水工建筑物课程设计-某拦河闸设计

'目录前言1第一章工程基本资料21.1工程概况21.2工程地质条件21.3工程地形条件31.4工程土的物理力学性质指标31.5工程材料31.6工程水文气象条件41.7批准的规划成果41.8施工条件5第二章闸孔设计62.1闸址的选择62.2闸型确定62.3拟定闸孔尺寸及闸墩厚度62.3.1拦河闸宽顶堰出流情况判断72.3.2闸门总净宽计算82.3.3闸孔尺寸设计和布置92.4校核泄洪能力93.1消力池池长估算113.2消力池尺寸及构造计算143.2.1消力池深度计算143.2.2消力池池长计算153.2.3消力池的构造153.3海漫设计163.3.1海漫长度计算163.3.2海漫构造173.4防冲槽设计173.5上、下游岸坡防护设计18第四章闸底地下轮廓线的布置194.1防渗设计的目的194.2布置原则194.3地下轮廓线布置194.3.1闸基防渗长度的确定。194.3.2防渗设备设计194.3.3防渗设备尺寸和构造。204.3.4校核地下轮廓线的长度204.4排水设备的细部构造214.4.1排水设备的作用2142 4.4.2排水设备的设计214.4.3止水设计22第五章防渗计算245.1渗流计算的目的245.2计算方法245.3计算渗透压力245.3.1地基有效深度的计算245.3.2分段阻力系数的计算245.3.3计算各角点的渗透压力值。275.3.4验算渗流逸出坡降27第六章闸室结构布置286.1底板和闸墩设计286.1.1闸底板的设计286.1.2闸墩设计286.2闸门与启闭机设置306.3上部结构设计326.3.1工作桥设计326.3.2交通桥设计336.3.3检修桥设计336.4闸室的分缝与止水34第七章闸室稳定计算357.1设计情况及荷载组合357.2完建元无水期荷载计算及地基承载力验算357.2.1完建无水期荷载计算367.2.2地基承载力验算377.3正常挡水期地基承载力验算387.3.1正常挡水期闸室荷载计算387.3.2地基承载力验算397.4闸室抗滑稳定计算40参考文献：414242 前言为了能更好的理解水工建筑物的基本原理，掌握水工建筑物设计的基本方法，了解经济评价的的基本依据和课程要求，灵活运用本课程所学的方法。本书某拦河闸设计为例，在给出工程的基本资料的基础上运用课程所学知识通过课程设计进行完整的设计计算，以锻炼自己学识知识、分析问题、解决问题的能力，为以后开展实际工程项目的功臣设计工作打下基础。本书所有表格皆自己设计，都是为了计算方便。如有什么不妥之处还望老师指点，感谢潘起来老师在设计过程中的精心指导和教悔，同时在课程设计中肯定还有许多不足之处，还望老师指点、教导！42 第一章工程基本资料1.1工程概况本工程位于某县城郊处，它是某河流梯级开发中最末一级工程。该河属稳定性河流，河面宽约200m，深约7~10m。由于河床下切较深又无适当控制工程，雨季地表径流自由流走，而雨过天晴经常干旱，加之打井提水灌溉，使地下水位愈来愈低，严重影响两岸的农业灌溉和人畜用水。为解决当地40万亩农田的灌溉问题，经上级批准的规划确定，修建挡水枢纽工程。拦河闸所担负的任务是：正常情况下拦河截水，抬高水位，以利灌溉，洪水时开闸泄水，以保安全。本工程建成后，可利用河道一次蓄水800万m3，调蓄水至两岸沟塘，大量补给地下水，有利于进灌和人畜用水，初步解决40万亩农田的灌溉问题并为工业生产提供足够的水源，同时对渔业、航运业的发展，以及改善环境，美化城乡都是极为有利的。1.2工程地质条件根据钻孔了解闸址地层属河流冲积相，河床部分地层属第四纪蟓更新世Q3与第四纪全新世Q4的层交错出现，闸址两岸高程均在41m左右。闸址处地层向下分布情况如下表1-1所示。表1-1闸址处地层分布情况土质名称重粉质壤土细砂中砂重粉质壤土中粉质壤土分布范围由上而下河床表面以下深约3m高程28.8m以下厚度约5m高程22m以下厚度5-8m42 1.3工程地形条件闸址处系平原型河段、两岸地势平坦，地面高程约为40.00m左右，河床坡降平缓，纵坡约为1/10000，河床平均标高约30.00m，主河槽宽度约80-100m，河滩宽平，呈复式河床横断面，河流比较顺直。1.4工程土的物理力学性质指标土的物理力学性质指标主要包括物理性质、允许承载力、渗透系数等，具体数字如表1-2、1-3所示。