道路專業(yè)設計計算書-K0+600堆載預壓+塑料排水板十一涌西路

萬頃沙區(qū)塊企業(yè)配套道路項目道路專業(yè)設計計算書計算內容：K0+600堆載預壓+塑料排水板(十一涌西路）計算書編號：02一、K0+600堆載預壓+塑料排水板1、概述十一涌西路南起利東橫一路，北至萬泰路，全長805.576m，紅線寬15m，項目場地內地勢平坦，場地內廣泛分布素填土層<1>、淤泥質土<2-1A>、<2-1B>、粉細砂<2-2>、）粉細砂<3-1>，軟土埋深較深，擬采用堆載預壓+塑料排水板。軟基處理標準道路等級快速路、主干路次干路、支路允許工后變形量≤0.30m≤0.50m經計算，水泥攪拌樁處理的工后沉降為0.005m〈0.5m，穩(wěn)定性系數(shù)為2.111＞1.2，滿足設計要求。2、計算模型及結果理正軟土地基路堤設計軟件計算項目：簡單軟土地基路基設計1計算時間：2021-12-3122:36:26星期五============================================================================原始條件:計算目標:計算沉降、承載力和穩(wěn)定路堤設計高度:3.200(m)路堤設計頂寬:15.000(m)路堤邊坡坡度:1:1.5工后沉降基準期結束時間:120(月)荷載施加級數(shù):2序號起始時間(月)終止時間(月) 填土高度(m)是否作穩(wěn)定計算10.0002.0003.200是22.0008.0000.000是路堤土層數(shù):2超載個數(shù):1層號層厚度(m)重度(kN/m3)內聚力(kPa)內摩擦角(度)12.40018.00017.00030.00020.60024.00017.00030.000超載號定位距離(m)分布寬度(m)超載值(kPa)沉降計算是否考慮穩(wěn)定計算是否考慮13.50010.00012.963否否地基土層數(shù):5地下水埋深:0.600(m)層號土層厚度重度飽和重度地基承載力快剪C快剪Φ固結快剪豎向固結系水平固結系排水層(m)(kN/m3)(kN/m3)(kPa)(kPa)(度)Φ(度)數(shù)(cm2/s)數(shù)(cm2/s)13.30017.00018.00070.00015.0005.50010.0000.001500.00150否216.30018.50018.50060.0008.0005.00015.0000.001500.00150否31.50019.50020.00080.0009.1008.50015.0000.001500.00150否42.70018.50018.50080.0009.6007.60015.0000.001500.00150否510.00019.30019.300120.0000.00020.00015.0000.001500.00150否層號e(0)e(50)10.7210.676層號e(0)e(50)e(100)e(200)e(400)21.5231.3151.2201.1010.965層號e(50)e(100)e(200)e(400)30.6000.5000.4300.400層號e(0)e(50)e(100)e(200)e(400)41.4191.3261.2801.1901.05450.6840.6400.6040.5620.500砂墊層砂墊層厚度:0.500(m)砂墊層的重度:20.000(kN/m3)砂墊層的C:0.000(kPa)砂墊層的Φ:32.000(度)加筋處置筋帶計算方法:筋帶力作用于切向方向筋帶層數(shù):1序號離地高度(m)設計拉力(kN)與土粘結強度(kPa)橫向布置方式起始位置(m)結束位置(m)寬度(m)10.00050.00020.000通長布置---------豎向排水體預壓排水體布置形式:等邊三角形豎向排水體間距:1.200(m)豎向排水體的長度:24.400(m)豎向排水體直徑:0.066(m)豎向排水體不考慮井阻承載力計算參數(shù): 承載力驗算公式:p≤γR[fa] 驗算點距離中線距離:0.000(m) 承載力抗力系數(shù)γR:1.00 承載力修正公式:[fa]=[fa0]+γ2(h-h0) 基準深度h0:0.000(m)固結度計算參數(shù):地基土層底面:不是排水層固結度計算采用方法:微分方程數(shù)值解法多級加荷固結度修正時的荷載增量定義為“填土高*容重”填土-時間-固結度輸出位置距離中線距離:0.000(m)填土-時間-固結度輸出位置深度:0.000(m)沉降計算參數(shù):地基總沉降計算方法:經驗系數(shù)法主固結沉降計算方法:e-p曲線法沉降計算不考慮超載沉降修正系數(shù):1.200沉降計算的分層厚度:0.500(m)分層沉降輸出點距中線距離:0.000(m)壓縮層厚度判斷應力比=15.000%基底壓力計算方法:按多層土實際容重計算計算時考慮彌補地基沉降引起的路堤增高量工后基準期起算時間:最后一級加載(路面施工)結束時穩(wěn)定計算參數(shù):穩(wěn)定計算方法:有效固結應力法穩(wěn)定計算不考慮超載穩(wěn)定計算不考慮地震力穩(wěn)定計算目標:自動搜索最危險滑裂面條分法的土條寬度:1.000(m)搜索時的圓心步長:1.000(m)搜索時的半徑步長:0.500(m)============================================================================(一)各級加荷的沉降計算第1級加荷，從0.0~2.0月加載開始時，路基計算高度=0.000(m)，沉降=0.000(m)加載結束時，路基計算高度=3.862(m)，沉降=0.662(m)第2級加荷，從2.0~8.0月加載開始時，路基計算高度=3.862(m)，沉降=0.662(m)加載結束時，路基計算高度=4.226(m)，沉降=1.026(m)============================================================================(二)路面竣工時及以后的沉降計算基準期開始時刻:最后一級加載(路面施工)結束時刻考慮沉降影響