石积峡材料初步设计方案书--大学毕设论文.doc

说 明 书 目 录第 1 页 共 46 页一、 概述····························································3（一） 任务依据···································································3（二） 设计标准···································································31、主要标准、规范····························································32、设计标准·································································3（三） 对工程可行性研究报告及初步设计外业勘测验收会议纪要的执行情况···············3（四） 测设简况、设计方案拟定及推荐方案的确定······································4（五） 路线起讫点、中间控制点、全长、所经主要河流、垭口及城镇等·······················4（六） 占用土地情况·······························································4（七） 新技术采用及计算机的运用情况···············································4（八） 下一阶段需要进行试验、研究的项目及解决的问题································4二、 沿线自然地理概况················································6（一） 地形、地貌··································································6（二） 区域地质稳定性评价·························································61、地质构造·································································62、新构造运动及区域地壳稳定性···············································63、区域地壳稳定性···························································64、滑坡·····································································65、泥石流··································································9（三） 工程地质评价·······························································91、工程地质条件·····························································92、工程建设可能遭受地质灾害危险性的预测·····································9（四） 水文地质评价······························································101、气象与水文·····························································102、水文地质条件····························································11三、 路线···························································12（一） 路线布设及主要技术指标采用情况············································12（二） 可行性研究报告所定路线方案的采用及重大变更的论证··························13（三） 方案布置及方案的比选论证··················································13四、 路基、路面及排水················································16（一） 