【《某生态湿地建设项目水文分析》17000字（论文）】

II某生态湿地建设项目水文分析摘要榆中县宛川河流域因长年采砂，河道破坏严重，加上黄土地质松软，汛期行洪泥沙石块较多，对生态湿地存在较大影响。而河道的主要功能是行洪，为了安全行洪，故对其进行水文分析及防洪评价。本论文根据河道的设计情况，搜集当地黄土区水文资料和实地洪水调查后，进行了河道演变趋势分析，分别运用瞬时单位线法、小流域经验公式法和祖厉河支流经验公式进行洪水计算，最后做出防洪综合评价及补救措施。通过计算分析得出，榆中县2#湿地现有堤防工程能满足河道5年一遇防洪标准。2#湿地采用表面流人工湿地型式，并在主河槽两侧种植挺水植物，可以净化水质。同时也无高出河道的阻水建筑物，未新增阻水面积，不会产生雍水。为了更好的降低洪水可能产生的影响，我们应做好湿地的日常维护与经营，定期巡查湿地，发现问题及时上报处理。关键词：防洪评价，水文分析，巡查维护目录19961摘要 III22881目录 III66791.1项目背景 1245181.2技术路线及工作内容 168341.2.1技术路线 170911.2.2工作内容 1169822.1建设项目概况 3216712.1.1项目概况 3167552.1.2工程规模及防洪标准 3113932.1.3设计方案 4166262.2河道基本情况 412812.2.1河道概况 4281972.2.2河流水系 498442.2.3水文气象 4100492.2.4地形地貌与河道地质情况 4227472.3现有水利工程及其它设施情况 5216292.3.1堤防工程 5273862.3.2污水处理厂 569862.3.3公路、铁路桥 5161833.1河道历史演变概况 6174803.2河道近期演变概况 6297543.2.1河岸稳定和河相关系 6127693.3河道演变趋势分析 7121944.1水文分析计算 9298714.1.1历史调查洪水 98454.1.2洪水特性分析‘ 9133324.1.3断面设计洪水 9271464.1.4设计洪水位 2353054.2冲刷分析 40324274.3防洪评价结论 43214464.3.1冲刷分析 43268324.3.2堤顶高程复核 44176815.1项目建设与有关规划的关系及影响分析 4453475.2项目建设是否符合防洪防凌标准、有关技术和管理要求 4450185.3项目建设对河道泄洪影响分析 45146225.4项目建设对河势稳定影响分析 45243305.5项目建设对堤防、护岸和其它水利工程及设施的影响分析 45306085.5.1项目建设对堤防的影响分析 45261315.5.2项目建设对水文站的影响分析 45116435.5.3项目建设对其他设施的影响分析 45114885.6项目建设对防汛抢险的影响分析 46170325.7项目建设对第三人合法水事权益的影响分析 46184256.1对行洪安全的防治措施 4678366.2对河道水体的防治措施 46305296.3对防汛抢险应采取的措施 46254306.4工程施工对环境影响的防治措施 47230386.5对其他设施影响的补偿措施 47参考文献 471绪论1.1项目背景榆中县宛川河生态湿地建设项目位于兰州市榆中县。本论文所分析的2#湿地位于已建宛川河岳家巷～金崖桥段堤防工程及宛川河金崖桥～寺隆沟段堤防工程范围内，湿地长3.05km，不占用基本农田。本论文根据河道及堤坝的设计情况，按照相关政策及技术规范，在查找相关项目文件的基础上，进行了河势演变分析、洪水水利计算等工作，通过得到的数据与防洪评价规范分析比照，得出洪水影响的分析结论，并做出补救措施。1.2技术路线及工作内容1.2.1技术路线依据《河道管理范围内建设项目防洪评价报告编制导则（试行）》（水利部办建管〔2004〕109号）的要求，对工程区宛川河河道两岸涉河建筑物和水利工程进行了详细勘察调查；收集整理了评价区域的水文、气象、地质及工程勘察、初步设计等各个方面的资料；利用水文水利计算方法，分析河道行洪、冲淤演变及河势变化规律及特点；计算项目设计洪峰流量、设计洪水位等相关技术指标。本次防洪评价和湿地设计坐标系采用2000国家坐标系，高程采用1985国家高程基准。1.2.2工作内容本论文在整理研究宛川河径流、洪水、泥沙、河道特性、河道工程建设等资料的基础上，按照《河道管理范围内建设项目防洪评价报告编制导则》（试行）的要求，从以下五个主要方面进行建设项目对河段的防洪影响评价工作：（1）根据湿地建设河道现在的水利工程状况，分析各项水利工程措施之间的相互关系和影响；（2）根据水文资料等，推求湿地建设河段设计洪水；（3）根据湿地河道断面的测量成果、设计流量计算成果等，分析湿地建设工程对于河道水位和行洪能力的直接影响；（4）根据项目工程施工区的地质环境条件及其所的设计洪水标准，采用经验公式，进行冲刷、壅水等计算分析；（5）项目防洪综合评价工作的内容包括：项目建设与有关规划的关联及影响分析；项目的建设是否符合防洪标准、相关技术和监督管理要求；项目施工对于河道泄洪的影响因素分析；项目的建设对河势稳定的影响分析；项目施工对堤防、护岸以及其它水利工程和设施的影响进行了分析；项目施工对防汛救灾抢险的影响分析和项目施工对环境的影响分析等。针对以上分析，提出减少和消除各种不利影响的补救措施。2基本情况2.1建设项目概况2.1.1项目概况本论文分析的2#湿地首端位于巴石沟口，末端位于寺隆沟口。2#湿地所在河段，河流流向自东南向西北，河道较顺直，河宽120m～180m。河道两岸有连续堤防工程；左岸为酒钢集团榆中钢铁公司厂区；右岸湿地首端有榆钢仓库厂房、职工公寓及榆钢渣场，渣场上游基本为荒地、耕地；距离巴石沟口约800m有金崖桥。图2.1为2#湿地所在河段地理图。图2.12#湿地所在河段地理图2.1.2工程规模及防洪标准2#湿地为表流人工湿地，面积为31851.83㎡。2#湿地日处理规模7200m³/d，属于中型人工湿地。本论文在搜集到的工程资料中，初步设计未明确本项目的防洪标准。依据《榆中县宛川河生态湿地建设项目初步设计——项目协调会会议纪要》：“本项目表流湿地设计不得影响原河道护堤自身防洪标准（十年一遇），表流湿地工程本身无防洪标准（湿地植物允许被洪水淹没）。”2.1.3设计方案2#湿地采用表流人工湿地型式，在保留原河道滩槽基本形态的情况下，在两侧滩地布置湿地，种植菖蒲、千屈菜、石菖蒲、黄花鸢尾、披碱草和冰草，废水在湿地表面漫流，有机物通过植物茎基部微生物化解，达到净化水质目的。河道中间根据现状常流水主槽（现状槽宽大部分约为1～9m）走向，布置常流水通道（小于6m的进行清淤疏浚）。为了使湿地内部形成封闭体系，设计了生态砾石床。为防止现有堤防超高不足，在堤防顶部设置了花池。为保证不影响行洪，基质和生态砾石床顶高程均位于原河床地面线以下。2.2河道基本情况2.2.1河道概况2#湿地河段长3.05km，河道平均纵坡9.32‰。2.2.2河流水系宛川河是黄河南岸的一级支流，是一条横贯榆中县的最大河流，属季节性河流。全长84km，河道平均纵坡12.2‰，控制流域面积1867km²。2.2.3水文气象榆中县气候为北温带半干旱大陆性季风气候，其气候特点是：夏热没有酷暑，冬冷没有严寒，四季分明，雨热同季，光照充足。据榆中县气象站（1985－2014）资料统计：该地区平均气温7.1℃；年平均降水量373.9mm，最大日降水量98.1mm；平均蒸发量在1343.1mm；相对湿度63％；平均风速1.9m/s，历年最大风速为19.6m/s（发生在2000年8月）。