縱三路道路工程高邊坡專項(xiàng)設(shè)計(jì)計(jì)算書

1、翠云片區(qū)B區(qū)縱三路道路工程高邊坡專項(xiàng)設(shè)計(jì)巖土 名稱抗拉強(qiáng)度標(biāo)準(zhǔn) 值 6 T (Mpa)C (MPa)0( )水平抗力系 數(shù)(MN/m3)水平抗力系 數(shù)的比例系 數(shù)(MN/m4)素填土 (飽和)/3*25*/8*粉質(zhì)粘土/17. 148.09/14*強(qiáng)風(fēng)化基巖/035 (綜合)20*/泥巖0. 17*0. 30*31.5*60*/砂巖0. 60*0.41*32. 0*300*/巖土體物理力學(xué)參數(shù)建議值續(xù)表43-2界面計(jì)算參數(shù)取值表表4.5-3參數(shù)滑移面飽和抗剪強(qiáng)度C滑移面飽和抗剪強(qiáng)度力單位(KPa)( )填方體與粉質(zhì)粘 土界面15. 4*7.2*粉質(zhì)粘土與基巖界面15.4*7. 2*填土與基巖界

2、面3*20*結(jié)構(gòu)面抗剪強(qiáng)度值參考建筑邊坡技術(shù)規(guī)范(GB50330-2013) 4. 5. 1條表4. 5. 1確定，根據(jù)結(jié)合面的性質(zhì)狀況取值如下表。結(jié)構(gòu)面結(jié)構(gòu)面類型結(jié)構(gòu)面結(jié)合程 度結(jié)構(gòu)面抗剪強(qiáng) 度(。)結(jié)構(gòu)面抗剪強(qiáng)度 指標(biāo)C (MPa)層面軟弱結(jié)構(gòu)面結(jié)合很差12*0. 030*組裂隙(242。Z78 )軟弱結(jié)構(gòu)面結(jié)合很差16*0. 035*組裂隙(150。Z68 )軟弱結(jié)構(gòu)面結(jié)合很差16*0. 035*結(jié)構(gòu)面抗剪強(qiáng)度指標(biāo)建議值表4.3-4取值說明及補(bǔ)充:1、力口*者為當(dāng)?shù)氐貐^(qū)經(jīng)驗(yàn)值；2、素填土(壓實(shí)系數(shù)大于0. 94)的水平抗力系數(shù)的比例系數(shù)為8MN/ml粉質(zhì)粘土的水平抗力系數(shù)的比例系數(shù)為12

3、MN/。3、強(qiáng)風(fēng)化泥巖的基底摩擦系數(shù)可取0.30,強(qiáng)風(fēng)化砂巖的基底摩擦系數(shù)可取0.35。5邊坡設(shè)計(jì)方案邊坡設(shè)計(jì)根據(jù)地勘報(bào)告及現(xiàn)狀地形，高填方邊坡采用放坡處理的方式。第一級邊坡坡比 1:1.5,第二級邊坡坡比1:1. 75,第三級邊坡坡比1:2.0,第四級邊坡坡比1:2. 25,第五 級邊坡坡比1:2. 5,第六級邊坡坡比1:2. 75,每級邊坡間留2. 0m寬邊坡平臺，坡腳外2nl 設(shè)排水溝?；靥钔敛粷M足路基要求時(shí)需清除至原始地面，地面橫坡大于1： 5時(shí)需先清除 外表土層，并進(jìn)行挖臺階處理，每級臺階寬度不小于2m,并設(shè)不小于4%的反坡。對于陡 坡路堤且土層不是很厚時(shí)應(yīng)清除表層填土至巖土分界線，

4、然后再按上述要求開挖臺階。 K0+040K0+K0+400段右側(cè)采用底部進(jìn)行回填反壓，壓實(shí)度0. 9。6邊坡穩(wěn)定性計(jì)算3-3地質(zhì)剖面穩(wěn)定性分析3-3,地質(zhì)剖面穩(wěn)定性分析條塊號條塊面滑面尺寸容重抗剪強(qiáng)度條塊重傳遞 系數(shù)累積抗 滑力累積下 就定數(shù) 一穩(wěn)系水位線 Wi2面角 制傾面度 物1-KJ天然飽和Ci183.1720.9013.7520.0020.003.0020.001663.40.972606.85593.422171.0416.9113.4220.0020.003.0020.003420.80.9851821.501571.953163.1311.8610.2120.0020.0015.

