以内，其中较大的地震有1679年三河—平谷8级大震、1976年的唐山7.8级地震。而场区位于华北地震区域内华北平原地震带北端地震活动较强的地段，场地或附近具有发生中强地震的背景。21
华北平原地震带自1815年以来进入了第三活动期的活跃期，今后一段时间内地震活动处于活跃期中的剩余应变释放阶段下一活跃期的应变积累阶段。估计未来百年有可能发生6级以上地震。汾渭地震带虽然在第三活动周期的1815年平陆63/4级地震以后，地震频度与强度明显减弱，但该带北部近年来发生多次中强地震，且汾渭地震带在历史上是华北地震区活动水平较高的条带，估计未来百年内有7级左右的地震活动。工作区及其邻近地区的地震绝大多数为走滑型地震，一般来讲，以走滑为主的活动断裂，地震发生的频率和强度都比较大。而历史上，近场区发生多次Ms≥6.0级破坏性地震，体现了强震得发生有其重要性特征，综合近场区的地震活动分析，可以认为近场区及附近地区未来有发生6级左右的地震背景。本工程场地遭受周围历史地震最大影响烈度为Ⅷ度。2.5场地工程地质构造北京平原地区主要受新华夏系北东向或北北东向的断裂控制，第四纪以来由于新构造运动的影响，平原地区强烈下降，沉积了较厚的河流冲积物。在北京平原区的不同区域，由于受断裂活动的影响和古地理环境的限制，第四纪沉积物的厚度有明显的差异。在北京市区，第四纪沉积地层的厚度由西向东逐渐增大，岩相分布由山地向平原具有明显过渡的特征，即市区西部的第四纪古河流形成的冲洪积扇顶部、中上部的地层以厚层砂土、卵砾石层为主；向东过渡为冲洪积扇的中部和中下部，第四纪地层为粘性土、粉土与砂土、卵砾石交互沉积层。详见图4“北京平原地区地质图”。21
图4北京平原区地质图拟建场地位于华北地台边缘，场地第四纪覆盖层的厚度大于50米。2.5.1场地地形地貌本工程所在的北京市区，位于华北地台边缘，市区西、北及东北三面环山，东、南及东南面为广阔的平原，第四纪以来，受构造运动的影响，山区部分不断抬升，平原不断下降，并接受巨厚的河流相沉积物，自西北部山前地带向东南部平原河流相沉积物逐渐增厚，地貌单元由冲洪积扇过渡为冲积平原，地层以砂土、砾卵石层为主逐渐变为粘性土、粉土为主。拟建场地位于北京经济技术开发区，地貌属冲积平原，场地平坦，地面标高为29.51～30.82m。2.5.2地层岩性根据对现场钻探与原位测试及室内土工试验综合分析，按地层沉积年代、成因类型将拟建场区地面以下90.0m深度范围内的地层划分为人工堆积层、一般第四纪沉积层二大类，并按地层岩性及其物理力学性质指标进一步划分为15个大层，有关各土层基本岩性特征及分布情况简述如下：人工堆积层素填土层：黄褐色、松散、湿，主要以粘质粉土填充，局部地表为0.5m的耕植土、水泥地面和建筑垃圾。该层厚为1.0～2.30m，层底标高27.89～29.24m之间。一般第四纪沉积层砂质粉土粘质粉土：褐黄色，密实，潮湿，含云母、氧化铁、姜石，属中高～中压缩性土层，局部21
1粉质粘土薄层，褐黄色。该层厚为1.20～5.40m，层底标高23.31～27.32m。粉砂：黄褐色，灰褐色，稍密～中密，稍湿，矿物成份以长石、石英为主，该层厚为0.20～3.50m，层底标高介于21.77～24.86m之间。粉质粘土重粉质粘土：灰褐色，黄褐色，可塑，含云母、氧化铁、姜石，属高～中高压缩性土层，局部1砂质粉土粘质粉土层：灰褐色，密实，属中高～中低压缩性土层。该层厚为0.80～4.20m，层底标高介于17.79～23.42m之间。细砂：黄褐色，中密，稍湿，矿物成份以长石、石英为主，局部1粘质粉土层，黄褐色，湿，中密～密实。该层厚为0.60～9.90m，层底标高介于11.23～20.56m之间。粉质粘土重粉质粘土：黄褐色，可塑，含云母、氧化铁、姜石，属中高～中低压缩性土层，局部1砂质粉土粘质粉土层：黄褐色，中密～密实，属中～低压缩性土层。该层厚为0.40～7.00m，层底标高为5.58～12.97m。细砂：黄褐色，密实，湿，矿物成份以长石、石英为主，局部1粉质粘土，黄褐色。该层厚为0.60～5.50m，层底标高3.08～7.47m。粉质粘土重粉质粘土：黄褐色，可塑，含氧化铁、云母、姜石，属中～低压缩性土层，局部1粘质粉土，黄褐色。该层厚为0.70～9.20m，层底标高-4.03～1.79m。中砂：黄褐色，密实，湿，矿物成份以长石、石英为主，该层厚为1.60～3.60m，层底标高-5.87～1.72m。粉质粘土重粉质粘土：黄褐色，可塑，含云母、氧化铁、姜石，属中～低压缩性土层，局部1砂质粉土粘质粉土层：黄褐色，中密～密实，属低压缩性土层。该层厚为1.30～10.40m，层底标高为-13.96～-6.12m。中砂：黄褐色，密实，饱和，矿物成份以长石、石英为主，局部1粘质粉土粘土层：黄褐色，中密，属中低～低压缩性土层，2粉质粘土重粉质粘土：黄褐色，可塑，属中～低压缩性土层。该层厚为0.90～17.20m，层底标高-32.43～-13.42m。粉质粘土重粉质粘土：黄褐色，可塑，21