路基······································································161、一般路基设计····························································162、特殊路基设计····························································163、路基防护工程····························································174、路基、路面排水工程·······················································175、取土场及弃土场··························································18（二） 路面······································································181、设计原则································································182、设计标准································································183、交通组成、交通量及轴载换算···············································184、路面结构组合及方案论证··················································185、拟定路面结构层厚度及组合方案············································196、路面结构层材料级配组成··················································19五、 桥梁、涵洞······················································19（一） 主要技术标准······························································19（二） 主要材料及要求····························································19（三） 推荐线桥涵分布情况························································20（四） 推荐线大中桥桥型方案比较··················································20六、 隧道···························································30（一） 总体设计原则······························································30（二） 设计依据及执行规范························································30（三） 隧道工程概况······························································30（四） 隧址区工程地质条件························································31（五） 隧道主体工程······························································32（六） 交通附属设施······························································38（七） 下一阶段应解决的问题及注意事项············································40七、 路线交叉·······················································40八、 交通工程及沿线设施·············································40（一） 标志······································································40（二） 标线······································································41九、 环境保护·······················································41（一） 设计依据··································································41（二） 公路建设可能对建设区域自然环境、社会环境的影响·····························41（三） 环境保护措施······························································41（四） 运营期间的措施建议························································42十、 