毕业设计-魏村东抽水站工程施工设计

'魏村东抽水站毕业设计第一篇土建部分1综合说明1.1兴建缘由根据太湖治理规划，拟常州市境内魏村兴建水利工程枢纽，包括泵站工程、节制闸、船闸各一座，共同组成具有防洪、灌溉、供水、航运、水环境保护等多功能综合利用工程系统。1.2工程位置、规模、作用根据太湖治理规划，拟于常州市境内魏村兴建水利工程枢纽，包括泵站工程、节制闸、船闸各一座，共同组成具有防洪、灌溉、供水、航运、水环境保护等多功能综合利用工程系统。其中泵站、节制闸、船闸平行布置，泵站、节制闸引河。引河系人工开挖，上下游联接天然河道德胜河，并分别直通太湖和长江。1.3基本资料及工程设计标准1.3.1自然条件该项工程位于北亚热带南部气候区，年平均气温15.5℃，年平均降雨量1067.8mm。工程处于长江冲积平原，地势平坦，地下水埋深一般1.5m。1.3.2水位特征值长江侧：百年一遇最高高潮位7.45m50%频率高潮平均值4.94m97%保证率最低低潮位2.31m71年4～10月最低旬平均低潮位1.65m内河侧：解放后出现的最高涝水位5.76m泵站开机灌溉时，站前高水位4.31m泵站开机排涝时，站前水位3.04m最低通航水位2.50m1.3.3设计参数泵站具有双向抽水要求，其抽水能力均为60m3/s，其水位情况见表1-1，表1-2，站上并附设汽-10，挂-80单车道公路桥一座。91 魏村东抽水站毕业设计表1-1　站身稳定计算水位组合工况计算工况长江内河（m)水位差（m)正向校核7.452.504.95设计7.453.044.41反向校核1.655.764.11设计1.894.312.42表1-2　泵站灌排净扬程工况计算工况长江内河（m)水位差（m)抽排涝水校核4.943.041.90设计7.453.943.51灌溉补水校核2.314.312.00设计1.894.312.421.3.4地质条件根据江苏省水利勘测总队《常州市魏村水利枢纽工程地质勘察报告（施工图阶段）》，站址处土层自上而下分布情况如表1-3。土壤物理力学指标采用值：φ=15°　　　C=23kPaR=150kPaf=0.3砌墙后，回填土的物理指标选用值：φ=15°　　　C=1.15kPaTd≮15kN/m2抗滑安全系数：正常运用期：1.3校核运用期：1.1附注：高程系吴淞零点为基准91 魏村东抽水站毕业设计表1-3土层分布情况N635(击)土层项高天然湿容重孔隙比含水量(%)(kPa)度压缩系数MPa容许承载力kPa灰黄、褐黄色重中粉质壤土，上部为耕植土，下部夹薄层砂壤土①<35.81.901.870.830.9627.8～34.71814黄灰及灰褐色淤泥质中重粉质壤土，夹薄层粉砂，局部呈现互层状，含有机质②<13.01.821.1141.179灰黄及黄色中、重粉质壤土，粉质粘土，③81.01.910.8932.7231511.0150灰黄色中、重粉质壤土，下部夹薄层粉砂，局部呈现互层状④12-5.01.880.9434.6291710.5180灰黄及灰色轻粉质砂壤土，夹薄层重粉质壤土，局部呈现互层状，含白色云母片⑤24-9.51.860.9634.9172113.61801.3.5设计标准魏村泵站为二等大（2）型建筑物，工程级别为二级水工建筑物长江侧及内河侧引河河底高程0.0m。附注：节制闸闸孔净宽6+12+6=24m；边墩、中墩厚度1.54=6m，闸室长18m，公路桥桥面高9.50m，泵站、节制闸间以导流墩相隔。余见枢纽示意图。地震：按6度考虑1.3.6气象资料风力：设计按8级风考虑，校核按10级风计算。最大风速度：5m/s；基本风压：W=373N/m2；91 魏村东抽水站毕业设计1.4工程布置和主要建筑物1.4.1站房形式及主要尺寸站房采用块基型站房，站房高度10.8m(楼面至屋顶大梁)，水泵房高度11.02m，底板尺寸：28.5×25m2。1.4.2进出水流道流道采用平面蜗壳式双向进出水流道，流道长20m，宽5.6m，中间设0.6m宽的隔墩。1.4.3进出水建筑物（1）上下游引河长江侧、内河侧引河均为底宽33.4米，高程0.00，边坡1：3（2）前池前池长26m，其中斜坡段16m，斜坡i=0.2。1.4.4西岸上下游连接建筑物上下游连接建筑物选用反翼墙及扶壁式挡土墙1.5机电和金属结构1.5.1抽水站一座（1）主机泵安装2000ZLQ15—2.8轴流泵配套TDL215/21—24800kW电动机四台套，总装机容量3200kW，抽水能力60m3/s。（2）变配电工程（包括套闸、节制闸和枢纽管理处用电）1、主变35/6.3kV3150kVA一台2、站变35/0.4kV160kVA一台、6/0.4kV160kVA各一台3、高低压开关等电气设备1.5.2金属结构设备上下游进出水流道均采用快速闸门，共16扇，进水流道选用QPPYⅠⅠ232—8型液压启闭机8台。出水流道选用QPPYⅠⅠ225—8型液压启闭机8台。在泵站上下游各设单轨悬挂式清污机二台，栅体倾角90o。91 魏村东抽水站毕业设计2设计参数的确定2.1设计流量的确定由给定的基本资料，该泵站具有双向抽水要求，其抽水能力均为60m3/s，因此设计流量为60m3/s。2.2水位分析及特征扬程的确定该泵站具有抽排涝水和灌溉补水的任务，但其中主要任务为抽排涝水，因此以抽排涝水时的水位分析水泵所需扬程，由基本资料，正常时期净扬程H=1.90m，最大扬程Hmax=3.51m。2.3工程设计等级魏村泵站为二等大(2)型建筑物，工程级别为二等水工建筑物。91 魏村东抽水站毕业设计3机组选型3.1水泵选型由m，考虑0.6m水头损失，取m由Hd泵=2.50m，Q站=60m3/s，假设以下两种方案选择泵型方案一：初选四台泵，单泵流量Q单=60/4=15m3/s初定原型泵n=187.5r/min，D=2.05m则比转速ns=3.65n/H3/4=3.6×187.5×15/2.503/4=1333选定2000ZLQ-2.8型立式轴流泵，其性能曲线如图3—1所示图3-12000ZLQ—2.8型立式轴流泵性能曲线　　由性能曲线图可得，当H=2.50m时，叶片安装角为０º，Q=15m3/s，η=86%，轴功率N=420kW。方案二:初选五台泵，单泵流量Q单=60/5=12m3/s初定泵n=250r/min，D=1.74m则ns=3.65n/H3/4=3.65×250×12/2.53/4=1589由n=1589，选定TJ04-ZL-0.9型模型泵，其性能曲线如图3-291 魏村东抽水站毕业设计图3-2南水北调工程水泵模型同台测试—轴流泵泵段综合特性曲线由np=250r/min，Dp=1.74m，nm=1450r/min，Dm=0.3m及公式，Qp=，可得原形泵性能曲线如图3-3所示91 魏村东抽水站毕业设计图3-3原形泵性能曲线查图3-3得，当Hp=2.5m，Qp=12m3/s时，叶片安装角为-，η=75.3%在高效区范围由上述两种方案可得泵型比较表3-1表3-1泵型比较表型号台数设计扬程（m）设计流量（m3/s）效率（%）叶轮直径（m）2000ZLQ—2.842.5015862.05TJ04-ZL-0.952.501275.31.74由于水泵选型的原则是：（1）以现行国家或行业规程、规范为依据（2）广泛收集适合本站特点的泵型资料，在选用新的水力模型时，力争达到同行业领先水平。（3）设备技术先进，运行安全可靠，装置效率高，有较好的抗汽蚀性能，（4）在泵站平均扬程时，水泵运行在高效区；在设计扬程时，满足泵站设计流量，水泵运行在高效区；在最高或最低扬程时，水泵能够安全、稳定地运行，配套电动机不超载。（5）机组安装、检修方便，便于维护和管理。由泵型比较表可知，所选的泵型均能满足扬程和流量的要求，运行期水泵在高效区运行，如采用四台2000ZLQ-2.8型立式轴流泵，则土建投资省，水泵运行效率高，管理方便；91 魏村东抽水站毕业设计而五台TJ04-ZL-0.9型模型泵，水泵运行效率太低，水力损失大，且土建投资多，因此选择四台2000ZLQ-2.8型立式轴流泵。3.2电机选型由图3-1可得，当Hmax=4.11m时，Q=12.2m3/s，η=83%，由直联传动η=1.0，四台泵的总配套功率N配=Kn=1.05=2480.5kW故选用TDL215/21-24型电机，其主要技术参数见表3-2表3-2TDL215/21—24型电机技术参数型号容量（kW）额定电压（kV）额定电流（A）启动电流倍数额定转速(r/min)TDL215/21—2448006935.5187.5励磁电压（V）励磁电流（A）负荷系数（K1）0.41.11.8903000.63691 魏村东抽水站毕业设计4枢纽布置及进出水建筑物设计4.1枢纽布置及站房结构型式根据太湖治理规划，拟于常州市境内魏村兴建水利工程枢纽，包括泵站工程、节制闸、船闸各一座，共同组成具有防洪、灌溉、供水、航运、水环境保护等多功能综合利用工程系统。泵站布置在枢纽的西侧，东邻节制闸，站房呈东西向河床布置，闸站共用一条引河，中间用导流墩隔开，站中心线距闸中心线38.7m，导流墩长214.6m，泵房北侧设汽—10级，单车道交通桥，与节制闸交通桥布置在同一条轴线上。站房的东岸墙与导流墩相连，西岸墙用扶壁式挡土墙与上下游河岸衔接，考虑结合站房东侧的节制闸的防渗，在站房的上下游均设浆砌块石护坦。该泵站为一大型泵站，机组对进水条件要求高，因此采用专门设计的有压进水流道，为加强站房的整体性，把流道的上盖板、站墩和底板整体浇筑，从而形成块状基础，因此采用的形式是块基型站房。4.2引河及前池设计布置4.2.1前池设计根据地形条件，采用正向进水前池，为使进入进水流道的水流较为平顺，在靠近进水流道的前池底坡采用长度为10m平坡，底高程-3.22m，然后是长度为16m底坡为1：5纵坡，前池总长26m。上下游翼墙选用的是反翼墙形式，上游翼墙的收缩角，下游翼墙的扩散角都采用8º，其具体尺寸见图4-1。.图4-1前池尺寸图(单位：cm)91 魏村东抽水站毕业设计则引渠宽度，即为前池首端宽度B=2L前池tan8o+L进水=226+26.1=33.4m(其中L进水为前池末端即进水流道入口宽度)4.3进水流道设计该泵站采用平面蜗壳式双向进水流道，见图4-2图4-2进水流道单线图（单位：cm）4.3.1主要尺寸的确定（1）流道高度H(即叶轮中心线到进水流道底板的距离)H=h0+h1+h2其中h0为叶轮中心的淹没深度，由所选水泵叶轮直径D=2.05m，h0=1.41m由经验得，喇叭管高度h1/D=0.5～0.65，取h1/D=0.52，h1=0.522.05=1.07m;由经验得，喇叭管悬空高度h2/D=0.40～0.6，取h1/D=0.45，h1=0.452.05=0.93m，H=1.41+1.07+0.93=3.41m（2）喇叭管进口直径D1的确定由经验得，D1/D=1.41～1.5，取D1/D=1.46，D1=1.462.05=3.00m（3）导水锥导水锥的线型采用1/4椭圆弧，取导水锥的下部直径与喇叭管进口直径相同即为3m，上部直径与水泵的轮毂直径相同即为0.65m。