预应力混凝土连续梁计算书本科毕设论文

预应力混凝土连续梁毕业设计土木工程与力学学院①未考虑预加力的作用；=2\*GB3②未考虑预加力对徐变、收缩的影响；=3\*GB3③未考虑（钢束）孔道的影响；=4\*GB3④各钢束的预应力损失值只能根据经验事先拟定，在本设计中采用在钢束数量中乘以系数1.25来做近似估算。5.1.1预应力筋的估算方法根据规范规定，预应力混凝土连续梁应满足使用和承载能力极限状态下的正截面强度要求。因此，预应力筋的数量可从这两方面综合考虑。(1)按承载能力极限计算预应力梁到达受弯的极限状态时，受压区混凝土应力达到混凝土抗压设计强度，受拉区钢筋达到抗拉设计强度。截面的安全性是通过截面抗弯安全系数来保证的。对于仅承受一个方向的弯矩的单筋截面梁，所需预应力筋数量按下式计算：h0h0xNy图5.1承载力极限状态计算图，（5-1），（5-2）解上两式得：受压区高度（5-3）预应力筋数，（5-4a）或（5-4b）式中：MP—截面上组合力矩（考虑混凝土安全系数1.25时，）。—混凝土抗压设计值强度；—预应力筋抗拉设计值强度；Ay—单根预应力筋束截面积；b—截面宽度。若截面承受双向弯矩时，需配双筋的，可据截面上正、负弯矩按上述方法分别计算上、下缘所需预应力筋数量。这忽略实际上存在的双筋影响时（受拉区和受压区都有预应力筋）会使计算结果偏大，作为力筋数量的估算是允许的。(2)按正常使用状态计算拉应力满足要求估算下限，压应力满足要求估算上限。ee上Ny下Ny上e下Y上Y下MminMmax+++Ny下Ny上Mmax合成+--Mmin合成图5.2正常使用状态计算图规范规定，截面上的预压应力应大于荷载引起的拉应力，预压应力与荷载引起的压应力之和应小于混凝土的允许压应力（为），或为在任意阶段，全截面承压，截面上不出现拉应力，同时截面上最大压应力小于允许压应力。写成计算式为：对于截面上缘：（5-5）（5-6）对于截面下缘：（5-7）（5-8）其中，—由预应力产生的混凝土法向拉应力，W—截面抗弯模量，—混凝土轴心抗压强度标准值。Mmax、Mmin项的符号当为正弯矩时取正值，当为负弯矩时取负值，且按代数值取大小。一般情况下，由于梁截面较高，受压区面积较大，上缘和下缘的压应力不是控制因素，为简便计，可只考虑上缘和下缘的拉应力的这个限制条件(求得预应力筋束数的最小值)。公式（5-5）变为（5-9）公式（5-7）变为（5-10）由预应力钢束产生的截面上缘应力和截面下缘应力分为三种情况讨论：a截面上下缘均配有力筋Ny上和Ny下以抵抗正负弯矩，由力筋Ny上和Ny下在截面上下缘产生的压应力分别为：（5-11）（5-12）将式（5-9）、（5-10）分别代入式（5-11）(5-12)，解联立方程后得到（5-13）（5-14）令代入式（5-13）（5-14）中得到（5-15）（5-16）式中，Ay—每束预应力筋的面积；—预应力筋抗拉强度设计值；e—预应力力筋重心离开截面重心的距离；K—截面的核心距；A—混凝土截面面积；b当截面只在下缘布置力筋Ny下以抵抗正弯矩时当由上缘不出现拉应力控制时:（5-17）当由下缘不出现拉应力控制时:（5-18）C当截面中只在上缘布置力筋Ny上以抵抗负弯矩时：当由上缘不出现拉应力控制时:（5-19）当由下缘不出现拉应力控制时:（5-20）当按上缘和下缘的压应力的限制条件计算时(求得预应力筋束数的最大值)。可由前面的式(5-6)和式（5-8）推导得：（5-21）（5-22）有时需调整束数，当截面承受负弯矩时，如果截面下部多配根束，则上部束也要相应增配根，才能使上缘不出现拉应力，同理，当截面承受正弯矩时，如果截面上部多配根束，则下部束也要相应增配根。其关系为：当承受时，（5-23）当承受时，（5-24）对于连续梁体系，或凡是预应力混凝土超静定结构，在初步计算预应力筋数量时，必须计及各项次内力的影响。然而，一些次内力项的计算恰与预应力筋的数量和布置有关。因此，在初步计算预应力时，只能以预估值来考虑，本设计用提高15％的midas输出弯矩值来进行设计，此项估算是非常粗略的。在通常情况下，预应力通常由使用极限状态控制，但本设计中，偏安全的采用了以预应力筋产生的弯矩来全部抵销外荷载弯矩的方法来估算预应力钢束。5.1.2预应力筋的估算本设计主梁纵向预应力钢筋采用标准为ASTMA：A416-270-级高强度低松弛钢绞线(1-φj15.24公称断面面积为140.00)，=1860MPa，混凝土的设计强度为32.4MPa。采用电子表格计算，根据以上公式经计算，分别为截面上、下缘最大最小配筋束数。本设计中，截面上缘的实配预应力钢筋数参照施工阶段估索程序的计算结果，截面下缘的实配预应力筋数参照为满足成桥应力检算时的计算结果。将计算结果汇总于表5-1中，比较各截面所需的钢束数，结合施工及钢束的布置构造情况，选定该截面所用的钢束数。

