滑坡治理工程設(shè)計計算書

1、設(shè)計計算書一、設(shè)計依據(jù)設(shè)計的依據(jù)是根據(jù)國家的行業(yè)標準規(guī)范進行：滑坡防治工程勘察規(guī)范(DZ/T0218-2006);滑坡防治工程設(shè)計與施工技術(shù)規(guī)范(DZ/T0219-2006);建筑邊坡工程技術(shù)規(guī)范(GB50330-2002)；巖土工程勘察規(guī)范(GB50021-2001)；建筑地基基礎(chǔ)設(shè)計規(guī)范(GB50007-2002)；工程測量規(guī)范(GB50026-93)；土工試驗方法標準(GB/T50123-1999)；工程巖體試驗方法標準(GB/T50266-99)；工程巖體分級標準(GB50218-94)；建筑抗震設(shè)計規(guī)范(GB50011-2001)；中國地質(zhì)動參數(shù)區(qū)劃圖(GB18306-2001)及修

2、改單；等。二、設(shè)計標準及參數(shù)1、暴雨頻率為上502、設(shè)計工況：自重+持續(xù)暴雨(50年一遇)+地震，設(shè)計標準：K=1.53、主要設(shè)計參數(shù)：各物理力學(xué)參數(shù)主要依據(jù)勘察報告，報告中未提及的依據(jù)上述各規(guī)范建議值:水溝粗糙系數(shù):n=0.025砂巖重度：25.6kN/m3，天然抗壓強度標準值為：49.03MPa，彈性模量 為 21.56Gpa；砂質(zhì)泥巖重度：27.0kN/ m3，天然抗壓強度標準值為：28.08MPa，彈性模量為 13.16Gpa。地震力加速度：0.2三、防治工程結(jié)構(gòu)設(shè)計計算（1）支擋位置處的下滑力計算坡體滑動變形主要發(fā)生在覆蓋層內(nèi)，為復(fù)雜土層圓弧滑動，采用Bishop條分 法分析邊坡穩(wěn)定

3、，剩余下滑力采用不平衡推力傳遞系數(shù)法。簡化Bishop計算公式為: 總應(yīng)力法計算公式: (Cb + Wtg )-1K =y %乙 W sin 0sin 0 - tgKm,0 = cos 0 +k1)有效應(yīng)力法計算公式(Cb + (W -U)tg)-1-mK =-a-乙Wsin0 + Dcos(a -0)式中:K整個滑體剩余下滑力計算的安全系數(shù);b單個土條的寬度（m）；W條塊重力（kN），浸潤線以上取重度，以下取飽和重度;C、6。一一條塊的重力線與通過此條塊底面中點半徑之間的夾角（度）;土的抗剪強度指標，采用總應(yīng)力法時，取總應(yīng)力指標，采用有效應(yīng)力法時，取有效應(yīng)力指標;U條塊所受到的浮力（kN）；

4、D條塊所受的滲透力（kN），據(jù)孔隙水壓力梯度場積分得出;a條塊的滲透力與水平線的夾角（度）;2）剩余下滑推力計算公式選擇P = P w + K T Rii-1S i1i其中，傳遞系數(shù) w = Cosa r a -我思.廣。）tanp干 I ，刀、i-1 ii-1ii下滑力T = W sina + A cosa抗滑力 R = (W(cosa. Asina ) + CLPj第i條塊推力（KN/m）Pi第i條塊的剩余下滑力（KN/m）Wj第i條塊的重量（KN）門吼一第i塊的粘聚力（KPa）及內(nèi)摩擦角（）Li第i條塊長度（m）氣一第i塊的滑面傾角（）A一地震加速度（重力加速度g）Ks設(shè)計安全系數(shù)樁前被

5、動土壓力根據(jù)滑坡防治工程設(shè)計與施工技術(shù)規(guī)范（DZ/T0219-2006） 7.2.4 節(jié)公式（15）計算：E = 2y x h2 x tan 2 （45 + / 2）式中：Ep被動土壓力（kN/m）；Y】、6分別為樁前巖土體的容重和內(nèi)摩擦角；h1抗滑樁受荷段長度（m）。經(jīng)計算，各個剖面支擋位置的推力見下表（工況三）：剖面編號支擋位置下滑 力（kN/m）極限平衡時的 推力（kN/m）樁前被動土壓 力（kN/m）支擋位置推力（kN/m）11,2892.52133.11363.1759.4331684.2751.51494.8932.7（2）抗滑樁計算A型抗滑樁樁計算：A型抗滑樁布置在1-1剖面與2

