高壓旋噴樁計(jì)算書(shū)

1、實(shí)用標(biāo)準(zhǔn)文案旋噴樁提高地基承載能力計(jì)算擬建xx路位于xx市*區(qū)東南部，道路等級(jí)為城市次干路，道路重要性等級(jí) 為二級(jí)，場(chǎng)地復(fù)雜程度等級(jí)為二級(jí)，巖土條件復(fù)雜程度等級(jí)為二級(jí)，綜合評(píng)定巖 土工程勘察等級(jí)為乙級(jí)，抗震設(shè)防類別為標(biāo)準(zhǔn)設(shè)防類(丙類)。xx路沿線地貌形式為第四系海積沖洪積平原地貌，地面高程介于4.806.23m之間，地形整體起伏不大，地勢(shì)較平坦開(kāi)闊，路面設(shè)計(jì)標(biāo)高4.5075.002m, 在K0+000-K0+283.662段其下大面積分布有厚度不等的淤泥質(zhì)土層，鉆孔揭示層厚2.10m7.30m不等，為工程建設(shè)不良土層，如不處理，工后沉降大，本次設(shè) 計(jì)采用水泥粉煤灰碎石樁對(duì)軟基進(jìn)行加固處理。該項(xiàng)

2、目K0+000-K0+180段施工時(shí)由于兩側(cè)圍墻及現(xiàn)狀管線無(wú)法遷移，施工場(chǎng)地受限，在道路兩側(cè)無(wú)法采用水泥粉煤灰碎石樁處理的范圍內(nèi)改用旋噴樁處理， 本次設(shè)計(jì)旋噴樁樁長(zhǎng)分別為 9m 11m和12m本次計(jì)算以9m樁長(zhǎng)為例：路基土設(shè)計(jì)參數(shù)取值一覽表七|上名稱天然 重度丫 0(kN/m3)壓縮模量 建議值 Es(MPa)變形模量 建議值E0(MPa)直接快男滲透 系數(shù)土、石 等級(jí)承載力基 本容許值 fa0 (kPa)承載力修正 系數(shù)內(nèi)聚力 標(biāo)準(zhǔn)值 Ck(kPa)內(nèi)摩擦角 標(biāo)準(zhǔn)值6k( ° )cm/sK1K2雜填土18/3155E-02I10001.01素填土18.64.1921.921.81.

3、50E-03I9001.0粉質(zhì)粘土18.44.4724.616.16.82E-06n13001.5淤泥質(zhì)土16.92.3111.39.79.50E-07I6501.01粉質(zhì)粘土19.25.0627.217.87.17E-06 ；n18002.5 1殘積砂質(zhì)粘 性土18.65.7721.624.12.12E-04n22002.5全風(fēng)化花崗 巖21/m3501.02.5砂土狀強(qiáng)風(fēng) 化花崗巖21.5/w4501.02.5碎塊狀強(qiáng)風(fēng) 化花崗巖22/VI550/原始條件精彩文檔31) W計(jì)算目標(biāo)：計(jì)算沉降、承載力和穩(wěn)定路堤設(shè)at高度：1.120(m)路堤設(shè)計(jì)頂寬：30.000(m)路堤邊坡坡度:1:0.

4、000工后沉降基準(zhǔn)期結(jié)束時(shí)間：240(月)序號(hào)起始時(shí)間(月)10.0006.000終止時(shí)間(月)0.00026.00012.0001.120荷載施加級(jí)數(shù)：2填土高度(m)是否作穩(wěn)定計(jì)算是是路堤土層數(shù)：2超載個(gè)數(shù)：0層號(hào)層厚度(m) 重度(kN/m3) 內(nèi)聚力(kPa)內(nèi)摩擦角1 0.62023.00040.00030.0002 0.50018.00030.00030.000地基土層數(shù)：3 地下水埋深：1.000(m)鉆孔數(shù)：5鉆孔位置(m): 0.000 20.000 40.000 60.000 80.000飽和重度地層號(hào) 孔01層厚孔02層厚孔03層厚 孔04層厚孔05層厚重度基承載力快剪C

5、快剪固結(jié)快剪豎向固結(jié)系水平固結(jié)系排水層(m)(m)(m)(m)(m)(kN/m3) (kN/m3) (kPa)(kPa)(度)(度)數(shù)(cm2/s) 數(shù)(cm2/s)1 1.0001.0001.0001.0001.00018.40020.000130.00024.600 16.100 16.100 0.001500.00150否2 7.0007.0007.0007.0007.00016.90020.00065.00011.300 9.700 11.000 0.001500.00150否27.200 17.800 15.000 0.001500.00150310.000 10.000 10.00