（4）流道的宽度按环形柱壮面流速分布均匀条件确定流道的宽度蜗壳断面的高度hk/D=0.8～1.0，取hk/D=0.92。hk=0.922.05=1.90m蜗壳上壁面倾斜角=40º～60º，取=60º由经验得，平面蜗壳式双向进水流道B=（2.58～3.0）D，取B=5.6m，从进水流态，结构和闸门考虑，宜在进水流道中设置600mm隔墩，流道净宽为5000mm；由图4-3得，a=（B-D1）/2=（5.6-3）/2=1.3m91 魏村东抽水站毕业设计图4-3流道宽度示意图（5）进口段进口段流道盖板直线渐缩上翘角α=10º～30º，设计中α选取应与出水流道扩散角，流道进口断面等综合考虑，α角太大易使流道长度过短，站房结构布置困难，取α=10º，进水流道长度根据土建设计和金属结构布置确定，取为10.0m，进口段靠近叶轮部分采用平直段，平直段长度根据泵体部件最宽长度考虑，取为4.8m。由进水流道的进口经济流速v=0.8～1.0m/s，取为0.9m/s，则进口高度m，取为3.0m则有4.3.2导水锥和喇叭管的线性设计（1）喇叭管的线型设计如图4-2所示，取泵座中心点o为原点，泵座为x轴，泵轴中心线为y轴，向下为正设喇叭管椭圆中心位于泵座法兰面，喇叭管椭圆曲线长轴轴线过喇叭管外缘，由此得喇叭管椭圆母线方程：（1）式中，a，b分别为椭圆曲线短半轴和长半轴，其中b=h1=1.07m；D1为喇叭管直径，D1=3.0m。平面蜗壳式双向进水流道喇叭管椭圆曲线与泵座直锥相切，由几何关系可得直锥方程为y=-ctan60(x-D0/2)（2）其中D0=2.2m将（2）代入（1）得，（3）由椭圆母线与泵座直锥相切关系得(3)式中△=0，得a=0.383m则有椭圆方程为91 魏村东抽水站毕业设计根据椭圆方程可作1/4圆弧，即为喇叭管曲线，（2）导水锥的线型设计导水锥圆柱段直径同泵轮毂直径d0，其下为1/4椭圆曲线段，椭圆曲线至流道底板，且底部直径同喇叭口直径D1。导水锥圆柱母线与椭圆曲线段相切，由此得导水锥椭圆曲线方程为，其中D1=3.0m，d0=0.65m，h1=1.07m，h2=0.93m，hk=1.90m则有椭圆的方程为由椭圆方程可作导水锥的曲线。4.4出水流道设计该泵站采用平面蜗壳式双向出水流道，其形状类似倒置平面蜗壳式双向进水流道，如图4-4所示图4-4出水流道单线图（单位：mm）4.4.1主要尺寸的确定（1）喇叭管进口直径D1的确定由经验得，D1/D=1.41hs=(1～2)V02/2g1.5，取D1/D=1.46，D1=1.462.05=3.00m（2）导水锥导水锥的线型采用1/4椭圆弧，取导水锥的下部直径与喇叭管进口直径相同即为3m，上部直径与水泵的轮毂直径相同即为0.65m。（3）流道宽度由于平面蜗壳式双向出水流形状类似倒置平面蜗壳式双向进水流道，因此其宽度取与进水流到相同，为5.6m，其中设置600mm隔墩，流道净宽为5000mm。91 魏村东抽水站毕业设计蜗壳下壁面倾角k=40º～60º，取=45º（4）流道高度由出水流道的出水段流速v≈1.5m/s，则流道高度m，取为1.8m由图4-4，根据水流情况，1-1段环形柱面流速应大于2-2段面流速则1—1断面面积应小于2—2段断面面积，即D1h271.12m2。图5-8泵房窗户设计示意图5.5水泵工况点校核5.5.1进出水流道损失计算（流道计算图如图5-9）图5-9进出水流道损失计算图该流道为双向流道，计算时考虑正向进水时的损失即从内河侧进水流道进口到长江侧出水流道出口。由于该流道比较短，沿程损失在总损失中比重较小，故忽略不计，仅计算各段的局部损失，流道宽5.6m，中间设0.6m宽的隔墩，进水流道隔墩止于3—3段面，出水流道隔墩止于6—6断面，以下是对各段局部损失的计算，为计算简便，在计算中对含隔墩的断面按隔墩一侧计算：进口段：查《水力学》上册第二版得，ζ=0.15进口流速V进口=m/s91 魏村东抽水站毕业设计进口水头损失hj进=m拦污栅：由所选的拦污栅t=18mm，b=50mm，β=1.60，θ=，查《水力学》上册第二版得V=V进口=0.94m/s拦污栅损失hj拦=m闸门槽：由《泵站特性检测》，ζ=0.15~0.20，取ζ=0.15V=V进口=0.94m/s闸门槽水头损失hj=m1—2段：由于1—2段断面为矩形，故需要转化为圆管进行损失计算1—1段面水力半径R1=md1=4R1=40.68=2.72m2—2段面水力半径R2=md1=4R1=40.54=2.16m将1—2段转化为圆管后如图5—8所示则渐缩管的夹角θ=2arctan=6.16º2—2，1—1段圆管面积之比查《水力学》上册第二版得，水头损失系数ζ=0.001图5—10圆管示意图（单位：cm）2—2断面流速V2=m/s91 魏村东抽水站毕业设计1—2段水头损失hj1-2=m2—3段：该段过水断面没有发生变化，故仅有沿程损失，忽略不计3—4段：该段过水断面变化较为复杂，取ζ=0.2m/shj3-4=m进口段：取喇叭管段ζ=0.25m/shj喇=m5—6段：该段过水断面变化较为复杂，取ζ=0.2m/shj5-6=m6—7段：该段过水断面没有发生变化，故仅有沿程损失，忽略不计7—8段：由于7—8段断面为矩形，故需要转化为圆管进行损失计算7—7段面水力半径R7=md7=4R7=40.52=2.08m8—8段面水力半径R8=m91 魏村东抽水站毕业设计d8=4R8=40.60=2.40m将7-8段转化为圆管后如图5-11所示则渐扩管的夹角θ=2arctan=3.52º7—7，8—8段圆管面积之比查《水力学》上册第二版得，水头损失系数ζ=0.015图5-11圆管示意图(单位：cm)7—7断面流速V2=m/s7—8段水头损失hj7-8=m出水流道出口：查《水力学》上册第二版得，ζ=0.13m/s出口损失hj出口=m综上所述，总的水头损失hj=0.018×2+0.0067×4+0.0013×2+0.02+0.24×2+0.022+0.002×2+0.00764×2+0.0067×2=0.618m由hj=SQ2，S=hj/Q2=0.618/152=0.0027s2/m55.5.2工况点校核（1）设计扬程的校核设计扬程Hd=1.90mH需=H净+SQ2=1.90+0.0027Q2，由此可得H需~Q曲线，与H~Q性能曲线相交得设计工况点，如图5-12所示，91 魏村东抽水站毕业设计图5-12水泵工况点校核由图5-12可知，设计工况点A：扬程H=2.5m，流量Q=15.1m3/s，轴功率N=427kW效率η=86%，在高效区范围内(2)最高扬程的校核校核扬程Hmax=3.51mH需max=H净max+SQ2=3.51+0.0027Q2，由此可得H需max~Q曲线，与H~Q性能曲线相交得设计工况点，如图5-12所示，由图5-12可知，在此工况点B下：扬程H=3.94m，流量Q=12.50m3/s，效率η=84%轴功率N=580kW<800kW，电机不超载。因此所选泵型满足设计要求5.6站房防渗计算5.6.1确定最小渗径长度（采用勃莱法）计算尺寸如图5-13所示91 魏村东抽水站毕业设计图5-13渗径长度计算简图(单位：m)查《泵站工程》，最小渗径长度Lmi其中C为勃莱系数，查表得，C=4~5，取C=4H为进出水侧的最大水位差，由给定的资料得，H=4.95mLmin=4×4.95=19.8m由底板布置图得，实际渗径长度L=m>19.8m，故底板的防渗长度满足要求。5.6.2用改进阻力系数法进行渗流计算（计算见图5-14）图5-14渗流计算图（1）确定地基计算深度由计算图，地下轮廓线的水平投影长度LO=25.0m地下轮廓线的垂直投影长度S0=-4.42-（-5.72）=1.3mL0/S0=25/1.3=19.23>5，由于地下无岩基层，故取有效深度Te=0.5L0=0.5×25.0=12.5m（2）计算各典型段的水头损失1、T=12.5m，S=1.3m，=12.2m2、T=12.2m，S=1.0m91 魏村东抽水站毕业设计0.0833、L=25.0m，S1=1.0m，S2=1.0m，T=12.2m4、T=12.2m，S=1.0m0.0835、T=12.5m，S=1.3m，=12.2m=（3）计算进出口阻力修正系数对于进口：=0.753对于出口：=0.753（4）计算修正前后的水头损失值在正向校核情况下，水头差最大，Hmax=4.95m，则修正前后的水头损失值见表5-5表5-5修正前后的水头损失计算表12345ξi0.4910.0831.9340.0830.491修正前hi(m)0.7890.1333.1060.1330.789修正前hi(m)0.5940.2663.2300.2660.594（5）计算渗流出口坡降及水平段坡降1、计算渗流的出口坡降91 魏村东抽水站毕业设计查《泵站工程》，壤土的出口允许坡降<0.50~0.60，满足渗透变形要求2、计算渗流的水平段坡降查《泵站工程》，壤土的水平段允许坡降<，满足渗透变形要求5.7站房稳定分析泵站稳定计算包括各种工况下的泵房稳定和泵房地基稳定，在此仅计算完建期和设计运行期的地基稳定，计算时取分缝处两台机组作为计算单元5.7.1作用荷载计算（1）泵房部分重量计算泵房部分重量包括：①土建部分重量：泵房底板采用钢筋混凝土，泵房上部结构采用钢筋混凝土排架结构和普通混凝土砌墙，窗户采用铝合金②机电设备重量③设计水位下的水体重泵泵房重量列表计算，见表5-6，（对底板中心求弯距，以顺时针为正）表5-6泵房重量计算项次名称计算式垂直力（kN）力臂力矩（kN.m）+—1底板[25×1.5+（1+2）×1]×14.2×24.514089.95002隔墩[（10.2×0.6-0.4×0.95）×11.02-39.06×0.6]×4×24.53901.85003中墩[（1×25-0.4×0.95×2）×11.02-17.24×1]×2×24.55700.04004缝墩[（0.8×25-0.4×0.95）×11.02-34.47×0.8]×24.54621.59005边墩（1.2×25-0.2×0.95×2）×11.02×24.57991.100063.14×1.12×2.1×24.593.080091 