表5-1纵向预应力筋配置节点号上缘下缘估算配筋实际配筋估算配筋实际配筋10052620052630052640052650052660052670052680052690052610005281100528120053013005341400123415001214160012141700121418001214190012142000121421001235220012352300123524001235250012352600123327001233280012332900123330001233310012333200123333001233340012333500153336001533370015333800153339001533400015354100153542001535430015354400151445001514460020144700201448002014490020145000203551002035520020355300202954002029550020275600202757002027580020275900202760002027610020276200202763002027表5-2纵向预应力筋估算：

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14912169.244452I[52]顶-12639.8692-36251.0483-46425.63740.396731780.404552J[53]底4391.747524006.156732647.0765-1.234623802.713452J[53]顶-5102.9701-23331.7815-31503.47270.057122968.921353I[53]底4391.747524006.156732647.0765-1.234623802.713453I[53]顶-5102.9701-23331.7815-31503.47270.057122968.921353J[54]底12026.191033579.597644532.4232-0.904134408.855253J[54]顶0.0000-12558.8261-19805.42050.764415303.048854I[54]底12026.191033579.597644532.4232-0.904134408.855254I[54]顶0.0000-12558.8261-19805.42050.764415303.048854J[55]顶0.0000-3903.1845-10224.68010.71968321.141155I[55]底17543.315739973.728852390.2000-0.950342636.663455I[55]顶0.0000-3903.1845-10224.68010.71968321.141155J[56]底20967.662443213.074056249.8321-0.930547863.823655J[56]顶0.0000-2.2939-2736.72600.68322328.721156I[56]底20967.662443213.074056249.8321-0.930547863.823656I[56]顶0.0000-2.2939-2736.72600.68322328.721156J[57]顶0.0000-1.9007-2.66090.65502.347457I[57]底22319.314143317.726156135.4329-0.912249521.682957I[57]顶0.0000-1.9007-2.66090.65502.347457J[58]底21613.890140303.302652065.7429-0.880547169.523157J[58]顶0.0000-1.5074-2.11040.63501.911958I[58]底21613.890140303.302652065.7429-0.880547169.523158I[58]顶0.0000-1.5074-2.11040.63501.911958J[59]底18862.547234180.959244054.1488-0.842340567.411358J[59]顶0.0000-1.1142-1.55990.62301.436459I[59]底18862.547234180.959244054.1488-0.842340567.411359I[59]顶0.0000-1.1142-1.55990.62301.436460I[60]底14071.980324957.393832108.6887-0.805229730.300360I[60]顶0.0000-0.7209-1.00930.61900.934660J[61]底10912.917519183.582224661.8741-0.784922835.094060J[61]顶0.0000-0.5243-0.73400.61900.679761I[61]底10912.917519183.582224661.8741-0.784922835.094061I[61]顶0.0000-0.5243-0.73400.61900.679761J[62]底7244.792212635.208216232.4846-0.764515030.095061J[62]顶0.0000-0.3277-0.45880.61900.424862I[62]底7244.792212635.208216232.4846-0.764515030.095062I[62]顶0.0000-0.3277-0.45880.61900.424862J[63]底3067.60445312.27066820.5186-0.74416315.302062J[63]顶0.0000-0.1311-0.18350.61900.169963I[63]底3067.60445312.27066820.5186-0.74416315.302063I[63]顶0.0000-0.1311-0.18350.61900.169963J[64]底0.00000.00000.0000-0.73050.000063J[64]顶0.0000-0.0000-0.00000.61900.0000.2预应力钢束的布置预应力对构件有压力、弯矩、剪力等作用，在其作用下，构件发生变形。