6、-2剖面之間，所受推力為759.4kN/m?？够瑒訕厄炈阌嬎沩椖浚嚎够瑯?原始條件:墻身尺寸：樁總長：15.000(m)嵌入深度：5.000(m)截面形狀：方樁樁寬：2.000(m)樁高：3.000(m)樁間距：6.000(m)嵌入段土層數(shù)：1樁底支承條件：鉸接計算方法：M法土層序號土層厚(m) 重度(kN/m3) 內(nèi)摩擦角(度)土摩阻力(kPa) M(MN/m4)被動土壓力調(diào)整系數(shù)20.00029.10042.60373.0080000.0001.000初始彈性系數(shù)A: 0.000(MN/m3)初始彈性系數(shù)A1: 0.000(MN/m3)樁前滑動土層厚：12.000(m)錨桿(索)參數(shù)：錨桿

7、道數(shù)：0錨桿號錨桿類型豎向間距水平剛度入射角 錨固體 水平預(yù)加筋漿強度(m )( MN/m )(度) 直徑(mm) 力(kN) fb(kPa)物理參數(shù):樁混凝土強度等級：C35樁縱筋合力點到外皮距離：80(mm)樁縱筋級別：HRB335樁箍筋級別：HRB335樁箍筋間距：200(mm)擋土墻類型：抗震區(qū)擋土墻墻后填土內(nèi)摩擦角：22.300(度)墻背與墻后填土摩擦角：17.500(度)墻后填土容重：20.600(kN/m3)橫坡角以上填土的土摩阻力(kPa): 120.00 橫坡角以下填土的土摩阻力(kPa): 120.00 地震烈度：設(shè)計烈度8度水上地震角：3.00水下地震角：5.00水平地震

8、系數(shù)：0.20重要性修正系數(shù)：1.00綜合影響系數(shù)：0.25坡線與滑坡推力：坡面線段數(shù)：3折線序號水平投影長(m)豎向投影長(m)43.00426.26619.2336.94616.8072.579地面橫坡角度：25.000(度)墻頂標高：0.000(m)參數(shù)名稱參數(shù)值推力分布類型梯形梯形荷載(q1/q2)0.500樁后剩余下滑力水平分力759.000(kN/m)樁后剩余抗滑力水平分力0.000(kN/m)鋼筋混凝土配筋計算依據(jù)：混凝土結(jié)構(gòu)設(shè)計規(guī)范GB 50010-2002注意：內(nèi)力計算時，滑坡推力、庫侖土壓力分項(安全)系數(shù)二1.000第1種情況：滑坡推力作用情況樁身所受推力計算假定荷載梯形

9、分布樁后：上部二303.600(kN/m)下部二607.200(kN/m)樁前：上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長度=10.000(m)(一)樁身內(nèi)力計算計算方法：m法背側(cè)為擋土側(cè)；面?zhèn)葹榉菗跬羵?cè)。背側(cè)最大彎矩=21821.316(kN-m)距離樁頂10.625(m)面?zhèn)茸畲髲澗?997.549(kN-m)距離樁頂13.750(m)最大剪力=11962.861(kN)距離樁頂11.563(m)最大位移二 6(mm)j- a.點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.000-0.000-0.000-6.350.00020.30

10、314.080-93.394-6.130.00030.60656.884-189.576-5.920.00040.909129.256-288.545-5.700.00051.212232.042-390.303-5.480.00061.515366.085-494.848-5.270.00071.818532.231-602.182-5.050.00082.121731.325-712.303-4.830.00092.424964.212-825.212-4.620.000102.7271231.735-940.909-4.400.000113.0301534.741-1059.394-4.

11、190.000123.3331874.074-1180.667-3.970.000133.6362250.579-1304.727-3.760.000143.9392665.100-1431.576-3.550.000154.2423118.482-1561.212-3.340.000164.5453611.570-1693.636-3.130.000174.8484145.210-1828.849-2.930.000185.1524720.246-1966.849-2.730.000195.4555337.521-2107.636-2.530.000205.7585997.882-2251.