表1-2土的物理性质指标表湿重度饱和重度浮重度细砂比重细砂干重度19KN/m321KN/m311KN/m327KN/m315KN/m3 表1-3土的力学性质指标表内摩擦角土基允许承载力摩擦系数不均匀系数渗透系数cm/s自然含水量时KN/m２混凝土、砌石与土基的摩擦系数当土基为密实细砂层时值为粘土中细砂层饱和含水量时砂土以下土层1.5工程材料1、石料本地区不产石料，需从外地运进，距公路很近，交通方便。2、粘土经调查本地区附近有较丰富的粘土材料。42 3、闸址处有足够的中细砂。1.6工程水文气象条件1、气温本地区年最高气温42.2C，最低气温-20.7C，平均气温14.4C。2、风速最大风速m/s，吹程0.6Km。3、径流量非汛期（1～6月及10～12月）9个月份月平均最大流量9.1m3/s。汛期（7～9）三个月，月平均最大流量为149m3/s，年平均最大流量m3/s，最大年径流总量为8.25亿m3。4、冰冻闸址处河水无冰冻现象。1.7批准的规划成果1、根据水利电力部《水利水电枢纽工程等级划分及设计标准》（SD112-78）的规定，本枢纽工程为Ⅲ等工程，其中永久性主要建筑物为3级。2、灌溉用水季节，拦河闸正常挡水位为38.50m。3、洪水标准见表1-4所示。表1-4洪水标准表序号项目重现年洪水流量（m3/s）闸前水位（m）下游水位（m）1设计洪水2093739.15392校核洪水50122040.3540.242 1.8施工条件1、工期为两年。2、材料供应情况水泥由某水泥厂运输260Km至某市，再运输80Km至工地仓库；其它他材料由市汽车运至工地；电源由电网供电，工地距电源线1.0Km；地下水位平均为28.0~30.0m。42 第二章闸孔设计2.1闸址的选择闸址、闸轴线的选择关系到工程的成败和经济效益发挥，是水闸设计中的一项重要内容，应根据水闸的功能、特点和运用要求，综合考虑地形、地址、水流泥沙、冻土、冰情，管理和周围环境等因素，通过技术经济比较并考虑安全可靠、施工难易、操作运用、工程量及投资大小等方面的问题。在选择过程中首先应根据地形、地质、水流、施工管理应用及拆迁情况等方面进行分析研究，权衡利弊，经全面分析比较，合理确定。本次设计中闸轴线的位置和坝址已由规划给出。2.2闸型确定本工程主要任务是正常情况下拦河截水，以利灌溉，而当洪水来临时，开闸泄水，以保防洪安全。由于是建于平原河道上的拦河闸，应具有较大的超泄能力，并利于排除漂浮物，因此采用不设胸墙的开敞式水闸。同时，由于河槽蓄水，闸前淤积对洪水位影响较大，为便于排出淤沙，闸底板高程应尽可能低。因此，采用无底坎平顶板宽顶堰，堰顶高程与河床同高，即闸底板高程为30.00m。2.3拟定闸孔尺寸及闸墩厚度现拟定该水闸为多孔出流水闸，闸墩墩头为半圆形，42 2.3.1拦河闸宽顶堰出流情况判断由于已知上、下游水位，可推算上游水头及下游水深计算公式如下式1-1、1-2、1-3、1-4所示：上游水深：（2-1）下游水位：（2-2）上游过水断面面积：（2-3）行进流速：（2-4）水头：（2-5）其中：如表2-1所示：表2-1上游水头计算序号流量Q（m3/s）下游水深hs（m）上游水深H（m）过水断面积（m2）行近流速（m3/s）上游水头H0（m）1设计流量9379.009.15915.001.02400.05349.202校核流量122010.2010.351035.001.19020.072210.42注：考虑壅高15~20cm。闸门全开泄洪时，为平底板宽顶堰堰流，根据以下公式2-6判别出流情况。（2-6）42 表2-2淹没出流判别表序号计算情况下游水深hs（m）上游水头H0（m）流态1设计水位9.009.20淹没出流2校核水位10.2010.42淹没出流根据表2-2判断在遇到设计洪水和家和洪水时该拦河水闸均以淹没出流的方式出流。2.3.2闸门总净宽计算根据设计洪水和校核洪水两种情况分别用试算法计算闸门总净宽，计算公式如下式2-7,、2-8所示：（2-7）（2-8）其中为堰流侧收缩系数，暂取0.900；g取9.81；由赵振兴、何健京主编的《水力学》第二版表9.6查知8淹没系数具体计算如下表2-3所示：表2-3闸门总净宽计算表序号流量Q（m3/s）侧收缩系数流量系数上游水头H0（m）淹没系总净宽（m）1设计流量9370.9000.3859.200.97830.41752.46542 2校核流量12200.9000.38510.420.97890.41157.4992.3.3闸孔尺寸设计和布置根据《闸门设计规范》SL265-2001中闸孔尺寸和水头系列标准，选定单孔净宽，同时为了保证闸门对称开启，防止不良水流形态，选用7孔，闸墩的边墩宽度设计为1m，中墩宽1.2m。