对超静定结构，这些变形在支承处要受到约束，从而引起附加反力，由附加反力引起的弯矩叫二次弯矩（次内矩）。在预应力连续梁中，在不改变预应力筋两端支承处的位置和各支承间的基本形状的条件下，改变它在各中间支承处的偏心距；那么，并不会影响其压力线的位置，这就是预应力钢筋的线性变换原理。根据这一原理，当压力线的位置与力筋重心重合时，这样布置的钢筋称为吻合索；此时二次弯矩没有了，但预应力对结构产生的内力影响仍旧可按等代荷载求得。从这一理论出发，预应力钢束的布置应尽量与吻合索相近。同时，结合其它施工、受力、经济等因素，可以得出预应力混凝土桥梁结构的配束原则如下：（1）应选择适当的预应力束筋的型式与锚具型式,对不同跨径的桥梁结构,要选用预加力大小恰当的预应力束筋,以达到合理的布置型式。避免造成因预应力束筋与锚具型式选择不当，而使结构构造尺寸加大。（2）预应力束筋的布置要考虑施工的方便，也不能如钢筋混凝土结构中任意切断钢筋那样去切断预应力束筋，而导致在结构中布置过多的锚具。（3）预应力束筋的布置，既要符合结构受力的要求，又要注意在超静定结构体系中避免引起过大的结构次内力。（4）预应力束筋配置，应考虑材料经济指标的先进性，这往往与桥梁体系，构造尺寸，施工方法的选择都有密切关系。（5）预应力束筋应避免使用多次反向曲率的连续束，因为这会引起很大摩阻损失，减低预应力束筋的效益。（6）预应力束筋的布置，不但要考虑结构在使用阶段的弹性受力状态的需要，而且也要考虑到结构在破坏阶段时的需要。（7）当预应力筋要分层布置时，顶板的长束布置在上层，短束布置在下层，底板长束布置在下层，短束布置在上层。（8）预应力筋布置不要太靠近翼缘两侧，在同一截面上锚固要适当分散。（9）在设置孔道时需要预留一定的备用孔道，以便在必要时补充，一般为总数的1%，本设计中未示。（10）当力筋数量较多时可分层布置，一般来说，先锚固下层力筋，后锚固上层力筋。由于本桥跨度较大，预应力筋较多，在横截面上对称布筋，每根波纹管的外径取140mm。相应得锚具采用OVM.M15—20，OVM.M15—12，OVM.M15—10型锚具，具体布置见钢筋断面布置图5.3,5.4,5.5。

第6章成桥验算6.1承载力验算预应力混凝土受弯构件截面强度的验算内容包括两大类，即正截面强度验算和斜截面强度验算。其验算原则基本上与普通钢筋混凝土受弯构件相同：当预应力钢筋非和预应力钢筋的含筋量配置实施当时，受拉区混凝土开裂退出工作，预应力钢筋和非预应力钢筋分别达到各自的抗拉设计强度；受压区混凝土应力达到抗压设计强度，非预应力钢筋达到其抗压设计强度，并假定受压区的混凝土应力按矩形分布。但受压区布有预应力钢筋时，其应力却达不到抗压设计强度，这就是与普通钢筋混凝土构件的唯一区别。根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）箱型截面抗弯截面承载力计算按下列公式：（6-1）混凝土受压区高度应按下列公式计算：（6-2）截面受压区高度应符合以下要求：（6-3）当受压区配有纵向普通钢筋和预应力钢筋且预应力钢筋受压即为正时：（6-4）当受压区仅配纵向普通钢筋或配普通钢筋和预应力钢筋且预应力钢筋受拉即为负时：（6-5）式中：—桥梁结构的重要性系数；—弯矩组合设计值；—混凝土轴心抗压强度设计值；—纵向普通钢筋的抗拉强度设计值和抗压强度设计值；—纵向预应力钢筋的抗拉强度设计值和抗压强度设计值；—受拉区，受压区纵向普通钢筋的截面面积；—受拉区，受压区纵向预应力钢筋的截面面积；—受拉区，受压区普通钢筋和预应力钢筋的合力点至受拉区边缘、受压区边缘的距离；—受压区普通钢筋合力点、预应力钢筋合力点至受压区边缘的距离；—受压区预应力钢筋合力点处的混凝土法向应力等于零时的预应力钢筋应力—腹板宽度；—截面有效高度；箱型截面抗弯截面承载力计算按下列公式：（6-6）式中：—斜截面受压端上由作用效应所产生的最大剪力组合设计值；—斜截面内混凝土和箍筋共同的抗剪承载力设计值；—与斜截面相交的普通弯起钢筋的抗剪承载力设计值；—与斜截面相交的预应力弯起钢筋的抗剪承载力设计值；—桥梁结构的重要性系数通过迈达斯的计算对桥梁进行了一些验算，其结果如下列表所示 