預應力混凝土連續(xù)梁-畢業(yè)設計計算書

預應力混凝土連續(xù)梁畢業(yè)設計土木工程與力學學院①未考慮預加力的作用；=2\*GB3②未考慮預加力對徐變、收縮的影響；=3\*GB3③未考慮（鋼束）孔道的影響；=4\*GB3④各鋼束的預應力損失值只能根據(jù)經(jīng)驗事先擬定，在本設計中采用在鋼束數(shù)量中乘以系數(shù)1.25來做近似估算。5.1.1預應力筋的估算方法根據(jù)規(guī)范規(guī)定，預應力混凝土連續(xù)梁應滿足使用和承載能力極限狀態(tài)下的正截面強度要求。因此，預應力筋的數(shù)量可從這兩方面綜合考慮。(1)按承載能力極限計算預應力梁到達受彎的極限狀態(tài)時，受壓區(qū)混凝土應力達到混凝土抗壓設計強度，受拉區(qū)鋼筋達到抗拉設計強度。截面的安全性是通過截面抗彎安全系數(shù)來保證的。對于僅承受一個方向的彎矩的單筋截面梁，所需預應力筋數(shù)量按下式計算：h0h0xNy圖5.1承載力極限狀態(tài)計算圖，（5-1），（5-2）解上兩式得：受壓區(qū)高度（5-3）預應力筋數(shù)，（5-4a）或（5-4b）式中：MP—截面上組合力矩（考慮混凝土安全系數(shù)1.25時，）?！炷量箟涸O計值強度；—預應力筋抗拉設計值強度；Ay—單根預應力筋束截面積；b—截面寬度。若截面承受雙向彎矩時，需配雙筋的，可據(jù)截面上正、負彎矩按上述方法分別計算上、下緣所需預應力筋數(shù)量。這忽略實際上存在的雙筋影響時（受拉區(qū)和受壓區(qū)都有預應力筋）會使計算結果偏大，作為力筋數(shù)量的估算是允許的。(2)按正常使用狀態(tài)計算拉應力滿足要求估算下限，壓應力滿足要求估算上限。ee上Ny下Ny上e下Y上Y下MminMmax+++Ny下Ny上Mmax合成+--Mmin合成圖5.2正常使用狀態(tài)計算圖規(guī)范規(guī)定，截面上的預壓應力應大于荷載引起的拉應力，預壓應力與荷載引起的壓應力之和應小于混凝土的允許壓應力（為），或為在任意階段，全截面承壓，截面上不出現(xiàn)拉應力，同時截面上最大壓應力小于允許壓應力。寫成計算式為：對于截面上緣：（5-5）（5-6）對于截面下緣：（5-7）（5-8）其中，—由預應力產(chǎn)生的混凝土法向拉應力，W—截面抗彎模量，—混凝土軸心抗壓強度標準值。Mmax、Mmin項的符號當為正彎矩時取正值，當為負彎矩時取負值，且按代數(shù)值取大小。一般情況下，由于梁截面較高，受壓區(qū)面積較大，上緣和下緣的壓應力不是控制因素，為簡便計，可只考慮上緣和下緣的拉應力的這個限制條件(求得預應力筋束數(shù)的最小值)。公式（5-5）變?yōu)椋?-9）公式（5-7）變?yōu)椋?-10）由預應力鋼束產(chǎn)生的截面上緣應力和截面下緣應力分為三種情況討論：a截面上下緣均配有力筋Ny上和Ny下以抵抗正負彎矩，由力筋Ny上和Ny下在截面上下緣產(chǎn)生的壓應力分別為：（5-11）（5-12）將式（5-9）、（5-10）分別代入式（5-11）(5-12)，解聯(lián)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—每束預應力筋的面積；—預應力筋抗拉強度設計值；e—預應力力筋重心離開截面重心的距離；K—截面的核心距；A—混凝土截面面積；b當截面只在下緣布置力筋Ny下以抵抗正彎矩時當由上緣不出現(xiàn)拉應力控制時:（5-17）當由下緣不出現(xiàn)拉應力控制時:（5-18）C當截面中只在上緣布置力筋Ny上以抵抗負彎矩時：當由上緣不出現(xiàn)拉應力控制時:（5-19）當由下緣不出現(xiàn)拉應力控制時:（5-20）當按上緣和下緣的壓應力的限制條件計算時(求得預應力筋束數(shù)的最大值)?？捎汕懊娴氖?5-6)和式（5-8）推導得：（5-21）（5-22）有時需調(diào)整束數(shù)，當截面承受負彎矩時，如果截面下部多配根束，則上部束也要相應增配根，才能使上緣不出現(xiàn)拉應力，同理，當截面承受正彎矩時，如果截面上部多配根束，則下部束也要相應增配根。