5、407.203262.60.9832354.872219.134160.416.2810.0620.0020.0015.407.203208.20.9762872.482532.225168.93-0.9827.3120.0020.0015.407.203378.53651.012413.841.513結(jié)論：根據(jù)計(jì)算結(jié)果，3-3地質(zhì)剖面在清除土體并在基巖上挖臺階后，下邊坡穩(wěn)10定性系數(shù)為K=L513L25,邊坡穩(wěn)定。4-4地質(zhì)剖面穩(wěn)定性分析條塊號條塊面滑面尺寸容重抗剪強(qiáng)度條塊重傳遞 系數(shù)累積抗 滑力累積下 滑力穩(wěn)定 系數(shù)水位線 Wi2面角 物傾面度天然飽和Ci1240.8615.1625.90

6、20.0020.003.0020.004817.20.9871769.961259.882330.4613.2620.5420.0020.003.0020.006609.11.0342403.051515.543203.3119.4915.9120.0020.003.0020.004066.10.9831442.841356.93458.0516.915.2320.0020.003.0020.001161.00.9641837.681670.98554.4011.865.1120.0020.003.0020.001088.00.9812174.541834.526119.149.0915.19

7、20.0020.003.0020.002382.70.9733035.702176.53752.241.1616.6020.0020.0015.407.201044.83341.272138.811.562結(jié)論：根據(jù)計(jì)算結(jié)果，4-4地質(zhì)剖面在清除土體并在基巖上挖臺階后，下邊坡穩(wěn) 定性系數(shù)為K=l. 5621.25,邊坡穩(wěn)定。6. 3 5-5,地質(zhì)剖面穩(wěn)定性分析5-5地質(zhì)剖面穩(wěn)定性分析11條塊號條塊面滑面尺寸容重抗剪強(qiáng)度條塊重傳遞 系數(shù)累積抗 滑力累積下 滑力定數(shù) 一穩(wěn)系水位線 上Wi2滑面 傾角面度天然飽和Ci瑯1131.8913.3820.7320.0020.003.0020.002637.

8、81.022996.25610.232241.0617.1220.9320.0020.003.0020.004821.21.0511739.821419.003223.3528.2122.7020.0020.003.0020.004467.10.9073330.023603.494200.1316.7220.8920.0020.003.0020.004002.61.0404479.834421.895136.3624.4016.4720.0020.003.0020.002727.20.9395610.865723.98643.9316.365.2120.0020.003.0020.00878.

9、60.9365592.585623.89749.767.946.4620.0020.003.0020.00995.20.9775612.125400.71871.230.8219.2220.0020.0015.407.201424.75957.165295.191.125反壓后5-5地質(zhì)剖面穩(wěn)定性分析1212條塊號條塊面滑面尺寸容重抗剪強(qiáng)度條塊重傳遞 系數(shù)累積抗 滑力累積下 滑力穩(wěn)定 系數(shù)水位線 Wi2滑面 傾角面度天然飽和Ci1131.8913.3820.7320.0020.003.0020.002637.81.022996.25610.232241.0617.1220.9320.0020.

10、003.0020.004821.21.0511739.821419.003223.3528.2122.7020.0020.003.0020.004467.10.W73330.023603.494200.1316.7220.8920.0020.003.0020.004002.61.0404479.834421.895183.1024.4016.4720.0020.003.0020.003661.90.9395920.696110.16681.7016.365.2120.0020.003.0020.001634.00.9366147.406199.427112.147.946.4620.0020.

11、003.0020.002242.80.9776581.096111.628419.130.8242.2720.0020.0015.407.208382.78137.266089.691.3365-5地質(zhì)剖面反壓頂面次剪穩(wěn)定性分析條塊號條塊面滑面尺寸容重抗剪強(qiáng)度條塊重傳遞 系數(shù)累積抗 就累積下 滑力定數(shù) 一穩(wěn)系水位線 Wi2面角 粉傾面度天然飽和Ci*pi1131.8913.3820.7320.0020.003.0020.002637.81.028996.25610.232246.0618.4221.0820.0020.003.0020.004921.21.0291762.681554.6735