6、0 10.000 10.000 19.200 20.000 180.00010.7540.6980.6640.6260.5950.5600.5000.4500.25020.7540.6980.6640.6260.5950.5600.5000.4500.25030.7540.6980.6640.6260.5950.5600.5000.4500.250否層號(hào) e( 0) e( 50) e(100) e(200) e(300) e(400) e(500) e(600) e(800)砂墊層砂墊層厚度：0.500(m)砂墊層的重度：21.000(kN/m3)砂墊層的C: 0.000(kPa)砂墊層的：3

7、0.000( 度)加固土樁加固土樁布置形式：等邊三角形加固土樁間距：1.500(m)加固土樁的長(zhǎng)度 9.000(m)加固土樁樁土應(yīng)力比：3.500加固土樁直徑：0.600(m)加固土樁的抗剪強(qiáng)度：15.000(kPa)加固土樁布置起始坐標(biāo)：0.000(m)加固土樁布置寬度：30.000(m)承載力計(jì)算參數(shù)：承載力驗(yàn)算公式：p < y Rfa驗(yàn)算點(diǎn)距離中線距離：0.000(m)承載力抗力系數(shù)丫R: 1.00復(fù)合地基計(jì)算公式 ：fspk = mRa/Ap + (1-m)fsk單樁承載力Ra: 160.00(kN)樁間土承載力折減系數(shù):1.00樁間土承載力提高系數(shù)：1.00承載力修正公式：fa

8、 = fa0 +2(h-h0)基準(zhǔn)?零度h0: 0.000(m)固結(jié)度計(jì)算參數(shù)：地基土層底面：不是排水層固結(jié)度計(jì)算采用方法：微分方程數(shù)值解法多級(jí)加荷固結(jié)度修正時(shí)的荷載增量定義為“填土高*容重”填土 -時(shí)間-固結(jié)度輸出位置距離中線距離：0.000(m)填土 -時(shí)間-固結(jié)度輸出位置深度：0.000(m)沉降計(jì)算參數(shù)：地基總沉降計(jì)算方法：經(jīng)驗(yàn)系數(shù)法主固結(jié)沉降計(jì)算方法：e-p曲線法沉降計(jì)算不考慮超載沉降修正系數(shù):1.200沉降計(jì)算的分層厚度：0.500(m)分層沉降輸出點(diǎn)距中線距離 ：0.000(m)壓縮層厚度判斷應(yīng)力比=15.000%基底壓力at算方法：按多層土實(shí)際容重計(jì)算加固區(qū)主固結(jié)沉降計(jì)算方法：

9、公路軟基規(guī)范法計(jì)算時(shí)不考慮彌補(bǔ)地基沉降引起的路堤增高量工后基準(zhǔn)期起算時(shí)間：最后一級(jí)加載(路面力工)結(jié)束時(shí)穩(wěn)定計(jì)算參數(shù)：穩(wěn)定計(jì)算方法：有效固結(jié)應(yīng)力法穩(wěn)定計(jì)算不考慮超載穩(wěn)定計(jì)算考慮地震力地震烈度：7度地震作用綜合系數(shù)：0.250地震作用重要性系數(shù):1.000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：1.000(m)搜索時(shí)的圓心步長(zhǎng)：1.000(m)搜索時(shí)的半徑步長(zhǎng)：0.500(m) (一)各級(jí)加荷的沉降計(jì)算第1級(jí)加荷，從0.06.0月加載開(kāi)始時(shí)，路基計(jì)算高度 加載結(jié)束時(shí)，路基計(jì)算高度=0.000(m)=0.000(m),沉降=0.000(m),沉降=0.000(m)第2級(jí)加荷，從6.01