设2条永久性直通式伸缩缝，伸缩缝处闸墩宽1.6m。闸孔总宽度为：由于闸基为软基河床，选用整体式底板，缝设在闸墩上，整体布置如图1-1所示。 图2-1闸孔尺寸布置图(单位：m)2.4校核泄洪能力闸墩采用半圆形墩头，根据孔口与闸墩的尺寸可计算侧收缩系数，由赵振兴、何健京主编的《水力学》第二版式9.12即下式2-9（2-9）其中：n=7，b=9m由于墩头均为半圆形，和值42 查由赵振兴、何健京主编的《水力学》第二版表9.1与表9.2得便可计算侧收缩系数和水闸的校核过流能力，其中实际过闸流量按一下式2-9计算（2-9）其中：，g=9.81表2-4过流能力校核计算表序号计算情况堰上水头H0（m）　　校核过流能力1设计流量9379.200.97830.72340.70.8530.3850.4171066.39413.81%2校核流量122010.420.97890.72350.70.8330.3850.4111237.1983.05%从表2-4可以看出设计情况超过了规定的要求，但又未超过规定的5%，说明孔口尺根据校核情况满足要求，所以不再进行孔口尺寸的调整。综上所述决定采用水闸溢流宽度42 第一章消能防冲设计由于本闸位于平原地区，河床的抗冲刷能力较低，所以采用底流式消能。设计水位或校核水位时闸门全开渲泄洪水，为淹没出流无需消能。闸前为正常高水位38.50m，部分闸门局部开启，只宣泄较小流量时，下流水位不高，闸下射流速度较大，才会出现严重的冲刷河床现象，需设置相应的消能设施。为了保证无论何种开启高度的情况下均能发生淹没式水跃消能，所以采用闸前水深H=8.5m，闸门局部开启情况，作为消能防冲设计的控制情况。为了降低工程造价，确保水闸安全运行，可以规定闸门的操作规程，本次设计按1、3、5、7孔对称方式开启，分别对不同开启孔数和开启度进行组合计算，找出消力池池深和池长的控制条件。3.1消力池池长估算为了能找到合理的消力池池长估计，现将水闸开启1孔、3孔和5孔两种情况下的0.8~2.0m开度的估算尺长和池深。计算公式如下式所示：收缩断面水深：（3-1）其中：由赵振兴、何健京主编的《水力学》第二版表9.7查得。泄流量：（3-2）其中：取1.0，g取9.81。单宽流量：（3-3）42 其中：b=9m。跃后水深：（3-4）将下游河道看成是矩形断面河流，水深与水力半径相等，河宽100m，永明渠均匀流计算公式计算下游水深：（3-5）其中：i为1/10000，n查由赵振兴、何健京主编的《水力学》第二版表9.7得0.0416。消力池池深：（3-6）（3-7）其中：σ0---水跃淹没系数,可采用1.05~1.10这取1.06；α---水流动能校正系数,可采用1.0～1.05，这取1.02。消力池长度：（3-8）（3-9）（3-10）其中：　β---水跃长度校正系数,可采用0.7～0.8这取0.75。m为0.385，为8.5m，由于该水闸为无坎宽顶堰=d。池长、池深估算具体计算见下表3-1所示：42 表3-1消力池池深池长估算表开启孔数n开启高度收缩系数泄流量Q单宽流量q收缩水深跃后水深下游水深流态判别消力池尺寸备注池深d池长Ls水跃长Lj10.80.61552.41985.8240.4923.5111.596自由孔口出流1.57724.26415.625 1.00.61565.01967.2240.6153.8631.8171.63825.5216.81 1.20.61777.65238.6280.744.1722.0211.67726.51517.761池深控制 1.50.61896.046610.670.9274.5632.2961.70227.59718.8142.00.621125.979141.2425.0842.7011.68628.64819.88330.80.615157.2595.8240.4923.5113.0860.59423.02915.625 1.00.615195.0597.2240.6153.8633.5120.54524.14716.81 1.20.617232.9578.6280.744.1723.9060.48525.01417.761 1.50.618288.1410.670.9274.5634.4380.38225.92418.814 2.00.621377.937141.2425.0845.222淹没0.18726.7119.883 50.80.615262.0999.7070.4926.0084.1932.03237.69828.544 