后，路堤的實際計算高度為=4.226(m)路面竣工時,地基沉降=1.026(m)路面竣工后,基準期內的殘余沉降=0.005(m)基準期結束時,地基沉降=1.031(m)最終地基總沉降=1.200*0.883=1.059(m)路面竣工時,路基橫斷面各點的沉降(中線為原點)坐標當時沉降兩點間沉降與路堤中心(m)(m)差(m)沉降差(m)-19.4600.0000.0001.026-18.0700.0000.0001.026-16.6800.0000.0001.026-15.2900.0000.0001.026-13.9000.3520.3520.674-12.5100.4780.1260.548-11.1200.6010.1230.425-9.7300.7200.1200.306-8.3400.8260.1060.200-6.9500.9060.0800.120-5.5600.9550.0490.071-4.1700.9880.0330.038-2.7801.0100.0220.016-1.3901.0220.0120.0040.0001.0260.0040.0001.3901.022-0.0040.0042.7801.010-0.0120.0164.1700.988-0.0220.0385.5600.955-0.0330.0716.9500.906-0.0490.1208.3400.826-0.0800.2009.7300.720-0.1060.30611.1200.601-0.1200.42512.5100.478-0.1230.54813.9000.352-0.1260.67415.2900.000-0.3521.02616.6800.0000.0001.02618.0700.0000.0001.02619.4600.0000.0001.026路堤竣工時，由于地基沉降引起路堤填筑面積增量:(1)由各點計算沉降梯形積分方法得ΔV=22.781(m2)(2)按照《鐵路路基手冊》方法得Δs=1.026(m)ΔV=19.017(m2)按照《鐵路路基手冊》方法，路堤頂面單側加寬量:ΔW=0.033~0.040(m)基準期結束時,路基橫斷面各點的沉降(中線為原點)坐標當時沉降兩點間沉降與路堤中心(m)(m)差(m)沉降差(m)-19.4600.0000.0001.031-18.0700.0000.0001.031-16.6800.0000.0001.031-15.2900.0000.0001.031-13.9000.3520.3520.679-12.5100.4790.1260.553-11.1200.6020.1230.430-9.7300.7220.1200.309-8.3400.8290.1070.202-6.9500.9100.0810.121-5.5600.9600.0500.072-4.1700.9930.0330.038-2.7801.0150.0220.016-1.3901.0270.0120.0040.0001.0310.0040.0001.3901.027-0.0040.0042.7801.015-0.0120.0164.1700.993-0.0220.0385.5600.960-0.0330.0726.9500.910-0.0500.1218.3400.829-0.0810.2029.7300.722-0.1070.30911.1200.602-0.1200.43012.5100.479-0.1230.55313.9000.352-0.1260.67915.2900.000-0.3521.03116.6800.0000.0001.03118.0700.0000.0001.03119.4600.0000.0001.031路基橫斷面各點的最終沉降(中線為原點)坐標當時沉降兩點間沉降與路堤中心(m)(m)差(m)沉降差(m)-19.4600.0000.0001.059-18.0700.0000.0001.059-16.6800.0000.0001.059-15.2900.0000.0001.059-13.9000.3520.3520.707-12.5100.4790.1260.581-11.1200.6020.1230.458-9.7300.7250.1240.334-8.3400.8390.1140.220-6.9500.9240.0850.135-5.5600.9780.0540.081-4.1701.0160.0380.043-2.7801.0430.0270.017-1.3901.0550.0130.0040.0001.0590.0040.0001.3901.055-0.0040.0042.7801.043-0.0130.0174.1701.016-0.0270.0435.5600.978-0.0380.0816.9500.924-0.0540.1358.3400.839-0.0850.2209.7300.725-0.1140.33411.1200.602-0.1240.45812.5100.479-0.1230.58113.9000.352-0.1260.70715.2900.000-0.3521.05916.6800.000-0.0001.05918.0700.000-0.0001.05919.4600.000-0.0001.059路面竣工時,距路基中線0.000(m)處各層的沉降層底深層厚自重應力(kPa)附加應力全應力(kPa)固結度層最終層當前分層主固層累計主壓縮模沉降經(m)(m)(孔隙比)(kPa)(孔隙比)沉降mSc(m)沉降(m)結沉降(m)固結沉降(m)量(MPa)驗系數(shù)0.5000.5004.3(0.717)81.986.1(0.643)0.99990.02570.02570.02150.02151.911.400(1.100)1.0000.50011.4(0.711)81.993.3(0.637)0.99970.02580.02580.02150.04301.901.400(1.100)1.5000.50015.4(0.707)81.897.2(0.634)0.99940.02590.02590.02160.06451.901.400(1.100)2.