其關系為：當承受時，（5-23）當承受時，（5-24）對于連續(xù)梁體系，或凡是預應力混凝土超靜定結構，在初步計算預應力筋數(shù)量時，必須計及各項次內(nèi)力的影響。然而，一些次內(nèi)力項的計算恰與預應力筋的數(shù)量和布置有關。因此，在初步計算預應力時，只能以預估值來考慮，本設計用提高15％的midas輸出彎矩值來進行設計，此項估算是非常粗略的。在通常情況下，預應力通常由使用極限狀態(tài)控制，但本設計中，偏安全的采用了以預應力筋產(chǎn)生的彎矩來全部抵銷外荷載彎矩的方法來估算預應力鋼束。5.1.2預應力筋的估算本設計主梁縱向預應力鋼筋采用標準為ASTMA：A416-270-級高強度低松弛鋼絞線(1-φj15.24公稱斷面面積為140.00)，=1860MPa，混凝土的設計強度為32.4MPa。采用電子表格計算，根據(jù)以上公式經(jīng)計算，分別為截面上、下緣最大最小配筋束數(shù)。本設計中，截面上緣的實配預應力鋼筋數(shù)參照施工階段估索程序的計算結果，截面下緣的實配預應力筋數(shù)參照為滿足成橋應力檢算時的計算結果。將計算結果匯總于表5-1中，比較各截面所需的鋼束數(shù)，結合施工及鋼束的布置構造情況，選定該截面所用的鋼束數(shù)。

表5-1縱向預應力筋配置節(jié)點號上緣下緣估算配筋實際配筋估算配筋實際配筋10052620052630052640052650052660052670052680052690052610005281100528120053013005341400123415001214160012141700121418001214190012142000121421001235220012352300123524001235250012352600123327001233280012332900123330001233310012333200123333001233340012333500153336001533370015333800153339001533400015354100153542001535430015354400151445001514460020144700201448002014490020145000203551002035520020355300202954002029550020275600202757002027580020275900202760002027610020276200202763002027表5-2縱向預應力筋估算：

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14912169.244452I[52]頂-12639.8692-36251.0483-46425.63740.396731780.404552J[53]底4391.747524006.156732647.0765-1.234623802.713452J[53]頂-5102.9701-23331.7815-31503.47270.057122968.921353I[53]底4391.747524006.156732647.0765-1.234623802.713453I[53]頂-5102.9701-23331.7815-31503.47270.057122968.921353J[54]底12026.191033579.597644532.4232-0.904134408.855253J[54]頂0.0000-12558.8261-19805.42050.764415303.048854I[54]底12026.191033579.597644532.4232-0.904134408.855254I[54]頂0.0000-12558.8261-19805.42050.764415303.048854J[55]頂0.0000-3903.1845-10224.68010.71968321.141155I[55]底17543.315739973.728852390.2000-0.950342636.663455I[55]頂0.0000-3903.1845-10224.68010.71968321.141155J[56