12、5.0523.585.4620.0020.003.0020.001101.00.9692196.922039.70454.5919.115.2920.0020.003.0020.001091.80.9602519.292333.06559.2413.586.4520.0020.003.0020.001184.90.9212857.762518.56696.675.1422.3220.0020.003.0025.001933.43596.272492.431.443結(jié)論：根據(jù)計(jì)算結(jié)果，5-5地質(zhì)剖面在未進(jìn)行處治前飽和狀態(tài)下邊坡穩(wěn)定性系數(shù) 為1.125,處于欠穩(wěn)定狀態(tài)；反壓后飽和狀態(tài)下邊坡穩(wěn)定性系

13、數(shù)為K=L 3361.25,反 壓頂面次剪邊坡穩(wěn)定性系數(shù)為K=l. 4431. 25,邊坡穩(wěn)定。4 6-6地質(zhì)剖面穩(wěn)定性分析6-6地質(zhì)剖面穩(wěn)定性分析13/條塊號條塊面滑面尺寸容重抗剪強(qiáng)度條塊重傳遞 系數(shù)累積抗 滑力累積下 滑力穩(wěn)定 系數(shù)水位線 Wi2面角 物傾面度天然飽和Ci成18.8126.194.8620.0020.003.0020.00176.20.98272.177.76225.7723.484.7520.0020.003.0020.00515.30.955257.1281.66348.9317.334.8520.0020.003.0020.00978.60.981600.2560.5

14、54254.5214.4715.8820.0020.003.0020.005090.51.0272430.21821.355425.4819.2421.1920.0020.003.0020.008509.60.9765483.24673.866365.2715.8020.7920.0020.003.0020.007305.41.0297974.56552.507308.2421.0521.4320.0020.003.0020.006164.80.97610365.18958.11S51.6013.863.5620.0020.0015.407.201032.00.99310301.18993.2

15、0921.8511.161.5520.0020.0015.407.20437.00.98110306.39014.291020.355.171.4620.0020.0015.407.20407.00.99210187.78882.7311171.262.2316.5620.0020.0015.407.203425.20.99310795.88947.041273.78-0.4119.1420.0020.0015.407.201475.611202.78874.871.262結(jié)論：根據(jù)計(jì)算結(jié)果，6-6地質(zhì)剖面在清除土體并在基巖上挖臺階后，下邊坡穩(wěn)定性系數(shù)為K=1.2621.25,邊坡穩(wěn)定。地質(zhì)剖

16、面穩(wěn)定性分析10-10地質(zhì)剖面穩(wěn)定性分析14條塊號條塊面滑面尺寸容重抗剪強(qiáng)度條塊重傳遞 系數(shù)累積抗 滑力累積下 滑力穩(wěn)定 系數(shù)水位線 Wi2滑面 傾角面度天然飽和Ci1158.7244.9025.2020.0020.003.0020.003174.40.965894.022240.65256.6139.923.8820.0020.003.0020.001132.20.9381190.092888.03360.0431.733.5020.0020.003.0020.001200.80.9341498.443340.21497.5823.125.4420.0020.003.0020.001951.

17、50.9522069.503886.91590.2916.545.2220.0020.003.0020.001805.80.9682615.274213.266164.7911.9710.2220.0020.003.0020.003295.81.0433735.264761.087246.0020.4518.8320.0020.003.0020.004920.00.9535629.326683.96830.0914.082.4220.0020.003.0020.00601.80.9775586.846519.06928.866.962.4120.0020.0015.407.20577.20.9

18、765565.706436.6210180.07-0.2030.6420.0020.0015.407.203601.46361.546272.831.014反壓后10-10地質(zhì)剖面穩(wěn)定性分析1515條塊號條塊面滑面尺寸容重抗剪強(qiáng)度條塊重傳遞 系數(shù)累積抗 滑力累積下 滑力定數(shù) 一穩(wěn)系水位線 Wi2面角面度天然飽和CiV1158.7244.9025.2020.0020.003.0020.003174.40.965894.022240.65256.6139.923.8820.0020.003.0020.001132.20.9381190.092888.03360.0431.733.5020.0020

19、.003.0020.001200.80.9341498.443340.21497.5823.125.4420.0020.003.0020.001951.50.9522069.503886.91590.2916.545.2220.0020.003.0020.001805.80.9682615.274213.266164.7911.9710.2220.0020.003.0020.003295.81.0433735.264761.087274.3620.4518.8320.0020.003.0020.005487.20.9535822.756882.17843.9714.082.4220.0020.