10、2.0月加載開(kāi)始時(shí)，路基計(jì)算高度=0.000(m),沉降=0.000(m)加載結(jié)束時(shí)，路基計(jì)算高度=1.120(m),沉降=0.033(m)(二)路面竣工時(shí)及以后的沉降計(jì)算 基準(zhǔn)期開(kāi)始時(shí)刻：最后一級(jí)加載(路面力工)結(jié)束時(shí)刻不考慮沉降影響，路堤的實(shí)際計(jì)算高度為=1.120(m)路面竣工時(shí)，地基沉降=0.033(m)路面竣工后，基準(zhǔn)期內(nèi)的殘余沉降=0.049(m)基準(zhǔn)期2束時(shí)，地基沉降=0.083(m)最終地基總沉降 =1.200*0.085 = 0.102(m)路面竣工時(shí)，路基橫斷面各點(diǎn)的沉降(中線為原點(diǎn))坐標(biāo)當(dāng)時(shí)沉降兩點(diǎn)間沉降與路堤中心(m)(m)差(m)沉降差(m)-21.0000.0000

11、.0000.033-19.5000.0000.0000.033-18.0000.0000.0000.033-16.5000.0000.0000.033-15.0000.0140.0140.019-13.5000.0260.0120.007-12.0000.0290.0030.004-10.5000.0300.0010.003-9.0000.0320.0010.002-7.5000.0320.0000.001-6.0000.0330.0010.001-4.5000.0330.0010.000-3.0000.0330.0000.000-1.5000.0330.0000.0000.0000.0330

12、.0000.0001.5000.033-0.0000.0003.0000.033-0.0000.0004.5000.033-0.0000.0006.0000.033-0.0010.0017.5000.032-0.0010.0019.0000.032-0.0000.00210.5000.030-0.0010.00312.0000.029-0.0010.00413.5000.026-0.0030.00715.0000.014-0.0120.01916.5000.000-0.0140.03318.0000.0000.0000.03319.5000.0000.0000.03321.0000.0000.

13、0000.033路堤竣工時(shí)，由于地基沉降引起路堤填筑面積增量：(1)由各點(diǎn)計(jì)算沉降梯形積分方法得AV = 0.915(m2)(2) 按照鐵路路基手冊(cè)方法得 As = 0.033(m) AV = 0.667(m2)按照鐵路路基手冊(cè)方法，路堤頂面單側(cè)加寬量：A W = 0.0000.000(m)基準(zhǔn)期2束時(shí)，路基橫斷面各點(diǎn)的沉降(中線為原點(diǎn))坐標(biāo)當(dāng)時(shí)沉降兩點(diǎn)間沉降與路堤中心(m)(m)差(m)沉降差(m)-21.0000.0000.0000.083-19.5000.0000.0000.083-18.0000.0000.0000.083-16.5000.0000.0000.083-15.0000.0

14、320.0320.050-13.5000.0560.0240.026-12.0000.0670.0100.016-10.5000.0710.0050.011-9.0000.0760.0050.006-7.5000.0770.0010.005-6.0000.0800.0020.003-4.5000.0820.0020.001-3.0000.0820.0000.000-1.5000.0830.0000.0000.0000.0830.0000.0001.5000.083-0.0000.0003.0000.082-0.0000.0004.5000.082-0.0000.0016.0000.080-0.

15、0020.0037.5000.077-0.0020.0059.0000.076-0.0010.00610.5000.071-0.0050.01112.0000.067-0.0050.01613.5000.056-0.0100.02615.0000.032-0.0240.05016.5000.000-0.0320.08318.0000.0000.0000.08319.5000.0000.0000.08321.0000.0000.0000.083路基橫斷面各點(diǎn)的最終沉降(中線為原點(diǎn))坐標(biāo)當(dāng)時(shí)沉降兩點(diǎn)間沉降與路堤中心(m)(m)差(m)沉降差(m)-21.0000.0000.0000.102-19.

16、5000.0000.0000.102-18.0000.0000.0000.102-16.5000.0000.0000.102-15.0000.0360.0360.065-13.5000.0640.0280.038-12.0000.0780.0140.024-10.5000.0840.0060.017-9.0000.0920.0070.010-7.5000.0940.0020.008-6.0000.0970.0040.004-4.5000.1010.0030.001-3.0000.1010.0010.000-1.5000.1020.0000.0000.0000.1020.0000.0001.50

17、00.102-0.0000.0003.0000.101-0.0000.0004.5000.101-0.0010.0016.0000.097-0.0030.0047.5000.094-0.0040.0089.0000.092-0.0020.01010.5000.084-0.0070.01712.0000.078-0.0060.02413.5000.064-0.0140.03815.0000.036-0.0280.06516.5000.000-0.0360.10218.0000.000-0.0000.10219.5000.000-0.0000.10221.0000.000-0.0000.102路面