0000.50019.4(0.704)81.7101.1(0.630)0.99920.02590.02590.02160.08611.891.400(1.100)2.5000.50023.4(0.700)81.5104.9(0.627)0.99900.02590.02590.02160.10771.891.400(1.100)3.0000.50027.4(0.696)81.2108.6(0.623)0.99870.02580.02580.02150.12921.881.400(1.100)3.3000.30030.6(0.693)80.9111.5(0.621)0.99860.01550.01550.01290.14211.881.400(1.100)3.8000.50033.9(1.382)80.5114.4(1.203)0.99840.04510.04500.03760.17971.071.400(1.100)4.3000.50038.2(1.364)79.9118.1(1.198)0.99840.04210.04200.03510.21481.141.400(1.100)4.8000.50042.4(1.347)79.3121.7(1.194)0.99830.03890.03890.03250.24721.221.400(1.100)5.3000.50046.7(1.329)78.5125.2(1.190)0.99830.03580.03570.02980.27701.321.400(1.100)5.8000.50050.9(1.313)77.6128.6(1.186)0.99820.03300.03290.02750.30451.411.400(1.100)6.3000.50055.2(1.305)76.7131.9(1.182)0.99810.03200.03200.02670.33121.441.400(1.100)6.8000.50059.4(1.297)75.7135.1(1.178)0.99810.03100.03100.02590.35711.461.400(1.100)7.3000.50063.7(1.289)74.6138.3(1.174)0.99810.03000.03000.02500.38211.491.400(1.100)7.8000.50067.9(1.281)73.5141.4(1.171)0.99810.02900.02890.02420.40631.521.400(1.100)8.3000.50072.2(1.273)72.3144.5(1.167)0.99800.02790.02790.02330.42951.551.400(1.100)8.8000.50076.4(1.265)71.1147.5(1.163)0.99800.02690.02680.02240.45191.591.400(1.100)9.3000.50080.7(1.257)69.9150.6(1.160)0.99800.02580.02570.02150.47341.631.400(1.100)9.8000.50084.9(1.249)68.7153.6(1.156)0.99800.02470.02460.02060.49391.671.400(1.100)10.3000.50089.2(1.241)67.4156.6(1.153)0.99800.02360.02350.01960.51361.721.400(1.100)10.8000.50093.4(1.232)66.2159.6(1.149)0.99800.02240.02240.01870.53231.771.400(1.100)11.3000.50097.7(1.224)65.0162.7(1.145)0.99800.02130.02130.01780.55001.831.400(1.100)11.8000.500101.9(1.218)63.8165.7(1.142)0.99800.02050.02050.01710.56711.861.400(1.100)12.3000.500106.2(1.213)62.6168.7(1.138)0.99800.02020.02020.01680.58391.861.400(1.100)12.8000.500110.4(1.208)61.4171.8(1.135)0.99800.01990.01980.01650.60051.861.400(1.100)13.3000.500114.7(1.203)60.2174.9(1.131)0.99800.01950.01950.01630.61681.851.400(1.100)13.8000.500118.9(1.197)59.1178.0(1.127)0.99800.01920.01920.01600.63281.851.400(1.100)14.3000.500123.2(1.192)57.9181.1(1.123)0.99800.01890.01880.01570.64851.841.400(1.100)14.8000.500127.4(1.187)56.8184.3(1.120)0.99800.01860.01850.01550.66391.841.400(1.100)15.3000.500131.7(1.182)55.8187.4(1.116)0.99800.01820.01820.01520.67911.831.400(1.100)15.8000.500135.9(1.177)54.7190.6(1.112)0.99800.01790.01790.01490.69411.831.400(1.100)16.3000.500140.2(1.172)53.7193.9(1.108)0.99800.01760.01760.01470.70881.831.400(1.100)16.8000.500144.4(1.167)52.7197.1(1.104)0.99800.01740.01730.01450.72331.821.400(1.100)17.3000.500148.7(1.162)51.7200.4(1.101)0.99800.01700.