20、003.0020.00879.30.9775869.256775.57945.826.962.4120.0020.0015.407.20916.50.9765884.066728.2410661.62-0.2053.8720.0020.0015.407.20132328246.916524.581.264結(jié)論：根據(jù)計(jì)算結(jié)果，10-10地質(zhì)剖面在未進(jìn)行處治前飽和狀態(tài)下邊坡穩(wěn)定性系數(shù)為L 014,處于欠穩(wěn)定狀態(tài)；反壓后飽和狀態(tài)下邊坡穩(wěn)定性系數(shù)為K=1.2641.25,反壓頂面土層較厚，故不會(huì)產(chǎn)生坡頂次剪，邊坡穩(wěn)定。11-11地質(zhì)剖面穩(wěn)定性分析11-n地質(zhì)剖面穩(wěn)定性分析16條塊號條塊面滑面尺寸容重抗

21、剪強(qiáng)度條塊重傳遞 系數(shù)累積抗 滑力累積下 滑力穩(wěn)定 系數(shù)水位線 Wi2滑面 傾角面度 物|-KJ天然飽和Ci稿182.9434.2218.8920.0020.003.0025.001658.70.967696.26932.74249.0029.515.0420.0020.003.0020.00980.00.965998.661384.47351.5824.645.3620.0020.003.0020.001031.50.9641321.531766.744134.2919.5916.0620.0020.003.0020.002685.81.0122243.242604.005108.2921.

22、6616.4120.0020.003.0020.002165.70.9613053.053435.85629.2016.264.9420.0020.003.0020.00584.10.9643153.913466.57722.5411.164.5020.0020.003.0020.00450.80.9803213.843427.96S38.824.8014.7420.0020.0015.407.20776.43473.843423.881.015反壓后ii-n地質(zhì)剖面穩(wěn)定性分析條塊號條塊面滑面尺寸容重抗剪強(qiáng)度條塊重傳遞 系數(shù)累積抗 滑力累積下 滑力定數(shù) 一穩(wěn)系水位線 Wi2面角 油傾滑面 長度

23、天然飽和Ci暇182.9434.2218.8920.0020.003.0025.001658.70.967696.26932.74249.0029.515.0420.0020.003.0020.00980.00.965998.661384.47351.5824.645.3620.0020.003.0020.001031.50.9641321.531766.744134.2919.5916.0620.0020.003.0020.002685.81.0122243.242604.005125.3221.6616.4120.0020.003.0020.002506.50.9613168.313561

24、.61654.4116.264.9420.0020.003.0020.001088.10.9643440.823728.62755.5811.164.5020.0020.003.0020.001111.60.9803726.333808.468200.544.8014.7420.0020.0015.407.204010.70.9994383.164067.509139.794.369.9420.0020.0015.407.202795.70.9964883.974275.791093.912.6210.0320.0020.0015.407.201878.10.9975254.454343.23

25、1150.701.2713.5920.0020.0015.407.201014.15574.764351.611.281n-n地質(zhì)剖面反壓頂面次剪穩(wěn)定性分析17條塊號條塊面滑面尺寸容重抗剪強(qiáng)度條塊重傳遞 系數(shù)累積抗 滑力累積下 滑力穩(wěn)定系數(shù)水位線 Wi2面角 物傾面度天然飽和Ci182.9434.2218.8920.0020.003.0025.001658.70.942696.26932.74248.3426.454.9020.0020.003.0020.00966.90.936985.411309.05348.5318.015.1220.0020.003.0020.00970.70.9321

26、273.431525.07445.599.205.9020.0020.003.0020.00911.70.9411532.611567.69553.662.6914.3220.0020.003.0025.001073.21984.651525.181.301結(jié)論：根據(jù)計(jì)算結(jié)果，11-11地質(zhì)剖面在未進(jìn)行處治前飽和狀態(tài)下邊坡穩(wěn)定性系 數(shù)為1.015,處于欠穩(wěn)定狀態(tài)；反壓后飽和狀態(tài)下邊坡穩(wěn)定性系數(shù)為K=L 281 1.25, 反壓頂面次剪邊坡穩(wěn)定性系數(shù)為K=l. 301l. 25,邊坡穩(wěn)定。12-12地質(zhì)剖面穩(wěn)定性分析12-12地質(zhì)剖面穩(wěn)定性分析18 TOC o 1-5 h z .工程概況2.設(shè)計(jì)