2.2.4地形地貌与河道地质情况⑴地形地貌宛川河地处甘肃榆中县东南及中部，属于我国黄土丘陵和冲洪积平原展布区，地形由东南、向东北倾斜海拔1440～2100m。宛川河沿线地貌属于侵蚀-剥蚀黄土丘陵（Ⅱ）和堆积平原（Ⅲ）。第3页共4页⑵河道地质第3页共4页地质构造大地构造为昆仑祁连褶皱系秦祁中间隆起地带的青石岭-马衔山拱形断束地段区域，古生代的地壳运动强烈，褶皱与断裂构造发育。早新生代晚期的喜玛拉雅造山运动使老地层褶皱成山，奠定了榆中县的基本构造骨架，并形成褶皱、断裂构造。地层岩性工程区地层主要为第四系风积、冲洪积细碎屑沉积，在勘探深度内，地层划分为三层，粉砂层、耕植土层和中砂层。2.3现有水利工程及其它设施情况2.3.1堤防工程2#湿地工程区域内已建宛川河岳家巷～崖桥段堤防工程及宛川河金崖桥～寺隆沟段堤防工程。工程等别均为5级堤防，堤防、护岸、护脚按5级建筑物设计，防洪标准按照10年一遇洪水设计。2.3.2污水处理厂排污口设置在宛川河河道左岸，排污管为直径1.0m的混凝土管，经污水处理厂处理后的水排泄至宛川河河道内。2.3.3公路、铁路桥2#湿地范围内有国道G903金崖公路桥，位于湿地起点下游约800m。3河道演变3.1河道历史演变概况宛川河以高崖、夏官营为界，划分为上、中、下游三段，上游河道长24km，海拔在2000m以上，雨量较充沛；中游河道全长37km，海拔在1800～2000m，中上游河道的水流基本平顺，河槽归顺相对稳定；下游河道全长23km，海拔在1500～2000m，多地处于黄土沟壑区，河槽宽浅、沙滩密布、主流摆动，是洪水泛滥的重灾区。宛川河历史演变的基本特点是河道走向基本稳定，局部河段主槽在水流的冲刷和侧蚀作用下存在摆动现象。3.2河道近期演变概况利用该河段河床稳定和河相关系进行分析。3.2.1河岸稳定和河相关系⑴河岸纵向稳定河岸纵向稳定用洛赫京稳定系数公式为：ψ式中：ψh—d—床沙平均粒径（m）；h—平均水深（m）；J—比降；研究表明，稳定系数ψh的大和小，只代表泥沙运动的强和弱，稳定系数愈大，泥沙运动强度愈弱，河床因流路变化或泥沙运动产生的变形愈小，因而愈趋于稳定；反之，稳定系数愈小，泥沙运动强度愈强，河床也就表3.1纵向稳定系数计算表河段平均比降（‰）平均粒径（mm）纵向稳定系数2#湿地9.3223.02.6-4.9从上表结果得出，此段宛川河河岸的稳定性好。⑵河床横向稳定系数φb=Q式中：φb—横向稳定系数；Q—造床流量（m3/s）；B—造床流量下河宽（m）；J—纵向平均比降。研究表明，φb值越大，河槽相对较窄，水流平缓，河岸越稳定；反之φb值越小，河岸越不稳定。表3.2计算结果表明工程断面处河床横向不稳定。表3.2横向稳定系数计算表河段造床流量（m3/s）河宽（m）平均比降横向稳定系数2#湿地16043.20-130.099.320.09-0.19⑶河床横断面的河相关系造床流量时，河宽与平均水深关系为:ξ=B0.5H式中：—断面河相系数；B—造床流量下的河宽；H—造床流量下的平均水深。研究表明，ξ值反映了沿程河相关系的断面稳定性，值愈大断面愈浅，表明洪水对两岸侵蚀强烈，反之则表示洪水对两岸侵蚀愈小河道愈稳定。在河道演变的分析中,ξ值蜿蜒性河段一般为2～4,游荡性河段一般为20～40,过渡性河段为8～12。由表3.3知处河段为过渡性河段。表3.3河相系数计算表河段造床流量（m3/s）水面宽（m）平均水深（m）河相系数某大桥160630.978.173.3河道演变趋势分析综上所述，通过对宛川河历史演变及近期演变情况调查分析，宛川河演变在天然状态下，主要表现为河道走向基本稳定，局部河段主槽在水流的冲刷和侧蚀作用下存在摆动现象。天然河道沙坑、垃圾较多，河道比降较小，河床纵向变化处于相对稳定状态，但横向变化不稳定，河岸稳定性相对较差。湿地工程范围内河道两岸均已修建堤防，且湿地修建过程中对河道进行疏浚和垃圾清运，限制了河流的横向发展，河道水流流态相对变平稳，河槽归顺稳定，对河道的稳定起到了一定的控制作用。

4防洪评价计算4.1水文分析计算2#湿地以寺隆沟汇入宛川河以上为控制断面，断面以上集水面积为1633km²，河长61.5km，主河槽比降为12‰。4.1.1历史调查洪水各河段历史洪水调查数据见表4.1.1。表4.1.1各河段历史洪水调查表河段F调查成果可靠程度(km2)（按大小顺序）年m3/s塌心营河段11271929992较可靠1951667较可靠夏官营河段1171190919291590较可靠1953李家庄河段185819292160较可靠19511570较可靠1956775较可靠4.1.2洪水特性分析‘宛川河流域内降雨空间分布不均匀，主要特征为自南向北呈减少趋势；降水量在年内分配也不均匀，主要集中在7～9月份，占全年降水量的53.56%。12～2月份降水量仅占全年降水量的2.51%。宛川河受气候和地形影响洪水多由局部暴雨产生，尤其是近年来冬春干旱，夏秋气温升高，使得7～9月暴雨增多，而且产生的洪峰流量大，历时加长，洪峰形态多为单峰，呈尖瘦型，陡涨陡落携带大量泥沙。4.1.3断面设计洪水⑴基础资料宛川河无实测水文资料，本次采用甘肃省无资料地区常用的瞬时单位线法、小流域洪峰流量经验公式进行计算，同时，选取已建工程引洮一期建立的黄土区沟道模数、祖厉河支流经验公式进行计算。⑵设计洪水计算①瞬时单位线法a.设计点暴雨根据《甘肃省暴雨洪水图集》，查年最大1h、6h、24h点雨量均值及变差系数Cv等值线图，得1小时、6小时、24小时点雨量均值分别为28mm、30mm、40mm;变差系数Cv值分别为0.58、0.52、0.45;各时段统一采用Cs=3.5Cv。查算P-Ⅲ型曲线不同频率的模比系数Kp值，再乘以点雨量均值，求得1h、6h、24h不同频率设计点雨量。3h点雨量是根据1h、6h点雨量值并利用公式H3=H10.387×H60.613内插求得。设计点雨量计算结果见表4.1.2。表4.1.2设计点雨量计算成果表历时（h）均值（mm）CvCs/Cv不同频率设计点雨量(mm)0.5%1%2%5%10%20%50%128.00.583.598.186.775.560.449.237.823.0396.185.574.960.750.039.124.5630.00.523.594.984.874.660.950.540.025.62440.00.453.5111.6100.890.075.264.052.435.6b.设计面暴雨查《甘肃省暴雨洪水图集》中甘肃省黄河干流区综合时～面～深α(%)关系图得1h、6h、24h点面折减系数，直线内插出3h点面折减系数。流域形状近似椭圆形，查流域综合形状改正系数与流域面积关系线图，得出6h、24h的流域综合形状改正系数。1h、3h流域形状改正系数一律采用6h数值。相应历时的面雨量=不同频率点雨量×点面折算系数×流域综合形状改正系数设计面雨量计算成果见表4.1.3，点面折减系数图见图4.1.1，流域形状改正系数图见4.1.2。图4.1.1甘肃省黄河干流区综合时～面～深α(%)关系图图4.1.2流域综合形状改正系数与流域面积关系线图表4.1.3设计面雨量计算成果表时段