魏村东抽水站毕业设计水泵下砼7进出水流道处砼12.64×2×5.6×24.5×2-0.16×14.2×24.56880.80008闸门出砼（0.5×0.4+1.2×0.4）×5.6×24.5×2×2373.18009水泵36×9.8×2705.60010电机30×9.8×25880011拦污栅1.87×0.25×2×8×9.873.300012闸门11×9.8×4×2862.40013风道下梁4.25×0.2×5.6×24.5116.624.225492.7214电机梁4.2×0.9×1.28×2×2×24.5118.540015启闭机0.7×8×9.854.880016底板12.7×0.2×14.2×24.5883.670017启闭机及板梁[0.2×4.8×14.2+（0.25×0.55×4+1.65×0.05）×18.5×2×24.51086.370018内河侧桥（0.2×1.35+0.2×1.35）×14.2×24.5187.8711.822221.5219长江侧桥（0.4×5+1.6×0.2）×14.2×24.5807.1313.6511017.3020泵房墙体（0.4×2.3×14.2×24.5+0.4×3.1×14.2×28.5+3.6×0.4×14.2×24.5）×22504.880021牛腿及立柱（1.2+1.0+0.8）×0.6×3.6+0.4×（0.6×6+0.5×（1+0.6）×0.4+1×0.6+0.4×3.8）×24.5435.900022吊车梁（0.8×0.25+0.1×0.5）×14.2×24.5×2173.950023吊车27.62×9.8×2541.350091 魏村东抽水站毕业设计24屋面大梁2×1.46×9×2×9.8+2×6.4×14.2×30×9.8×0.001568.520025辅机10×9.8×21960026站房底板下土重1/2×（23+21）×1×14.2×1.88×9.85755.6600合计59318.228303.06（2）其他荷载的计算（在此仅考虑正向设计工况下作为最不利情况校核：正向设计工况下：长江侧水位：7.45m，内河侧水位：3.04m）1、泵室内的水重泵室内的水重W2={[(7.76×2.5+1/2×5.2×4.9+1/2×4.1×5.2)×2+4.41×2.5+3.65×3.25]×5+4.8×(1.8+1.9)×5.6×2}×2×24.5=14530.45kNW2对底板中心的力矩M2=2×5×4.41×2.5×9.8×11.25+2×5×3.65×3.25×9.8×8.175=21658.70kN.m（—）3、水平水压力长江侧水压力P1=1/2×9.8×(7.45+3.22)2×14.2=7921.61kNP1对底板中心的力矩M3=7921.61×[1/3×(7.45+3.22)+2.5]=47978.55kN.m（—）内河侧水压力P2=1/2×9.8×(3.04+3.22)2×14.2=2726.67kNP1对底板中心的力矩M3=2726.67×[1/3×(3.04+3.22)+2.5]=.33kN.m（+）4、浮托力设计运行工况下，底板承受的浮托力W3W3=[9.8×(3.04+4.72)×25+9.8×(1+2)×1×1/2×2]×14.2=27414.52kN对底板中心的力矩M4=05、渗透压力取正向运行工况下的最不利组合：长江侧水位7.45m，内河侧水位2.50m，由改进阻力系数法得底板处的渗透压力分布如图5-15所示91 魏村东抽水站毕业设计图5-15渗透压力分布图(单位：cm)渗透压力W4=1/2×9.8×（0.86+4.09）×25×14.2=8610.52kN力作用点距底板中心距离mW4对底板中心的力矩M5=8610.52×2.72=23410.76kN.m（—）风压力，浪压力很小，忽略不计将上述运行期各荷载汇总列于表5-7表5-7运行期各荷载计算汇总荷载名称垂直力（kN）水平力（kN）力矩（kN.m）+—+—+—自重59318.228303.06水重14530.4521658.70水平水压力长江侧2726.677921.6147978.55内河侧12506.33浮托力27414.520渗透力8610.5223410.76总计73848.6736025.042726.677921.6142468.0971389.31由上表可得，所有竖向力之和F竖=73848.67-36025.04=37823.63kN所有水平力之和F水平=7921.61-2726.67=5194.94kN所有力矩之和M=71389.31-42468.09=28921.22kN.m(—)91 魏村东抽水站毕业设计5.7.2完建期稳定验算由于完建期仅有泵房自重，故仅需校验地基应力(1)地基应力计算kN/m2kN/m2由给定的地质资料，kN/m2因此(2)不均匀系数计算查地基应力能满足安全要求5.7.3运行期稳定验算(1)抗浮验算查抗浮满足要求(2)抗滑验算由给定的基本资料，f=0.3，抗滑满足要求（3）地基应力验算1、地基应力验算91 魏村东抽水站毕业设计kN/m2kN/m2由给定的地质资料，kN/m2因此2、不均匀系数计算查地基应力能满足安全要求（4）抗倾验算所有顺时针向力矩M顺=37823.63×12.5+42468.09=.46kN/m2所有逆时针向力矩M逆=71389.31kN/m291 魏村东抽水站毕业设计6结构计算6.1底板构造块基型泵房的基础是底板、站墩、进水流道顶板和排水廊道顶板组成的箱体式结构。由于底板结构复杂，所以在内力计算时采用简化方法，采用弹性地基梁法计算.6.2设计工况时底板结构计算在垂直水流方向，取靠近机房出口的两孔作为研究对象；在顺水流方向，取靠近长江侧齿墙后的单宽板条作为脱离体进行分析，其计算图见图6-1。6.2.1确定底板纵向地基反力（顺水流方向）如图：p=121.41kN/m6.2.2计算脱离体的不平衡力作用在脱离体上的铅直荷载有；底板自重：kN/m水重：kN/m上部荷载重kN中墩重：kN缝墩重：kN边墩重：kN隔墩重：kN91 魏村东抽水站毕业设计图6-1弹性地基梁法计算图浮托力：kN/m渗透力：kN/m地基反力：kN/m因为：故有：kN/m6.2.3不平衡剪力的分配其中令（因为此值为常数）91 魏村东抽水站毕业设计由，绘制图形如图6-2：图6-2不平衡剪力计算图不平衡剪力分配：kNkN6.2.4弹性地基梁的荷载计算分配给站墩的不平衡剪力按集中力考虑，此时，通过中墩，缝墩，边墩，隔墩传给地基梁的荷载N1，N2，N3，N4，为kNkNkNkN分配给底板的不平衡剪力按均布荷载考虑，则可得到地基梁的均布荷载为kN/m91 魏村东抽水站毕业设计6.2.5边荷载计算如图6-3，边荷载简化为均布荷载图6-3边荷载计算简图左侧kN/m右侧:由给定的地质资料，根据土层分布情况kPa6.2.6弯矩计算由给定的地质资料得E0=10.5MPa，Eh=2.8104N/mm2，故按刚性梁查表，计算简图见图6-4根据板上荷载与边荷载查表得各断面的弯矩系数，计算弯矩值。查表及其计算结果见表6-1，弯距图见图6-5。91 魏村东抽水站毕业设计图6-4内力计算简图91 魏村东抽水站毕业设计表6-1弯距计算表闸底板弯矩计算表弯矩系数M0底板上荷载产生的弯矩值M(kN·m)边荷载产生的弯矩值M(kN·m)Σ板上荷载边荷载均布荷载q集中荷载N1集中荷载N2集中荷载N3集中荷载N4集中荷载N4qN1N2N3N4N4总和-100000000000000000.0-0.90.010.01-0.07-0.0100.02-2.9-4.69.6720.5-114.6-24.60.024.6-18.0-22.4-124.9-0.80.030.03-0.12-0.0200.05-6.2-9.923.561.4-196.4-49.10.061.4-38.5-48.3-186.2-0.70.060.05-0.16-0.0400.1-10.3-17.638102.3-261.9-98.20.0122.8-64.0-85.9-247.0-0.60.080.08-0.18-0.060.010.15-15.8-24.551.8163.7-294.7-147.312.3184.1-98.2-119.6-247.9-0.50.090.11-0.2-0.090.010.21-21.8-29.264.2225.1-327.4-221.012.3257.8-135.5-142.5-267.0-0.40.110.14-0.2-0.110.020.17-26.4-35.174.6286.5-327.4-270.124.6208.7-164.1-171.3-338.6-0.30.120.18-0.2-0.130.030.14-29.9-39.482.9368.3-327.4-319.236.8171.9-185.9-192.3-364.9-0.20.130.22-0.2-0.150.040.11-34.6-40.289.1450.2-327.4-368.349.1135.0-215.1-196.2-383.6-0.10.140.27-0.19-0.170.050.09-39.1-40.293.2552.5-311.0-417.461.4110.5-243.1-196.2-350.200.140.32-0.18-0.180.070.07-40-4094.6654.8-294.7-442.085.985.9-248.7-195.2-259.30.10.140.27-0.17-0.190.090.05-40.2-39.193.2552.5-278.3-466.5110.561.4-249.9-190.8-368.00.20.130.22-0.15-0.20.110.04-40.2-34.689.1450.2-245.5-491.1135.049.1-249.9-168.9-432.00.30.120.18-0.13-0.20.140.03-39.4-29.982.9368.3-212.8-491.1171.936.8-245.0-145.9-434.90.40.110.14-0.11-0.20.170.02-35.1-26.474.6286.5-180.1-491.1208.724.6-218.2-128.8-423.90.50.090.11-0.09-0.20.210.01-29.2-21.864.2225.1-147.3-491.1257.812.3-181.5-106.4-367.00.60.080.08-0.06-0.180.150.01-24.5-15.851.8163.7-98.2-442.0184.112.3-152.3-77.1-357.70.70.060.05-0.04-0.160.10-17.6-10.3338102.3-65.5-392.9122.80.0-109.4-50.4-355.10.80.030.03-0.02-0.120.050-9.9-6.223.561.4-32.7-294.761.40.0-61.5-30.3-273.00.90.010.01-0.01-0.070.020-4.6-2.949.6720.5-16.4-171.924.60.0-28.6-14.3-176.510000000000.00.00.00.00.00.00.00.0将表中弯矩总和绘于下图91 