含云母、氧化铁、姜石，属中低～低压缩性土层，局部1砂质粉土粘质粉土层：黄褐色，中密～密实，属中～低压缩性土层。该层厚为0.90～13.40m，层底标高为-44.31～-29.7m。粘土层：黄褐色，中密，含云母、氧化铁、姜石，属低压缩性土层，局部1砂质粉土粘质粉土层：黄褐色。该层厚为0.90～13.40m，层底标高为-44.31～-29.7m。细砂：黄褐色，密实，饱和，矿物成份以长石、石英为主，该层厚为1.10～3.60m，层底标高-49.11～44.90m。粉质粘土层：黄褐色，可塑，含云母、氧化铁，姜石，属低压缩性土层，该层未揭穿。21
第三章水文地质条件3.1区域水文地质条件北京市位于华北平原北部，属于永定河、大清河、北运河、潮白河、蓟运河等水系冲洪积扇的中上部地段。北京总体规划市区面积1,046km2，主要座落在永定河冲洪积扇上。规划市区内第四系岩相分布，由西向东具有明显的过渡现象。由于河流频繁改道，形成多级冲洪积扇地，使地质条件较为复杂。总的趋势，西部以碎石类土为主，向东则逐渐形成粘性土、粉土与碎石类土的交互沉积，第四系覆盖层厚度也由数米增加到数百米。以此为背景，地下水的赋存状态也从西部的单一潜水层，向东、东北和东南逐渐演变成多层地下水的复杂状态。按照北京市区地质、工程地质、水文地质条件和地下水动态，将北京市区浅层地下水的工程水文地质条件划分为三个大区：永定河冲洪积扇台地潜水区、过渡区、潜水区（Ⅰ、Ⅱ、Ⅲ区），又细分为七个亚区（Ⅰa、Ⅰb、Ⅰc；Ⅱa、Ⅱb；Ⅲa、Ⅲb），参见图5（“北京市区工程水文地质分区图”）。关于各工程水文地质分区的地下水分布特征参见表2（“北京市区工程水文地质分区及地下水分布特征一览表”）。图521
表2北京市区工程水文地质分区及地下水分布特征一览表3.2场地水文地质特征拟建场区在勘察期间勘察深度范围内揭露的地下水有二层，第一层地下水类型为层间水，主要受大气降水补给，地下水水位埋深20.3～23.1m，相应水位标高为7.44～9.94m，并以垂直蒸发与地下迳流为主要排泄方式。第二层地下水类型为承压水，地下水水位埋深38.9～42.1m，相应水位标高为-8.9～-12.1m，主要接受侧向径流及越流补给，以侧向径流、人工开采方式排泄。历年最高水位接近自然地表。近3-5年静止水位标高为20.0m。抗浮设防水位标高按25.0m考虑。防渗水位按自然地面考虑。3.3地下水对建筑材料的腐蚀性评价地下水的腐蚀性评价本次勘察在9#、25#孔共取水样4组。进行水质分析，按国家标准《岩土工程勘察规范》（GB50021-2001）（2009年版）第12.2.1条、第12.2.2条、第12.2.3条“21
水对混凝土结构的评价”第12.2.4条“水对钢筋混凝土结构中的钢筋的评价”进行判定。具体结果见表3。地下水的腐蚀性评价表表3孔号水样深度（m）地下水类型取样日期对建筑材料的腐蚀性评价混凝土结构钢筋混凝土结构中的钢筋长期浸水干湿交替9#21.9层间水2010.9微腐蚀微腐蚀微腐蚀9#42.5承压水2010.9微腐蚀微腐蚀微腐蚀25#22.1层间水2010.9微腐蚀微腐蚀微腐蚀25#42.8承压水2010.9微腐蚀微腐蚀微腐蚀综合判定：潜水对混凝土结构具有微腐蚀性；在长期浸水条件下对钢筋混凝土结构中的钢筋具有微腐蚀性，在干湿交替环境下对钢筋混凝土结构中的钢筋具有微腐蚀性；承压水对混凝土结构具有微腐蚀性；在长期浸水条件下对钢筋混凝土结构中的钢筋具有微腐蚀性，在干湿交替环境下对钢筋混凝土结构中的钢筋具有微腐蚀性。3.4不良地质作用根据已有地质资料及现场勘察，无影响场地稳定的不良地质作用。拟建场地人工填土层厚度变化较大，在0.9～4.8m之间，填土下部土层为第四纪全新世土层，地层分布比较稳定。场地内除有填土外，无湿陷性土、膨胀土、风化岩及残积土等其他特殊性岩土分布；本场地自地面下20m深度范围内的饱和粉土及砂土不液化。21
