抗滑桩设计岩土工程课程设计Word文档格式.docx
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根据地勘单位提供的室内试验值、推荐值,结合实测断面反算参数,确定计
算参数及数据如下:
设计采用滑面参数C=20kPaФ=10o。
γ=22.5kN/m3
滑坡稳定安全系数K=1.20
2、设计计算
2.1滑坡推力计算
*传递系数法
第i条块的剩余下滑力(即该部分的滑坡推力)Ei可用下式计算
式中
Ei——第i块滑体剩余下滑力;
Ei-1——第(i-1)块滑体剩余下滑力;
Wi——第i块滑体的重量;
Ri——第i块滑体滑床反力;
——传递系数,
;
ci——第i块滑体滑面上岩土体的粘聚力;
li——第i块滑体的滑面长度;
——第i块滑体滑面上岩土的内摩擦角;
——第i块滑体滑面的倾角;
——第(i-1)块滑体滑面的倾角。
——安全系数。
计算时从上往下逐块进行。
按上式计算得到的推力可以用来判断滑坡体的稳定性。
如果最后一块的En为正值,说明滑坡体是不稳定的;
如果计算过程中某一块的Ei为负值或为零,则说明本块以上岩土体已能稳定,并且下一条块计算时按无上一条块推力考虑。
剖面1滑面1:
条块号
h
b
底滑面长(m)
s
重度(kN/m3)
重量(kN/m3)
倾角α
倾角/弧度
C
φ
传递系数
下滑力
抗滑力
剩余下滑力
稳定性系数
安全系数
支护力1
支护力2
/
1
4.95
9.93
13.64
24.57675
22.5
552.976875
42.25
0.737401608
30
0.20943951
371.8032957
496.2043972
-124.4011015
1.334588485
1.2
-149.2813218
-50.04044239
2
10.33
18.78
25.13
143.4792
3228.282
41.84
0.730245758
0.998453387
2029.036462
1264.931412
764.1050496
0.623414826
916.9260596
1169.912342
3
12.63
3.3
4.43
37.884
852.39
1332.694141
267.8818109
1064.81233
0.20100772
1277.774796
1331.351158
4
16.06
8.79
10.64
126.09255
2837.082375
34.34
0.599346064
0.963700663
2656.108361
846.6757053
1809.432655
0.318765498
2171.319186
2340.654327
5
16.67
11.39
12.78
186.39735
4193.940375
27.02
0.471587963
0.964768019
3699.999198
1226.549114
2473.450084
0.331499832
2968.140101
3213.449923
6
13.92
26.23
26.64
401.18785
9026.726625
6.61
0.115366263
0.863095092
3357.240942
2888.48292
468.7580219
0.86037403
562.5096263
1140.20621
7
6.1
27.03
26.89
270.5703
6087.83175
3.65
0.063704518
0.98768967
855.6927423
2103.228919
-1247.536176
2.457925391
-1497.043411
-1076.397628
8
12.88
12.91
39.284
883.89
-1191.266468
574.7955214
-1766.061989
-0.482507933
-2119.274387
-2004.315283
剖面1滑面2:
重度
支护力
5.55
7.03
9.1575
206.04375
62.01
1.082278668
181.9427131
231.4542042
-49.51149113
1.272126816
-59.41378936
-13.12294852
11.98
69.7926
1570.3335
42.81
0.747175452
0.874473607
1020.393039
600.8072193
419.5858195
0.588799802
503.5029834
623.6644273
15.52
153.765
3459.7125
2770.700406
1005.086424
1765.613982
0.36275536
2118.736778
2319.754063
13.89
26.42
403.6976
9083.196
0.681423203
2470.35187
2938.709071
-468.3572012
1.189591291
-562.0286414
25.71317274
26.83
268.16585
6033.731625
-83.61630036
2081.466982
-2165.083282
-24.89307675
-2598.099939
-2181.806542
-2108.813574
-2683.609095
-0.272568201
-3220.330914
-3105.37181
剖面2:
5.9
4.978
9.85
14.6851
330.41475
60
1.04719755
286.1475671
330.6159116
-44.46834454
1.155403539
-53.36201344
12.76116888
8.39
28.03
30.66
200.27435
4506.172875
24
0.41887902
0.684079383
1796.84998
1789.253246
7.596733787
0.995772194
9.116080544
366.9667298
10.42
23.67
26.7
222.61635
5008.867875
28
0.48869219
1.012391246
2359.099255
1740.933173
618.1660818
0.737965208
741.7992982
1089.985933
8.1
27.05
28.7
250.483
5635.8675
20
0.34906585
0.960685913
2539.73034
2004.982643
534.7476972
0.789447057
641.6972366
1042.693765
10.56
19.44
175.2174
3942.3915
15
0.261799388
0.977669173
1553.078823
1402.534147
150.5446765
0.903066944
180.6536118
461.1604411
18.76
19.43
99.0528
2228.688