表6-1桥跨主体弯矩承载力极限验算单元位置最大/最小组合名称类型验算rMu1I[1]最大cLCB38FX-MINOK0.00001I[1]最小cLCB5-OK-0.00001J[2]最大cLCB39FX-MAXOK9626.83371J[2]最小cLCB3-OK-0.26792I[2]最大cLCB39MY-MAXOK9626.83372I[2]最小cLCB3-OK-0.26792J[3]最大cLCB39MY-MAXOK23166.39142J[3]最小cLCB3-OK-0.66983I[3]最大cLCB39MY-MAXOK23166.39143I[3]最小cLCB3-OK-0.66983J[4]最大cLCB39MY-MAXOK35625.11473J[4]最小cLCB3-OK-1.07184I[4]最大cLCB39MY-MAXOK35625.11474I[4]最小cLCB3-OK-1.07184J[5]最大cLCB39MY-MAXOK47003.00774J[5]最小cLCB3-OK-1.47375I[5]最大cLCB39MY-MAXOK47003.00995I[5]最小cLCB3-OK-1.47375J[6]最大cLCB39MY-MAXOK66515.80735J[6]最小cLCB3-OK-2.27756I[6]最大cLCB39MY-MAXOK66515.81036I[6]最小cLCB3-OK-2.27756J[7]最大cLCB39MY-MAXOK81701.35226J[7]最小cLCB3-OK-3.08137I[7]最大cLCB39MY-MAXOK81701.35067I[7]最小cLCB3-OK-3.08137J[8]最小cLCB3-OK-3.88518I[8]最小cLCB3-OK-3.88518J[9]最小cLCB3-OK-4.68899I[9]最小cLCB3-OK-4.68899J[10]最小cLCB3-OK-5.492810I[10]最小cLCB3-OK-5.492810J[11]最大cLCB39MY-MAXOK98905.868910J[11]最小cLCB3-OK-6.296611I[11]最大cLCB39MY-MAXOK98905.870411I[11]最小cLCB3-OK-6.296611J[12]最小cLCB3-OK-7.100412I[12]最小cLCB3-OK-7.100412J[13]最小cLCB3-OK-7.904213I[13]最小cLCB3-OK-7.904213J[14]最大cLCB39MY-MAXOK66154.204514I[14]最大cLCB39MY-MAXOK66155.147914J[15]最小cLCB41MY-MINOK-29891.180415I[15]最小cLCB41MY-MINOK-29891.564415J[16]最小cLCB41MY-MINOK-41896.863916I[16]最小cLCB41MY-MINOK-41896.863916J[17]最小cLCB41MY-MINOK-55514.724217I[17]最小cLCB41MY-MINOK-55514.724217J[18]最小cLCB41FZ-MAXOK-70757.437718I[18]最小cLCB41FZ-MINOK-70757.437718J[19]最小cLCB41MY-MINOK-50708.357919I[19]最小cLCB41MY-MINOK-50708.357919J[20]最小cLCB41MY-MINOK-31999.288920I[20]最小cLCB41MY-MINOK-31999.288920J[21]最小cLCB41MY-MINOK-14623.324121I[21]最大cLCB39MY-MAXOK64027.838221J[22]最小cLCB3-OK-10.387222I[22]最小cLCB3-OK-10.387223I[23]最小cLCB3-OK-10.255123J[24]最小cLCB3-OK-10.122924I[24]最小cLCB3-OK-10.122924J[25]最小cLCB3-OK-9.990825I[25]最小cLCB3-OK-9.990825J[26]最小cLCB3-OK-9.858626I[26]最小cLCB3-OK-9.858626J[27]最小cLCB3-OK-9.726427I[27]最小cLCB3-OK-9.726427J[28]最小cLCB3-OK-9.594328I[28]最小cLCB3-OK-9.594328J[29]最小cLCB3-OK-9.550229I[29]最小cLCB3-OK-9.550229J[30]最小cLCB3-OK-9.506230I[30]最小cLCB3-OK-9.506230J[31]最小cLCB3-OK-9.462131I[31]最小cLCB3-OK-9.462131J[32]最小cLCB3-OK-9.418132I[32]最小cLCB3-OK-9.418132J[33]最小cLCB3-OK-9.374033I[33]最小cLCB3-OK-9.374033J[34]最小cLCB3-OK-9.330034I[34]最小cLCB3-OK-9.330034J[35]最小cLCB3-OK-9.285935I[35]最小cLCB3-OK-9.285935J[36]最小cLCB3-OK-9.241936I[36]最小cLCB3-OK-9.241936J[37]最小cLCB3-OK-9.197837I[37]最小cLCB3-OK-9.197837J[38]最小cLCB3-OK-9.065738I[38