27、依據(jù)2.工程地質(zhì)情況3.巖土物理力學(xué)參數(shù)7.邊坡設(shè)計(jì)方案10.邊坡穩(wěn)定性驗(yàn)算11條塊號條塊面滑面尺寸容重抗剪強(qiáng)度條塊重傳遞 系數(shù)累積抗 滑力累積下 滑力穩(wěn)定 系數(shù)水位線 Wi2面角 物傾面度天然飽和Ci陋123.8445.649.7720.0020.003.0025.00476.80.958184.75340.89222.5940.884.2120.0020.003.0025.00451.90.962348.91622.27333.7435.525.5220.0020.003.0020.00674.90.969551.98990.424103.9631.0614.8220.0020.003.0

28、020.002079.30.9731227.462032.30511.8727.191.5320.0020.003.0020.00237.50.9371275.952086.21612.4618.911.5420.0020.003.0020.00249.20.9731286.212035.88716.0210.872.0420.0020.0015.407.20320.40.9781322.082040.33S14.243.862.0120.0020.0015.407.00284.80.9901358.252013.68956.220.3015.2720.0020.0015.407.001124

29、.31718.482000.260.859反壓后12-12地質(zhì)剖面穩(wěn)定性分析條塊號條塊面滑面尺寸容重抗剪強(qiáng)度條塊重傳遞 系數(shù)累積抗 滑力累積下 滑力穩(wěn)定 系數(shù)水位線 Wi2滑面 傾角面度 nmIKJ天然飽和Ci陋123.8445.649.7720.0020.003.0025.00476.80.958184.75340.89222.5940.884.2120.0020.003.0025.00451.90.962348.91622.27333.7435.525.5220.0020.003.0020.00674.90.969551.98990.424116.7331.0614.8220.0020.0

30、03.0020.002334.70.9731307.082164.07517.5927.191.5320.0020.003.0020.00351.90.9371390.472266.71619.7918.911.5420.0020.003.0020.00395.70.9731443.972252.51728.0710.872.0420.0020.0015.407.20561.50.9771505.402296.47S28.603.862.0120.0020.0015.407.20571.90.9901574.002282.399198.980.3015.2720.0020.0015.407.2

31、03979.61.0012296.502280.731014.781.001.7120.0020.0015.407.20295.50.9602363.542289.251147.26-9.639.1320.0020.0015.407.20945.11.0032526.222038.58123.79-8.163.2920.0020.0015.407.2075.82593.722033.771.2751912-12地質(zhì)剖面反壓頂面次剪穩(wěn)定性分析條塊號條塊面滑面尺寸容重抗剪強(qiáng)度條塊重傳遞 系數(shù)累積抗 滑力累積下 滑力定數(shù) 穩(wěn)系水位線 Wi2面角 身傾面度 泡|-KJ天然飽和Ci城111.7244.4

32、76.8520.0020.003.0025.00234.50.91098.56164.26210.6335.022.3820.0020.003.0025.00212.60.883177.98271.4537.2921.121.3520.0020.003.0020.00145.90.961210.78292.30410.0415.732.0020.0020.003.0020.00200.90.901279.01335.46520.645.448.5420.0020.003.0025.00412.8468.55341.291.373結(jié)論：根據(jù)計(jì)算結(jié)果，12-12地質(zhì)剖面在未進(jìn)行處治前飽和狀態(tài)下邊坡

33、穩(wěn)定性系 數(shù)為0.859,處于欠穩(wěn)定狀態(tài)；反壓后飽和狀態(tài)下邊坡穩(wěn)定性系數(shù)為K=L 2751.25, 反壓頂面次剪邊坡穩(wěn)定性系數(shù)為K=l. 3731. 25,邊坡穩(wěn)定。6. 8填土圓弧滑開工況計(jì)算6-6剖面控制參數(shù):20采用規(guī)范：通用方法 計(jì)算目標(biāo)：平安系數(shù)計(jì)算 滑裂面形狀：圓弧滑動(dòng)法 不考慮地震坡面線號水平投影(m)豎直投影(m)超載數(shù)121.6308. 840022.0000. 0000318. 0008. 000042.0000. 0000516. 0008. 000062.0000. 0000714. 0008. 000082.0000. 0000912.0008. 00001022.