18、竣工時(shí)，距路基中線0.000(m)處各層的沉降層底深層厚自重應(yīng)力(kPa ) 附加應(yīng)力全應(yīng)力(kPa)固結(jié)度 層最終層當(dāng)前分層主固層累計(jì)主壓縮模沉降經(jīng)(m) (m)(孔隙比) (kPa)(孔隙比)沉降mSc(m)沉降(m) 結(jié)沉降(m) 固結(jié)沉降(m)量(MPa) 驗(yàn)系數(shù)0.500 0.500 4.6( 0.749) 22.3 26.9( 0.724) 0.9054 0.0063 0.00580.0052 0.00521.561.400(1.100)1.000 0.500 13.8( 0.739) 22.3 36.1( 0.714) 0.7162 0.0063 0.00480.0053 0.0

19、1051.55 1.400(1.100)1.500 0.50020.9( 0.731) 22.3 43.2( 0.706)0.52700.00630.00380.0053 0.01581.55 1.400(1.100)2.000 0.50025.9( 0.725) 22.2 48.1( 0.700)0.33780.00640.00280.0053 0.02111.54 1.400(1.100)2.500 0.50030.9( 0.719) 22.2 53.1( 0.696)0.25590.00600.00230.0050 0.02611.63 1.400(1.100)3.000 0.50035

20、.9( 0.714) 22.2 58.1( 0.692)0.18600.00550.00180.0046 0.03071.79 1.400(1.100)3.500 0.50040.9( 0.708) 22.2 63.1( 0.689)0.11600.00490.00130.0041 0.03481.98 1.400(1.100)4.000 0.50045.9( 0.703) 22.1 68.0( 0.686)0.06260.00440.00100.0036 0.03842.24 1.400(1.100)4.500 0.50050.9( 0.697) 22.1 73.0( 0.682)0.047

21、50.00390.00080.0032 0.04162.50 1.400(1.100)5.000 0.50055.9( 0.694) 22.0 77.9( 0.679)0.03250.00390.00080.0032 0.04492.49 1.400(1.100)5.500 0.50060.9( 0.691) 21.9 82.8( 0.676)0.01750.00390.00070.0032 0.04812.49 1.400(1.100)6.000 0.50065.9( 0.687) 21.8 87.7( 0.672)0.01130.00390.00070.0032 0.05132.48 1.

22、400(1.100)6.500 0.50070.9( 0.684) 21.7 92.6( 0.669)0.00900.00390.00070.0032 0.05452.48 1.400(1.100)7.000 0.50075.9( 0.680) 21.6 97.5( 0.666)0.00660.00380.00070.0032 0.05772.47 1.400(1.100)7.500 0.50080.9( 0.677) 21.4 102.3( 0.663)0.00450.00360.00060.0030 0.06082.59 1.394(1.094)8.000 0.50085.9( 0.674

23、) 21.3 107.2( 0.661)0.00400.00320.00060.0027 0.06352.89 1.374(1.074)8.500 0.50090.9( 0.670) 21.1 112.0( 0.659)0.00360.00280.00050.0024 0.06583.28 1.348(1.048)9.000 0.50095.9( 0.667) 20.9 116.8( 0.658)0.00310.00330.00060.0028 0.06863.80 1.313(1.013)9.500 0.500100.9( 0.664) 20.8 121.7( 0.656)0.00280.0

24、0280.00050.0024 0.07104.38 1.262(0.962)10.000 0.500105.9( 0.662) 20.6 126.5( 0.654)0.0025，0.0028；0.00050.0024 0.07334.37 1.263(0.963)10.500 0.500110.9( 0.660) 20.4 131.3( 0.652)0.0022: 0.0028；0.00050.0023 0.07574.37 1.263(0.963)11.000 0.500115.9( 0.658) 20.2 136.1( 0.650)0.0020 0.0028；0.00050.0023 0

25、.07804.36 1.264(0.964)11.500 0.500120.9( 0.656) 19.9 140.8( 0.648)0.001710.002710.00050.0023 0.08024.36 1.264(0.964)12.000 0.500125.9( 0.654) 19.7 145.6( 0.647)0.0015，0.002710.00050.0023 0.08254.35 1.265(0.965)12.500 0.500 130.9( 0.652) 19.5 150.4( 0.645) 0.0012 0.0027 0.0005 0.0022 0.0848 4.35 1.26