限开1.00.615325.09812.040.6156.6324.7712.09940.36531.137 限开1.20.617388.26214.380.747.1855.3082.13542.61633.349 限开1.50.618480.23317.790.9277.8916.032.14645.31636.037 限开2.00.621629.89623.331.2428.8517.095淹没2.08648.59239.379限开 为了节省工程造价，防止消力池过深，对开启5孔开启高度为0.8米以上全部限开，得出开启1孔开启高度为1.2米为消力池的池深控制条件。42 3.2消力池尺寸及构造计算3.2.1消力池深度计算根据所选择的控制条件，估算池深为2.2m，用下式3-11、3-12用式算法计算收缩断面水深：（3-11）（3-12）其中：，，，。表3-2收缩断面水深试算表/m0.0700.0650.0630.6100.613/m8.44339.630410.189610.806710.7104由表3-2可以看出：出池落差ΔZ按式3-1、3-12计算如下：跃后水深：验算水跃淹没系数符合在1.05～1.10之间的要求。因为：，所以池深符合要求。42 3.2.2消力池池长计算根据池深为2.2m，用公式3-8、3-9、3-10计算出相应的消力池长度如下。为了便于修建选取消力池长度为30ｍ。3.2.3消力池的构造采用挖深式消力池。为了便于施工，消力池的底板做成等厚，为了降低底板下部的渗透压力，在水平底板的后半部设置排水孔，孔下铺设反滤层，排水孔孔径为10cm，间距为2m，呈梅花形布置。根据抗冲要求，按式3-13计算消力池底板厚度。其中为消力池底板计算系数，可采用0.15～0.20.取0.18；为确定池深时的过闸单宽流量；为相应于单宽流量的上、下游水位差。（3-13）由于泄洪时取消力池底板的厚度t=0.6m。 42 图3-1消力池构造尺寸图(单位：高程m，尺寸cm)3.3海漫设计3.3.1海漫长度计算用公式3-14计算海漫长度结果列入表2。其中为海漫长度计算系数，根据闸基土质为中粉质壤土则选12。取计算表中的最大值42m。(3-14)表3-3海漫长度计算表序号流量Q上游水深下游水深q11008.52.3521.5876.14823.80722008.53.5653.1754.93531.86833008.54.5474.7623.95336.92444008.55.4036.3493.09740.11155008.56.1777.9372.32341.73466008.56.8919.5241.60941.70577008.57.55911.110.94139.39442 3.3.2海漫构造因为对海漫的要求为有一定的粗糙度以便进一步消除余能，有一定的透水性，有一定的柔性。所以选择在海漫的起始段为12米长的浆砌石水平段，因为浆砌石的抗冲性能较好，其顶面高程与护坦齐平。后30米做成坡度为1：15的干砌石段，以使水流均匀扩散，调整流速分布，保护河床不受冲刷。海漫厚度为0.6米，下面铺设15cm的砂垫层。3.4防冲槽设计海漫末端河床冲刷坑深度按公式3-15、3-16计算，其中河床土质的不冲流速可按下式计算。按不同情况计算如表3所示。(3-15)式中　：dm---海漫末端河床冲刷深度(m)；　qm---海漫末端单宽流量(m2/s)；　［v0］---河床土质允许不冲流速(m/s)；　hm---海漫末端河床水深(m).（3-16）式中：—河床土质的不冲流速，m/s；—由赵振兴、何健京主编的《水力学》第二版表7.7取0.8m/s；—水力半径，；—海漫末端河床水深，m。42 具体计算见下表3-4所示：表3冲刷坑深度计算表序号计算情况相应过水水面积湿周　　　1设计情况9.379001181.50131.201011.00-2.4182校核情况12.201020120.41.53321.226512.20-1.258根据规范确定防冲槽的深度为2m。采用宽浅式，底宽取4m，上游坡率为2，下游坡率为3，出槽后作成坡率为5的斜坡与下游河床相连。如图3-1所示。  图3-2海漫防冲槽构造图(单位：m) 3.5上、下游岸坡防护设计为了保护上、下游翼墙以外的河道两岸岸坡不受水流的冲刷，需要进行护坡。采用浆砌石护坡，厚0.3米，下设0.1米的砂垫层。保护范围上游自铺盖向上延伸2～3倍的水头，现设计延长为30m，下游自防冲槽向下延伸4～6倍的水头，先设计为延长50m。