魏村东抽水站毕业设计图6-5底板弯距图(单位：kN.m)6.3完建期底板结构计算6.3.1确定低板纵向地基反力（顺水流方向）如图6-6：p=171.35kN/m6.3.2计算脱离体的不平衡力其计算简图见图6-691 魏村东抽水站毕业设计图6-6完建期计算简图作用在脱离体上的铅直荷载有；底板自重：kN/m上部荷载重kN中墩重：kN缝墩重：kN边墩重：kN隔墩重：kN地基反力：kN/m因为：故有：kN/m6.3.3不平衡剪力的分配91 魏村东抽水站毕业设计其中令（因为此值为常数）由，绘制图形如图6-7：图6-7不平衡剪力分配图不平衡剪力分配：kNkN6.3.4弹性地基梁的荷载计算分配给站墩的不平衡剪力按集中力考虑，此时，通过中墩，缝墩，边墩，隔墩传给地基梁的荷载N1，N2，N3，N4，为kNkNkNkN91 魏村东抽水站毕业设计分配给底板的不平衡剪力按均布荷载考虑，则可得到地基梁的均布布荷载为：kN/m6.3.5边荷载计算如图6-8，边荷载简化为均布荷载，图6-8边荷载计算简图左侧kN/m右侧：由给定的地质资料，kPa6.3.6弯矩计算由给定的地质资料得E0=10.5Mpa，Eh=2.8104N/mm2，故按刚性梁查表，计算简图见图6-9根据板上荷载与边荷载查表得各断面的弯矩系数，计算弯矩值。查表及其计算结果见表6-2弯距图见图6-1091 魏村东抽水站毕业设计图6-9完建期内力计算简图91 魏村东抽水站毕业设计表6-2完建期弯距计算表闸底板弯矩计算表弯矩系数M0底板上荷载产生的弯矩值M(kN·m)边荷载产生的弯矩值M(kN·m)Σ板上荷载边荷载均布荷载q集中荷载N1集中荷载N2集中荷载N3集中荷载N4集中荷载N4qN1N2N3N4N4总和-1000000000.00.00.00.00.00.00.00.00.0-0.90.0140.01-0.1-0.0100.02-2.9-4.626.532.1-179.9-38.60.038.6-18.0-39.7-179.1-0.80.0340.03-0.1-0.0200.05-6.2-9.964.396.4-308.4-77.10.096.4-38.5-85.5-252.5-0.70.0550.05-0.2-0.0400.1-10.3-17.6104.0160.6-411.3-154.20.0192.8-64.0-152.0-324.1-0.60.0750.08-0.2-0.060.010.15-15.8-24.5141.9257.0-462.7-231.319.3289.2-98.2-211.6-296.5-0.50.0930.11-0.2-0.090.010.21-21.8-29.2175.9353.4-514.1-347.019.3404.8-135.5-252.2-295.4-0.40.1080.14-0.2-0.110.020.17-26.4-35.1204.3449.8-514.1-424.138.6327.7-164.1-303.2-385.1-0.30.120.18-0.2-0.130.030.14-29.9-39.4227.0578.3-514.1-501.257.8269.9-185.9-340.3-408.5-0.20.1290.22-0.2-0.150.040.11-34.6-40.2244.0706.8-514.1-578.377.1212.0-215.1-347.2-414.8-0.10.1350.27-0.2-0.170.050.09-39.1-40.2255.3867.5-488.4-655.496.4173.5-243.1-347.2-341.400.1370.32-0.2-0.180.070.07-40-40259.11028.1-462.7-694.0134.9134.9-248.7-345.5-193.70.10.1350.27-0.2-0.190.090.05-40.2-39.1255.3867.5-437.0-732.5173.596.4-249.9-337.7-364.50.20.1290.22-0.2-0.20.110.04-40.2-34.6244.0706.8-385.6-771.1212.077.1-249.9-298.9-465.50.30.120.18-0.1-0.20.140.03-39.4-29.9227.0578.3-334.1-771.1269.957.8-245.0-258.3-475.50.40.1080.14-0.1-0.20.170.02-35.1-26.4204.3449.8-282.7-771.1327.738.6-218.2-228.0-479.80.50.0930.11-0.1-0.20.210.01-29.2-21.8175.9353.4-231.3-771.1404.819.3-181.5-188.3-418.90.60.0750.08-0.1-0.180.150.01-24.5-15.8141.9257.0-154.2-694.0289.219.3-152.3-136.5-429.70.70.0550.05-0-0.160.10-17.6-10.33104.0160.6-102.8-616.9192.80.0-109.4-89.2-460.90.80.0340.03-0-0.120.050-9.9-6.264.396.4-51.4-462.796.40.0-61.5-53.6-372.10.90.0140.01-0-0.070.020-4.6-2.9426.532.1-25.7-269.938.60.0-28.6-25.4-252.41000000000.00.00.00.00.00.00.00.00.0将表中弯矩总和绘于下图91 魏村东抽水站毕业设计图6-10完建期弯距图（单位：kN.m）6.4配筋计算及裂缝校核6.4.1配筋计算（1）面层配筋kN.m，N/cm2，cmcm2查《水闸》，cm2选用520，则cm2(2)底层配筋由于底板不承受正弯距，故底层只需要按构造配筋，每米板宽内配置416构造筋配筋布置见配筋图。6.4.2裂缝校核cm查《水闸》，Ⅱ级钢筋N/mm2，250号砼N/mm291 魏村东抽水站毕业设计再按下式计算，有能满足抗裂要求。91 魏村东抽水站毕业设计第二篇电气部分7原始资料7.1概况魏村东抽水站，主电动机技术参数如表7-1。通常四台主机同时运行，泵站最大负荷利用小时数Tmax=2000h/a,供电可靠性要求：二级负荷。表7-1主电动机技术参数型号容量（kW）额定电压（kV）额定电流（A）启动电流倍数额定转速（r/min）TDL215/21―244×8006935.5187.5励磁电压（V）励磁电流（A）负荷系数（K1）0.41.11.8903000.6367.2气象资料本泵站地处江苏，当地气象资料如下：最热月平均最高温度：33.8℃最热月平均气温：33.4℃年最高温度月：7月极端最高气温：41℃；极端最低气温：-12℃最热月平均温度：28.0℃；最热月地面下0.8m处的土壤平均温度：27℃雷暴日数：35日/年；7.3电源情况由位于站址西南的变电所架设7.7km专线供电。其输电电压为35kV，最大运行方式时变电所馈电母线的短路容量800MVA，最小运行方式时为600MVA。泵站在计费计量点的功率因数不应低于0.9。7.4电缆敷设长度6kV配电装置至最远一台主电动机之间，电力电缆的敷设长度为30m。10kV配电装置至中央控制室之间，控制电缆敷设长度为30m。91 魏村东抽水站毕业设计8主接线设计8.1负荷统计8.1.1主电动机的计算负荷根据式可计算出泵站主电动机的计算负荷kW8.1.2站用电负荷统计根据各站用电运行连续性的不同，取Sjs2=5%Sjs1=0.05×2457.97=122.90kVA8.1.3站变的选择考虑到站用电设备对供电可靠性和灵活性的要求，根据统计出的站用电计算负荷，选择两台站变，其中一台接在主电动机电压（6kV）母线上，另一台接在主变一次侧（35kV）母线上，站变的技术参数见下表2-1表8-1站变技术参数型号额定容量（kVA）额定电压（kV）连接组阻抗电压（%）损耗（W）空载电流（%）高压低压空载短路S9-160/35160350.4Yyno6.547031502.5S9-160/101606.30.4Yyno442021001.78.1.4泵站总计算负荷将主电动机计算负荷、站用电计算负荷以及主变、站变的损耗叠加一起，最后求得全泵站的计算负荷（详见表2-2）。统计时，近似的取站用电负荷的平均功率因素为0.8。站变的功率损耗按有功功率损耗计算式和无功功率损耗式计算，主变的功率损耗按式和式计算。91 魏村东抽水站毕业设计表8-2全泵站负荷统计负荷名称平均功率因数cos平均功率因数角的正切计算负荷有功功率（kW）无功功率(kvar)视在功率(kVA)站用电计算负荷0.80.7598.3273.74122.92号站变损耗1.666.50加上2号站变损耗后站用电负荷99.9880.244台主电动机计算负荷0.9(超前)0.48432212.17-1071.362457.97主变低压侧负荷2312.15-991.122515.62主变损耗50.31251.56加上主变损耗后计算负荷2362.46-739.562475.511号站变损耗2.3310.14泵站总计算负荷2364.79-729.422474.738.2主接线方案确定8.2.1主变选择和主接线方案由表8-2的统计，主变低压侧的负荷Sjs=2515.62kVA，查《泵站电气部分课程设计资料》表2-3得=0.99（参考上海的值）。