（h）点面折减系数流域形状改正系数0.5%1%2%5%10%20%50%10.5550.89748.843.237.630.124.518.811.430.5610.89748.443.037.730.525.119.712.360.5680.89748.443.238.031.025.720.413.0续表4.1.3时段(h)点面折减系数流域形状改正系数0.5%1%2%5%10%20%50%240.5780.83954.148.943.636.531.025.417.3c.产流计算选取主雨峰为6h综合概化时程分配雨型，同频率控制放大，得到不同的频率设计面雨量的过程。产流期平均入渗率=（产流历时内的降雨量—净雨深）÷产流历时产流前的降雨量之和为初损，产流期以后的雨量亦全部下渗。甘肃省黄河干支流区综合概化时程分配雨型见表4.1.4，桥址断面面雨量过程见表4.1.5，产汇流参数见表4.1.6，净雨过程见表4.1.7。表4.1.4甘肃省黄河干支流区综合概化时程分配雨型(小数计)时段（t=1h）H6H24-H610.0320.0930.140.0350.0160.1170.1880.12890.27100.2110.18120.112130.11140.23150.08160.04170.03180.02190.02200.01210.01220.01230240表4.1.5面雨量过程时段0.5%1%2%5%10%20%50%10.20.20.20.20.10.10.120.50.50.50.50.50.50.430.50.50.50.50.50.50.440.10.10.10.10.10.10.150.10.10.10.10.10.10.160.60.60.60.60.60.50.471.01.01.01.00.90.90.886.25.54.94.03.32.61.7913.111.710.38.46.95.53.5109.78.67.66.25.14.12.6118.77.86.85.64.63.72.3125.44.84.23.42.92.31.5135.34.84.23.42.82.21.4141.31.31.31.31.21.11.0150.50.50.40.40.40.40.3160.20.20.20.20.20.20.1170.20.20.20.10.20.10.1180.10.10.10.10.10.10.1190.10.10.10.10.10.10.1200.10.10.10.10.10.10.2210.10.10.10.10.10.10.1220.10.10.10.10.10.10.1230000000240000000表4.1.6设计频率产流参数计算成果表参数单位0.5%1%2%5%10%20%50%下渗率f(mm/hr)4.34.03.63.12.72.21.5净雨量h(mm)22.619.216.412.49.47.24.1产流历时tc(hr)6666654净雨强i(mm/hr)3.773.202.732.71.571.441.03表4.1.7净雨量过程时段0.5%1%2%5%10%20%50%11.91.51.30.90.60.40.228.87.76.75.34.23.3235.44.64.03.12.41.91.144.43.83.22.51.91.50.851.10.80.60.30.20.1061.00.80.60.30.100d.汇流计算计算平均净雨强，用黄土区瞬时单位线汇流参数m1和m2地区综合公式计算n和k。n、k值、换算系数C及时段单位线见表4.瞬时单位线参数计算公式如下：i＝h/tcm1,10=0.94F0.16b=0.355−0.060LOG(F)（式4.3）m1=m1,1010/im2=0.69F−0.19J0.30n=1/m2k=m1/nC=F/(3.6×∆t)（式4.8）表4.1.8n、k值及时段单位线时段0.5%1%2%5%10%20%50%n2.802.802.802.802.802.802.80k0.5660.5810.5960.6240.6520.6610.698C453.61453.61453.61453.61453.61453.61453.61表4.1.9表4.1.9P=0.5%时设计洪水过程t(h)t/ks(t)s(t-∆t)1小时段单位线u(t)h×u(∆t=1h)∑uC×∑u(m³/s)000000011.7700.30600.3060.58200.582264.14323.5300.7260.3060.4190.7962.69703.4931584.65435.3000.9160.7260.1900.3613.6891.65505.7042587.59547.0700.9780.9160.0620.1181.6712.2631.34905.4022450.23058.8300.9950.9780.0170.0330.5481.0261.8440.33703.7881718.423610.6001.0000.9950.0050.0090.1540.3360.8360.4610.3062.102953.547712.3701.0001.000000.0410.0940.2740.2090.4191.038470.713800.0250.0770.0690.1900.361163.567900.0210.0190.0620.10246.3281000.0050.0170.02310.2601100.0050.0052.12712000总计1.0001.9008.8005.4004.4001.1001.00022.60010251.586表4.1.10表4.1.10P=1%时设计洪水过程t(h)t/ks(t)s(t-∆t)1小时段单位线u(t)h×u(∆t=1h)∑uC×∑u(m³/s)000000011.720.29200.2920.43800.438198.87223.440.7100.2920.4180.6272.25102.8771305.12535.160.9070.7100.1970.2953.2171.34404.8562202.93746.880.9740.9070.0670.1011.5151.9221.11104.6492108.73958.610.9940.9740.0190.0290.5180.9051.5870.23403.2741485.153610.331.0000.9940.0060.0100.1490.3100.7480.3340.2341.784809.333712.051.0001.000000.0500.0890.2560.1570.3340.886402.080800.0300.0730.0540.1570.315142.715900.0250.0150.0540.09442.6351000.0050.0150.0219.3701100.0050.0052.35512000总计1.0001.5007.7004.6003.8000.8000.80019.2008709.312表4.1.11表4.1.11P=2%时设计洪水过程t(h)t/ks(t)s(t-∆t)1小时段单位线u(t)h×u(∆t=1h)∑uC×∑u(m³/s)000000011.680.28100.2810.36500.365165.68023.360.6960.2810.4150.5391.88202.4221098.42435.030.8990.6960.2030.2642.7781.12404.1661889.85946.710.9700.8990.0720.0931.3611.6590.89904.0121819.87758.390.9920.9700.0220.0280.4800.8131.3270.16902.8171277.730610.071.0000.9920.0080.0100.1460.2870.6500.2490.1691.510684.981711.