边坡稳定性分析例题Word格式.docx
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边坡稳定性分析例题Word格式.docx
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Xi
sinAi
cosAi
Si
Gi=Si*r
Ni=GicosAi
Ti=GisinAi
L
1
26.75
0.731231
0.68213
6.6224
115.892
79.0533748
84.743847
31.406
2
22.07
0.603302
0.79751
13.1051
229.339
182.900962
138.3608673
3
17.125
0.468132
0.88366
17.457
305.498
269.955499
143.0131154
4
13.013
0.35571
0.9346
15.8602
277.554
259.400448
98.7286828
5
9.8748
0.269936
0.96288
8.4375
147.656
142.174993
39.85774254
6
4.1316
0.112941
0.9936
0.5305
9.28375
9.22434997
1.048514064
7
8
合计
942.709627
505.7527691
R=
36.582
Xa=
3.1353
Xb=
29.635
K=
1.99506211
圆弧法边坡稳固性剖析表-O2
26.069
0.791442
0.61124
16.1607
282.812
172.867321
223.8295293
34.673
20.737
0.629581
0.77693
25.4912
446.096
346.587551
280.8535396
15.277
0.4638
0.88594
25.6378
448.662
397.487072
208.0893293
10.25
0.311187
0.95035
26.2598
459.547
436.729458
143.0047778
5.4122
0.164314
0.98641
18.0611
316.069
311.773249
51.93468946
1.1486
0.034871
0.99939
5.8908
103.089
103.026302
3.594865077
1768.47095
911.3067305
32.938
-1.842
27.658
1.54501031
圆弧法边坡稳固性剖析表-O3
23.869
0.780602
0.62503
20.0794
351.39
219.62848
274.2952996
38.238
19.166
0.626783
0.77919
38.8931
680.629
530.342059
426.6069338
14.363
0.469714
0.88282
38.5938
675.392
596.24831
317.2406523
9.1263
0.298458
0.95442
35.7511
625.644
597.129171
186.7283594
4.635
0.151579
0.98845
29.8233
521.908
515.877216
79.11003333
-3.304
-0.10806
0.99414
16.8884
295.547
293.816367
-31.9369993
-4.202
-0.1374
0.99052
2.3068
40.369
39.9861159
-5.546773633
2793.02772
1246.497506
30.578
-5.86
26.64
1.51882406
圆弧法边坡稳固性剖析表-O4
23.059
0.792722
0.60958
22.329
390.758
238.199448
309.7619193
42.124
19.387
0.666478
0.74553
49.3117
862.955
643.354395
575.140003
14.001
0.481314
0.87655
53.4268
934.969
819.545349
450.0138359
8.805
0.302693
0.95309
47.417
829.798
790.87019
251.1737119
4.1635
0.14313
0.9897
42.6951
747.164
739.471348
106.9417666
-3.294
-0.11322
0.99357
30.1196
527.093
523.703649
-59.67846139
-5.64
-0.19387
0.98103
12.5422
219.489
215.323994
-42.5532538
-8.936
-0.30718
0.95165
0.1126
1.9705
1.87522758
-0.605303047
3972.3436
1590.194219
29.089
-9.269
26.232
1.53906982
圆弧法边坡稳固性剖析表-O5
23.072
0.817199
0.57636
25.1032
439.306
253.196238
359.0005943
46.352
18.566
0.657624
0.75335
55.0529
963.426
725.793355
633.5717651
13.738
0.486586
0.87363
68.7233
1202.66
1050.68089
585.1968249
8.7912
0.311387
0.95028
63.5402
1111.95
1056.67075
346.2477724
3.7765
0.133765
0.99101
54.5968
955.444
946.857533
127.8047302
-1.122
-0.03975
0.99921
45.1172
789.551
788.926914
-31.38638895
-5.961
-0.21114
0.97745
27.4401
480.202
469.375592
-101.3916866
-6.182
-0.21897
0.97573
6.1231
107.154
104.553828
-23.46338156
5396.0551
1895.58023
28.232
-12.26
26.235
1.63917739
3.盘算成果剖析与结论
3.1盘算成果剖析
稳固系数K与滑动面地位变化示意图.
重点解释:
稳固系数在滑动面在路基最左端时最大,然后逐渐减小,当滑动面在路基中央时达到最小,为1.51,然后当滑动面在路基上的点持续向右移动时,稳固系数又逐渐增大,到达最右端时为1.64.
3.2结论
1)因为Kmin=1.51,大于规范划定的1.20~1.25,故边坡稳固.
2)不知足请求,若何处理:
1.减小边坡坡度
2.换添路基土,选择粘性系数较大的土
3.加固边坡
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