由得kVA取kVA，所选变压器技术参数见表8-3表8-3主变技术参数型号容量（kVA）电压（kV）损耗（W）阻抗电压（%）空载电流（%）连接组高压低压空载短路SZL7-3150/353150356.35050289007202Yd118.2.2供电导线的选择由短路电流计算得，35kV侧kA,kA91 魏村东抽水站毕业设计由所选开关柜的尺寸为：mm，查《给水排水设计手册（第八册）》表3-35，选定的母线为本泵站的主接线方案如图8-1：图8-1泵站主接线方案图91 魏村东抽水站毕业设计9短路电流计算短路电流计算的等值电路如图9-1所示，根据设备选择和继电保护的需要选择k1~k4四个短路计算点。图9-1短路电流计算等值电路图取Sj=100MVA,，Uj=Up根据各元件参数和相应公式,计算出各元件电抗标幺值（见表9-1）。电抗标幺值的下注角符号“*”省略。表9-1各元件阻抗计算元件名称技术参数阻抗标幺值电动机Xd″=0.2，800kW,cos=0.9主变压器Ud(%)=7%,3150kVA35kV线路L1=7.7km,架空线路C系统SdBmin=600MVASdBmax=800MVA4台主电动机（等效）91 魏村东抽水站毕业设计1号站变Ud(%)=6.5%，160kVA2号站变Ud(%)=4%，160kVA9.1最大运行方式下短路计算Ud1=Uav1=37kV,Ud2=Uav2=6.3kV,Ud3=Uav3=0.4kVkAkAkA各点的短路情况计算见表9-2表9-2各点的短路情况计算X*总(kA)Ish(kA)ish(kA)(MVA)K10.3394.606.9511.73294.98K22.5613.585.409.1239.05K340.9643.523.836.472.44K427.5615.225.709.623.639.2最小运行方式下短路计算各点的计算见表9-3表9-3各点的计算表K1K2K3K4X*总0.3812.60341.00627.603(kA)4.093.523.515.229.3电动机反馈电流计算4台同步电动机的计算电抗91 魏村东抽水站毕业设计XjsT=X等值额定电流kA3台同步电动机的计算电抗XjsT=X等值额定电流kA同步电机的反馈电流计算见表9-4表9-4同步电机的反馈电流计算同步电机的反馈电流5.53.93.73.553.363.223.221.7921.2711.2051.1561.0951.0491.0491.3440.9530.9040.8680.8210.7870.7879.4主电动机启动校验由于主电动机选用同步电动机，因此启动时电压波动校验，应以第一台主电动机启动为条件。将短路电流计算等值电路改画成电动机启动计算等值电路，见图9-2取kVA。电抗标幺值的下注脚符号“*”省略。91 魏村东抽水站毕业设计图9-2电动机启动计算等值电路图（1）求各元件的阻抗：由第三节短路电流的计算可得,,,,各元件阻抗之和在目前基准下，（2）启动时主电动机等值电抗：（3）求启动时母线电压。用百分数表示，91 魏村东抽水站毕业设计可见，启动时6kV母线电压波动很小。由于配电装置至主电动机的连接电缆很短，故启动时主电动机端电压波动的校验从略。91 魏村东抽水站毕业设计10电气设备选择10.1断路器的选择10.1.1主电动机侧断路器的选择为了留有余地，取主电动机回路工作电流等于主电动机的工作电流，即。主电动机回路装设真空断路器，其固有分闸时，取熄弧时间。主电动机主保护动作时限，后备保护动作时间，则断路器实际开断时间短路热稳定计算时间，取1s。选用ZN7-10X/630-12.5型真空断路器，有关计算数据和技术参数见下表10-1，可以看出，完全符合选择条件。表10-1主电动机回路断路器选择计算数据技术参数参数计算值额定参数ZN7-10X/630-12.5型真空断路器（kV）6（kV）10（A）93（A）630（kA）4.924（kA）12.5（kA）12.56（kA）31.5（kA2s）21.334（kA2s）12.52×4=625表中kAkA2s91 魏村东抽水站毕业设计10.1.2主变压器低压侧断路器的选择为了留有余地，取主变压器低压侧回路工作电流等于主变压器低压侧额定工作电流，即A，主压器低压侧回路装设真空断路器，其固有分闸时间，取熄弧时间。主电动机主保护动作时限，后备保护动作时间，则断路器实际开断时间短路热稳定计算时间，取1s。选用ZN18-10/630-25型真空断路器，有关计算数据和技术参数见表10-2，可以看出，完全符合选择条件。表10-2主变压器低压侧断路器选择计算数据技术参数参数计算值额定参数ZN7-10X/630-12.5型真空断路器（kV）6（kV）10（A）318.3（A）630（kA）5.372（kA）12.5（kA）13.70（kA）31.5（kA2s）24.360（kA2s）12.52×4=625表中kA（kA2s）10.1.3站用变压器6kV侧断路器的选择。为了留有余地，取站用变压器高压侧回路工作电流等于站用变压器高压侧额定工作电流，即91 魏村东抽水站毕业设计A，站用变压器高压侧回路装设真空短路器，其固有分闸时间，取熄弧时间。主电动机主保护动作时限，后备保护动作时间，则断路器实际开断时间短路热稳定计算时间，取1s。选用ZN7-10/630-25型真空断路器，有关计算数据和技术参数见表10-3，可以看出，完全符合选择条件。表10-3站用变压器6kV侧断路器选择计算数据技术参数参数计算值额定参数ZN7-10X/630-12.5型真空断路器（kV）10（kV）10（A）23.1（A）630（kA）6.079（kA）12.5（kA）15.50（kA）31.5（kA2s）28.218（kA2s）12.52×4=625表中kAkA2s10.1.4主变压器高压侧断路器的选择为了留有余地，取主变压器高压侧回路工作电流等于主变压器低压侧额定工作电流，即A，主压器低压侧回路装设真空断路器，其固有分闸时间，取熄弧时间。主电动机主保护动作时限91 魏村东抽水站毕业设计，后备保护动作时间，则断路器实际开断时间短路热稳定计算时间，取1s。选用ZN12-35/1250型真空断路器，有关计算数据和技术参数见表10-4，可以看出，完全符合选择条件。表10-4主变压器高压侧断路器选择计算数据技术参数参数计算值额定参数ZN12-35/1250型真空断路器（kV）35（kV）35（A）54.56（A）1250（kA）4.60（kA）25（kA）11.73（kA）63（kA2s）22.218（kA2s）252×4=12500表中kAkA2s10.1.5站用变压器35kV侧断路器的选择。为了留有余地，取站用变压器高压侧回路工作电流等于站用变压器高压侧额定工作电流，即A，站用变压器高压侧回路装设真空断路器，其固有分闸时间，取熄弧时间。主电动机主保护动作时限，后备保护动作时间，则断路器实际开断时间短路热稳定计算时间，取1s。选用ZN12-35/1250型真空断路器，有关计算数据和技术参数见表10-5，可以看出，完全符合选择条件。91 魏村东抽水站毕业设计表10-5站用变压器35kV侧断路器选择计算数据技术参数参数计算值额定参数ZN12-35/1250型真空断路器（kV）35（kV）35（A）2.77（A）1250（kA）3.52（kA）25（kA）6.47（kA）63（kA2s）13.010（kA2s）252×4=2500表中kAkA2s10.2载流导体与绝缘子的选择10.2.1电力电缆的选择根据安装环境和工作电压，6kV配电装置到主电动机之间连接导体，选择VV22-6型的铜芯聚氯乙烯钢带铠装三芯电缆。电缆敷设在站房的吊架上。根据工作电流（93A）电缆的截面初步选择70mm2。其允许电流为165A。本泵站室内最高计算温度为38.8℃（当地最热月最高温度加5℃）。有关计算数据和VLV23-10型电力电缆技术参数见表10-6，可见全部符合条件。91 魏村东抽水站毕业设计表10-6电力电缆选择校验条件计算数据VV22-6型电力电缆参数工作电压kVkV工作电流AA热稳定mm2mm2经济电流密度mm2电压损失mm2表中热稳定计算时间按主保护动作时间计算：，取0.2s则kA2s10.2.26kV母线的选择根据工作电流（A），屋内配电装置选择TMY50×5型号的矩形铜母线。三相母线采用水平布置，平放敷设，其允许电流A，取m,m。计算数据与TMY50×5铜母线参数列于表10-7。可见，全部符合条件。91 魏村东抽水站毕业设计表10-7母线选择校验条件计算数据TMY50×5铜母线参数工作电流AA经济电流密度mm2mm2共振现象则式中动稳定式中m3kA热稳定mm2mm2注kA2s上式中，以主变的过电流保护为6kV母线的后备保护，其保护时间，则母线热稳定计算时间91 魏村东抽水站毕业设计，取2s。10.2.36kV母线支持绝缘子的选择根据绝缘子安装场所和电压等级，选择ZNA-6MM型绝缘子，其技术参数和选择计算如表10-8所示表10-8支持绝缘子选择校验条件计算数据ZNA-6MM绝缘子参数工作电压kVkV动稳定0.6N10.3互感器的选择10.3.16kV电压互感器的选择10kV电压互感器是用来给测量仪表，继电保护和绝缘监察装置提供电压信息的，所以选择变比为//单相三绕组JDZJ-6Q型电压互感器三台，由于6kV电压互感器并未接入记费用的电度表，所以可以在1级的准确度下工作，其额定容量VA，图10-1为测量仪表和电压互感器的接线图，电压互感器副边负荷分布见表10-9图10-1测量仪表和电压互感器的接线91 魏村东抽水站毕业设计表10-96kV电压互感器的负荷分配表仪表名称仪表中电压线圈数目仪表数目每只仪表功率仪表的仪表的总功率每只线圈总计有功功率表250.751.517.5功率因数表240.751.516电压表114.54.514.5电压表（测量电压）134.54.5113.5总计31.5因为故所选电压互感器满足条件。在电压互感器的原边电路中，选配RN-6型熔断器三个。该型号熔断器开断电流为85kA，而泵站6kV母线上（k2点）短路时，次暂态电流kA,故所选熔断器的开断能力满足要求。另外RN-6型熔断器的额定电压为6kV,等于该熔断器安装处电网的额定电压（6kV）。10.3.235kV电压互感器的选择35kV电压互感器的技术参数见表10-10：表10-1035kV电压互感器的技术参数型号额定一次电压kV额定二次电压kV准确级0.5级150VA，1级250VA，3级500VA极限负荷1000VA绕组连接组标号1/1-1210.3.36KV电流互感器的选择电流互感器装在A，C两相上，图4-2为测量仪表和继电器电流线圈接到电流互感器的原理接线图，选用具有两个铁芯的电流互感器，以便把测量仪表和继电保护两种电路分开91 魏村东抽水站毕业设计图10-2主电动机回路中测量仪表和继电器的接线测量仪表电流线圈消耗的功率，见表10-11选用500A，10KV的浇注绝缘LQJC-10-0.5/3-150型电流互感器，接测量仪表的副绕组在I级准确度下，其额定负荷表10-11测量仪表电流线圈消耗的功率仪表名称型式负荷（）A相B相C相电磁式电流表1T1-A——0.120.12功率表1D1-W0.0580.058——功率因数表1D1-0.14————0.1980.1780.12从表中可以看出，A相电流互感器的负荷最大，取，，计算A相电流互感器与测量仪表之间的连接导线的容许电阻（设仪表电流线圈内）假设中性线上的负荷等于A相符合（偏于安全），则由电流互感器到控制室测量仪表之间连接导线的长度L=30m（单向长度），采用铜芯电缆。