12、212-2.330.000216.0616702.173-2397.576-2.140.000226.3647451.240-2546.727-1.950.000236.6678245.927-2698.667-1.770.000246.9709087.077-2853.394-1.590.000257.2739975.538-3010.909-1.420.000267.57610912.153-3171.212-1.260.000277.87911897.766-3334.303-1.100.000288.18212933.223-3500.182-0.950.000298.48514019

13、.371-3668.849-0.810.000308.78815157.050-3840.303-0.670.000319.09116347.106-4014.545-0.550.000329.39417590.391-4191.576-0.440.000339.69718887.738-4371.394-0.340.0003410.00020240.000-4554.000-0.250.0003510.31321663.125-2530.106-0.17-4317.6403610.62521821.3162069.940-0.11-5495.7933710.93820369.4126824.

14、890-0.06-4648.1003811.25017555.76010311.982-0.03-2791.0303911.56313924.42311962.861-0.01-730.8464011.87510078.97211837.9840.01997.2514112.1886525.68310372.5160.012129.0804212.5003596.1498144.8260.012623.3254312.8131435.1675702.1110.012587.7994413.12532.3293456.6300.012202.5614513.438-725.2271647.804

15、0.011656.2684613.750-997.549354.0330.001103.7784714.063-946.498-465.8930.00645.3984814.375-706.366-919.8170.00322.9744914.688-371.612-1130.1850.00125.8125015.0000.000-594.5800.000.000（二）樁身配筋計算點號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.000141301200050220.303120001413050230.606120001413050240.90912000141305

16、0251.212120001413050261.515120001413050271.818120001413050282.121120001413050292.4241200014130502102.7271200014130502113.0301200014130502123.3331200014130502133.6361200014130502143.9391200014130502154.2421200014130502164.5451200014130502174.8481200014130502185.1521200014130502195.4551200014130502205

17、.7581200014130502216.0611200014130502226.3641200014130502236.6671200014130502246.9701200014130502257.2731200014130502267.5761200014130502277.8791200014130502288.1821200015108502298.4851200016362502308.7881200017681502319.0911200019067502329.3941200020521502339.69712000220455023410.000120002364250235

18、10.31312000253325023610.62512000255205023710.93812000237965023811.25012000204807113911.563120001625210134011.87512000141309904112.18812000141307224212.50012000141305024312.81312000141305024413.12512000141305024513.43814130120005024613.75014130120005024714.06314130120005024814.37514130120005024914.68

19、814130120005025015.0001413012000502第2種情況：庫侖土壓力(一般情況)土壓力計算計算高度為10.000(m)處的庫侖主動土壓力第1破裂角：50.000(度)Ea=1371.311 Ex=1307.842 Ey=412.361(kN)作用點高度Zy=3.334(m)(一)樁身內(nèi)力計算計算方法：m法背側(cè)為擋土側(cè)；面?zhèn)葹榉菗跬羵?cè)。背側(cè)最大彎矩二29398.193(kN-m)距離樁頂10.625(m)面?zhèn)茸畲髲澗囟?321.524(kN-m)距離樁頂13.750(m)大剪力二 16158.188(kN)距離樁頂11.875(m)大JH 1=1.點號位移二 8(mm)

20、距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.000-0.000-0.000-7.750.00020.3030.728-7.207-7.500.00030.6065.824-28.828-7.250.00040.90919.655-64.863-7.000.00051.21246.591-115.311-6.740.00061.51590.997-180.174-6.490.00071.818157.243-259.451-6.240.00082.121249.696-353.141-5.990.00092.424372.724-461.246-5.740.000

21、102.727530.695-583.764-5.480.000113.030727.976-720.696-5.230.000123.333968.937-872.043-4.980.000133.6361257.943-1037.803-4.730.000143.9391599.364-1217.977-4.480.000154.2421997.567-1412.565-4.230.000164.5452456.919-1621.567-3.990.000174.8482981.791-1844.983-3.740.000185.1523576.547-2082.813-3.500.000

22、195.4554245.557-2335.056-3.260.000205.7584993.188-2601.714-3.020.000216.0615823.809-2882.785-2.780.000226.3646741.787-3178.271-2.550.000236.6677751.490-3488.170-2.320.000246.9708857.285-3812.483-2.100.000257.27310063.542-4151.210-1.890.000267.57611374.628-4504.352-1.680.000277.87912794.907-4871.907-

23、1.470.000288.18214328.752-5253.875-1.280.000298.48515980.533-5650.259-1.100.000308.78817754.609-6061.056-0.920.000319.09119655.352-6486.266-0.760.000329.39421687.139-6925.892-0.610.000339.69723854.320-7379.930-0.470.0003410.00026161.047-7846.131-0.350.0003510.31328663.576-5219.925-0.24-6120.8473610.