741.0001.000000.0520.0870.2290.1220.2490.739335.316800.0310.0700.0430.1220.266120.472900.0250.0130.0430.08136.7151000.0050.0130.0188.0341100.0050.0052.11512000总计1.0001.3006.7004.0003.2000.6000.60016.4007439.204表4.1.12表4.1.12P=5%时设计洪水过程t(h)t/ks(t)s(t-∆t)1小时段单位线u(t)h×u(∆t=1h)∑uC×∑u(m³/s)000000011.600.25800.2580.23300.233105.49223.210.6670.2580.4090.3681.37001.737788.13234.810.8820.6670.2150.1932.1670.80103.1611433.99546.410.9630.8820.0810.0731.1391.2670.64603.1251417.71758.010.9900.9630.0270.0240.4290.6661.0220.07802.2191006.33769.621.0000.9900.0100.0090.1400.2510.5370.1230.0781.138516.272711.221.0001.000000.0550.0820.2020.0640.1230.527238.956800.0320.0660.0240.0640.18784.977900.0260.0080.0240.05826.4421000.0030.0080.0115.0261100.0030.0031.41912000总计1.0000.9005.3003.1002.5000.3000.30012.4005624.764表4.1.13表4.1.13P=10%时设计洪水过程t(h)t/ks(t)s(t-∆t)1小时段单位线u(t)h×u(∆t=1h)∑uC×∑u(m³/s)000000011.530.23900.2390.14300.14365.03123.070.6390.2390.4000.2401.00401.243564.04834.600.8640.6390.2250.1351.6790.57302.3881083.16146.130.9540.8640.0900.0540.9450.9600.45402.4131094.53357.670.9860.9540.0320.0190.3800.5400.7600.04801.747792.28169.201.0000.9860.0140.0080.1340.2170.4280.0800.0240.890403.892710.741.0001.000000.0590.0760.1720.0450.0400.392177.679800.0330.0600.0180.0230.13460.978900.0260.0060.0090.04218.9941000.0030.0030.0062.7061100.0010.0010.63212000总计1.0000.6004.2002.4001.9000.2000.1009.4004263.934表4.1.14表4.1.14P=20%时设计洪水过程t(h)t/ks(t)s(t-∆t)1小时段单位线u(t)h×u(∆t=1h)∑uC×∑u(m³/s)000000011.510.23300.2330.09300.09342.34523.030.6300.2330.3970.1590.77000.929421.38634.540.8580.6300.2270.0911.3100.44301.845836.71146.050.9520.8580.0940.0380.7510.7540.35001.893858.45857.560.9850.9520.0330.0130.3100.4320.5960.0231.374623.37269.081.0000.9850.0150.0060.1090.1780.3410.0400.675306.078710.591.0001.0000.00000.0500.0630.1410.0230.276125.379800.0290.0500.0090.08839.814900.0230.0030.02611.7641000.0020.0020.6841100012总计1.0000.4003.3001.9001.5000.1007.2003265.992表4.1.15表4.1.15P=50%时设计洪水过程t(h)t/ks(t)s(t-∆t)1小时段单位线u(t)h×u(∆t=1h)∑uC×∑u(m³/s)000000011.430.21100.2110.04200.04219.18722.870.5950.2110.3840.0770.42300.500226.69634.300.8330.5950.2370.0470.7680.23301.048475.33845.730.9380.8330.1060.0210.4750.4220.1691.087493.16757.160.9790.9380.0410.0080.2110.2610.3070.787357.16368.600.9930.9790.0140.0030.0820.1160.1900.391177.244710.031.0000.9930.0070.0010.0290.0450.0840.15972.271811.4611000.0130.0160.0330.06227.923900.0070.0110.0198.4381000.0050.0052.3731100012总计1.0000.2002.0001.1000.8004.1001859.801表4.1.16不同频率设计洪水单位：m3/s湿地0.5%1%2%5%10%20%50%2#湿地2587.5952202.9371889.8591433.9951094.533858.458493.167=2\*GB3②小流域洪峰流量经验公式该公式是甘肃省水文水资源勘测局及省防办在全省范围内进行定点洪水调查总结得出的经验公式。：Qp=Kp·Q式中：Qp—为洪峰流量（m3/s）；Kp—模比系数，由Cv=2.0F-0.08，Cs=3Cv，查P-Ⅲ型曲线得出；Qm—多年平均最大洪峰流量（m3/s）；Qm=K·F0.6·H0.75·J0.19·f0.09F—流域面积（km2）；H—多年平均时段最大雨量（mm）；L—河道流程长（km）；f—流域形状系数（小数），f=F/L2；J—河道比降（‰）；K—综合系数，取0.20表4.1.17小流域洪峰流量经验公式参数断面KCvCs/CvHfKp1%2%5%10%20%50%2#湿地0.21.123400.4325.694.593.222.251.390.54表4.1.18小流域洪峰经验公式设计洪水成果断面流域特征值设计洪峰流量FLJP=1%P=2%P=5%P=10%P=20%P=50%2#湿地163361.5122278.851838.301289.62901.13556.70216.27③祖厉河支流经验公式计算时采用《甘肃省水文图集》同流域邻近河流祖厉河支流洪峰流量经验公式，即：Q洪峰=q×F（4.10）式中：Q洪峰―洪峰流量为m³/sQ―洪峰流量模数m³/s/km2，q=c、h―参数表4.1.13祖厉河支流经验公式设计洪水成果断面流域特征值设计洪水（m³/s)F(km2)L(km)J(‰)P=1%P=2%P=5%P=10%2#湿地163361.5121657144010667424.1.4设计洪水位⑴曼宁公式法根据实测大断面，采用曼宁公式法计算典型断面水位。