渡口码头及其他工程·············································42十一、 筑路材料······················································42十二、 施工方案······················································43十三、 设计概算······················································43（一） 编制依据·································································43（二） 定额依据和费用标准·······················································43（三） 价格来源·································································44（四） 费率标准·································································44（五） 概算金额及主要材料表·····················································45第 46 页 共 46 页说 明 书一、概述黄河积石峡水电站位于青海省海东地区循化县境内，是黄河上游龙羊峡青铜峡河段梯级开发规划中的第五座大型水电站，电站装机102万KW，坝址位于积石峡出口以上1.2公里处，上距循化县城30km，水库设计正常蓄水位1856m，校核水位1858.3m（黄海高程）。为保证电站蓄水后，清（水）关（门）旅游二级公路的通行和运营，需对水库淹没路段进行改建。改建项目位于循化县清水乡和孟达乡境内。清关公路改建起点位于原清关旅游公路K0+000，终点(K23+835.9)位于甘青省界（关门）处。是循化县主要的县级公路，也是通往我省主要旅游景点“孟达天池”的必经之路；同时该公路也是连接甘、青两省的一条重要的出省线路。（一） 任务依据青公建技字2006466号关于黄河积石峡水电站水库淹没区等级公路改建工程初步设计的委托函。（二）设计标准1、主要标准、规范公路工程技术标准（JTG B012003）公路路线设计规范（JTG D202006）公路勘测规范 （JTJ061-99）公路路基设计规范（JTG D302004）公路沥青路面设计规范（JTJ 01497）公路水泥混凝土路面设计规范（JTG D402002）公路排水设计规范（JTJ 01897）公路钢筋混凝土及预应力混凝土桥涵设计规范（JTG D622004）公路桥涵设计通用规范（JTG D602004）公路工程水文勘测设计规范（JTG C302002）公路工程抗震设计规范（JTJ 00489）公路隧道设计规范（JTJ D70-2004）公路工程地质勘察规范（JTJ064-98）公路隧道通风照明设计规范（JTJ 026.1-1999）民用建筑电气设计规范（JGJ/T16-92）建筑设计防火规范（GBJ16-87）建筑灭火器配置设计规范（GBJ141-90）给排水工程师常用规范公路工程基本建设项目设计文件编制办法公路工程基本建设项目设计文件图表示例2、设计标准清水至关门公路改建段采用交通部公路工程技术标准（JTG 012003）三级公路技术标准，设计速度30Km/h，路基宽8.5m，路面满铺，桥涵设计荷载为公路级（大桥为公路级），小桥涵与路基同宽。（三） 对工程可行性研究报告及初步设计外业勘测验收会议纪要的执行情况根据黄河积石峡水电站水库淹没区等级公路改建工程地质灾害危险性评估报告和黄河积石峡水电站水库淹没区等级公路改建工程初步设计外业勘测验收会议纪要，对工可方案进行了局部调整：1、“工可报告”中拟定：清关公路起点位于平大公路K132+000(清水湾大桥)处。工可研审查阶段，经专家审查和论证评价后，建议将清关公路起点定于原清关公路起点。经实地调查，原清关公路K0+000K1+450段水库蓄水对路线没有影响，故此段路线完全利用。2、K1+450K8+600段路线工可阶段针对马儿坡段布线时采用隧道穿越，经工可审查及初步设计阶段地质钻探情况，马儿坡隧道（长1300米）出口约700米位于滑坡体上，水库蓄水后隧道及出口段路基稳定性差，不可预见因素多。根据地质灾害危险性评估报告，路线采用绕避马尔坡滑坡体的设计方案，在K5+439处一跨黄河，取道乙赛村北面至K7+090穿越隧道（740米），于K8+311.8处二跨黄河接原工可方案。3、K8+600K10+800段，为降低工程造价，利用原有公路。改建部分路线，采用工可推荐方案。4、K15+192.98K15+657.02，K15+660K16+010两段路基位于库区岸边，水库蓄水后有塌岸的可能。K15+192.98K15+657.02路线采用纵向桥方案、K15+660K16+010路线采用隧道方案。5、K19+100K21+232.864段，采用塔沙坡短隧道方案。6、路线其余方案均按“工可报告”执行，对局部路段路线方案进行了优化和进一步比选。（四） 测设简况、设计方案拟定及推荐方案的确定本项目勘察设计工作主体单位为青海省公路科研勘测设计院，准备工作从2006年12月中旬开始，组建了项目机构，编制测设工作大纲，进行技术资料、测设设备和人员组织的准备工作。