24、62529398.1931346.375-0.16-7887.2593710.93827822.0928230.249-0.09-6798.3393811.25024254.28713408.350-0.04-4248.2753911.56319441.87316037.677-0.01-1360.9564011.87514230.74016158.1880.011103.8644112.1889343.00514347.5560.022758.8184212.5005263.51811400.5390.023528.1504312.8132217.6688083.2730.023548.68

25、34413.125211.4724983.5900.013063.9764513.438-897.0752452.7930.012335.0584613.750-1321.524617.7300.011579.7434748495014.06314.37514.68815.000-1283.156-968.876-512.8740.000-564.236-1232.453-1550.201-820.5980.00941.7850.00483.7420.00194.1220.000.000（二）樁身配筋計算JH 1=1.點號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.0

26、00141301200050220.303120001413050230.606120001413050240.909120001413050251.212120001413050261.515120001413050271.818120001413050282.121120001413050292.4241200014130502102.7271200014130502113.0301200014130502123.3331200014130502133.6361200014130502143.9391200014130502154.2421200014130502164.545120001

27、4130502174.8481200014130502185.1521200014130502195.4551200014130502205.7581200014130502216.0611200014130502226.3641200014130502236.6671200014130502246.9701200014130502257.2731200014130502267.5761200014130502277.8791200014948502288.1821200016720502298.4851200018639502308.7881200020713502319.091120002

28、2951502329.3941200025360502339.69712000279515023410.00012000307335023510.31312000337795023610.62512000346795023710.93812000327515023811.250120002843212773911.563120002269917574011.875120001660717794112.188120001413014484212.50012000141309104312.81312000141305024413.12512000141305024513.4381413012000

29、5024613.75014130120005024714.06314130120005024814.37514130120005024914.68814130120005025015.0001200014130502第3種情況：庫侖土壓力(地震情況)土壓力計算計算高度為10.000(m)處的庫侖主動土壓力第1破裂角：50.000(度)Ea=1596.501 Ex=1522.610 Ey=480.077(kN)作用點高度Zy=3.334(m)(一)樁身內(nèi)力計算計算方法：m法背側(cè)為擋土側(cè)；面?zhèn)葹榉菗跬羵?cè)。背側(cè)最大彎矩二34225.820(kN-m)距離樁頂10.625(m)面?zhèn)茸畲髲澗囟?538.

30、538(kN-m)距離樁頂13.750(m)最 大剪力二18811.605(kN)距離樁頂11.875(m)最大位移=9(mm)點號 距頂距離 彎矩 剪力 位移 土反力(m) (kN-m) (kN)(mm) (kPa)10.0000.0000.000-9.030.00020.3030.848-8.390-8.730.00030.6066.780-33.562-8.440.00040.90922.883-75.514-8.140.00051.21254.241-134.247-7.850.00061.515105.940-209.761-7.560.00071.818183.065-302.05

31、7-7.260.00082.121290.700-411.132-6.970.00092.424433.931-536.989-6.680.000102.727617.843-679.627-6.380.000113.030847.521-839.046-6.090.000123.3331128.051-1015.245-5.800.000133.6361464.516-1208.226-5.510.000143.9391862.003-1417.987-5.220.000154.2422325.598-1644.530-4.930.000164.5452860.383-1887.852-4.

32、640.000174.8483471.446-2147.957-4.360.000185.1524163.871-2424.842-4.070.000195.4554942.741-2718.508-3.790.000205.7585813.146-3028.955-3.510.000216.0616780.166-3356.182-3.240.000226.3647848.890-3700.191-2.970.000236.6679024.402-4060.980-2.710.000246.97010311.785-4438.551-2.450.000257.27311716.128-483

33、2.902-2.200.000267.57613242.514-5244.035-1.950.000277.87914896.024-5671.947-1.720.000288.18216681.750-6116.641-1.490.000298.48518604.777-6578.117-1.280.000308.78820670.184-7056.373-1.070.000319.09122883.059-7551.409-0.880.000329.39425248.494-8063.228-0.710.000339.69727771.561-8591.826-0.550.0003410.