]最小cLCB3-OK-9.065738J[39]最小cLCB3-OK-8.933539I[39]最小cLCB3-OK-8.933539J[40]最小cLCB3-OK-8.801440I[40]最小cLCB3-OK-8.801440J[41]最小cLCB3-OK-8.669241I[41]最小cLCB3-OK-8.669241J[42]最小cLCB3-OK-8.537142I[42]最小cLCB3-OK-8.537142J[43]最小cLCB3-OK-8.404943I[43]最小cLCB3-OK-8.404943J[44]最小cLCB41MY-MINOK-9689.382444I[44]最小cLCB41MY-MINOK-9689.382444J[45]最小cLCB41MY-MINOK-26781.218845I[45]最小cLCB41MY-MINOK-26781.218845J[46]最小cLCB41MY-MINOK-45205.528146I[46]最小cLCB41MY-MINOK-45205.528146J[47]最小cLCB41FZ-MAXOK-64967.895747I[47]最小cLCB41FZ-MINOK-64967.895747J[48]最小cLCB41MY-MINOK-49944.467148I[48]最小cLCB41MY-MINOK-49944.467148J[49]最小cLCB41MY-MINOK-36550.745649I[49]最小cLCB41MY-MINOK-36550.745649J[50]最小cLCB41MY-MINOK-24774.438950I[50]最小cLCB41MY-MINOK-24774.438951J[52]最小cLCB3-OK-5.955052I[52]最小cLCB3-OK-5.955052J[53]最小cLCB3-OK-5.349453I[53]最小cLCB3-OK-5.349453J[54]最小cLCB3-OK-4.743854I[54]最小cLCB3-OK-4.743854J[55]最小cLCB3-OK-4.138255I[55]最小cLCB3-OK-4.138255J[56]最小cLCB3-OK-3.532656I[56]最小cLCB3-OK-3.532656J[57]最小cLCB3-OK-2.927057I[57]最小cLCB3-OK-2.927057J[58]最小cLCB3-OK-2.321458I[58]最小cLCB3-OK-2.321458J[59]最大cLCB39MY-MAXOK67998.044758J[59]最小cLCB3-OK-1.715859I[59]最大cLCB39MY-MAXOK67998.044759I[59]最小cLCB3-OK-1.715859J[60]最大cLCB39MY-MAXOK47962.104159J[60]最小cLCB3-OK-1.110260I[60]最大cLCB39MY-MAXOK47962.104160I[60]最小cLCB3-OK-1.110260J[61]最大cLCB39MY-MAXOK36322.640960J[61]最小cLCB3-OK-0.807561I[61]最大cLCB39MY-MAXOK36322.640961I[61]最小cLCB3-OK-0.807561J[62]最大cLCB39MY-MAXOK23602.345161J[62]最小cLCB3-OK-0.504762I[62]最大cLCB39MY-MAXOK23602.345162I[62]最小cLCB3-OK-0.504762J[63]最大cLCB39MY-MAXOK9801.215362J[63]最小cLCB3-OK-0.201963I[63]最大cLCB39FX-MAXOK9801.215363I[63]最小cLCB3-OK-0.2019 6.2施工阶段应力验算图6-2施工阶段主体法向压应力验算单元位置最大/最小阶段验算SigSigSig3J[4]最小cs2OK-171.260726948.3673523.82234I[4]最小cs2OK-171.238926948.3856523.84414J[5]最小cs2OK640.875625936.28241326.65305I[5]最小cs2OK640.413225936.22591326.17605J[6]最小cs2OK2125.007424095.73792791.10386I[6]最小cs2OK2124.128124095.33022790.18746J[7]最小cs2OK3093.073722988.01603739.37067I[7]最小cs2OK3092.190022988.80683738.49527J[8]最小cs2OK3765.334221939.59564379.90248I[8]最小cs2OK3764.655021940.19704379.23208J[9]最小cs2OK4357.613720906.63374938.64939I[9]最小cs2OK4357.080420907.12614938.11839J[10]最小cs2OK4685.397020065.13475228.868410I[10]最小cs2OK4684.899520066