曼宁公式如下：Q=1n（R2/3⋅式中：Q—水位流量（m3/s）；n—河道糙率；R—水力半径（m）；J—水面比降；A—有效过水断面面积（m2）。河道糙率根据现场查勘河床质的组成情况选取，工程河段主要有两种类型，一种为河床为沙质，河底不太平顺，两侧岸壁为黄土，长有杂草，天然河道糙率取值在0.025～0.029；另一种为河底由砂砾或卵石组成，底坡较均匀，床面尚平整，两侧岸壁为土砂，略有杂草，天然河道糙率取值在0.025～0.029。由于工程区河段两岸已建堤防，河堤护坡采用混凝土护面，本次河道综合糙率取值为0.026。依据已有工程案例，种植植物后，河床糙率范围n=0.05～0.08之间。本工程在河滩地种植挺水植物，主河槽用于行洪，工程区河道两岸均有堤防，河堤护坡采用混凝土护面。初步设计方案优化调整后，河道断面形状未发生变化，河道内未新增阻水面积，但由于在河滩地种植挺水植物，河道糙率将增大，由此计算工程实施后各断面水位流量关系。2#湿地典型断面水位流量关系见下表。从关系曲线图中凭借4.1.3中计算出的各断面设计洪峰流量，得到设计水位见表4.1.19。表4.1.142#湿地横1水位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（㎡）（m）（m³/s）16000.0269.32000001600.30.0269.320.2377.3218.360.2325.591600.60.0269.320.5378.6841.750.52100.241600.90.0269.320.8280.0365.560.8209.781601.20.0269.321.181.9589.821.07348.901601.50.0269.321.3684.16114.741.32512.661601.80.0269.321.6286.37140.331.56700.871602.10.0269.321.8888.54166.561.8915.141602.40.0269.322.1390.66193.442.041155.321602.70.0269.322.3892.78220.952.261412.871603.00.0269.322.6294.9249.12.491699.191603.30.0269.322.8198.75278.162.661982.821603.60.0269.323.00102.58308.352.842296.10表4.1.152#湿地横2位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）15990.0260.0093200000.001599.30.0260.009320.2662.0516.430.2624.851599.60.0260.009320.4876.6537.230.4884.751599.90.0260.009320.6891.2562.410.67177.431600.20.0260.009320.9398.1491.20.91318.001600.50.0260.009321.2101.18121.11.17499.271600.80.0260.009321.46104.22151.911.42712.601601.10.0260.009321.71107.03183.621.66955.861601.40.0260.009321.97109.39216.081.911235.111601.70.0260.009322.23111.74249.242.141536.8416020.0260.009322.48114.1283.122.381873.941602.30.0260.0093282.65119.72318.22.542199.50表4.1.162#湿地横3位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）1597.20.0260.0093200000.001597.50.0260.009320.1922.824.410.195.411597.80.0260.009320.3539.1413.70.3424.781598.10.0260.009320.555.8727.940.4964.481598.40.0260.009320.6670.2146.870.65130.591598.70.0260.009320.7989.6570.850.78222.9115990.0260.009320.92109.09100.660.91350.981599.30.0260.009321.17114.29134.171.15546.831599.60.0260.009321.41119.48169.231.38778.871599.90.0260.009321.65124.67205.861.611050.001600.20.0260.009321.92126.65243.711.871373.521600.50.0260.009322.21127.02281.762.141737.361600.80.0260.009322.51127.38319.922.422141.18表4.1.172#湿地横4位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）1594.80.0260.0093200000.001595.10.0260.009320.22111.4124.790.2233.541595.40.0260.009320.47128.3160.750.47136.361595.70.0260.009320.7145.2101.770.69295.0715960.0260.009320.91162.11147.870.9511.811596.30.0260.009321.19164.63196.881.18816.311596.60.0260.009321.47167.14246.641.451173.211596.90.0260.009321.75169.67297.161.711577.811597.20.0260.009322.02171.87348.41.982039.81表4.1.182#湿地横5位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）15900.0260.0093200000.001590.30.0260.009320.268.262.210.253.261590.60.0260.009320.4910.084.960.4510.811590.90.0260.009320.6911.98.250.6222.271591.20.0260.009320.5921.8512.90.5632.541591.50.0260.009320.635.8721.560.5855.681591.80.0260.009320.6949.8934.430.6797.891592.10.0260.009320.8163.0551.450.79163.261592.40.0260.009320.9774.4972.080.94256.821592.70