727.3715758
1040.480563
-313.1089874
1.43046635
-375.7307849
-167.6346723
剖面3:
6.19
3.98
9.39
12.3181
277.15725
65
1.134464013
251.1897738
306.5971147
-55.40734093
1.220579604
-66.48880912
-5.169386182
7.41
5.39
8.76
36.652
824.67
47
0.820304748
0.885372927
550.4299439
378.7074709
171.722473
0.688021201
206.0669676
281.8084618
8.4
28.96
32.68
228.9288
5150.898
0.876316928
2580.566919
1958.984979
621.5819409
0.759129695
745.898329
1137.695325
9.34
16.63
18.27
147.5081
3318.93225
0.982736854
1969.999159
1201.786851
768.2123078
0.610044347
921.8547693
1162.21214
8.8
28.27
29.28
256.4089
5769.20025
0.954437169
2251.933238
2088.440803
163.492435
0.927399075
196.190922
613.8790825
32.99
35.25
145.156
3266.01
21
0.366519143
1.016740106
1333.030112
1701.970091
-368.9399786
1.276767925
-442.7279744
-102.3339563
取三者平均值为支护力:
F=1081KN/m。
3、抗滑桩计算:
当滑坡体为粘聚力较大的粘土、土夹石、较完整的岩层时,滑体系均匀向下蠕动,或整体向下移动,推力可按矩形分布考虑。
拟采用2×
3m的桩径,间距5m,桩长20m,嵌固深度10m,采用k值法计算。
K=150000kN/m3
(该桩属于弹性桩)
嵌固段任意深处内力计算:
用excel计算如下:
受荷段
A型桩
总长20m
z(m)
Q(kN)
M(kN.m)
0.5
270.25
67.5625
540.5
1.5
810.75
608.0625
1081
2.5
1351.25
1689.0625
1621.5
2432.25
3.5
1891.75
3310.5625
2162
4324
4.5
5472.5625
2702.5
6756.25
5.5
2972.75
8175.0625
3243
9729
6.5
3513.25
11418.0625
3783.5
13242.25
7.5
4053.75
15201.5625
17296
8.5
4594.25
19525.5625
9
4864.5
21890.25
9.5
5134.75
24390.0625
10
5405
27025
锚固段
A型桩锚固段最短值h2(m)
βAh2
1.7783
φ1根据β=1.78查表5,
-0.6333
Xa1
0.007596318
φ2
1.1923
Xa2
0.001519264
φ3
1.4089
cta1
-0.007596318
φ4
0.8953
cta2
-0.001519264
滑面处的位移Xa(m)
0.005719505
滑面处的转角φa(rad)
-0.00514955
y
φ1
0.999979664
0.105099573
0.005522998
0.000193489
0.99967463
0.210186321
0.022091541
0.0015479
0.998352845
0.315196129
0.049701587
0.005223965
0.994794442
0.419962302
0.088337411
0.012381472
0.987292481
0.524164332
0.137958138
0.024177377
0.973654825
0.62727679
0.198478881
0.041762215
0.951207983
0.728518516
0.269746539
0.066274251
0.916803978
0.826802351
0.351510264
0.098830804
0.866831563
0.920685821
0.443386705
0.140516192
0.797233303
1.00832328
0.544820129
0.192365755
0.703530297
1.087420245
0.655037631
0.255345429
0.580856507
1.155190806
0.772999683
0.330326356
0.424004891
1.20831925
0.897346434
0.41805408
0.227487693
1.242927257
1.026340244
0.51911189
-0.014386555
1.254548283
1.15780514
0.633877955
-0.307416656
1.238111033
1.289064033
0.762475973
-0.657390234
1.187934205
1.416874774
0.904719149
-1.069940242
1.097734969
1.53736636
1.060047444
-1.550373699
0.960653971
1.645976865
1.2274582
-2.103469909
0.769299913
1.737395005
1.405430413
锚固段位移及内力
A型桩Qy
4β^3EIxA
14473.91511
4β^2EIφA
-73281.07586
My
4β^2EIxA
81391.86363
4βEIφA
-412085.0017
Xy
xA
φA/β
-0.028957712
固定支座
y-10
xy
Qy
sigmay(kPa)
857.9257063
1.048526824
4279.649038
29849.07443
157279.0237
0.010672663
3909.755239
32244.44589
1600.899495
0.010860142
4239.38303
34668.03149
1629.021246
0.011112909
5210.63175
37561.00887
1666.936292
0.011425007
6763.479484
41347.59752
1713.75105
0.01178896
8835.313918
46433.61228
1768.343967
0.012195728
11360.17956
53204.58229
1829.359151
0.0