A江水利枢纽工程混合曲线拱坝设计说明书.rtf

1、-1-摘 要 A 江是我国东南地区的一条河流，根据流域规划拟建一座水电站。A 江水利枢纽同时兼有防洪、发电、灌溉、渔业等综合作用，水库正常蓄水位185.5m，设计洪水位 187.3m，校核洪水位 190.0m，汛前限制水位 182m，死水位 164m，尾水位 103.5m。水库死库容 4.76 亿 m3，总库容 9.6 亿 m3。A 江水利枢纽工程等别为一等，工程规模为大（1）型工程，主要建筑物级别为 1 级，次要建筑物级别为 3 级，临时性建筑物级别为 4 级。A 江水利枢纽的主要组成建筑物有挡水建筑物、主副厂房、泄水建筑物、过木筏道等。经过坝型比选，选定挡水建筑物为一变圆心变外半径的双曲拱

2、坝，坝顶弦长309m，最大坝高 99.25m，坝底厚 24.88m，坝顶宽 8.41m。设计中对四种工况的坝体应力分别采用了电算和手算，手算运用拱冠梁法。泄水建筑物由两个浅孔和两个中孔组成：浅孔位于两岸，孔口宽 8.0m，高8.0m，进口底高程为 164m，出口底高程为 154m；中孔位于水电站进水口两侧，孔口宽 7.5m，高 7m，进口底高程为 135m，出口底高程为 130m。在坝身泄水孔的上下游侧分别布置检修闸门和工作闸门，检修闸门采用平板门，工作闸门采用弧形闸门，在每一个工作闸门的上方有启闭机房，浅孔启闭机房高程为 173.0m，中孔启闭机房高程为 150.79m。泄槽支撑结构采用框架

3、式结构。坎顶高程为 119.3m,浅孔反弧半径为 40m,中孔反弧半径为 50m。泄槽直线段的坡度与孔身底部坡度一致,挑射角=15o,导墙厚度为 2.0m,浅孔导墙高度为 6m,中孔导墙高度为 7.5m。坝后式厂房装有 4 台 5 万 kW 的发电机组，主厂房长 81m，宽 18m，副厂房长 66m，宽 10m，安装场长 21m，宽 18m。压力管道的直径为 4.6m，进水口底高程为152.4m。发电机层高程为 114.8m，尾水管底高程为 90.8m，厂房顶高程为 130.5m。为防止坝基渗漏，在坝基靠近上游侧进行帷幕灌浆，并且为了减少坝基的扬压力，在灌浆帷幕之后设置排水孔。各孔间距均为 5

4、.0m。为了防止混凝土产生裂缝，拱坝坝体设置横缝，横缝面上需设置键槽，以咬合加固，增强坝体的抗剪能力。当底宽在 4050m 以上的拱坝，才考虑设置纵横缝，而本设计中，拱坝坝底宽为 24.88m，小于 40m，故可不设置纵缝。-2-AbstractA jiang is a river which lies in southeast of China.According to drainage area programming,a water power station is planning to built on it.A jiang hydrocomplex plays an importa

5、nt parts in flood control,waterpower,irrigation,fishery and so on.The reservoir normal water level is 185.5m,design flood level is 187.3m,maximum flood level is 190.0m,flood control level is 182m,dead water level is 164m,tailwater level of hydropower station is 103.5m.The dead reservoir capacity is

6、476,000,000m3,and the total reservoir capacity is 960,000,000 m3.The hydraulic engineering grade is Grade I.The key、secondary and temporary structures grade is Grade I、III and IV.The key hydroproject is consist of water retaining structure,power house,auxiliary room,sluice structure,raft sluice,and

7、so on.The water retaining structure is a double curvature arch dam.The length of the axis of crest dam is about 309m.Maximum height of the dam is 99.75m,the thickness of the bottom of the dam is 24.88m,and the width of the top of the dam is 8.41m.In this design,we use two different methods to calcul

8、ate the stess of the arch dam in four status.One is using program,the other is using crown cantilever method to calculate.The release structure is comprised of 2 mid-level outlet and 2 short-level outlet.The width of the short-level outlet is 8.0m,and the height is 8.0m;the width of the mid-level ou

9、tlet is 7.5m,and the height is 7.0m.The upstream and the downstream side of every outlet are a bulkhead gate and a operating gate which is a radial gate.There is a room where a gate hoist is put above every service gate.The two rooms which are above the mid-level outlet service gate are at an elevat