.0260.009321.1285.9396.141.09378.0915930.0260.009321.2797.37123.631.24529.831593.30.0260.009321.48103.76153.811.44728.271593.60.0260.009321.69110.15185.891.64959.891593.90.0260.009321.88116.54219.891.831221.541594.20.0260.009322.13120.02255.512.051531.011594.50.0260.009322.39122.06291.832.31888.061594.80.0260.009322.65124.1328.762.542272.49表4.1.192#湿地横6位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）15890.0260.0093200000.001589.30.0260.009320.2714.43.90.265.901589.60.0260.009320.517.238.640.4719.391589.90.0260.009320.7120.0614.230.6640.051590.20.0260.009320.7528.1421.20.7162.651590.50.0260.009320.838.8531.250.7797.481590.80.0260.009320.949.5644.510.87150.621591.10.0260.009320.9861.9561.060.95219.101591.40.0260.009321.0577.7182.011.03310.571591.70.0260.009321.1593.46107.681.12431.2015920.0260.009321.26109.22138.081.23588.581592.30.0260.009321.49114.93171.711.45816.791592.60.0260.009321.72120.62207.031.671082.051592.90.0260.009321.93126.33244.081.871375.611593.20.0260.009322.18129.28282.552.111725.911593.50.0260.009322.46130.87321.582.372122.541593.80.0260.009322.72132.46361.082.622548.044.1.202#湿地横7位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）15870.0260.0093200000.001587.30.0260.009320.2646.4312.220.2618.481587.60.0260.009320.4857.8627.860.4762.531587.90.0260.009320.6869.2946.930.66132.091588.20.0260.009320.976.3868.990.88235.241588.50.0260.009321.1481.3292.651.11368.801588.80.0260.009321.3686.26117.791.32526.291589.10.0260.009321.5592.84144.481.5702.971589.40.0260.009321.69102.71173.821.64897.561589.70.0260.009321.83112.58206.11.771119.7715900.0260.009321.97122.45241.361.911379.611590.30.0260.009322.19126.91278.772.121708.201590.60.0260.009322.42131.37317.52.332071.961590.90.0260.009322.63135.83357.592.532465.281591.20.0260.009322.88138.25398.792.772920.551591.50.0260.009323.15139.64440.483.023417.164.1.212#湿地横8位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）15840.0260.0093200000.001584.30.0260.009320.1914.362.720.183.221584.60.0260.009320.3424.978.620.3315.281584.90.0260.009320.535.5817.70.4840.291585.20.0260.009320.7240.7329.410.786.091585.50.0260.009320.9743.15420.93148.581585.80.0260.009321.2145.5855.311.15225.431586.10.0260.009321.3750.7969.481.3307.301586.40.0260.009321.461.5886.331.34389.611586.70.0260.009321.4772.37106.421.41496.8615870.0260.009321.5683.15129.751.5631.301587.30.0260.009321.791.74155.991.64805.491587.60.0260.009321.84100.32184.791.781007.771587.90.0260.009321.9114.02216.511.841207.141588.20.0260.009322.07121.64252.482.011493.111588.50.0260.009322.35122.89289.172.271854.551588.80.0260.009322.63124.14326.232.522243.151589.10.0260.009322.9125.41363.652.772663.211589.40.0260.009323.17126.71401.473.023114.534.1.222#湿地横9位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）1581.20.0260.0093200000.001581.50.0260.009320.2211.592.610.223.531581.80.0260.009320.417.416.960.3813.561582.10.0260.009320.4827.3313.260.4729.761582.40.0260.009320.5345.4924.180.5258.061582.70.0260.009320.6463.6440.540.62109.4515830.0260.009320.7681.7962.360.75191.141583.30.0260.009321.0286.0287.540.99322.871583.60.0260.009321.2690.24113.971.23485.801583.90.0260.009321.594.46141.671.45673.891584.20.0260.009321.7497.74170