42 第四章闸底地下轮廓线的布置4.1防渗设计的目的防止闸基渗透变形；减小闸基渗透压力；减少水量损失；合理选用地下轮廓尺寸。4.2布置原则防渗设计一般采用防渗和排水相结合的原则，即在高水位侧采用铺盖、板桩、齿墙等防渗设施，用以延长渗径减小渗透坡降和闸底板下的渗透压力；在低水位侧设置排水设施，如面层排水、排水孔排水或减压井与下游连通，使地下渗水尽快排出，以减小渗透压力，并防止在渗流出口附近发生渗透变形。4.3地下轮廓线布置4.3.1闸基防渗长度的确定。根据公式4-1计算闸基理论防渗长度为59.5m。其中为渗径系数，因为地基土质为重粉质壤土，查林继镛主编《水工建筑物》表6-3取7。具体计算如下（4-1）其中H取正常灌溉时的闸前正常水深8.5m为最不利工况计算4.3.2防渗设备设计42 由于闸基土质以粘性土为主，防渗设备采用粘土铺盖，闸底板上、下游侧设置齿墙，为了避免破坏天然的粘土结构，不宜设置板桩。4.3.3防渗设备尺寸和构造。1）闸底板顺水流方向长度根据公式4-2计算，根据闸基土质为重粉质壤土A取3.0。底板长度综合考虑上部结构布置及地基承载力等要求，确定为25m。（4-2）2）闸底板厚度为取闸孔净宽实际取为1.5m。3）齿墙具体尺寸见图1。图4-1闸底板尺寸图（单位：cm）  4）铺盖长度根据（3~5）倍的上、下游水位差，确定为40m。铺盖厚度确定为：便于施工取为厚度取0.6m。为了防止水流冲刷及施工时破坏粘土铺盖，在其上设置30cm厚的浆砌块石保护层，10cm厚的砂垫层。4.3.4校核地下轮廓线的长度42 根据以上设计数据，实际的地下轮廓线布置长度应大于理论的地下轮廓线长度，通过校核，满足要求。铺盖长度+闸底板长度+齿墙长度=40+21+4.8=65.8>=59.6m4.4排水设备的细部构造4.4.1排水设备的作用采用排水设备，可降低渗透水压力，排除渗水，避免渗透变形，增加下游的稳定性。排水的位置直接影响渗透压力的大小和分布，应根据闸基土质情况和水闸的工作条件，做到即减少渗压又避免渗透变形。4.4.2排水设备的设计（1）水平排水水平排水为加厚反滤层中的大颗粒层，形成平铺式。反滤层一般是由2~3层不同粒径的砂和砂砾石组成的。层次排列应尽量与渗流的方向垂直，各层次的粒径则按渗流方向逐层增大。反滤层的材料应该是能抗风化的砂石料，并满足：被保护土壤的颗粒不得穿过反滤层；各层的颗粒不得发生移动；相邻两层间，较小一层的颗粒不得穿过较粗一层的空隙；反滤层不能被阻塞，应具有足够的透水性，以保证排水通畅；同时还应保证耐久、稳定，其工作性能和效果应不随时间的推移和环境的改变而变差。本次设计中的反滤层由碎石，中砂和细砂组成，其中上部为20cm厚的碎石，中间为10cm厚的中砂，下部为10cm厚的细砂。42   图4-2反滤层构造图(单位：cm)（2）铅直排水设计本工程在护坦的中后部设排水孔，孔距为2m，孔径为10cm，呈梅花形布置，孔下设反滤层。（3）侧向排水设计侧向防渗排水布置（包括刺墙、板桩、排水井等）应根据上、下游水位，墙体材料和墙后土质以及地下水位变化等情况综合考虑，并应与闸基的防渗排水布置相适应，在空间上形成防渗整体。在消力池两岸翼墙设2~3层排水孔，呈梅花形布置，孔后设反滤层，排出墙后的侧向绕渗水流。4.4.3止水设计凡具有防渗要求的缝，都应设止水设备。止水分铅直和水平止水两种。前者设在闸墩中间，边墩与翼墙间以及上游翼墙铅直缝中；后者设在粘土铺盖保护层上的温度沉陷缝、消力池与底板温度沉陷缝、翼墙、消力池本身的温度沉降缝内。在粘土铺盖与闸底板沉陷缝中设置沥青麻袋止水.。42        图3止水详图(单位：cm)  42 第五章防渗计算5.1渗流计算的目的计算闸底板各点渗透压力；验算地基土在初步拟定的地下轮廓线下的渗透稳定性。5.2计算方法计算方法有直线比例法、流网法和改进阻力系数法，由于改进阻力系数法计算结果精确，采用此种方法进行渗流计算。5.3计算渗透压力5.3.1地基有效深度的计算有效深度用以下下公式5-1判断：（5-1）由于所以地基有效深度为：由于大于实际的地基透水层深度8m，所以取小值。5.3.2分段阻力系数的计算42 通过地下轮廓的各角点和尖端将渗流区域分成9个典型段，如图4所示。其中1、9段为进出口段，用式5-2计算阻力系数；3、5、7段为内部垂直段，用式5-3计算相应的阻力系数；2、4、6、8段为水平段，用式5-4计算相应的阻力系数。各典型段的水头损失用式5-5计算。结果列入（表1）中。