34、00030457.086-9134.584-0.410.0003510.31333370.566-6077.115-0.29-7125.9833610.62534225.8201567.470-0.18-9182.4663710.93832390.8989581.780-0.11-7914.7303811.25028237.20915610.203-0.05-4945.9063911.56322634.52118671.305-0.01-1584.4454011.87516567.64318811.6050.011285.1354112.18810877.26816703.6410.02321

35、1.8584212.5006127.86713272.6800.024107.5254312.8132581.8439410.6690.024131.4314413.125246.1995801.9710.013567.1274513.438-1044.3892855.5790.012718.5104613.750-1538.538719.1710.011839.1614714.063-1493.870-656.8930.001096.4414814.375-1127.980-1434.8400.00563.1804914.688-597.095-1804.7680.00225.9995015

36、.0000.000-955.3520.000.000（二）樁身配筋計算JH 1=1.點號距頂距離；面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.000120001413050220.303120001413050230.606120001413050240.909120001413050251.212120001413050261.515120001413050271.818120001413050282.121120001413050292.4241200014130502102.7271200014130502113.0301200014130502123.33312000

376361200014130502143.9391200014130502154.2421200014130502164.5451200014130502174.8481200014130502185.1521200014130502195.4551200014130502205.7581200014130502216.0611200014130502226.3641200014130502236.6671200014130502246.9701200014130502257.2731200014130502267.5761200015464502277.87912000

381821200019457502298.4851200021712502308.7881200024152502319.0911200026787502329.3941200029629502339.69712000326905023410.00012000359825023510.31312000395945023610.62512000406635023710.93812000383755783811.250120003325816793911.563120002649022384011.875120001932422644112.18812000141301879

39、4212.500120001413012524312.81312000141305474413.12512000141305024513.43814130120005024613.75014130120005024714.06314130120005024814.37514130120005024914.68814130120005025015.0001413012000502B型抗滑樁布置在1-1剖面與3-3剖面之間，所受推力為932.4kN/m?？够瑒訕厄炈阌嬎沩椖浚嚎够瑯?原始條件：墻身尺寸：樁總長：18.000(m)嵌入深度：6.000(m)截面形狀：方樁樁寬：2.000(m)樁高：3

40、.000(m)樁間距：6.000(m)嵌入段土層數(shù)：1樁底支承條件：鉸接計算方法：M法土層序號土層厚(m) 重度(kN/m3)內(nèi)摩擦角(度)土摩阻力(kPa) M(MN/m4)被動土壓力調(diào)整系數(shù)120.00029.10035.00120.0080000.0001.000初始彈性系數(shù)A: 0.000(MN/m3)初始彈性系數(shù)A1: 0.000(MN/m3)樁前滑動土層厚：12.000(m)錨桿(索)參數(shù)：錨桿道數(shù)：0豎向間距水平剛度入射角錨固體錨桿號錨桿類型 水平預(yù)加筋漿強度(kN) fb(kPa)(MN/m )(度) 直徑(mm) 力物理參數(shù)：樁混凝土強度等級:樁縱筋合力點到外皮距離：80(m

41、m)樁縱筋級別樁箍筋級別樁箍筋間距擋土墻類型C35HRB335HPB235 200(mm)抗震區(qū)擋土墻墻后填土內(nèi)摩擦角：25.300(度)墻背與墻后填土摩擦角：17.500(度)墻后填土容重：20.600(kN/m3)橫坡角以上填土的土摩阻力(kPa): 120.00橫坡角以下填土的土摩阻力(kPa): 120.00地震烈度：設(shè)計烈度8度 水上地震角：3.00 水下地震角：5.00 水平地震系數(shù)：0.20重要性修正系數(shù)：1.00 綜合影響系數(shù)：0.25坡線與滑坡推力:坡面線段數(shù)：折線序號1233水平投影長(m)46.0042.7727.042豎向投影長(m)28.0140.10210.109地