26、5(0.965)最下面分層附加應(yīng)力與自重應(yīng)力之比=14.895% <= 15.000%壓縮模量當(dāng)量值 =2.460Mpa,按地基規(guī)范GB50007-2002表5.3.5 的沉降計(jì)算經(jīng)驗(yàn)系數(shù)=1.400(1.100) = (三)填土-時(shí)間-沉降曲線輸出位置，相對(duì)于路堤中線0(m)(即X=15.000(m)時(shí)間(月)設(shè)計(jì)填土高度實(shí)際填土高度當(dāng)時(shí)沉降(m)(m)(m)0.000.0000.0000.0000.600.0000.0000.0001.200.0000.0000.0001.800.0000.0000.0002.400.0000.0000.0003.000.0000.0000.0003

27、.600.0000.0000.0004.200.0000.0000.0004.800.0000.0000.0005.400.0000.0000.0006.000.0000.0000.0006.600.1120.1120.0007.200.2240.2240.0027.800.3360.3360.0048.400.4480.4480.0079.000.5600.5600.0119.600.6720.6720.01410.200.7840.7840.01810.800.8960.8960.02311.401.0081.0080.02812.001.1201.1200.03336.001.1201.

28、1200.05260.001.1201.1200.06084.001.1201.1200.066108.001.1201.1200.070132.001.1201.1200.073156.001.1201.1200.076180.001.1201.1200.078204.001.1201.1200.080228.001.1201.1200.081252.001.1201.1200.083(四)填土-時(shí)間-固結(jié)度曲線輸出位置，相對(duì)于路堤中線0.000(m)(即X=15.000(m)輸出深度為 0.000(m)時(shí)間(月)設(shè)計(jì)填土高度固結(jié)度(m)0.000.0000.0000.600.0000.00

29、01.200.0000.0001.800.0000.0002.400.0000.0003.000.0000.0003.600.0000.0004.200.0000.0004.800.0000.0005.400.0000.0006.000.0000.0006.600.1120.1007.200.2240.2007.800.3360.3008.400.4480.4009.000.5600.5009.600.6720.60010.200.7840.70010.800.8960.80011.401.0080.90012.001.1201.00036.001.1201.00060.001.1201.00

30、084.001.1201.000108.001.1201.000132.001.1201.000156.001.1201.000180.001.1201.000204.001.1201.000228.001.1201.000252.001.1201.000(五)穩(wěn)定計(jì)算(1) 第1級(jí)加荷，從0.06.0月，路基設(shè)at高度0.000(m),路基計(jì)算高度(不考慮沉降影 響)0.000(m),加載結(jié)束時(shí)穩(wěn)定結(jié)果最不利?t動(dòng)面：滑動(dòng)圓心=(0.000000,0.000000)(m)滑動(dòng)半徑=0.000000(m)滑動(dòng)安全系數(shù)=10001.000總的下滑力=0.000(kN)總的抗滑力=0.000(kN

31、)土體部分下滑力 =0.000(kN)土體部分抗滑力=0.000(kN)筋帶的抗滑力=0.000(kN)地震作用下滑力=0.000(kN)路基計(jì)算高度(不考慮沉降影 第2級(jí)加荷，從6.012.0月，路基設(shè)11高度1.120(m),響)1.120(m)，加載結(jié)束時(shí)穩(wěn)定結(jié)果Y = 0.145 心 c=2.568 心 s=0.734t c=15.000(kPa)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 i Ui gi Wli下滑力 WoiCos a i CiLia i Sin a i Cos a i Woi Cqi (T liCos編號(hào)(m) 積(m2) 重(kN) 重(kN) (k

32、N)( 度) (kN)(kPa)(度)(度)(kN) (kN) tg i a itg gi1 -14.40 0.346.19 0.006.19 -56.07 -0.83 0.566.19 24.60 16.100.8085 16.100.0-5.11.029.70.02 -13.731.5824.060.0024.06 -51.38 -0.780.3850 11.000.0-18.82.617.80.03 -12.752.6935.110.0035.11 -46.33 -0.720.1858 11.000.0-25.44.116.00.04 -11.773.6244.430.0044.43 -

33、41.71 -0.670.0641 11.000.0-29.65.714.80.05 -10.794.4252.390.0052.39 -37.40 -0.610.0397 11.000.0-31.87.114.00.06 -9.805.1059.230.0059.230.0187 11.000.0-32.58.513.30.07 -8.825.6965.100.0065.100.0110 11.000.0-32.09.712.70.08 -7.846.1970.130.0070.130.0086 11.000.0-30.410.812.30.09 -6.866.6274.390.0074.3