34、0000. 0001坡面信息坡面線段數(shù)10超載 1 距離0. 500 (m) 寬20. 000 (m) 荷載(20. 0020. OOkPa) 270. 00 (度)土層信息上部土層數(shù)1層號 ,位高(m)10,001重度飽和重度層頂線(kN/m3)(kN/m3)傾角(度)19.000-10.000孔隙水壓 力系數(shù)層號1粘聚力內(nèi)摩擦角 (kPa)(度)0. 00035. 000水下粘聚水下內(nèi)摩力(kPa) 擦角(度)層號1十字板?(kPa)強(qiáng)度增 長系數(shù)十字板羲？強(qiáng)度增長系F值(kPa) 數(shù)水下值下部土層數(shù)2層號定位重度飽和重度層頂線孔隙水壓深(m)(kN/m3)(kN/m3)傾角(度)力系數(shù)1

35、2.00019. 9800. 000215.00025. 5000.000層號粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)117. 1408. 090230. 00031.500層號十字板？強(qiáng)度增十字板羲？強(qiáng)度增長系(kPa) 長系數(shù) 下值(kPa)數(shù)水下值n 乙不考慮水的作用21計(jì)算條件圓弧穩(wěn)定分析方法：B i s hop法土條重切向分力與滑動(dòng)方向反向時(shí)：當(dāng)下滑力對待穩(wěn)定計(jì)算目標(biāo)：自動(dòng)搜索最危險(xiǎn)滑裂面條分法的土條寬度：L 000 (而搜索時(shí)的圓心步長：LOOOGn)搜索時(shí)的半徑步長：L 000(m)計(jì)算結(jié)果:計(jì)算結(jié)果圖最不利滑動(dòng)面：滑動(dòng)圓心滑動(dòng)半徑滑動(dòng)平安系數(shù)二(24

36、. 504, 75. 554) (m)二 77. 548 (m)=1.430起始x終止x附加力X附加力Y?下滑力li抗滑力 mWCi B 條實(shí)重 超載豎向浮力地震力滲透力地震力地震力(m)(m)(kN) (kN)(度) (kN)(m) (kPa) (kN)(度)(kN) (kN) (kN)(kN) (kN) (kN)2. 7443. 438 -16. 029 0. 723 0. 000 35. 003. 190. 00-0. 882. 70 0. 82592 0. 00 0.003.4384. 133 -15.496 0. 7210. 00035.009.520.00-2. 548. 00 0

37、. 83283 0. 00 0.004. 1335.098 -14.861 0. 9990. 00035.0023.590.00-6. 05 19. 64 0. 840970. 000. 005.0986. 064 -14. 124 0. 996 0. 000 35. 00 35.41-8. 64 29. 16 0.850290. 000. 006.0647.030 -13. 389 0. 993 0. 000 35. 00 47.00-10. 88 38. 29 0. 859440. 000. 007.0308. 004 -12. 654 0.998 17. 1408.0958.940. 0

38、00. 000. 000. 000. 000. 000. 000.000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000.000.000.000. 000.000.0022-12.918.004-14. 548.977-15. 839.950-16. 8010, 924-17. 4511.897-17. 7912.870-17. 8313. 844-17. 5814.817-17. 06790-16. 26763-15. 20737-13. 89710-12. 34683-10. 5565727 0. 95394

39、8.977 -11.91886 0. 95792950 -11. 18429.41 0. 96173924 -10. 45130. 92 0. 9653811.897 -9. 72132. 38 0. 96886870 -8. 99233.80 0. 97217844 -8. 26518 0. 9753314.817 -7. 53953 0. 97832790 -6.81437.83 0. 98114763 -6. 09010 0. 9838117, 737 -5. 36733 0. 98632710 -4. 64641.54 0. 98866683 -3. 92442. 70 0. 9908