准备工作阶段详细研究了工可报告所确定的各类设计方案，并组织主要工程技术人员实地踏勘，对工可报告提出的走廊带选择可行的路线方案，并根据1/2000航测地形图，结合路线总体布置，初步进行路线平、纵、横方案论证、比选。同时对防护、排水及桥涵等构造物设置、路线交叉工程等作了必要的研讨，提出了相应的设计方案。参加本项目的专业技术人员于2006年12月15日进入工地。外业调查过程中，严格按照公路路线勘测规程、公路工程地质勘察规范以及公路桥位勘测设计规程等现行规程、规范要求的内容和深度，结合走廊沿线的村镇、重要设施现状及规划、工程地质情况，对路线方案进行深入分析、研究和比较，对路基路面、排水防护、桥梁涵洞、工程经济、占地拆迁、筑路材料等进行了认真、全面的调查工作，并对主要桥梁敷设中桩和桥位桩。根据公路工程地质勘察规范要求，对桥梁在详细的地质调绘基础上，进行了大量的勘探和试验工作。勘测过程中，严格按照ISO9001标准质量体系中质量控制和质量保证的各项规定，对勘察设计实施有效控制。院总工办对本项目实行跟踪控制，2007年1月18日至20日，由青海省公路建设管理局主持召开了黄河积石峡水电站水库淹没区等级公路改建工程初步设计外业勘测验收会议，并形成会议纪要。参加会议的有省发改委、省交通厅、省交通咨询中心等部门的专家和代表。提出了许多合理建议和宝贵意见，根据会议纪要，设计阶段进行了必要的补充工作。（五） 路线起讫点、中间控制点、全长、所经主要河流、垭口及城镇等通过实地测设及对沿线地形、地物以及对循化县路网规划、孟达国家级自然保护区总体规划的调查与了解，确定改建路线的主要控制点如下：路线总体走向为由西向东方向。路线起点位于原清关公路K0+000处，途经的主要控制点为清水大庄、清水尕庄、马尔坡、乙赛村、孟达乡、锁通坡、塔沙坡、终点K23+835.9位于甘青省界关门村，路线全长23.8359公里。（六） 占用土地情况路线测设里程23.8359公里，实际建设里程15.354245公里，占用水浇地57.14亩，旱地28.23亩，荒地237.18亩，果园36.22亩，林地5.63亩，经济林5.69亩，全线共占用土地共计370.09亩。 （七） 新技术采用及计算机的运用情况1、在控制测量中，运用全球定位系统，配合红外光电测距仪进行平面控制测量，保证了精度，提高了工效。2、采用遥感技术进行工程地质勘探、调查。3、路线、路基路面、桥涵等从外业勘察到内业设计，从结构分析到图纸绘制，广泛采用CAD技术。（八） 下一阶段需要进行试验、研究的项目及解决的问题1、由于本项目区域地形、地质构造均非常复杂，应在初步设计基础上继续加强对沿线地质勘探工作，特别是隧道、深路堑、高路堤地质勘探工作，同时对工程地质评价进行更进一步的试验研究和分析。2、根据本项目的具体情况，水库蓄水后会产生库岸再造，需要对K4+000K5+100，K15+000K15+650，原有清大公路K10+300K14+000，河北村支线K0+000K0+800等四段路基和K2+720洪沟大桥，K5+439黄河1号大桥，K5+795阿么查大桥，K8+311.8黄河2号大桥等四座大桥的桥台进行稳定性评价，并提供库区最大塌岸宽度。3、在初步设计测设阶段，路线附近经济作物较少，但随着积石峡水电站建设进度加快，沿线经济作物增长较多，征地及青苗补偿数量与日俱增，赔偿费用相应加大，请建设单位注意协调此项工作。初步设计及工程可行性规模比较表序号项目数量单位工程可行性初步设计造价增减（万元）平大公路改建段清水至关门改建段清水至关门段-支线工程数量汇总工程造价汇总（万元）平大公路改建段清水至关门改建段清水至关门段-支线工程数量汇总工程造价汇总（万元）工程数量工程造价（万元）工程数量工程造价（万元）工程数量工程造价（万元）工程数量工程造价（万元）工程数量工程造价（万元）工程数量工程造价（万元）1公路等级级二级三级四级二级三级四级2建设里程km2.31814.1935.88422.3952.23315.3544.04621.6333路基土方m37542081.2113477363.81650.98938848599.7111641268.81831.911764698.773.7151398872.5530.4388 72583.675.5934536154.8679.7473 -152.1644 4路基石方m3323344.191456.854472654303.4914395998.191760.345812076.948.0931405613.91833.0352 39158.3151.1237456849.12032.2520 271.9062 5路基排水与防护m36636.9205.7517101530.2683338.22897529.5214.71115696.673758.69067940.3266.191460315.491579.4406 7392208.368275647.792054.0002 -1704.6904 6沥青混凝土面层km227.291109.007490.888569.2082118.179678.215623.719101.638491.312556.3483 115.031657.9867 -20.2289 