34、90.0066 11.000.0-28.011.812.00.010 -5.886.9777.960.0077.960.0049 11.000.0-24.812.611.70.011 -4.907.2680.870.0080.870.0043 11.000.0-21.013.311.50.012 -3.927.4983.160.0083.160.0041 11.000.0-16.813.911.30.013 -2.947.6684.850.0084.85 -8.310.0040 11.000.0-12.314.411.20.014 -1.96 7.77 85.97 0.00 85.97 -4.

35、980.0039 11.000.0-7.5 14.6 11.10.015 -0.98 7.83 86.53 0.00 86.53 -1.660.62 24.0611.30 9.700.69 35.1111.30 9.700.75 44.4311.30 9.700.79 52.3911.30 9.70-33.34 -0.55 0.84 59.2311.30 9.70-29.45 -0.49 0.87 65.1011.30 9.70-25.71 -0.43 0.90 70.1311.30 9.70-22.08 -0.38 0.93 74.3911.30 9.70-18.55 -0.32 0.95

36、77.9611.30 9.70-15.09 -0.26 0.97 80.8711.30 9.70-11.68 -0.20 0.98 83.1611.30 9.70-0.14 0.99 84.8511.30 9.70-0.09 1.00 85.9711.30 9.70-0.03 1.00 86.5311.30 9.700.0038 11.000.0-2.5 14.8 11.10.0土條 起始x 土條面 土條自 條上荷 總重 a i Sin a i Cos a i li Cigi Ui Wli Woi下滑力 抗滑力編號(hào)(m) 積(m2) 重(kN) 重(kN) (kN)( 度)(m) (kPa)(

37、kN) (kN) (kN) (kN)轉(zhuǎn)為總應(yīng)力法16 0.00 8.93 108.35 0.00 108.35 1.66 1.00 0.03 0.98 11.30 9.7011.00 0.00 21.83 86.533.13 27.44轉(zhuǎn)為總應(yīng)力法17 0.98 8.87 107.80 0.00 107.80 4.98 1.00 0.09 0.98 11.30 9.7011.00 0.00 21.83 85.979.35 27.34轉(zhuǎn)為總應(yīng)力法18 1.96 8.76 106.68 0.00 106.68 8.31 0.99 0.14 0.99 11.30 9.7011.00 0.00 21.

38、83 84.85 15.42 27.16轉(zhuǎn)為總應(yīng)力法19 2.94 8.59 104.98 0.00 104.98 11.68 0.98 0.20 1.00 11.30 9.7011.00 0.00 21.83 83.16 21.25 26.88轉(zhuǎn)為總應(yīng)力法20 3.92 8.36 102.69 0.00 102.69 15.09 0.97 0.26 1.02 11.30 9.7011.00 0.00 21.83 80.87 26.73 26.51轉(zhuǎn)為總應(yīng)力法21 4.90 8.07 99.78 0.00 99.78 18.55 0.95 0.32 1.03 11.30 9.7011.00 0

39、.00 21.83 77.96 31.74 26.07轉(zhuǎn)為總應(yīng)力法22 5.88 7.71 96.22 0.00 96.22 22.08 0.93 0.38 1.06 11.30 9.7011.00 0.01 21.83 74.39 36.18 25.56轉(zhuǎn)為總應(yīng)力法23 6.86 7.29 91.96 0.00 91.96 25.71 0.90 0.43 1.09 11.30 9.7011.00 0.01 21.83 70.13 39.89 24.99轉(zhuǎn)為總應(yīng)力法24 7.84 6.78 86.93 0.00 86.93 29.45 0.87 0.49 1.13 11.30 9.7011.0

40、0 0.01 21.83 65.10 42.74 24.39轉(zhuǎn)為總應(yīng)力法25 8.82 6.20 81.05 0.00 81.05 33.34 0.84 0.55 1.17 11.30 9.7011.00 0.02 21.83 59.22 44.54 23.79轉(zhuǎn)為總應(yīng)力法26 9.80 5.51 74.21 0.00 74.21 37.40 0.79 0.61 1.23 11.30 9.7011.00 0.04 21.83 52.39 45.08 23.23轉(zhuǎn)為總應(yīng)力法27 10.79 4.72 66.25 0.00 66.25 41.71 0.75 0.67 1.31 11.30 9.70