]底20967.662443213.074056249.8321-0.930547863.823655J[56]頂0.0000-2.2939-2736.72600.68322328.721156I[56]底20967.662443213.074056249.8321-0.930547863.823656I[56]頂0.0000-2.2939-2736.72600.68322328.721156J[57]頂0.0000-1.9007-2.66090.65502.347457I[57]底22319.314143317.726156135.4329-0.912249521.682957I[57]頂0.0000-1.9007-2.66090.65502.347457J[58]底21613.890140303.302652065.7429-0.880547169.523157J[58]頂0.0000-1.5074-2.11040.63501.911958I[58]底21613.890140303.302652065.7429-0.880547169.523158I[58]頂0.0000-1.5074-2.11040.63501.911958J[59]底18862.547234180.959244054.1488-0.842340567.411358J[59]頂0.0000-1.1142-1.55990.62301.436459I[59]底18862.547234180.959244054.1488-0.842340567.411359I[59]頂0.0000-1.1142-1.55990.62301.436460I[60]底14071.980324957.393832108.6887-0.805229730.300360I[60]頂0.0000-0.7209-1.00930.61900.934660J[61]底10912.917519183.582224661.8741-0.784922835.094060J[61]頂0.0000-0.5243-0.73400.61900.679761I[61]底10912.917519183.582224661.8741-0.784922835.094061I[61]頂0.0000-0.5243-0.73400.61900.679761J[62]底7244.792212635.208216232.4846-0.764515030.095061J[62]頂0.0000-0.3277-0.45880.61900.424862I[62]底7244.792212635.208216232.4846-0.764515030.095062I[62]頂0.0000-0.3277-0.45880.61900.424862J[63]底3067.60445312.27066820.5186-0.74416315.302062J[63]頂0.0000-0.1311-0.18350.61900.169963I[63]底3067.60445312.27066820.5186-0.74416315.302063I[63]頂0.0000-0.1311-0.18350.61900.169963J[64]底0.00000.00000.0000-0.73050.000063J[64]頂0.0000-0.0000-0.00000.61900.0000.2預應力鋼束的布置預應力對構件有壓力、彎矩、剪力等作用，在其作用下，構件發(fā)生變形。對超靜定結構，這些變形在支承處要受到約束，從而引起附加反力，由附加反力引起的彎矩叫二次彎矩（次內(nèi)矩）。在預應力連續(xù)梁中，在不改變預應力筋兩端支承處的位置和各支承間的基本形狀的條件下，改變它在各中間支承處的偏心距；那么，并不會影響其壓力線的位置，這就是預應力鋼筋的線性變換原理。根據(jù)這一原理，當壓力線的位置與力筋重心重合時，這樣布置的鋼筋稱為吻合索；此時二次彎矩沒有了，但預應力對結構產(chǎn)生的內(nèi)力影響仍舊可按等代荷載求得。從這一理論出發(fā)，預應力鋼束的布置應盡量與吻合索相近。