10、ion of 150.79 metres,and the other two rooms are at an elevation of 173.0 metres.The intake of the mid-level outlet is at an elevation of 135 metres,and the intake of the short-level outlet is at an elevation of 164 metres.The power house lies at the damtoe.The dimensions of the power house and the

11、auxiliary room are 81m18m and 66m10m.The generator floor is at an elevation of 114.8m metres,and the bottom of the draft tube is at an elevation of-3-90.8 metres,the top of the power house is at an elevation of 130.5 metres,and the intake of hydropower station is at an elevation of 152.4 metres.In c

12、ase of leakage of the dam foundation,there need curtain grouting at the base of the dam,behind which there are drainage holes which can decrease the uplift pressure of the dam foundation.In radial directions it needs to set key strench,which will reinforce the resistant of shearing intension of the

13、dam.For the bottom of the dam is smaller than 4050 metres,so it needs no longitudinal joints.-4-目 录第一章 综合说明.-7-1.1 概述.-7-1.1.1 枢纽概述.-7-1.2 工程特性表.-8-第二章 设计资料.-10-2.1 枢纽任务.-10-2.2 基本资料.-10-2.2.1 自然地理.-10-2.2.2 工程地质.-13-2.2.3 筑坝材料.-14-2.2.4 库区经济.-15-2.2.5 其它.-15-第三章 洪水调节.-16-3.1 泄水建筑物型式选择.-16-3.2 确定工程等

14、别和级别.-17-3.2.1 工程等级.-17-3.2.2 技术规范.-17-3.2.3 洪水标准.-18-3.3 水库运用方式.-18-3.4 调洪演算及设计基本数据.-18-3.4.1 调洪演算的目的.-18-3.4.2 调洪演算的原理.-18-3.4.3 计算方法.-19-3.4.4 泄洪方案的选择.-20-第四章 坝型选择及枢纽布置.-24-4.1 坝址坝型选择.-24-4.1.1 混凝土重力坝.-24-4.1.2 土石坝.-24-4.1.3 混凝土面板堆石坝.-25-4.1.4 拱坝.-25-4.1.5 综合选择.-26-4.2 坝体形态选择.-26-4.2.1 单曲拱坝.-26-4

15、.2.2 双曲拱坝.-26-4.2.3 坝型比较.-26-4.3 方案比较.-27-4.3.1 最大坝高计算.-27-5-4.3.2 重力坝方案.-28-4.3.3 拱坝方案.-28-4.4 组成建筑物及枢纽布置.-29-4.4.1 组成建筑物.-29-4.4.2 枢纽布置.-29-4.5 泄水建筑物型式选择.-29-4.6 厂房及引水系统布置.-30-4.7 枢纽总体布置.-30-第五章 拱坝设计.-31-5.1 拱坝形态和剖面尺寸的拟定.-31-5.1.1 拱坝形式选择.-31-5.1.2 拱冠梁剖面尺寸的拟定.-31-5.2 拱坝的布置.-33-5.2.1 拱坝布置的原则：.-33-5.

16、2.2 拱坝布置步骤.-33-5.3 拱坝的荷载及其组合.-34-5.3.1 荷载及计算.-34-5.3.2 荷载组合.-40-5.4 计算原理和计算步骤.-40-5.4.1 计算原理.-40-5.4.2 计算步骤.-40-5.5 拱坝应力分析(电算,手算).-41-5.5.2 手算.-42-5.6 坝肩稳定验算.-47-5.6.1 基本资料.-47-5.6.2 验算原理.-48-5.6.3 主要作用力计算.-50-5.6.4 验算工况.-50-5.6.5 验算结果.-50-第六章 泄水建筑物设计.-53-6.1 泄水建筑物组成与布置.-53-6.2 坝身进水口设计.-53-6.2.1 管径的计算.-53-6.2.2 进水口的高程.-53-6.3 泄槽设计计算.-54-6.4 导墙设计.-54-6.5 消能防冲计算.-55-6.6 泄水孔口应力及配筋.-57-6.6.1 计算原理.-57-6.6.2 坝内孔口的形状和作用力.-57-6.6.3 矩形孔口的应力计算.-59-6-6.6.4 配筋计算.-61-第七章 坝体细部构造及地基处理.-63-7.1 坝体构造与细部结构设计.-63-7