7水泥稳定砂砾基层km227.29184.353790.888331.2888118.179415.642523.71953.570191.312334.7319 115.031388.3020 -27.3405 8天然级配砂砾垫层km232.348110.2947107.976170.9644140.244281.259126.95994.362694.672184.8571 121.631279.2197 -2.0394 9砂砾路面km222.66348.977322.66348.977300.0000 14.95219.462414.95219.4624 -29.5149 10隧道m/座3180/315223.52473180/315223.52472990/514714.1441 2990/514714.1441 -509.3806 11特大桥m/座12大桥m/座260/2778.4360383.0/21273.8693643/42052.30531736.18/85298.0152 228/1942.06771964.18/96240.0829 4187.7776 13中桥m/座39.22/185.5277232.3/4767.648670/1221.4897341.52/61074.666039.84/1118.903164.62/2406.4013 204.46/3525.3043 -549.3617 14小桥m/座8.0/117.784446.5/344.982054.5/456.76648.0/127.723420.25/10.1366 28.25/227.8600 -28.9064 15涵洞道1396.631068674.734814139.083595910.449317155.963867885.6581 1877.65791021119.2798 208.8305 16平面交叉处24.126124.126121.602451.5774 10.348583.5283 -0.5978 17其他工程沿线设施km2.31814.041214.193274.50815.88425.554622.395314.10392.23341.74115.354912.3144 4.0466.539621.633960.5950 646.4911 18造 价万元1277.365331337.93262991.139035606.43691571.895337058.0945 2017.412040647.4018 5040.9649 19平均每公里造价万元551.06362207.9225508.34701589.9280703.86632413.5792 498.61891878.8535二、沿线自然地理概况（一） 地形、地貌该项目位于循化县清水乡和孟达乡境内。途径循化川地、积石峡高山峡谷两种地貌单元。循化县清水乡至清水尕庄，黄河两岸发育四级阶地，河面相对宽阔，两岸阶地分布对称，地势平坦，居民点、耕地、果园星罗棋布，是主要的粮食和经济作物区。原公路沿黄河南岸平坦的阶地上修筑。高山峡谷段位于清水尕庄至关门，表现为河流峡谷地貌，谷深峡窄，最窄处(野狐跳)仅宽15m，两岸山体高陡，河谷断面自马尔坡至木场呈“V”型，一般坡度大于45°，部分地段近直立，植被稀少，河流蜿蜒曲折，孟达、木场一带地形较开阔，并发育二级、三级侵蚀堆积阶地，地表多被冲、洪积物和坡积物所覆盖，均开垦种植。沿岸边坡多见滑坡、崩塌及泥石流等松散堆积物。（二） 区域地质稳定性评价1、地质构造（详见工程地质初步勘察报告及地质灾害危险性评估报告）2、新构造运动及区域地壳稳定性评估区新构造运动以大面积间歇性隆升为主，表现为循化盆地在早中更新世时代地层沉积厚度达4001000m，山体强烈隆升。黄河多发育基座阶地，河道水力坡度大，黄河左右岸沟谷切割深度，纵向坡降大，多发育迭水，沟床质薄，甚至常常为基岩裸露。3、区域地壳稳定性评估区近100km范围内有记载的破坏地震共25次，其中7级地震2次，66.9级地震3次，4.755.75级21次。在评估区挽近期活动的断裂形迹不明显，无中强震孕震能力，根据2001年版1：400万中国地震动峰值加速度区划图（GB183062001），评估区50年超越概率为10%时的地震动峰值加速度系数为0.10g，因此评估区为区域地壳基本稳定区。据本次调查，评估区已有地质灾害类型有滑坡、泥石流及崩塌（落石）和危岩等四种类型。将地质灾害特征依不同类型分述如下：4、滑坡（H）评估区共有滑坡10处，其中马尔坡骆驼岭之间为滑坡群，由三处滑坡组成，其余七处以单体滑坡出现。以滑体物质组成分类，10处滑坡均为岩质滑坡。以滑坡残留体规模分类，体积小于10×104m3的小型滑坡2处，体积10100×104m3的中型滑坡1处，大于1000×104m3的巨型滑坡7处。4.1 H1滑坡4.1.1 H1滑坡特征发育于马尔坡村南500m，滑坡前缘距改建公路推荐线最近距离100m，距原清大公路450m。滑坡平面形状近椭圆形，长约700m，平均宽250m，平均厚度60m，残留体积1050×104m3，滑坡体地形破碎，冲沟非常发育，滑坡面上具有4个台阶。为深层巨型岩质滑坡。滑体由第三系上新统砂砾岩组成，滑坡面发育在砂质泥岩中，滑坡主滑方向330°。