01700.01420.73741.821.400(1.100)17.8000.500152.9(1.157)50.7203.7(1.099)0.99800.01630.01620.01360.75101.871.400(1.100)18.3000.500157.2(1.152)49.8207.0(1.096)0.99800.01550.01550.01290.76391.921.400(1.100)18.8000.500161.4(1.147)48.9210.3(1.094)0.99800.01480.01480.01230.77631.981.400(1.100)19.3000.500165.7(1.142)48.0213.7(1.092)0.99800.01410.01400.01170.78802.051.400(1.100)19.6000.300169.1(1.138)47.3216.4(1.090)0.99800.00810.00810.00670.79472.111.400(1.100)20.1000.500172.8(0.449)46.7219.5(0.427)0.99800.00910.00910.00760.80233.081.361(1.061)20.6000.500177.8(0.446)45.9223.7(0.426)0.99800.00790.00790.00660.80893.481.335(1.035)21.1000.500182.8(0.442)45.1227.9(0.426)0.99800.00670.00670.00560.81454.011.299(0.999)21.6000.500187.5(1.201)44.3231.8(1.168)0.99800.00900.00890.00750.82202.971.369(1.069)22.1000.500191.7(1.197)43.5235.3(1.166)0.99800.00860.00860.00720.82913.041.364(1.064)22.6000.500196.0(1.194)42.8238.8(1.164)0.99800.00820.00820.00680.83593.131.358(1.058)23.1000.500200.2(1.190)42.1242.3(1.161)0.99800.00780.00780.00650.84253.221.352(1.052)23.6000.500204.5(1.187)41.4245.9(1.159)0.99800.00770.00770.00640.84893.221.352(1.052)23.8000.200207.4(1.185)40.9248.4(1.157)0.99800.00310.00310.00250.85153.211.352(1.052)24.3000.500210.6(0.559)40.5251.1(0.546)0.99800.00480.00480.00400.85555.031.197(0.897)24.4000.100213.4(0.558)40.1253.5(0.545)0.99800.00100.00100.00080.85635.031.197(0.897)24.9000.500216.2(0.557)39.7255.9(0.545)0.00000.00470.00000.00400.86025.021.198(0.898)25.4000.500220.9(0.556)39.1259.9(0.543)0.00000.00470.00000.00390.86415.021.198(0.898)25.9000.500225.5(0.554)38.5264.0(0.542)0.00000.00460.00000.00380.86805.011.199(0.899)26.4000.500230.2(0.553)37.9268.0(0.541)0.00000.00450.00000.00380.87185.011.199(0.899)26.9000.500234.8(0.551)37.3272.1(0.540)0.00000.00450.00000.00370.87555.001.200(0.900)27.4000.500239.5(0.550)36.7276.2(0.538)0.00000.00440.00000.00370.87925.001.200(0.900)27.9000.500244.1(0.548)36.2280.3(0.537)0.00000.00430.00000.00360.88284.991.201(0.901)最下面分層附加應力與自重應力之比=14.828%<=15.000%壓縮模量當量值=1.877Mpa,按地基規(guī)范GB50007-2002表5.3.5的沉降計算經驗系數(shù)=1.400(1.100)============================================================================(三)填土--時間--沉降曲線輸出位置，相對于路堤中線0(m)（即X=13.900(m)）時間(月)設計填土高度實際填土高度當時沉降(m)(m)(m)0.000.0000.0000.0000.200.3200.3860.0090.400.6400.7720.0320.600.9601.1590.0620.801.2801.5450.1051.001.6001.9310.1611.201.9202.3170.2311.402.2402.7030.3131.602.5603.0900.4171.802.8803.4760.5342.003.2003.8620.6622.603.2003.8980.7913.203.2003.9350.8703.803.2003.9710.9194.403.2004.0080.9515.003.2004.0440.9725.603.2004.0800.9886.203.2004.1171.0006.803.2004.1531.0107.403.2004.1891.0188.003.2004.2261.02620.003