40、5657 -3. 20443. 84 0. 9928821,630 -2.4840. 000. 9950. 000. 9920. 000. 0017. 1400. 0017. 1400. 000. 990 17. 1400. 000. 000. 987 17. 1400. 000. 000. 985 17. 1400. 000. 000. 984 17. 1400. 000. 000. 982 17. 1400. 000. 000. 980 17. 1400. 000. 000. 979 17. 1400. 000. 000.978 17. 1400. 000. 000. 977 17. 14

41、00. 000. 000.976 17. 1400. 000. 000. 975 17. 1400. 000. 000.974 17. 140-8. 54 44. 94 0. 994750. 000. 0021.630 22. 630 -1. 754 1.000 17. 140-6. 34 46. 73 0. 996490. 000. 00630 23. 630 -1.015 1.000 17. 140-3. 68 46. 73 0. 998080. 000. 00630 24. 630 -0. 276 1.000 17. 140-1.02 47.29 0.999510. 000. 00630

42、 25. 6300. 463 1.000 17. 1401.78 48.43 1.000770.000.0025.630 26. 6301.201 1.000 17. 1404. 79 49. 53 1.001860.000. 0026.630 27. 6301.941 1.001 17. 1408.01 50.61 1.002790.000.0027.630 28. 6302.680 1.001 17. 14011.41 51.65 1.003550.000.00630 29. 6303.420 1.002 17. 14015. 00 52.66 1.004150. 000. 00630 3

43、0. 6304. 160 1.003 17. 14018. 76 53.65 1.004580. 000. 00630 31.6304. 902 1.004 17. 14022. 68 54.61 1.004840. 000. 0031.630 32.6305.644 1.005 17. 14026. 75 55. 53 1.004930. 000. 0032. 630 33. 6306. 387 1.006 17. 1408. 0970.410. 000. 000. 000. 000. 008. 0981.640. 000. 000. 000. 000. 008. 0992.610. 000

44、. 000. 000. 000.008. 09103. 340. 000. 000. 000. 000.008. 09113.810. 000. 000. 000. 000.008. 09124. 040. 000. 000. 000. 000.008. 09134. 020. 000. 000. 000. 000.008. 09143.760. 000. 000. 000. 000. 008. 09153. 260. 000. 000. 000. 000.008. 09162.510. 000. 000. 000. 000.008. 09171.530. 000. 000. 000. 000

45、.008. 09180. 300. 000. 000. 000. 000.008. 09188. 840. 000. 000. 000. 000.008. 09197. 130. 000. 000. 000. 000. 008. 09207. 050. 000. 000. 000. 000.008. 09207. 530. 000. 000. 000. 000. 008. 09211.970. 000. 000. 000. 000.008. 09220. 400. 000. 000. 000. 000. 008. 09228. 540. 000. 000. 000. 000. 008. 092

46、36. 440. 000. 000. 000. 000. 008. 09244. 080. 000. 000. 000. 000. 008. 09251.450. 000. 000. 000. 000. 008. 09258. 580. 000. 000. 000. 000. 008. 09265. 440. 000. 000. 000. 000. 008. 09272. 040. 000. 000. 000. 000. 008. 09278. 380. 000. 000. 000. 000.002330. 97 56. 44 1.004850. 000. 00630 34. 6307. 13

47、1 1.008 17. 14035.31 57.31 1.004600.000.00630 35. 6307.876 1.010 17. 1408. 09 284. 450. 008. 09 290. 270. 0039. 77 58. 16 1.004190. 000. 0035.630 36. 6308.622 1.011 17. 14044. 35 58.98 1.003600. 000. 00630 37. 6309. 371 1.014 17. 14049. 02 59. 77 1.002840. 000. 00630 38. 630 10. 120 1.016 17. 14053.

48、 79 60. 54 1.001910. 000. 00630 39. 630 10. 872 1.018 17. 14058. 63 61.28 1.000800. 000. 00630 40. 630 11.625 1.021 17. 14063. 54 61.99 0.999520. 000. 00630 41.630 12. 380 1.024 17. 14068. 50 62. 68 0. 998060. 000. 0041.630 41.978 12.890 0.357 17. 14024. 88 21.88 0.996970. 000. 0041.978 42. 804 13.