对于进出口段的阻力系数修正，按公式5-6、5-7、5-8计算，结果如表5-3所示。图5-1渗流区域分段图（单位：m） （5-2）（5-3）（5-4）（5-5）(5-6)(5-7)42 (5-8)式中　h"0---进,出口段修正后的水头损失值(m)；h0---进,出口段水头损失值(m)；　β"---阻力修正系数,当计算的β′≥1.0时,采用β′＝1.0；　S"---底板埋深与板桩入土深度之和(m)；　T"---板桩另一侧地基透水层深度(m).各段渗透压力水头损失具体计算如下表5-1所示：表5-1各段渗透压力水头损失分段编号分段名称S（m）①进口1.0——8—0.4510.348630.2525②水平—01.57.0405.5644.301024.3972③垂直1.5——7.0—0.2180.168520.16852④水平—005.51.00.1820.140690.14069⑤垂直1.0——6.5—0.1550.119820.11982⑥水平 1.01.06.5233.3232.568712.56871⑦垂直1.0——6.5—0.2180.168520.16852⑧水平—005.51.00.1820.140690.2172⑨出口2.5——8—0.7030.543420.4669合计      10.9968.58.542 进出口阻力系数和水头损失修正计算具体如下表5-3所示：表5-2进出口段的阻力系数修正表序号段别S′T′ho′Δh1进口段1.07.00.72420.25250..09624.39722出口段2.55.50.85910.46690.07650.21725.3.3计算各角点的渗透压力值。用表1计算的各段的水头损失进行计算，总的水头差为正常挡水期的上、下游水头差8.5m。各段后角点渗压水头=该段前角点渗压水头—此段的水头损失值，结果列入表5-4。表5-3闸基各角点渗透压力值H1H2H3H4H5H6H7H8H9H108.58.2483.853.6823.5413.4210.8530.6840.46705.3.4验算渗流逸出坡降出口段的逸出坡降为：，小于壤土出口段允许渗流坡降值（查李继镛主编《水工建筑物》第5版表6-5得），满足要求，不会发生渗透变形。绘制闸底板的渗透压力分布图5-2。 图5-2闸底板下渗透压力分布图(单位：m)42 第六章闸室结构布置6.1底板和闸墩设计6.1.1闸底板的设计（1）作用闸底板是闸室的基础，承受闸室及上部结构的全部荷载，并较均匀地传给地基，还有防冲、防渗等作用。（2）型式常用的闸底板有平底板和钻孔灌注桩底板。由于在平原地区软基上修建水闸，采用整体式平底板，沉陷缝设在闸墩中间。（3）长度　根据第四章4.3.3设计已知闸底板长度为25m。（4）厚度　根据第四章4.3.3设计已知闸底板厚度为1.5m。6.1.2闸墩设计（1）作用　分隔闸孔并支承闸门、工作桥等上部结构，使水流顺利的通过闸室。（2）外形轮廓应能满足过闸水流平顺、侧向收缩小的，过流能力大的要求。上游墩头采用半圆形，下游墩头采用流线型。其长度采用与底板同长，为25m。（3）厚度　为中墩1.2m，缝墩1.6m，边墩1.0m。平面闸门的门槽尺寸应根据闸门的尺寸确定，检修门槽深0.20m,宽0.20m,主门槽深0.3m,宽0.8m。检修门槽与工作门槽之间留6.0m的净距，以便于工作人员检修。（4）高度　采用以下三种方法计算取较大值，根据计算墩高最大值为10.7m，另根据《水闸设计规范》SL265-2001中规定有防洪任务的拦河闸闸墩高程不应低于两岸堤顶高程，两岸堤顶高程为42 61.5m，经比较后取闸墩高度为10.8m。1）=校核洪水位时水深+安全超高=10.2+0.5=10.7m。2）=设计洪水位时水深+安全超高=9.0+0.7=9.7m；闸前波高按下式6-1计算：（6-1）hm---平均波高(m)；　v0---计算风速(m/s),根据资料取20m/s；　D---风区长度(m),根据资料取600m；　Hm---风区内的平均水深(m),取8.5m；3）=正常挡水位时水深+=8.5+0.24+0.4=9.14m。 42 图6-1缝墩尺寸详图（单位：cm）6.2闸门与启闭机设置闸门按工作性质可分为工作闸门、事故闸门和检修闸门；按材料分为钢闸门、混凝土闸门和钢丝网水泥闸门；按结构分为平面闸门、弧形闸门等，该工程选择的闸门形式如下：1、工作闸门基本尺寸为闸门高取9m，宽9m，采用平面钢闸门，双吊点，滚轮支承。2、检修闸门采用叠梁式，闸门槽深为20cm，宽为20cm，闸门型式如右图所示。  