同時，結合其它施工、受力、經(jīng)濟等因素，可以得出預應力混凝土橋梁結構的配束原則如下：（1）應選擇適當?shù)念A應力束筋的型式與錨具型式,對不同跨徑的橋梁結構,要選用預加力大小恰當?shù)念A應力束筋,以達到合理的布置型式。避免造成因預應力束筋與錨具型式選擇不當，而使結構構造尺寸加大。（2）預應力束筋的布置要考慮施工的方便，也不能如鋼筋混凝土結構中任意切斷鋼筋那樣去切斷預應力束筋，而導致在結構中布置過多的錨具。（3）預應力束筋的布置，既要符合結構受力的要求，又要注意在超靜定結構體系中避免引起過大的結構次內(nèi)力。（4）預應力束筋配置，應考慮材料經(jīng)濟指標的先進性，這往往與橋梁體系，構造尺寸，施工方法的選擇都有密切關系。（5）預應力束筋應避免使用多次反向曲率的連續(xù)束，因為這會引起很大摩阻損失，減低預應力束筋的效益。（6）預應力束筋的布置，不但要考慮結構在使用階段的彈性受力狀態(tài)的需要，而且也要考慮到結構在破壞階段時的需要。（7）當預應力筋要分層布置時，頂板的長束布置在上層，短束布置在下層，底板長束布置在下層，短束布置在上層。（8）預應力筋布置不要太靠近翼緣兩側，在同一截面上錨固要適當分散。（9）在設置孔道時需要預留一定的備用孔道，以便在必要時補充，一般為總數(shù)的1%，本設計中未示。（10）當力筋數(shù)量較多時可分層布置，一般來說，先錨固下層力筋，后錨固上層力筋。由于本橋跨度較大，預應力筋較多，在橫截面上對稱布筋，每根波紋管的外徑取140mm。相應得錨具采用OVM.M15—20，OVM.M15—12，OVM.M15—10型錨具，具體布置見鋼筋斷面布置圖5.3,5.4,5.5。

第6章成橋驗算6.1承載力驗算預應力混凝土受彎構件截面強度的驗算內(nèi)容包括兩大類，即正截面強度驗算和斜截面強度驗算。其驗算原則基本上與普通鋼筋混凝土受彎構件相同：當預應力鋼筋非和預應力鋼筋的含筋量配置實施當時，受拉區(qū)混凝土開裂退出工作，預應力鋼筋和非預應力鋼筋分別達到各自的抗拉設計強度；受壓區(qū)混凝土應力達到抗壓設計強度，非預應力鋼筋達到其抗壓設計強度，并假定受壓區(qū)的混凝土應力按矩形分布。但受壓區(qū)布有預應力鋼筋時，其應力卻達不到抗壓設計強度，這就是與普通鋼筋混凝土構件的唯一區(qū)別。根據(jù)《公路鋼筋混凝土及預應力混凝土橋涵設計規(guī)范》（JTGD62-2004）箱型截面抗彎截面承載力計算按下列公式：（6-1）混凝土受壓區(qū)高度應按下列公式計算：（6-2）截面受壓區(qū)高度應符合以下要求：（6-3）當受壓區(qū)配有縱向普通鋼筋和預應力鋼筋且預應力鋼筋受壓即為正時：（6-4）當受壓區(qū)僅配縱向普通鋼筋或配普通鋼筋和預應力鋼筋且預應力鋼筋受拉即為負時：（6-5）式中：—橋梁結構的重要性系數(shù)；—彎矩組合設計值；—混凝土軸心抗壓強度設計值；—縱向普通鋼筋的抗拉強度設計值和抗壓強度設計值；—縱向預應力鋼筋的抗拉強度設計值和抗壓強度設計值；—受拉區(qū)，受壓區(qū)縱向普通鋼筋的截面面積；—受拉區(qū)，受壓區(qū)縱向預應力鋼筋的截面面積；—受拉區(qū)，受壓區(qū)普通鋼筋和預應力鋼筋的合力點至受拉區(qū)邊緣、受壓區(qū)邊緣的距離；—受壓區(qū)普通鋼筋合力點、預應力鋼筋合力點至受壓區(qū)邊緣的距離；—受壓區(qū)預應力鋼筋合力點處的混凝土法向應力等于零時的預應力鋼筋應力—腹板寬度；—截面有效高度；箱型截面抗彎截面承載力計算按下列公式：（6-6）式中：—斜截面受壓端上由作用效應所產(chǎn)生的最大剪力組合設計值；—斜截面內(nèi)混凝土和箍筋共同的抗剪承載力設計值；—與斜截面相交的普通彎起鋼筋的抗剪承載力設計值；—與斜截面相交的預應力彎起鋼筋的抗剪承載力設計值；—橋梁結構的重要性系數(shù)通過邁達斯的計算對橋梁進行了一些驗算，其結果如下列表所示 表6-1橋跨主體彎矩承載力極限驗算單元位置最大/最小組合名稱類型驗算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施工階段應力驗算圖6-2施工階段主體法向壓應力驗算單元位置最大/最小階段驗算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