49、336 0. 849 0. 00060.61 169. 44 1.085970. 000. 0042.804 43.630 13.964 0.851 0.00062. 66 167.01 1.088600. 000. 0043.630 44.630 14.660 1.034 0.00062 201.85 1.091360. 000. 0044.630 45.630 15.425 1.037 0.00085 204. 13 1.094210. 000. 0045.630 46.630 16. 193 1.041 0.00011 206. 26 1.096880. 000. 0046.630 47

50、.630 16.964 1.045 0.00095. 40 208. 25 1.0993547. 630 48. 630 17. 738100. 70 210. 08 1. 1016448.630 49.630 18.516106. 00 211.77 1. 1037349. 630 50. 630 19. 297111.30 213. 29 1. 1056350.630 51.630 20.081116. 57 214. 68 1. 1073251.630 52.630 20.870121.80 215.90 1. 1088252.630 53.630 21.663126. 99 216.

51、98 1. 11012630 54. 630 22. 460132. 11 217.90 1. 11121630 55. 630 23. 262137. 16 218.66 1. 11208630 56. 630 24. 069142. 12 219. 28 1. 11275630 57. 630 24. 881146. 97 219. 72 1. 11319630 58. 630 25. 6980. 001.0500. 001.0550. 001.0600. 001.0650. 001.0700. 000. 000. 0000. 000. 0000. 000. 0000. 000. 0000

52、. 000. 0000. 001.076 0.0000. 001.0820. 001.0880. 001.0950. 001. 1020. 001. 1100. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0008. 09295. 820.008. 09301. 100.008. 09306. 110.008. 09310.850.008. 09315.330.008. 09319. 520.008. 09111.540.0035. 00262. 790.0035. 00259. 650.0035. 00314.610.0035. 0031

53、8.990.0035. 00323. 110.0035. 00326. 960.0035. 00330. 520.0035. 00333. 800.0035. 00336. 790.0035. 00339. 490.0035. 00341.890.0035. 00344. 010.0035. 00345. 800.0035. 00347. 290.0035. 00348. 470.0035. 00349. 310.0035. 00349. 840.000.000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000.0

54、00. 000. 000. 000. 000. 000. 000. 000.000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 000. 00

55、0. 000. 000. 000.000.000.000.000.000.000.000.000.000.000.000.000.000.000. 000.000.000.000.000.000.000. 000.000.000.000.0024151.70 220.01 1.630 59. 630156. 29 220. 12 1.630 60. 630158. 55 217.09 1.60.630 61.630158.28 210. 88 1.61.630 62.581152.26 197. 73 1.581 63. 532156. 18 197.98 1.532 64. 483159.

56、94 198. 06 1.483 65. 434163.51 197.97 1.434 66. 385166. 90 197. 72 1.385 67. 336170. 08 197. 29 1.336 68. 287173.02 196. 68 1.287 69. 238175. 71 195.87 1.238 70. 151170. 98 187. 11 1.151 71.065172.96 186. 00 1.71.065 71.978174. 66 184. 70 1.71.978 72.89106 183. 20 1.72.891 73.80415 181.49 1.73.804 7

57、4.71790 179. 57 1.717 75. 630178. 28 177.40 1.630 76. 630191.62 187.97 1.630 77. 630183.62 177.60 1.630 78. 630179. 13 170. 95 1.630 79. 630178. 34 168. 08 1.630 80. 630176.91 164. 78 1.630 81. 630174. 79 161.04 1.81.630 82.630171.90 156. 80 1.82. 630 83. 630113410.000.005211134134911317184 11269005

58、1119929.812111096251099531.4451085727310696108105099511029780210059645 09798480 09518323 09210177 088750400851139.91408118799 07694740 0721542.738 06675753 06094784 05468835 04796906 04075999 0330149. 1151. 1180. 001. 1260. 001. 1350. 001. 0870. 001.0960. 001. 1050. 001. 1150. 001. 1250. 001. 1350.

59、001. 1470. 001. 1580. 001. 1240. 001. 1360. 001. 1480. 001. 1620. 001. 1760. 001. 1900. 001.2060. 001.3400. 001.3620. 001.3840. 001.4090. 001.4350. 001.4640. 001.4940. 001. 5280. 0000. 000.0000. 000.0000. 000.0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 000

60、0. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 0000. 000. 00035. 00350. 020. 000. 000. 000. 000. 0035. 00345. 120. 000. 000. 000. 000. 0035. 00335. 110. 000. 000. 000. 000.0035. 00314. 020. 000. 000. 000. 00