图6-2图2叠梁式检修闸门示意图 342 、启闭机可分为固定式和移动式两种　常用固定式启闭机有卷扬式、螺杆式和油压式。卷扬式启闭机启闭能力较大，操作灵便，启闭速度快，但造价高。螺杆式启闭机简便、廉价，适用于小型工程，水压力较大，门重不足的情况等。油压式启闭机是利用油泵产生的液压传动，可用较小的动力获得很大的启闭力，但造价较高。在有防洪要求的水闸中，一般要求启闭机迅速可靠，能够多孔同步开启，这里采用卷扬式启闭机，一门一机。4、启闭机的选型（1）根据《水工设计手册》平面直升钢闸门结构活动部分重量公式6-2，经过计算得26.244ｔ，考虑其它因素取闸门自重为270KN。（6-2）式中:—闸门结构活动部分重量，t；—闸门的支承结构特征系数，对于滑动式支承取0.8；对于滚轮式支承取1.0，对于台车式支承取1.3,这取1.0。—闸门材料系数，普通碳素结构钢制成的闸门为1.0；低合金结构钢制成的闸门取0.8，这取1.0。—孔口高度，取9m；B—孔口宽度，取9m。（2）初估闸门启闭机的启门力和闭门力，根据《水工设计手册》中的近似公式：（6-2） （6-3）式中—平面闸门的总水压力，，KN；—启门力，KN；—闭门力，KN；由于闸门关闭挡水时，水压力值最大。此时闸门前水位为8.5m42 ，本次设计的水闸为中型水闸，系数采用0.10，经计算启闭力为643.15KN，闭门力为66.12KN。查《水工设计手册》选用电动卷扬式启闭机型号QPQ-240。6.3上部结构设计6.3.1工作桥设计工作桥是为了安装启闭机和便于工作人员操作而设的桥。若工作桥较高可在闸墩上部设排架支承。工作桥设置高程与闸门尺寸及形式有关。由于是平面钢闸门，采用固定式卷扬启闭机，闸门提升后不能影响泄放最大流量，并留有一定的富裕度。根据工作需要和设计规范，工作桥设在工作闸门的正上方，用排架支承工作桥，桥上设置启闭机房。由启闭机的型号决定基座宽度为2m，启闭机旁的过道设为1m，启闭机房采用24砖砌墙，墙外设0.66m的阳台（过人用）。因此，工作桥的总宽度为1+1+0.24+0.24+0.66+0.66=6m。由于工作桥在排架上，确定排架的高度即可得到工作桥高程。排架高度=闸门高+安全超高+吊耳高度=9+0.5+0.5=10m工作桥高程=闸墩高程+排架高+T型梁高=40.8m+10m+1m=51.8m42  图6-3工作桥细部构造图(单位：mm)6.3.2交通桥设计交通桥的作用是连接两岸交通，供车辆和人通行。交通桥的型式可采用板梁式。交通桥的位置应根据闸室稳定及两岸连接等条件确定，布置在下游。仅供人畜通行用的交通桥，其宽度不小于3m；行驶汽车等的交通桥，应按交通部门制定的规范进行设计，一般公路单车道净宽为6m，双车道为7~9m。本次设计采用双车道8m宽，并设有人行道安全带为1m，具体尺寸如图6-4所示。 图6-4交通桥细部构造图(单位：mm) 42 6.3.3检修桥设计的作用为放置检修闸门，观测上游水流情况，设置在闸墩的上游端。采用预制T型梁和活盖板型式。尺寸如图5所示。 图5检修桥细部构造图(单位：mm)6.4闸室的分缝与止水水闸沿轴线每隔一定距离必须设置沉陷缝，兼作温度缝，以免闸室因不均匀沉陷及温度变化产生裂缝。缝距一般为15~30m，缝宽为2~2.5cm。整体式底板闸室沉陷缝，一般设在闸墩中间，一孔、二孔或三孔一联为独立单元，其优点是保证在不均匀沉降时闸孔不变形，闸门仍然正常工作。42 凡是有防渗要求的缝，都应设止水设备。止水分铅直和水平两种。前者设在闸墩中间，边墩与翼墙间以及上游翼墙本身；后者设在铺盖、消力池与底板，和混凝土铺盖、消力池本身的温度沉降缝内。本次设计缝墩宽1.6m，缝宽为2cm，取中间三孔为一联，两边各为两孔一联。第七章闸室稳定计算7.1设计情况及荷载组合1、设计情况选择水闸在使用过程中，可能出现各种不利情况。完建无水期是水闸建好尚未投入使用之前，竖向荷载最大，容易发生沉陷或不均匀沉陷，这是验算地基承载力的设计情况。正常挡水期时下游无水，上游为正常挡水位，上下游水头差最大，闸室承受较大的水平推力，是验算闸室抗滑稳定性设计情况。泄洪期工作闸门全开，水位差较小，对水闸无大的危害，故不考虑此种情况。本次设计地震烈度为6°，不考虑地震情况。2、完建无水期和正常挡水期均为基本荷载组合。取中间三孔一联为单元进行计算，需计算的荷载见表1所示。表1荷载组合表荷载组合计算情况荷载自重静水压力扬压力泥沙压力地震力浪压力基本组合完建无水期√—————正常挡水期√√√——√7.2完建元无水期荷载计算及地基承载力验算42 荷载计算主要是闸室及上部结构自重。