.2004.2261.02832.003.2004.2261.02844.003.2004.2261.02856.003.2004.2261.02868.003.2004.2261.02880.003.2004.2261.02892.003.2004.2261.028104.003.2004.2261.031116.003.2004.2261.031128.003.2004.2261.031============================================================================(四)填土--時間--固結度曲線輸出位置，相對于路堤中線0.000(m)（即X=13.900(m)）輸出深度為0.000(m)時間(月)設計填土高度固結度(m)0.000.0000.0000.200.3200.1000.400.6400.2000.600.9600.3000.801.2800.4001.001.6000.5001.201.9200.6001.402.2400.7001.602.5600.8001.802.8800.9002.003.2001.0002.603.2001.0003.203.2001.0003.803.2001.0004.403.2001.0005.003.2001.0005.603.2001.0006.203.2001.0006.803.2001.0007.403.2001.0008.003.2001.00020.003.2001.00032.003.2001.00044.003.2001.00056.003.2001.00068.003.2001.00080.003.2001.00092.003.2001.000104.003.2001.000116.003.2001.000128.003.2001.000============================================================================(五)穩(wěn)定計算(1)第1級加荷,從0.0~2.0月,路基設計高度3.200(m),路基計算高度(考慮沉降影響)3.862(m)，加載結束時穩(wěn)定結果抗滑力抗滑力抗滑力土條起始x土條面土條自條上荷總重αiSinαiCosαiWoiCqiΦqiUiΦgiWli下滑力WoiCosαiCiLiσiliCos編號(m)積(m2)重(kN)重(kN)(kN)(度)(kN)(kPa)(度)(度)(kN)(kN)tgΦqiαitgΦgi----------------------------------------------------------------------------------------------------------------------------------------1-18.180.101.690.001.69-61.07-0.880.481.6915.005.500.916810.000.0-1.50.110.39.42-17.851.2314.870.0014.87-57.71-0.850.5314.8715.005.500.629610.000.0-12.60.826.016.43-16.922.4824.870.0024.87-53.14-0.800.6024.8715.005.500.257310.000.0-19.91.423.26.04-16.003.8736.660.0036.66-48.88-0.750.6636.668.005.000.057815.000.0-27.62.112.21.95-15.004.9445.740.0045.74-44.80-0.700.7145.748.005.000.038015.000.0-32.22.811.31.26-14.005.8753.650.0053.65-41.00-0.660.7553.658.005.000.020815.000.0-35.23.510.60.67-13.006.6960.590.0060.59-37.40-0.610.7960.598.005.000.005715.000.0-36.84.210.10.28-12.007.4166.700.0066.70-33.97-0.560.8366.708.005.000.003715.000.0-37.34.89.60.19-11.008.0472.080.0072.08-30.68-0.510.8672.088.005.000.002915.000.0-36.85.49.30.110-10.008.6076.810.0076.81-27.49-0.460.8976.818.005.000.002215.000.0-35.56.09.00.111-9.009.0880.950.0080.95-24.39-0.410.9180.958.005.000.001515.000.0-33.46.58.80.012-8.009.5084.540.0084.54-21.37-0.360.9384.548.005.000.001015.000.0-30.86.98.60.013-7.009.8787.610.0087.61-18.41-0.320.9587.618.005.000.000515.000.0-27.77.38.40.014-6.0010.1790.200.0090.20-15.50-0.270.9690.208.005.000.000215.000.0-24.17.68.30.015-5.0010.4292.330.0092.33-12.63-0.220.9892.338.005.000.000215.000.0-20.27.98.20.016-4.0010.6294.020.0094.02-9.79-0.170.9994.028.005.000.000215.000.0-16.08.18.10.017-3.0010.7795.270.0095.27-6.98-0.120.9995.278.005.000.000215.000.0-11.68.38.10.018-2.0010.8696.100.0096.10-4