41、11.00 0.06 21.83 44.43 44.08 22.78轉(zhuǎn)為總應(yīng)力法28 11.77 3.79 56.93 0.00 56.93 46.33 0.69 0.72 1.42 11.30 9.7011.00 0.19 21.83 35.1141.18 22.56轉(zhuǎn)為總應(yīng)力法29 12.75 2.68 45.88 0.00 45.88 51.38 0.62 0.78 1.57 11.30 9.7011.00 0.39 21.83 24.06 35.85 22.7930 13.73 1.09 21.16 0.00 21.16 56.07 0.56 0.83 1.21 24.60 16.10

42、16.10 0.8085 14.976.19 17.56 31.02土條 下滑力編號(hào)起始x 土條面抗滑力WiCosa(m) 積(m2)itg CiLi土條自抗滑力重(kN)條上荷總重重(kN) (kN)(a i Sin a i Cos a i Cqi度)(kPa)(度)(kN)30.0031 14.40 0.265.09 0.005.09 59.09 0.86 0.51 0.004.371.510.0032 14.70 0.040.71 0.000.71 60.310.87 0.50 40.00 30.000.620.205.5333 14.77 0.071.22 0.001.22 61.50

43、0.88 0.48 30.00 30.001.070.3417.07最不利滑動(dòng)面滑動(dòng)圓心=(0.000000,8.960000)(m)滑動(dòng)半徑=16.959438(m)滑動(dòng)安全系數(shù) =3.736總的下滑力=204.073(kN)總的抗滑力=762.420(kN)土體部分下滑力 土體部分抗滑力 筋帶的抗滑力 地震作用下滑力=142.223(kN)=762.420(kN)=0.000(kN)=61.850(kN)地基承載力計(jì)算1.基礎(chǔ)底面處地基承載力計(jì)算1)基礎(chǔ)底面處各點(diǎn)地基承載力計(jì)算計(jì)算點(diǎn)m pk fsk fspkftg(m)(kPa)(kPa)(kPa)0.000.145122.3130.01

44、93.31.0002.000.145122.3130.0193.31.0004.000.145122.3130.0193.31.0006.000.145122.3130.0193.31.0008.000.145122.3130.0193.31.00010.000.145122.3130.0193.31.00012.000.145122.3130.0193.31.00014.000.145122.3130.0193.31.00016.000.145122.3130.0193.31.00018.000.145122.3130.0193.31.00020.000.145122.3130.0193.3

45、1.00022.000.145122.3130.0193.31.00024.000.145122.3130.0193.31.00026.000.145122.3130.0193.31.00028.000.145122.3130.0193.31.00030.000.145122.3130.0193.31.0002)驗(yàn)算給定點(diǎn)基礎(chǔ)底面處承載力計(jì)算點(diǎn) m pk fsk fspk ftg(m)(kPa) (kPa) (kPa)0.00 0.145122.3 130.0 193.3 1.000計(jì)算點(diǎn)xi = 0.000m , p < 丫 Rfa；此點(diǎn)承載力 滿足!* *m -樁土面積置換率* *p

46、k - 基礎(chǔ)底部壓應(yīng)力(kPa)* *fsk-地基土的地基承載力值 (kPa)* *fspk -復(fù)合地基的地基承載力值(kPa)*ftg -考慮固結(jié)引起的地基承載力值提高系數(shù)2.地基處理深度范圍內(nèi)土層的承載力驗(yàn)算計(jì)算點(diǎn)深度pzpczpz + pczfaz ftg(m)(m)(kPa)(kPa)(kPa)(kPa)0.00 1.0011.118.429.5156.1 1.0000.00 8.0011.0158.4169.4394.41.0002.00 1.0021.818.440.2156.1 1.0002.00 8.0014.4158.4172.8394.41.0004.00 1.0022.2

47、18.440.6156.1 1.0004.00 8.0017.1158.4175.5394.41.0006.00 1.0022.218.440.6156.1 1.0006.00 8.0018.9158.4177.3394.41.0008.00 1.0022.318.440.7156.1 1.0008.00 8.0020.0158.4178.4394.41.00010.00 1.0022.318.440.7156.11.00010.00 8.0020.7158.4179.1394.41.00012.00 1.0022.318.440.7156.11.00012.00 8.0021.0158.4179.4394.4