当电流互感器接成不完全星形时，连接导线的截面积S应满足要求：mm2取mm2。计算数据和选用的电流互感器的参数列于表4-12，选择结果，满足选择条件要求。91 魏村东抽水站毕业设计表10-12主电动机回路电流互感器选择计算数据技术参数参数计算值额定参数LQJC-10-0.5/3-150电流互感器（kV）6（kV）10（kA）93（kA）150/5（kA）13.70（kA）（kA2s）24.360（kA2s）10.3.435KV电流互感器的选择35kV电流互感器的技术参数见表10-13：表10-1335kV电流互感器的技术参数型号LCZ—35额定一次电压35kV额定一次电流200A额定二次电流5A额定二次负荷0.5级50VA1s热稳定电流（有效值，kA）13动稳定电流（峰值，kA）42.410.4开关柜选择10.4.1主电动机回路开关柜选择选定JYN2D—10—Z04型，其技术参数见表10-14，一次主要电器设备的选择见表4-15，一次方案图见图10-3表10-14主电动机回路开关柜相关参数型号额定电流（A）额定电压（kV）柜外形尺寸（mm）JYN2D—10—Z046001091 魏村东抽水站毕业设计图10-3主电动机回路开关柜一次方案图表10-15主电动机回路开关柜主要电气设备名称型号数量操动机构CT8A—Ⅰ1电流互感器LQJC-10-0.5/3-1502真空断路器ZN7—10C/630—12.51MOA310.4.26kV电压互感器开关柜选择选定JYN2D—10—56型，其技术参数见表10-16，一次主要电器设备的选择见表10-17，一次方案图见图10-4表10-166kV电压互感器开关柜相关参数型号额定电流（A）额定电压（kV）柜外形尺寸（mm）JYN2D—10—Z04600691 魏村东抽水站毕业设计图10-46kV电压互感器开关柜一次方案图表10-176kV电压互感器开关柜主要电气设备名称型号数量高压熔断器RN2—6/0.53电压互感器JDZJ—6Q3避雷器FS3—6N3避雷器FZ2—6避雷器FCD3—610.4.22号站变高压侧开关柜选择选定JYN2D—10—Z04型，其技术参数见表10-18，一次主要电器设备的选择见表10-19，一次方案图见图10-5表10-182号站变高压侧开关柜相关参数型号额定电流（A）额定电压（kV）柜外形尺寸（mm）JYN2D—10—Z046001091 魏村东抽水站毕业设计图10-52号站变高压侧开关柜一次方案图表10-192号站变高压侧开关柜主要电气设备名称型号数量操动机构CT8A—Ⅰ1电流互感器LQJC-10-0.5/3-1502真空断路器ZN7—10C/630—12.51MOA310.4.4主变低压侧开关柜选择选定JYN2D—10—Z04型，其技术参数见表10-20，一次主要电器设备的选择见表10-21，一次方案图见图10-6表10-20主变低压侧开关柜相关参数型号额定电流（A）额定电压（kV）柜外形尺寸（mm）JYN2D—10—Z046001091 魏村东抽水站毕业设计图10-6主变低压侧开关柜一次方案图表10-21主变低压侧开关柜主要电气设备名称型号数量操动机构CT8A—Ⅰ1电流互感器LQJC-10-0.5/3-1502真空断路器ZN7—10C/630—12.51MOA310.4.5主变高压侧开关柜的选择选定JN1—35—36型，其技术参数见表10-22，一次主要电器设备的选择见表10-23，一次方案图见图10-7表4-22主变高压侧开关柜相关参数型号额定电流（A）额定电压（kV）柜外形尺寸（mm）JN1—35—3610003591 魏村东抽水站毕业设计图10-7主变高压侧开关柜一次方案图表10-23主变高压侧开关柜主要电气设备名称型号数量操动机构CD101电流互感器LCD-352真空断路器ZN12—35/1250110.4.635kV电压互感器开关柜选择选定JN1—35—111型，其技术参数见表10-24，一次主要电器设备的选择见表10-25，一次方案图见图10-8表10-2435kV电压互感器开关柜相关参数型号额定电流（A）额定电压（kV）柜外形尺寸（mm）JN1—35—111100035：91 魏村东抽水站毕业设计图10-835kV电压互感器开关柜一次方案图表10-2535kV电压互感器开关柜主要电气设备名称型号数量高压熔断器RN2—353电压互感器JDJ2—352避雷器FYZ1—35310.4.61号站变高压侧开关柜选择选定JN1—35—36型，其技术参数见表10-26，一次主要电器设备的选择见表10-27，一次方案图见图10-9表10-241号站变高压侧开关柜相关参数型号额定电流（A）额定电压（kV）柜外形尺寸（mm）JN1—35—3610003591 魏村东抽水站毕业设计图10-91号站变高压侧开关柜一次方案图表10-271号站变高压侧开关柜主要电气设备名称型号数量操动机构CD101电流互感器LCD-352真空断路器ZN12—35/1250191 魏村东抽水站毕业设计10.5泵站电气主接线图泵站电气主接线图见图10-10：图10-10泵站电气主接线图91 魏村东抽水站毕业设计11继电保护装置设计11.1主电动机保护11.1.1保护配置（1）装设两个GL-14型电流继电器，作速断保护并兼作过负荷保护（2）装设低电压保护（全站4台主电动机公用）（3）装设接地保护（4）装设失步保护11.1.2整定计算（1）电流速断保护电动机的起动电流为A外部短路时电动机的输出电流为A>A保护装置的动作电流为A，取31.5A保护装置一次动作电流为A灵敏系数（2）过负荷保护过负荷保护的动作电流A，取4.5A保护装置的动作时限91 魏村东抽水站毕业设计选用两个GL-14/5型继电器，兼做电流速断和过电流保护。过负荷保护动作电流整定为4.5A；两倍动作电流时动作时间的整定值为21s；瞬动元件整定倍数为31.5/4.5=7。（3）单相接地保护6kV电网一相接地电容电流（包括变电所附加电容电流）A式中km，由测算得。电动机本身电容电流A计算出两种单相接地电流均小于5A，故不需装设单相接地保护,但为安全起见，仍设单相接地保护（4）低电压保护电动机的低电压保护动作电压为V其中：取整定值70V。（1）电动机的失步保护电动机的失步保护由过负荷保护兼。11.2主变保护11.2.1保护配置（1）装设由两个DL型继电器作电流速断保护（2）装设由两个DL型继电器作电流速断保护和一个时间继电器作时限过电流保护（3）装设过负荷保护，动作于跳闸（4）装设瓦斯保护11.2.2整定计算（1）主变的电流速断保护A91 魏村东抽水站毕业设计取A灵敏性：（2）带时限过电流保护动作电流：A,取5.1A其中灵敏系数动作时限取s（3）过负荷保护主变过负荷保护动作于跳闸，动作电流A，取1.7A保护装置的动作时限，应躲过主电动机启动时间，取s91 魏村东抽水站毕业设计参考文献[1]刘超主编.水泵及水泵站.北京：科学技术文献出版社，2004[2]陈德亮主编.水工建筑物.第三版.北京：中国水利电力出版社，1995[3]中华人民共和国国家标准.泵站设计规范[S]（GB/T50265-97）.北京：中国计划出版社，1997[4]水利电力部编.水闸设计规范（SD133-84）.水利电力出版社，1989[5]水利部农村水利水土保持司等编.中国泵站工程.北京：水利电力出版社，1999[6]湖北省水利勘察设计院主编.大型电力排灌站.北京：水利电力出版社，1984[7]武汉水利电力学院编.机电排灌设计手册.北京：水利电力出版社，1997[8]同济大学、东南大学、西安建筑科技大学、重庆建筑大学编.房屋建筑学.第三版.北京：中国建筑工业出版社，1997[9]西北勘测设计研究院主编.水工混凝土结构设计规范（SL/T191-96）.北京：中国水利水电出版社[10]武汉水利电力学院水力学教研室编.水力计算手册.北京：水利出版社，1980[11]河海大学编.泵站毕业设计参考资料（上下册），1986[12]江苏省水利厅编.中小型抽水站设计与图集，1988[13]湖北省水利勘察设计院等编.小型水利水电工程设计图集.北京：水利电力出版社，1983[14]华东水利学院等合编.水工钢筋混凝土结构学.第三版.北京：中国水利电力出版社，1996[15]华东水利学院主编.水工设计手册（3）.第二版.北京：水利电力出版社，1984[16]华东水利学院主编.水工设计手册（8）.北京：水利电力出版社，1984[17]中国市政工程中南设计研究院主编.给水排水设计手册（11）.中国建筑工业出版社，1986[18]沈日迈主编.江都排灌站.第三版.北京：水利电力出版社，1986[20]中国市政工程中南设计研究院主编.给水排水设计手册（第八册）.北京：中国建筑工业出版社，1994[21]刘介才编.工厂供电简明设计手册.北京：机械工业出版社，1993[22]刘宝林编.电气设备选择、施工安装、设计应用手册（上、下册）.北京：水利水电出版社，1996[23]陈锦基、石义华合编.泵站电气部分课程设计资料.北京：水利电力出版社，1996[24]季一峰编.水电站电气部分.第二版.北京：电力工业出版社，1985[25]陈锦基、张锦德等编.泵站电气二次接线.