滑坡后壁高3035m，后壁坡面坡度70°，后壁坡面凸凹不平，发育多条小型冲沟，无植被，后壁陡坎前缘未发现卸荷裂隙，滑体前缘覆盖在阶地面上，滑体下伏为黄土状粉土，剪出口海拔高程2100m，后壁最大海拔高程2114m。按滑坡面与岩层关系，本滑坡为切层顺层滑坡，根据滑坡后壁形态特征分析和访问马尔村居民，判定H1滑坡为活动在数百年以前的老滑坡，现在处稳定状态，稳定性好。4.1.2 H1滑坡的成因及机理分析（详见工程地质初步勘察报告及地质灾害危险性评估报告）4.2 H2滑坡4.2.1 H2滑坡特征分布于已宝村85°方位约0.57km处，位于拟建的己宝村大桥（K7+025）北约80m。滑坡后壁呈圈椅状（照片23），后壁高25m，坡度72°，后壁坡面光滑整齐，新鲜，无植被。滑体长度31m，宽度8.5m，平均厚度3.5m，滑坡体体积约0.925×104m3。为小型滑坡，剪出口海拔高程1884m，滑坡舌前缘距沟底高度5.5m，后壁最大高程海拔1900m。主滑方向260°。滑坡后壁肩部发育卸荷裂缝，宽度15cm，可见深度2.0m，滑坡体、滑坡面、滑坡床均为白垩系下统河口群（K1hk）泥岩。滑体堆积物破碎杂乱无章。根据现场判断为处于活动期滑坡，稳定性差。H2滑坡大约为二十世纪五十年代产生的新滑坡。4.2.2 H2滑坡的成因及机理分析（详见工程地质初步勘察报告及地质灾害危险性评估报告）滑坡成因4.3 H3滑坡4.3.1 H3滑坡特征H3滑坡发生在已宝村80°方位约1.0km处，即推荐线K7+480K7+630段，滑坡主滑方位270°，滑坡后壁高度1020m，后壁坡体坡度26°，凸凹不平，多碎石，生长稀疏的杂草，后壁顶部是山脊，滑坡最大长度200m，最短处长度130m，平均长度165m；最大宽度200m，最小宽度80m，一般宽度195m，平均宽度158m；厚度27m。残留体积70.4×104m3。为中型规模的滑坡，滑体体积发育三级台阶，台阶坎高58m，坡度2023°，滑坡前舌坎高约10m，覆盖白垩系下统河口群砾岩之上。滑体上发育3条冲沟，其中之一为顺滑体纵向发育的冲沟雏形，宽度3060cm，深度2030cm；另两条冲沟深58m，底宽2.5m。滑坡剪出口高程约1970m，前舌前沿海拔高度1950m。滑体底面边界到拟建隧道进口平距110m，滑坡剪出口高于隧道进口高程70m，前舌高程高于隧道进口50m。H3滑坡为已休止的深层滑坡。滑坡体由K1kh砾岩及泥质粉砂岩组成，滑坡岩块凌乱，仅可粗略地分辨出岩层原层序。滑坡面坡度约6°，滑体下部砾岩产状28520°，H3滑坡为老滑坡。滑坡后壁坡度较缓，表面凸凹不平，散布碎石，滑体上发育多条冲沟等现象分析H3滑坡为稳定性好的老滑坡。4.3.2 H3滑坡的成因及机理分析（详见工程地质初步勘察报告及地质灾害危险性评估报告）4.4 H4滑坡该滑坡为马尔坡骆驼岭滑坡群之一，2001年我院曾进行过调查，尔后“西北院”又进行勘探和地质灾害危险性评估，根据“西北院”最新资料叙述如下：H4滑坡位于马尔坡山东北，少浪子沟口280°方向1160m，黄河的右岸。主滑方向40°，后壁海拔高程2310m，后壁坡角41°，滑坡后壁坡面发育10余条冲沟，坡面凹凸不平。剪出口海拔高程约1900m。滑体轴向长度950m，最大宽度550m，最小宽度60m，平均宽度480m，平均厚度85m，滑坡区面积0.11km2，滑体残留体积3876×104m3。在H4滑坡之前黄河右岸可能发育级阶地，其中级基座阶地上覆盖黄土状粉土，H4滑坡及其相邻滑坡将黄河阶地剪断并推移至黄河，尔后的河流冲刷作用下，在黄河右岸形成陡壁，而且清晰可见滑体下伏的白垩系下统砾岩、砂岩等岩层。滑体鼓包与滑坡后壁之间发育滑坡洼地（长约300m，宽约90m，深约78m）。后缘北段为深切冲沟，堆积了破裂壁崩积物大块石。滑体东侧又有一条深切的冲沟，与H5滑坡相隔。滑体表部起伏不平，滑体中部发育有三级滑坡台阶。滑体中部地形陡峭，残存一条与黄河平行的山丘，可能为滑前舌鼓包的残留体。滑坡面位于白垩系下统的砂砾岩中，下部滑面渐缓，倾角815°，滑床砂砾岩产状5010°。H4滑坡目前处于稳定状态，对现有清关公路危害性小。4.5 H5滑坡4.5.1 H5滑坡特征H5滑坡为马尔坡骆驼岭滑坡群之二，“西北院”将H5滑坡划分2处滑坡，并曾进行钻探和硐探。H5滑坡基本特征H5滑坡位于骆驼岭西侧，西隔短山梁与H4滑坡相望。滑坡前缘底面海拔高程1820m，滑坡顶面海拔高程2050m，后缘高程2110m，滑体长度1200m，滑体宽度762m，滑坡平均厚度78m，滑坡体残留体积约7130×104m3。主滑方向335°，滑坡后壁坎顶海拔高程2200m（照片10、30），后壁直立，后壁坡面风化严重，凸凹不平，发育多条小冲沟，少浪子村座落在滑体后缘。滑体后缘为滑坡洼地，前缘堆积物顶底高程20201860m，滑体表部起伏不平，前缘陡峭，坡度达40°以上，发育三级平台，陡坎不明显，平台表部大小不等的砾岩块石分布杂乱。滑坡堆积物及滑坡床由白垩系下统河口群砂砾岩组成。据“西北院”钻探和硐探资料，滑坡堆积物组成物质，以砂岩碎块和砾岩碎块为主，约占7080%，块径多在812cm之间，少数大于20cm。原岩层序已被破坏，物质组成复杂，结构松散。在剖面一带滑坡堆积物底部未见滑动带，滑体物质与基岩面主斜坡接触。滑坡后壁为裸露的破裂壁，上部滑动面为河口群中软弱夹层，下段为岩层接触面，为明显的顺层滑坡。滑面倾角由上部的30°，渐变到下