.56725228.400710J[11]最小cs2OK5854.246419776.32136354.396011I[11]最小cs2OK5853.032819777.40086353.218811J[12]最小cs3OK7607.478115869.15156840.571612I[12]最小cs3OK7606.308815869.83236839.435612J[13]最大cs2OK10912.124117037.956911330.191212J[13]最小cs3OK9829.432215382.36408935.512513I[13]最大cs2OK10910.488317038.926511328.559513I[13]最小cs3OK9828.768515383.76188934.878113J[14]最大cs2OK10974.821516251.274211355.382513J[14]最小cs3OK9305.762215511.48408273.490614I[14]最大cs2OK10968.946216249.929311349.763214I[14]最小cs3OK9298.004415508.08448265.903114J[15]最大cs2OK14507.1913-8387.652414204.738715I[15]最大cs2OK14510.6386-8382.392114208.005915J[16]最大cs2OK13934.0297-7679.217013622.099616I[16]最大cs2OK13933.8919-7678.491913621.954516J[17]最大cs2OK13240.8837-6763.600212920.022017I[17]最大cs2OK13473.0260-6829.837513149.882817J[18]最大cs2OK12969.5453-6041.577712633.812118I[18]最大cs2OK12969.5453-6041.577712633.812118J[19]最大cs2OK13854.9385-7436.867813530.144919I[19]最大cs2OK13626.5243-7356.284613304.340619J[20]最大cs2OK14734.3060-9017.847414418.588220I[20]最大cs2OK14733.9102-9019.716414418.171320J[21]最大cs2OK15785.6634-10583.389415476.824321I[21]最大cs3OK9051.921615696.92197159.220821I[21]最小cs3OK9051.921615696.92197159.220821J[22]最大cs2OK12532.557914869.974212247.132521J[22]最小cs3OK11005.861813882.12129088.121822I[22]最大cs2OK12534.586414863.612612249.136322I[22]最小cs3OK11006.274113876.05989088.314022J[23]最大cs3OK12874.965612295.263910937.161022J[23]最小cs3OK12874.965612295.263910937.161023I[23]最大cs3OK12874.978212291.812010936.994323I[23]最小cs3OK12874.978212291.812010936.994323J[24]最大cs3OK14221.283111247.311512269.087623J[24]最小cs3OK14221.283111247.311512269.087624I[24]最大cs3OK14221.940211245.016912269.645524I[24]最小cs3OK14221.940211245.016912269.645524J[25]最大cs3OK15601.106610204.294313640.492824J[25]最小cs3OK15601.106610204.294313640.492825I[25]最大cs3OK15601.816510202.948413641.137425I[25]最小cs3OK15601.816510202.948413641.137425J[26]最小cs3OK16463.76788650.419814481.318326I[26]最小cs3OK16463.60658648.655114481.103626J[27]最小cs3OK18390.69007049.989216412.844227I[27]最小cs3OK18389.84507048.602816411.945027J[28]最小cs3OK20069.08415470.950218102.423928I[28]最小cs3OK20068.47055470.951018101.788528J[29]最小cs3OK20302.75895253.300018341.335729I[29]最小cs3OK20302.58035253.298418341.153229