《水工建筑物》课程设计之前进水闸设计

《水工建筑物》课程课程设计前进闸初步设计学号:0803105028专业:水利水电工程姓名:封苏衡指导教师:潘起来老师2011年12月19日目录第一章设计资料和枢纽设计······························41.设计资料·············································42.枢纽设计·············································5第二章闸孔设计·········································71.闸室结构设计··········································72.确定闸门孔口尺寸······································7第三章消能防冲设计······································111.消力池设计············································112.海漫的设计············································133.防冲槽的设计··········································14第四章地下轮廓设计······································151.地下轮廓布置形式······································152.闸底板设计············································153.铺盖设计··············································164.侧向防渗··············································165.排水止水设计··········································17第五章渗流计算··········································191.设计洪水位情况········································192.校核洪水位情况········································23第六章闸室结构布置····································241.闸室的底板···········································242.闸墩的尺寸···········································243.胸墙结构布置·········································244.闸门和闸墩的布置·····································245.工作桥和交通桥及检修便桥·····························256.闸室分缝布置·········································26第七章闸室稳定计算····································271.确定荷载组合·········································272.闸室抗滑稳定计算和闸基应力验算·······················27第八章上下游连接建筑物································311.上游连接建筑物·······································312.下游连接建筑物······································31参考文献··············································31第一章设计资料和枢纽设计1、设计资料1.1工程概况前进闸建在前进镇以北的团结渠上是一个节制闸。本工程等别为Ⅲ等，水闸按3级建筑物设计。该闸有如下的作用：（1）防洪。当胜利河水位较高时，关闸挡水，以防止胜利河的高水入侵团结渠下游两岸的底田，保护下游的农田和村镇。（2）灌溉。灌溉期引胜利河水北调，以灌溉团结渠两岸的农田。（3）引水冲淤。在枯水季节。引水北上至下游红星港，以冲淤保港。1.2规划数据（1）团结渠为人工渠，其断面尺寸如图1所示。渠底高程为2194.5m，底宽50m，两岸边坡均为1：2。（比例1：100）▽2205.8▽2194.51:21:2图1团结渠横断面图（单位：m）（2）灌溉期前进闸自流引胜利河水灌溉，引水流量为300sm/3。此时相应水位为：闸上游水位2201.83m，闸下游水位2201.78m；冬春枯水季节，由前进闸自流引水至下游红星港，引水流量为100sm/3，此时相应水位为：闸上游水位2201.44m，闸下游水位2201.38m。（3）闸室稳定计算水位组合：设计情况，上游水位2204.3m，下游水位2201.0m；校核情况，上游水位2204.7m,下游水位2201.0m。消能防冲不利情况是：上游水位2204.7m,下游水位2201.78m，引水流量是300sm/3（4）下游水位流量关系：（5）地质资料：①根据地质钻探报告，闸基土质分布情况见下表：层序高程（m）土质概况标准贯入击数（击）Ⅰ2205.75-219604重粉质壤土9-13Ⅱ2196.4-2194.7松散粉质壤土8Ⅲ2194.7-2178.7坚硬粉质粘土（局部含铁锰结核）15-21②根据土工试验资料，闸基持力层坚硬粉质粘土的各项参数指标为：凝聚力C=60.0Kpa；内摩擦角19°；天然孔隙比e=0.69；天然容重3KN/m3.20建闸所用回填土为砂壤土，其内摩擦角26o，凝聚力0ckPa，天然容重318kNm。