南京：东南大学出版社，1994aganemploymenttribunalclaiEmloymenttribunalssortoutdisagreementsbetweenemployersandemployees.Youmayneedtomakeaclaimtoanemploymenttribunalif:youdon"tagreewiththedisciplinaryactionyouremployerhastakenagainstyouyouremployerdismissesyouandyouthinkthatyouhavebeendismissedunfairly.Formoreinformu,takeadvicefromoneoftheorganisationslistedunder Furtherhelp.91 魏村东抽水站毕业设计Employmenttribunalsarelessformalthansomeothercourts,butitisstillalegalprocessandyouwillneedtogiveevidenceunderanoathoraffirmation.Mostpeoplefindmakingaclaimtoanemploymenttribunalchallenging.Ifyouarethinkingaboutmakingaclaimtoanemploymenttribunal,youshouldgethelpstraightawayfromoneoftheorganisationslistedunder Furtherhelp.ationaboutdismissalandunfairdismissal,see Dismissal.Youcanmakeaclaimtoanemploymenttribunal,evenifyouhaven"t appealed againstthedisciplinaryactionyouremployerhastakenagainstyou.However,ifyouwinyourcase,thetribunalmayreduceanycompensationawardedtoyouasaresultofyourfailuretoappeal.Rememberthatinmostcasesyoumustmakeanapplicationtoanemploymenttribunalwithinthreemonthsofthedatewhentheeventyouarecomplainingabouthappened.Ifyourapplicationisreceivedafterthistimelimit,thetribunalwillnotusuallyaccepti.IfyouareworriedabouthowthetimelimitsapplytoyouIfyouarebeingrepresentedbyasolicitoratthetribunal,theymayaskyoutosignanagreementwhereyoupaytheirfeeoutofyourcompensationifyouwinthecase.Thisisknownasa damages-basedagreement.InEnglandandWales,yoursolicitorcan"tchargeyoumorethan35%ofyourcompensation ifyouwinthecase.you"reclearaboutthetermsoftheagreement.Itmightbebesttogetadvicefromanexperiencedadviser,forexample,ataCitizensAdviceBureau. TofindyournearestCAB,includingthosethatgiveadvicebye-mail,clickon nearestCAB.Formoreinformationaboutmakingaclaimtoanemploymenttribunal,see Employmenttribunals.The(lackof)airupthereWatchmCaymanIslands-basedWebb,theheadofFifa"santi-racismtaskforce,isinLondonfortheFootballAssociation"s150thanniversarycelebrationsandwillattendCity"sPremierLeaguematchatChelseaonSunday."IamgoingtobeatthematchtomorrowandIhaveaskedtomeetYayaToure,"hetoldBBCSport."Formeit"sabouthowhefeltandIwouldliketospeaktohimfirsttofindoutwhathisexperiencewas."Uefahas openeddisciplinaryproceedingsagainstCSKA forthe"racistbehaviouroftheirfans"during City"s2-1win.MichelPlatini,presidentofEuropeanfootball"sgoverningbody,hasalsoorderedanimmediateinvestigationintothereferee"sactions.CSKAsaidtheywere"surprisedanddisappointed"byToure"scomplaint.InastatementtheRussiansideadded:"WefoundnoracistinsultsfromfansofCSKA."Agehasreachedtheendofthebeginningofaword.Maybeguiltyinhisseemstopassingalotofdifferentlifebecametheappearanceofthesameday;Maybebackinthepast,tooneselftheparanoidweirdbeliefdisillusionment,thesedays,mymindhasbeenverymessy,inmymindconstantly.Alwaysfeeloneselfshouldgotodosomething,orwritesomething.Twentyyearsoflifetrajectorydeeplyshallow,suddenlyfeelsomething,doit.　　一字开头的年龄已经到了尾声。或许是愧疚于自己似乎把转瞬即逝的很多个不同的日子过成了同一天的样子；或许是追溯过去，对自己那些近乎偏执的怪异信念的醒悟，这些天以来，思绪一直很凌乱，在脑海中不断纠缠。总觉得自己似乎应该去做点什么，或者写点什么。二十年的人生轨迹深深浅浅，突然就感觉到有些事情，非做不可了。Theendofourlife,andcanmeetmanythingsreallydo?　　而穷尽我们的一生，又能遇到多少事情是真正地非做不可？Duringmychildhood,thinkluckymoneyandnewclothesare91 魏村东抽水站毕业设计necessaryforNewYear,butastheadvanceoftheage,willbemoreandmorefoundthatthosethingsareoptional;Juniorhighschool,thoughttohaveacrushonjustmeansthattherealgrowth,butoverthepastthreeyearslater,hiswritingofalumniinpeace,suddenlyfoundthatisn"treallygrowup,itseemsisnotsoimportant;Theninhighschool,thinkdon"twanttogiveventtooutyourinnervoicecanbeinthehighschoolchildrenofthefeelingsinaperiod,butwaseventuallyinfarctionwhengraduationpartyinthethroat,lateragainstoodonthepitchhehassweatprofusely,lookedathisthrownabasketballhoops,suddenlyfoundhimselfhasalreadycan"trememberhisappearance.　　童年时，觉得压岁钱和新衣服是过年必备，但是随着年龄的推进，会越来越发现，那些东西根本就可有可无；初中时，以为要有一场暗恋才意味着真正的成长，但三年过去后，自己心平气和的写同学录的时候，突然就发现是不是真正的成长了，好像并没有那么重要了；然后到了高中，觉得非要吐露出自己的心声才能为高中生涯里的懵懂情愫划上一个句点，但毕业晚会的时候最终还是被梗塞在了咽喉，后来再次站在他曾经挥汗如雨的球场，看着他投过篮球的球框时，突然间发现自己已经想不起他的容颜。Originally,thisworld,canproduceachemicalreactiontoanevent,inadditiontoresolutely,havetodo,andtime.原来，这个世界上，对某个事件能产生化学反应的，除了非做不可的坚决，还有，时间。Aperson"stime,yourideasarealwaysspecialtoclear.Want,want,lineisclear,asifnothingcouldshakehis.Alsoonceseemedtobedeterminedtodosomething,butmoreoftenishebackedoutatlast.Dislikehiscowardice,finallyfoundthattherearealotoflove,therearealotofmiss,likeshadowreallyhavebeendoomed.Thosewhodo,justgreenyearsoneselfgiveoneselfanarminjection,orisaself-righteousspiritual.　　一个人的时候，自己的想法总是特别地清晰。想要的，不想要的，界限明确，好像没有什么可以撼动自己。也曾经好像已经下定了决心去做某件事，但更多的时候是最后又打起了退堂鼓。嫌恶过自己的怯懦，最终却发现有很多缘分，有很多错过，好像冥冥之中真的已经注定。那些曾经所谓的非做不可，只是青葱年华里自己给自己注射的一支强心剂，或者说，是自以为是的精神寄托罢了。Atthemoment,theskyisdark,theairisfreshfactorafterjustrained.Suddenlythoughtofblueplaidshirt;Thosewerebrokenintovariousshapesofstationery;Fromthecorneratthebeginningofdeepfriendship;Havedeclaredtheendoftheencounterthathaven"tstartplanning...Thoseyears,thosedaysofdo,finally,likeyouth,willendinourlife.　　