.541.68894.881584.50.0260.009321.99100.56200.291.911144.851584.80.0260.009322.23103.38230.882.141423.631585.10.0260.009322.45106.81262.342.351721.781585.40.0260.009322.65111.46295.082.532034.331585.70.0260.009322.83116.11329.212.72370.194.1.232#湿地横10流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）1579.780.0260.0093200000.001580.10.0260.009320.244.648.820.1910.821580.40.0260.009320.461.8424.790.3949.131580.70.0260.009320.5879.0445.920.57117.2215810.0260.009320.7596.2472.210.74219.361581.30.0260.009321.01100.73101.760.99375.321581.60.0260.009321.26105.21132.641.23565.391581.90.0260.009321.5109.69164.881.46787.901582.20.0260.009321.75112.93198.331.71048.951582.50.0260.009322.01115.54232.61.941343.421582.80.0260.009322.26118.15267.662.181670.921583.10.0260.009322.31131.61304.562.231930.241583.40.0260.009322.55134.99344.552.462331.364.1.242#湿地横11位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）1577.290.0260.0093200000.001577.60.0260.009320.1531.864.940.155.181577.90.0260.009320.3259.7518.950.3132.231578.20.0260.009320.5472.9839.360.5395.711578.50.0260.009320.7781.0962.480.75191.511578.80.0260.009320.9889.2188.020.96318.051579.10.0260.009321.296.11115.941.17478.001579.40.0260.009321.44100.59145.441.4675.831579.70.0260.009321.67105.07176.281.62902.8515800.0260.009321.9109.55208.481.841162.371580.30.0260.009322.06117.81242.591.991425.091580.60.0260.009322.15130.33281.182.091706.671580.90.0260.009322.36136.06321.312.282066.721581.20.0260.009322.62138.15362.462.532498.864.1.252#湿地横12位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）1574.450.0260.0093200000.001574.80.0260.009320.2515.463.910.245.611575.10.0260.009320.4421.679.590.4219.971575.40.0260.009320.6525.5716.680.6245.031575.70.0260.009320.8429.4724.930.879.7715760.0260.009321.0333.3734.360.97125.021576.30.0260.009320.8651.4547.080.88160.531576.60.0260.009320.9469.5465.220.91227.411576.90.0260.009321.0187.6388.80.99327.521577.20.0260.009321.1998.61117.081.18485.441577.50.0260.009321.39106.05147.781.36673.561577.80.0260.009321.59113.49180.721.55898.731578.10.0260.009321.68128.84216.781.641119.391578.40.0260.009321.97129.5255.531.911460.601578.70.0260.009322.26130.15294.472.181838.2915790.0260.009322.55130.81333.622.452251.291579.30.0260.009322.73137.08374.552.632649.814.1.262#湿地横13位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）1572.030.0260.0093200000.001572.30.0260.009320.1340.295.390.135.141572.60.0260.009320.3561.9421.860.3540.311572.90.0260.009320.5872.7242.060.57107.361573.20.0260.009320.8278.8365.020.81209.781573.50.0260.009321.0882.6189.241.05342.311573.80.0260.009321.3286.39114.591.29504.211574.10.0260.009321.5789.76141.051.52692.371574.40.0260.009321.8292.34168.371.75907.871574.70.0260.009322.0794.92196.451.981150.1715750.0260.009322.3197.49225.312.21415.131575.30.0260.009322.53100.88255.072.411702.441575.60.0260.009322.63108.51286.172.511962.491575.90.0260.009322.83112.53319.332.72299.062#湿地横1～横3水位流量关系图2#湿地横4～横6水位流量关系图2#湿地横7～横9水位流量关系图2#湿地横10～横13水位流量关系图表4.1.272#湿地横1位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）16000.059.32000001600.30.059.320.2377.3218.360.2313.311600.60.059.320.5378.6841.750.5252.131600.90.059.320.8280.0365.560.80109.091601.20.