第四章场地土地震效应4.1区域地震稳定性分析工程区所在区域属华北地震区。华北地震区是我国东部大陆地区地震活动最强烈的一个地震区，地震活动具有成带性、周期性和迁移性。地震活动的周期性表现为明显的活跃期和平静期，一个活动周期大致为300年；在一个周期内还可以分出活动阶段活动幕。根据地震划分和其边界确定依据，华北地震区又可划分出四个地震带，即：汾渭地震带、华北平原地震带、郯庐地震带和河套—银川地震带。工程区跨越河北平原地震带和郯庐地震带。北京市地处燕山地震带与华北平原中部地震带的交汇处，又紧邻汾渭地震带和郯庐深大断裂地震带，是个多震区，历史上曾遭受过多次强烈地震的破坏和影响，其中以1679年马坊地震和1730年西郊地震的影响最大。震源在北京地区的震级大于4级的地震共计发生过近200次，大于5级的地震10余次。北京历史上发生过的最大地震出现在1679年，即清代康熙年间，地点在三河—平谷一带，最高震级为8级、烈度为11度。据有关地震周期估测：6级地震(强震)最长间隔大约280—300年左右发生一次。上一次这样的地震发生在1730年，即清代雍正年间，地点在北京的西北郊地区。北京地区存在发生中强级别破坏性地震的背景。本区构造地震活跃，属于轻微震害区，总体上看，震害相对较轻，破坏不明显。场址位于这些断裂的围限区内，与这些断裂的距离均不小于《建筑抗震设计规范》（GB50011—2001）之规定避让距离，建筑抗震设防烈度8度，加之断裂之上第四系覆盖较厚，可不考虑发震断裂错动对地面建筑的影响。且场区不存在地震时可能发生滑坡、崩塌、地陷、地裂、泥石流的部位，故场地地震稳定性良好。4.2场地土类型及场地类别根据《建筑抗震设计规范》(GB50011-2001)附录A、《中国地震动参数区划图》(GB18306-2001)规定，场地抗震设防烈度为8度,设计基本地震加速度0.2g,21
设计地震分组为第一组。本次勘察采用JGY-1型检测仪进行检测。实测波速9#、21#钻孔，测试深度60m，地表下20米范围内实测钻孔单孔等效剪切波速为232.6～238.1m/s,平均为235.35m/s(详见钻孔剪切波速测试成果图表),依据《建筑抗震设计规范》(GB50011-2001)表4.1.3规定的剪切波速范围值，场地土类型除①素填土属软弱土外，其余各土层均属中软土。依据《建筑抗震设计规范》(GB50011-2001)第4.1.4条规定,场地覆盖层厚度dov>50m。根据土层等效剪切波速和场地覆盖层厚度，按《建筑抗震设计规范》(GB50011-2001)表4.1.6之规定，建筑场地类别属Ⅲ类。21
结论与建议5.1拟建场地内未发现不良地质作用，适宜作拟建建筑物的建筑场地。5.2建议设计单位根据本报告所提出的地层条件，结合建筑物实际荷载分布、基础形式、基底埋深等条件进行地基变形预测分析，并根据计算分析结果，采取相应的设计、施工措施。5.3该地区抗震设防烈度为8度，设计基本地震加速度值为0.20g，设计地震分组为第一组。地下水位按2.0m静止水位考虑时，在地震烈度为8度条件下，本场区饱和砂土及粉土均不液化。5.4建筑场地类别为Ⅲ类，属可建设的一般场地。5.5本区标准冻结深度为0.80米。5.6基槽开挖过程中须采取有效的措施，避免地基持力层扰动、破坏。5.7基槽开挖后应进行钎探工作并通知我公司验槽。5.8本报告建议的方案和参数指标，只适用于本报告所列拟建建筑物位置和类型，如有变动时须另做考虑。21
主要参考文献《高层建筑岩土工程勘察规程》（JGJ72-2004）《高层建筑箱形与筏形基础技术规范》（JGJ6-99）《建筑地基基础设计规范》（GB50007-2002）《建筑抗震设计规范》（GB50011-2001）2008版《岩土工程勘察规范》（GB50021-2001）2009版《土工试验方法标准》（GB/T50123-1999）《建筑边坡工程技术规范》（GB50330-2002）《土的工程分类标准》（GB/T50145-2007）《建筑工程抗震设防分类标准》（GB50223-2008）《地基动力特性测试规范》（GB/T50269-97）《岩土工程基本术语标准》（GB/T50279-98）内部资料仅供参考9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXp6X4NGpP$vSTT#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*3tnGx2zVkum&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$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$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!z89AmYW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