此刻，天空是阴暗的，空气里有着刚下过雨之后的清新因子。突然想到那件蓝格子衬衫；那些被折成各种各样形状的信纸；那段从街角深巷伊始的友谊；还有那场还没有开始就宣告了终结的邂逅计划……那些年那些天的非做不可，终于和青春一样，都将在我们的人生中谢幕。Baumgartnerthedisappointingnews:Missionaborted.rplaysanimportantroleinthismission.Startingattheground,conditionshavetobeverycalm--windslessthan2mph,withnoprecipitationorhumidityandlimitedcloudcover.Theballoon,withcapsuleattached,willmovethroughthelowerleveloftheatmosphere(thetroposphere)whereourday-to-dayweatherlives.ItwillclimbhigherthanthetipofMountEverest(5.5miles/8.85kilometers),driftingevenhigherthanthecruisingaltitudeofcommercialairliners(5.6miles/9.17kilometers)andintothestratosphere.Ashecrossestheboundarylayer(calledthetropopause),ecanexpectalotofturbulence.Weoftencloseourselvesoffwhentraumaticeventshappeninourlives;insteadoflettingtheworldsoftenus,weletitdriveusdeeperintoourselves.Wetrytodeflectthehurtandpainbypretendingitdoesn’texist,butalthoughwecantrythisallwewant,intheend,wecan’thidefromourselves.Weneedtolearntoopenourheartstothepotentialsoflifeandlettheworldsoftenus.91 魏村东抽水站毕业设计生活发生不幸时，我们常常会关上心门；世界不仅没能慰藉我们，反倒使我们更加消沉。我们假装一切仿佛都不曾发生，以此试图忘却伤痛，可就算隐藏得再好，最终也还是骗不了自己。既然如此，何不尝试打开心门，拥抱生活中的各种可能，让世界感化我们呢？Wheneverwestarttoletourfearsandseriousnessgetthebestofus,weshouldtakeastepbackandre-evaluateourbehavior.Theitemslistedbelowaresixwaysyoucanopenyourheartmorefullyandcompletely.当恐惧与焦虑来袭时，我们应该退后一步，重新反思自己的言行。下面六个方法有助于你更完满透彻地敞开心扉。Wheneverapainfulsituationarisesinyourlife,trytoembraceitinsteadofrunningawayortryingtomaskthehurt.Whenthesadnessstrikes,takeadeepbreathandleanintoit.Whenwerunawayfromsadnessthat’sunfoldinginourlives,itgetsstrongerandmorereal.Wetakeanemotionthat’sfleetingandmakeitasolidevent,insteadofsomethingthatpassesthroughus.当生活中出现痛苦的事情时，别再逃跑或隐藏痛苦，试着拥抱它吧；当悲伤来袭时，试着深呼吸，然后直面它。如果我们一味逃避生活中的悲伤，悲伤只会变得更强烈更真实——悲伤原本只是稍纵即逝的情绪，我们却固执地耿耿于怀Byutilizingourbreathwesoftenourexperiences.Ifwedamthemup,ourliveswillstagnate,butwhenwekeepthemflowing,weallowmorenewnessandgreaterexperiencestoblossom.深呼吸能减缓我们的感受。屏住呼吸，生活停滞；呼出呼吸，更多新奇与经历又将拉开序幕。2.EmbracetheuncomfortableWeallknowwhatthattwingeofanxietyfeelslike.Weknowhowfearfeelsinourbodies:thetensioninournecks,thetightnessinourstomachs,etc.Wecanpracticeleaningintothesefeelingsofdiscomfortandletthemshowuswhereweneedtogo.我们都经历过焦灼的煎熬感，也都感受过恐惧造成的生理反应：脖子僵硬、胃酸翻腾。其实，我们有能力面对这些痛苦的感受，从中领悟到出路。Theinitialimpulseistorunaway—totryandsuppressthesefeelingsbynotacknowledgingthem.Whenwedothis,wecloseourselvesofftothepartsofourlivesthatweneedtoexperiencemost.Thenexttimeyouhavethisfeelingofbeingtrulyuncomfortable,doyourselfafavorandleanintothefeeling.Actinspiteofthefear.我们的第一反应总是逃避——以为否认不安情绪的存在就能万事大吉，可这也恰好妨碍了我们经历最需要的生活体验。下次感到不安时，不管有多害怕，也请试着勇敢面对吧。3.Askyourheartwhatitwants倾听内心We’reoftenconfusedatthenextsteptotake,makingprosandconslistsuntiloureyesbleedandourbrainsaresore.Insteadofalwaystakingthisapproach,whatifweengagedanewpartofourselvesthatisn’tusuallyinvolvedinthedecisionmakingprocess?我们常对未来犹疑不定，反复考虑利弊直到身心俱疲。与其一味顾虑重重，不如从局外人的角度看待决策之事。From:http://www.hxen.com/englisharticle/yingyumeiwen/2013-08-06/.htmlThesupersonicdescentcouldhappenasearlyasSunda.TheweatheTheballoonwillslowlydrifttotheedgeofspaceat120,000feet(Then,Iwouldassume,hewillslowlystepoutontosomethingresemblinganOlympicdivingplatform.Below,theEarthbecomestheconcretebottomofaswimmingpoolthathewantstolandon,butnottoohard.Still,he"llbetravelingfast,sodespitethedistance,itwillnotbelikedivingintothedeependofapool.Itwillbelikeheisdivingintotheshallowend.SkydiverprepsforthebigjumpWhenhejumps,heisexpectedtoreachthespeedofsound--690mph91 魏村东抽水站毕业设计(1,110kph)--inlessthan40seconds.Likehittingthetopofthewater,hewillbegintoslowasheapproachesthemoredenseairclosertoEarth.Butthiswillnotbeenoughtostophimcompletely.Ifhegoestoofastorspinsoutofcontrol,hehasastabilizationparachutethatcanbedeployedtoslowhimdown.Histeamhopesit"snotneeded.Instead,heplanstodeployhis270-square-foot(25-square-meter)mainchuteatanaltitudeofaround5,000feet(1,524meters).Inordertodeploythischutesuccessfully,hewillhavetoslowto172mph(277kph).Hewillhaveareserveparachutethatwillopenautomaticallyifhelosesconsciousnessatmachspeeds.Evenifeverythinggoesasplanned,itwon"t.Baumgartnerstillwillfreefallataspeedthatwouldcauseyouandmetopassout,andnoparachuteisguaranteedtoworkhigherthan25,000feet(7,620meters).causethere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%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魏村东抽水站毕业设计91'