42、面橫坡角度：38.000(度) 墻頂標高：0.000(m)參數(shù)值參數(shù)名稱推力分布類型矩形樁后剩余下滑力水平分力932.000(kN/m)樁后剩余抗滑力水平分力0.000(kN/m)采用土壓力計算時考慮了樁前覆土產(chǎn)生的被動土壓力覆土重度(kN/m3): 20.600覆土內(nèi)摩擦角(度)：22.300覆土粘聚力(kPa): 17.900覆土被動土壓力調(diào)整系數(shù)：0.500鋼筋混凝土配筋計算依據(jù)：混凝土結(jié)構(gòu)設(shè)計規(guī)范GB 50010-2002注意：內(nèi)力計算時，滑坡推力、庫侖土壓力分項(安全)系數(shù)二1.000第1種情況：滑坡推力作用情況樁身所受推力計算假定荷載矩形分布：樁后：上部二466.000(kN/m)

43、下部二466.000(kN/m)樁前：上部=0.000(kN/m)下部=0.000(kN/m)樁前分布長度=12.000(m)(一)樁身內(nèi)力計算計算方法：m法背側(cè)為擋土側(cè)；面?zhèn)葹榉菗跬羵?cè)。背側(cè)最大彎矩=35649.000(kN-m)距離樁頂12.375(m)面?zhèn)茸畲髲澗?1605.234(kN-m)距離樁頂15.750(m)最大剪力二 19032.000(kN)距離樁頂13.500(m)最大位移二 14(mm)點號距頂距離彎矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.000-0.000-0.000-14.120.00020.36430.810-169.455-13.620

44、.00030.727123.240-338.909-13.120.00041.091277.289-508.364-12.620.00051.455492.959-677.818-12.110.00061.818770.248-847.273-11.610.00072.1821109.157-1016.727-11.110.00082.5451509.686-1186.182-10.610.00092.9091971.835-1355.636-10.110.000103.2732495.604-1525.091-9.620.000113.6363080.992-1694.545-9.120.0

45、00124.0003728.000-1864.000-8.630.000134.3644436.628-2033.455-8.150.000144.7275206.876-2202.909-7.660.000155.0916038.743-2372.364-7.180.000165.4556932.231-2541.818-6.710.000175.8187887.339-2711.273-6.250.000186.1828904.066-2880.727-5.790.000196.5459982.414-3050.182-5.340.000206.90911122.380-3219.636-

46、4.890.000217.27312323.967-3389.091-4.460.000227.63613587.175-3558.545-4.040.000238.00014911.999-3728.000-3.640.000248.36416298.448-3897.455-3.240.000258.72717746.514-4066.909-2.870.000269.09119256.197-4236.363-2.510.000279.45520827.506-4405.818-2.160.000289.81822460.430-4575.272-1.840.0002910.182241

47、54.973-4744.727-1.540.0003010.54525911.143-4914.182-1.260.0003110.90927728.926-5083.636-1.000.0003211.27329608.334-5253.091-0.770.0003311.63631549.355-5422.545-0.570.0003412.00033552.000-5592.000-0.390.0003512.37535649.000-1401.914-0.25-7449.0423612.75034603.4347426.895-0.14-8246.6173713.12530078.82

48、815120.301-0.06-5430.5483813.50023263.20919032.000-0.01-1523.5833913.87515804.82718878.7030.011796.1104014.2509104.18115758.3420.023751.1984114.6253986.07111237.0890.024286.5874215.000676.3646702.1710.023775.4894315.375-1040.5583042.1310.012731.2494415.750-1605.234604.3320.011602.6164516.125-1493.80

49、7-677.4990.00676.1944616.500-1097.110-1096.5100.0068.7164716.875-671.424-1007.111-0.00-227.6474817.250-341.777-719.279-0.00-284.0554917.625-131.965-455.702-0.00-184.5255018.0000.000-175.9530.000.000（二）樁身配筋計算JH 1=1.點號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.000141301200071820.364120001413071830.72712000141

50、3071841.091120001413071851.455120001413071861.818120001413071872.182120001413071882.545120001413071892.9091200014130718103.2731200014130718113.6361200014130718124.0001200014130718134.3641200014130718144.7271200014130718155.0911200014130718165.4551200014130718175.8181200014130718186.18212000141307181