059.321.1081.9589.821.07181.431601.50.059.321.3684.16114.741.32266.581601.80.059.321.6286.37140.331.56364.451602.10.059.321.8888.54166.561.80475.871602.40.059.322.1390.66193.442.04600.761602.70.059.322.3892.78220.952.26734.6916030.059.322.6294.9249.12.49883.581603.30.059.322.8198.75278.162.661031.071603.60.059.323.00102.58308.352.841193.97表4.1.282#湿地横2水位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）15990.059.32000001599.30.059.320.2662.0516.430.2612.921599.60.059.320.4876.6537.230.4844.071599.90.059.320.6891.2562.410.6792.271600.20.059.320.9398.1491.200.91165.361600.50.059.321.20101.18121.101.17259.621600.80.059.321.46104.22151.911.42370.551601.10.059.321.71107.03183.621.66497.051601.40.059.321.97109.39216.081.91642.261601.70.059.322.23111.74249.242.14799.1616020.059.322.48114.10283.122.38974.451602.30.059.322.65119.72318.202.541143.74表4.1.292#湿地横3水位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）1597.20.059.32000001597.50.059.320.1922.824.410.192.811597.80.059.320.3539.1413.70.3412.891598.10.059.320.5055.8727.940.4933.531598.40.059.320.6670.2146.870.6567.911598.70.059.320.7989.6570.850.78115.9215990.059.320.92109.09100.660.91182.511599.30.059.321.17114.29134.171.15284.351599.60.059.321.41119.48169.231.38405.011599.90.059.321.65124.67205.861.61546.001600.20.059.321.92126.65243.711.87714.231600.50.059.322.21127.02281.762.14903.431600.80.059.322.51127.38319.922.421113.41表4.1.302#湿地横4水位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）1594.80.059.32000001595.10.059.320.22111.4124.790.2217.441595.40.059.320.47128.3160.750.4770.911595.70.059.320.70145.2101.770.69153.4315960.059.320.91162.11147.870.90266.141596.30.059.321.19164.63196.881.18424.481596.60.059.321.47167.14246.641.45610.071596.90.059.321.75169.67297.161.71820.461597.20.059.322.02171.87348.41.981060.70表4.1.312#湿地横5水位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）15900.059.32000001590.30.059.320.268.262.210.251.691590.60.059.320.4910.084.960.455.621590.90.059.320.6911.98.250.6211.581591.20.059.320.5921.8512.90.5616.921591.50.059.320.6035.8721.560.5828.951591.80.059.320.6949.8934.430.6750.901592.10.059.320.8163.0551.450.7984.891592.40.059.320.9774.4972.080.94133.551592.70.059.321.1285.9396.141.09196.6015930.059.321.2797.37123.631.24275.511593.30.059.321.48103.76153.811.44378.701593.60.059.321.69110.15185.891.64499.141593.90.059.321.88116.54219.891.83635.201594.20.059.322.13120.02255.512.05796.131594.50.059.322.39122.06291.832.30981.791594.80.059.322.65124.1328.762.541181.70表4.1.322#湿地横6水位流量关系表水位糙率纵比降水深水面宽水下面积水力半径流量(m)(‰)(m)(m)（m2）（m）（m3/s）15890.059.32000001589.30.059.320.2714.43.90.263.071589.60.059.320.5017.238.640.4710.081589.90.059.320.7120.0614.230.6620.831590.20.059.320.7528.1421.20.7132.581590.50.059.320.8038.8531.250.7750.691590.80.059.320.9049.5644.510.8778.321591.10.059.320.9861.9561.060.95113.931591.40.059.321.0577.7182.011.03161.501591.70.059.321.1593.46107.681.12224.2315920.059.321.26109.22138.081.23306.061592.30.059.321.49114.93171.711.45424.731592.60.059.321.72120.62207.031.67562.661592.90.059.321.93126.33244.081.87715.321593.20.059.322.18129.28282.552.11897.471593.50.059.322.46130.87321.582.371103.721593.80.059.322.72132.46361.082.621324.98