.18-0.071.0096.108.005.000.000215.000.0-7.08.48.00.019-1.0010.9196.520.0096.52-1.39-0.021.0096.528.005.000.000215.000.0-2.38.48.00.0200.009.2684.160.0084.161.150.021.0080.028.005.000.588315.004.11.77.06.611.4210.839.8994.160.0094.163.490.061.0081.768.005.000.588315.0012.45.77.16.813.0221.6810.26101.500.00101.505.860.100.9981.268.005.000.588315.0020.210.47.16.814.2232.5310.61108.570.00108.578.250.140.9980.508.005.000.588315.0028.115.67.06.915.5243.3810.92115.380.00115.3810.640.180.9879.488.005.000.588315.0035.921.36.86.916.8254.2311.21121.930.00121.9313.060.230.9778.198.005.000.588315.0043.727.56.77.018.2265.078.93100.350.00100.3515.230.260.9659.978.005.000.588315.0040.426.45.15.515.3275.749.06105.630.00105.6317.150.290.9658.898.005.000.588415.0046.731.14.95.516.3286.4013.05155.300.00155.3019.530.330.9483.038.005.000.588515.0072.351.96.88.124.6297.3612.70152.300.00152.3022.390.380.9280.038.005.000.588715.0072.358.06.58.324.8308.3212.29148.840.00148.8425.320.430.9076.568.005.000.588915.0072.363.66.18.525.2319.2811.82144.870.00144.8728.310.470.8872.608.005.000.589215.0072.368.75.68.725.53210.2411.30140.380.00140.3831.390.520.8568.118.005.000.589515.0072.373.15.19.026.03311.2010.70135.290.00135.2934.580.570.8263.028.005.000.589815.0072.376.84.59.326.53412.1610.02129.550.00129.5537.890.610.7957.288.005.000.591415.0072.379.64.09.727.33513.129.26123.060.00123.0641.370.660.7550.798.005.000.597515.0072.381.33.310.228.43614.088.39115.690.00115.6945.040.710.7143.428.005.000.604315.0072.381.92.710.929.83715.047.40107.280.00107.2848.960.750.6635.018.005.000.612215.0072.380.92.011.731.53816.006.0694.600.0094.6053.140.800.6024.8715.005.500.694210.0069.775.71.423.224.63916.924.8184.600.0084.6057.710.850.5314.8715.005.500.847510.0069.771.50.826.032.54017.851.3826.670.0026.6761.070.880.481.6915.005.500.965710.0025.023.30.110.314.2土條起始x土條面土條自條上荷總重αiSinαiCosαiCqiΦqi下滑力抗滑力抗滑力編號(m)積(m2)重(kN)重(kN)(kN)(度)(kPa)(度)(kN)WiCosαitgΦqCiLi-----------------------------------------------------------------------------------------------------------4118.180.9318.060.0018.0662.810.890.460.0032.0016.075.160.004218.441.4829.180.0029.1865.370.910.4217.0030.0026.537.0221.694318.970.8016.920.0016.9269.230.940.3517.0030.0015.823.4625.504419.500.102.420.002.4272.490.950.3017.0030.002.310.4214.26最不利滑動面:滑動圓心=(0.000000,9.655162)(m)滑動半徑=20.583923(m)滑動安全系數(shù)=1.939總的下滑力=638.493(kN)總的抗滑力=1238.150(kN)土體部分下滑力=638.493(kN)土體部分抗滑力=1188.150(kN)筋帶的抗滑力=50.000(kN)地震作用下滑力=0.000(kN)(2)第2級加荷,從2.0~8.0月,路基設計高度3.200(m),路基計算高度(考慮沉降影響)4.226(m)，加載結束時穩(wěn)定結果土條起始x土條面土條自條上荷總重αiSinαiCosαiCqiΦqi下滑力抗滑力抗滑力編號(m)積(m2)重(kN)重(kN)(kN)(度)(kPa)(度)(kN)WiCosαitgΦqCiLi--------------