51、96.5451200014130718206.9091200014130718217.2731200014406718227.6361200015862718238.0001200017396718248.3641200019010718258.7271200020704718269.0911200022480718279.4551200024339718289.81812000262827182910.18212000283127183010.54512000304307183110.90912000326387183211.27312000349377183311.636120003733

52、17183412.00012000398217183512.37512000424507183612.75012000411367183713.125120003551622713813.500120002724232913913.875120001843432514014.250120001413024374114.625120001413012574215.00012000141307184315.37514130120007184415.75014130120007184516.12514130120007184616.50014130120007184716.8751413012000

53、7184817.25014130120007184917.62514130120007185018.0001200014130718第2種情況：庫侖土壓力(一般情況)土壓力計算計算高度為12.000(m)處的庫侖主動土壓力第1破裂角：50.559(度)Ea=1658.432 Ex=1581.675 Ey=498.700(kN)作用點高度Zy=4.080(m)(一)樁身內(nèi)力計算計算方法：m法背側(cè)為擋土側(cè)；面?zhèn)葹榉菗跬羵?cè)。背側(cè)最大彎矩二42277.332(kN-m)距離樁頂12.375(m) 面?zhèn)茸畲髲澗囟?903.586(kN-m)距離樁頂15.750(m) 最大剪力二22984.965(kN)

54、 距離樁頂13.875(m) 最大位移=15(mm)JH 1=1.點號距頂距離(m)； 彎矩(kN-m)剪力(kN)位移(mm)土反力(kPa)10.000-0.000-0.000-14.740.00020.3641.082-8.927-14.250.00030.7278.657-35.709-13.760.00041.09129.216-80.344-13.270.00051.45569.253-142.834-12.780.00061.818135.260-223.179-12.290.00072.182233.729-321.377-11.790.00082.545371.153-437

55、.430-11.300.00092.909554.024-571.337-10.810.000103.273788.835-723.098-10.320.000113.6361082.078-892.714-9.830.000124.0001440.245-1080.184-9.340.000134.3641869.830-1285.508-8.860.000144.7272377.325-1508.687-8.370.000155.0912969.221-1749.719-7.890.000165.4553652.012-2008.606-7.410.000175.8184432.190-2

56、285.348-6.930.000186.1825316.248-2579.944-6.460.000196.5456310.678-2892.394-5.990.000206.9097421.970-3222.698-5.530.000217.2738656.621-3570.856-5.070.000227.63610021.121-3936.869-4.630.000238.00011521.962-4320.735-4.190.000248.36413165.640-4722.458-3.760.000258.72714958.641-5142.032-3.350.000269.091

57、16907.461-5579.462-2.950.000279.45519018.598-6034.747-2.560.000289.81821298.533-6507.885-2.190.0002910.18223753.000-6992.575-1.850.0003010.54526384.656-7482.321-1.520.0003110.90929195.277-7976.921-1.220.0003211.27332186.645-8476.378-0.950.0003311.63635360.508-8980.689-0.700.0003412.00038718.637-9489

58、.856-0.490.0003512.37542277.332-4172.147-0.32-9453.7043612.75041847.7467137.446-0.18-10652.2393713.12536924.25017215.969-0.08-7265.1353813.50028935.77122654.938-0.02-2404.1463913.87519933.04522984.9650.011817.4304014.25011697.04719495.6720.024385.7594114.6255311.29114110.4860.025187.9054215.0001114.

59、1828571.6320.024658.9484315.375-1117.4334023.6910.013426.2814415.750-1903.586942.6410.012051.1424516.125-1824.414-717.8370.00900.8194616.500-1365.208-1299.3650.00133.0094716.875-849.890-1232.527-0.00-251.8324817.250-440.813-901.824-0.00-336.0864917.625-173.522-587.750-0.00-222.2675018.0000.000-231.3

60、630.000.000（二）樁身配筋計算JH 1=1.點號距頂距離面?zhèn)瓤v筋背側(cè)縱筋箍筋(m)(mm2)(mm2)(mm2)10.000141301200071820.364120001413071830.727120001413071841.091120001413071851.455120001413071861.818120001413071872.182120001413071882.545120001413071892.9091200014130718103.2731200014130718113.6361200014130718124.0001200014130718134.3641