J[30]最小cs3OK20489.06425064.066218533.648030I[30]最小cs3OK20488.93365064.039418533.516130J[31]最小cs3OK20626.54214902.991618677.882131I[31]最小cs3OK20626.49144902.965318677.833531J[32]最小cs3OK20709.78244791.114218768.252932I[32]最小cs3OK20709.78244791.114218768.252932J[33]最小cs3OK20725.18974800.397418790.788733I[33]最小cs3OK20725.18974800.397418790.788733J[34]最小cs3OK20683.64874877.241818756.376134I[34]最小cs3OK20683.68304877.257518756.409834J[35]最小cs3OK20588.52914999.845918668.748535I[35]最小cs3OK20588.62684999.851518668.850435J[36]最小cs3OK20444.39755150.551318532.836136I[36]最小cs3OK20444.54335150.531518532.988536J[37]最小cs3OK20252.14375329.556518349.515837I[37]最小cs3OK20252.67025329.498418350.070837J[38]最小cs3OK18706.83396720.123516835.151638I[38]最小cs3OK18707.58006721.445516835.958738J[39]最小cs3OK16883.56238219.937115048.534139I[39]最小cs3OK16883.67308221.669515048.704239J[40]最大cs3OK16088.80079771.525114313.741539J[40]最小cs3OK16088.80079771.525114313.741540I[40]最大cs3OK16088.14579773.234514313.169840I[40]最小cs3OK16088.14579773.234514313.169840J[41]最大cs3OK14570.592210948.298012841.867540J[41]最小cs3OK14570.592210948.298012841.867541I[41]最大cs3OK14570.075610950.678112841.459541I[41]最小cs3OK14570.075610950.678112841.459541J[42]最大cs3OK13114.425212100.130011436.020941J[42]最小cs3OK13114.425212100.130011436.020942I[42]最大cs3OK13114.609812103.401211436.386042I[42]最小cs3OK13114.609812103.401211436.386042J[43]最大cs2OK12738.132214695.554912786.043942J[43]最小cs3OK11181.462513743.21209556.934943I[43]最大cs2OK12726.641914692.342812774.525343I[43]最小cs3OK11168.055013737.94609543.097743J[44]最大cs2OK15888.2834-10489.808415958.718544I[44]最大cs2OK15897.4613-10477.821615967.929244J[45]最大cs2OK14876.1657-8966.482914956.708145I[45]最大cs2OK14876.7063-8964.747814957.250145J[46]最大cs2OK13737.8104-7316.288113828.097346I[46]最大cs2OK13943.3249-7378.899414034.237346J[47]最大cs2OK13076.1198-6032.506913177.971847I[47]最大cs2OK13076.1198-6032.506913177.971847J[48]最大cs2OK13550.0898-6776.392513648.122448I[48]最大cs2OK13340.3343-6727.347813437.610448J[49]最大cs2OK14006.8571-7590.478214101.423849I[49]最大cs2OK14007.0062-7591.107414101.575849J[50]最大cs2OK14552.4696-8236.294114644.217050I[50]最大cs2OK14549.0815-8241.283114640.837850J[51]最小cs3OK8772.100117019.05537501.772751I[51]最小cs3O