在计算中以三孔一联为单元，省略一些细部构件重量，如栏杆、屋顶等。力矩为对闸底板上游端点所取。钢筋混凝土重度采用25KN/m3；混凝土重度采用23KN/m3；水重度采用10KN/m3；砖石重度采用19KN/m3。7.2.1完建无水期荷载计算完建无水期和在分布如下图所示：图7-1完建无水期荷载分布图完建无水期和在具体计算见下表7-2所示：表7-2完建无水期荷载计算表荷载自重（KN）力臂（m）力矩（KN.m）-↘↙+闸底板71887.5000　闸墩边敦13500000中墩32400000缝墩21330000工作桥3532.251.003532.25交通桥44737.0313110　检修桥1597.57.0011182.5启闭机4901.00490启闭机房1209.61.001209.6排架10111.00101142 闸门18901.001890合计.85—　3131119315.35　7.2.2地基承载力验算根据荷载计算结果，采用公式7-1、7-2、7-3进行地基承载力的验算，可得结论完建无水期的地基承载力能够满足要求，地基也不会发生不均匀沉陷。(7-1)(7-2)(7-3)式中　---闸室基底应力的最大值或最小值(kPa)；∑D---作用在闸室上的全部竖向荷载(包括闸室基础底面上的扬压力在内,kN)；∑M---作用在闸室上的全部竖向和水平向荷载对于基础底面直水流方向的形心轴的力矩(kN.m)；A---闸室基底面的面积(m2)；W---闸室基底面对于该底面垂直水流方向的形心轴的截面矩(m3).偏心矩，代入数值得；42 地基承载力为，代入数值得；KPa地基承载力平均值，代入数值得；KPa地基不均匀系数，代入数值得；综上所述：完建无水期闸室地基承载力满足设计规范要求。7.3正常挡水期地基承载力验算7.3.1正常挡水期闸室荷载计算正常挡水期荷载计算除闸室自重外，还有静水压力，水重，闸底板所受扬压力由渗透计算中可得。由于浪压力小于静水压力的5%，忽略不计。42 图2正常挡水期荷载分布图表3正常挡水期荷载计算表荷载名称垂直力（KN）水平力（KN）力臂（m）力矩（KN.m）↓　↑　→　←　-↘　↙+　闸室自重.850　—　0　　11995.650上游水压力　00　25648.750　3.58391899.4710　0　0　5343.190　0.3280　1752.567下游水压力0002218.750.083184.8960浮托力0　287550　0　000渗透压力0　31426.3750　0　4.167.2290　水重68497.250　0　0　6.6750 .144合计.160181.37530991.94　2218.75　—　.246.711.725—28773.19———.4657.3.2地基承载力验算根据荷载计算结果，采用公式7-1-、7-2、7-3进行地基承载力的验算，可知正常挡水期的地基承载力及地基不均匀系数均满足要求。地基承载力：42 KPa地基承载力平均值KPa偏心矩地基不均匀系数综上所述：正常挡水器闸室地基承载力满足设计规范要求。7.4闸室抗滑稳定计算闸底板上、下游端设置的齿墙深度为1.0m，按浅齿墙考虑，闸基下没有软弱夹层。滑动面沿闸底板与地基的接触面，采用公式7-4进行计算，其中的闸底板与地基之间的摩擦系数，根据闸址处地层分布可知为重粉质壤土和细砂，查闸室基础底面与地基之间的摩擦系数查水闸设计规范SL265-2001表7.3.10得0.30，允许的抗滑稳定安全系数根据本工程主要建筑物为3级，查查水闸设计规范SL265-2001表得1.20。经计算闸室抗滑稳定满足要求。抗滑稳定安全系数，（7-4）代入数值计算得； 42 参考文献：[1]水闸设计规范SL265-2001[2]水工建筑物课程设计指导书，青海大学水利电力学院，2012年[3]赵振兴、何建京主编《水力学》第2版，清华大学出版社2010年[4]朱育万、卢传贤主编《画法几何及土木工程制图》第3版，高等教育出版社，209年[3]李继镛主编《水工建筑物》第5版，中国水利水电出版社2011年内部资料仅供参考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$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##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