本地区地震烈度在6度。（6）本工程等别为III等，水闸按3级建筑物设计。（7）闸上有交通要求，闸上交通桥为单车道公路桥，桥面净宽4.5m,总宽5.5m，采用板梁结构。每米桥长约种80KN。（详见设计书插图）（8）该地区“三材”供应充足。闸门采用平面钢闸门，尺寸自定，由工厂加工。不考虑风浪的作用，胜利河为少泥沙河道（含少量推移质泥沙）2.枢纽设计2.1进水口防沙设施设计胜利河为少泥沙河流，防沙要求不高，为防止泥沙进入引水渠，防沙设施设拦沙坎即可，《水电站进水口设计规范》DL/T5398-2007中规定其高度为2.5m~3m，取其高度为2.5m。2.2引水渠的布置①取水方式确定:由于胜利河为少泥沙河道，防沙要求不高，且取水期间河道的水位和流量能够满足取水要求，故取水方式可设计成无坝取水。②引水口位置选择:胜利河在流经灌区时有一个明显的弯道，可利用弯道环流原理，将引水渠的引水口设在胜利河凹岸顶点位置稍偏下游处，该位置距弯道水流量3ms0.0050.00100.00150.00200.00250.00300.00水位H(m)2201.002201.202201.382201.542201.662201.742201.78流拐点的长度可由公式计算：1/4BRKBL式中：L——进水闸至引水口弯道起点的距离K——与渠道分沙比有关的系数一般取0.6～1.0（K=0.8）R——河道的弯道半径B——河道河槽的宽度由此可确定引水口位置③引水渠的方位确定:为使弯道水流平顺进入引水渠，根据规范，取引水渠中心线与河道水流方向夹角即引水角不超过30度。（取25度）第二章闸孔设计1.闸室结构设计1.1闸室结构型式的确定由于闸室地基土质为坚硬粉质粘土,土质均匀,承载力较大,因此选用整体式平底板闸室，且闸前水位最大可达到10.2m，最低水位可达6.94m，水位变幅3.26m，为减少闸门高度，因此设计成胸墙式闸室。1.2堰型选择由于水闸有防洪冲淤的任务，故堰型采用宽顶堰，它有利于泄洪，冲沙，排污，且泄流能力稳定，结构简单，施工方便。1.3确定闸顶高程设计情况下，上游水位2204.3m，下游水位2201.0m；校核情况下，上游水位2204.7m,下游水位2201.0m。不考虑风浪情况，则课本76页公式3-78mmhhccc2.22055.07.22040.22057.03.2204maxH校△△△所以取m0.2206H△1.4确定闸底板高程闸底板应尽可能置于天然坚实的土层上，在满足强度等条件下，高程应尽可能高一些。一般情况下，闸底板高程定为2194.5m，和河底齐平。2.确定闸门孔口尺寸2.1计算闸孔总净宽①灌溉期：上游水位2201.83m，下游水位2201.78m，流量300sm/3上游水深mH33.75.219483.2201，下游水深mhs28.75.219478.2201过水断面296.47333.7)33.7250(mA上游行近流速smAQv/633.096.4733000行近水头mgvHH35.781.92633.00.133.7222008.099.035.728.70Hhs属淹没出流。由《水闸设计规范》SL265—2001查得当99.00Hhs时，36.0初步设计认为385.0m，94.0由公式mHgmQL10.2635.781.92385.094.036.030022/32/300②枯水季节：上游水位2201.44m，下游水位2201.38m，流量100sm/3上游水深mH94.65.219444.2201，下游水深mhs88.65.219438.2201过水断面233.44394.6)94.6250(mA上游行近流速smAQv/226.033.4431000行近水头mgvHH943.681.92226.00.194.6222008.0991.0943.688.60Hhs属淹没出流。由《水闸设计规范》SL265—2001查得当99.00Hhs时，36.0初步设计认为385.0m，94.0由公式mHgmQL472.9943.681.92385.094.036.010022/32/300由于应选用最大过闸单宽流量，故应选最大闸孔总净宽，因此综合两种情况,闸孔总净宽取值为26.10m。此时单宽流量)*/(50.111.2630030msmLQq，由地质资料知闸地基处为坚硬粉质粘土，可取20-25)*/(3msm，故满足要求2.2孔数及单孔宽度的选定为了保证闸门对称开启，使水流过闸均匀，孔数宜采用单数。我国大中型水闸单孔宽度一般采用8-12m,故选3n孔，选单孔净宽ml100。根据规范上游闸墩头部均采用半圆形，下游闸墩头部采用流线形，厚md2，边墩取1.5m闸孔总宽度为：mdnnlL3422103)1(01渠道宽50.0m，闸室总宽度应与渠道宽度相适应，两者的比值为34/50=0.68大于0.6~0.75，符合要求。闸孔尺寸示意图见图2-1（比例1：100）图2-1闸孔布置图（单位：m）2.3水闸泄流能力验算（查阅《水闸设计规范》SL265-2001）2.3.1灌溉期过流验算：上游水位2201.83m，下游水位2201.78m，流量300sm/3对于中孔：ml100，md2973.021010)210101(171.01)1(171.01440000dlldllz对于边孔：ml100，mbb16.21233.72/)3750(912.016.2111010)16.21110101(171.012)21(171.01440000bbbbdllbdll则953