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一条形基础宽度1m,埋深为2m,地基为砂土,其γ=19.5kN/m³,φ=40°,C=0,试分别求相应于基底平均压力为400kPa、500kPa、600kPa时地基内塑性变形区的最大深度。()
A.-0.45m,0.4m,0.92m
B.-0.12m,0.5m,0.92m
C.-0.12m,0.4m,1.92m
D.-1.12m,0.4m,0.92m
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A.-0.45m,0.4m,0.92m
B.-0.12m,0.5m,0.92m
C.-0.12m,0.4m,1.92m
D.-1.12m,0.4m,0.92m
A.-0.45m,0.4m,0.92m
B.-0.12m,0.5m,0.92m
C.-0.12m,0.4m,1.92m
D.-1.12m,0.4m,0.92m
A.9m
B.11m
C.6.5m
D.4.5m
载Fk=250kN/m;地面下存在6.0m厚的淤泥层,γ=16.0kN/m3,γsat=18.0kN/m3,淤泥层地基的承载力特征值fak=80kPa;地下水位距地面深1m。试设计砂垫层。
A.9m
B.11m
C.6.5m
D.4.5m
一柱下方形独立基础边长为1.8m,埋深为1.0m,柱传来的轴心荷载Fk=1000kN,地基土为粗砂,重度为18kN/m3,地基承载力特征值fak=250kPa,埋深修正系数ηd=4.4,试验算该基础的底面边长是否合适。
有一矩形基础为4m×8m,埋深为2m,受4000 kN中心荷载P(包括基础自重)的作用。地基为细砂层,其γ=19kN/m3,压缩资料如下表所示。试用分层总和法计算基础的总沉降。
细沙e-p曲线资料 | ||||
p/kPa | 50 | 100 | 150 | 200 |
P | 0.680 | 0.654 | 0.635 | 0.620 |
某条形基础,底宽b=1.5m,埋深d=2m,地基土的重度γ=18kN/m3,饱和重度γsat=19kN/m3,抗剪强度指标为c=10kPa,ψ=20°,地下水位埋深为1.5m,试求该地基的Pcr和。
表 临塑荷载pcr及临界荷载p_{frac{1}{4}}的承载力Nr、Nq、Nc值 | |||||||
ψ(°) | Nr | Nq | Nc | ψ(°) | Nr | Nq | Nc |
0 | 0 | 1.00 | 3.14 | 22 | 0.61 | 3.44 | 6.04 |
2 | 0.03 | 1.12 | 3.32 | 24 | 0.72 | 3.87 | 6.45 |
4 | 0.06 | 1.25 | 3.51 | 26 | 0.84 | 4.37 | 6.90 |
6 | 0.10 | 1.39 | 3.71 | 28 | 0.98 | 4.93 | 7.40 |
8 | 0.14 | 1.55 | 3.93 | 30 | 1.15 | 5.59 | 7.95 |
10 | 0.18 | 1.73 | 4.17 | 32 | 1.34 | 6.35 | 8.55 |
12 | 0.23 | 1.94 | 4.42 | 34 | 1.55 | 7.21 | 9.22 |
14 | 0.29 | 2.17 | 4.69 | 36 | 1.81 | 8.25 | 9.97 |
16 | 0.36 | 2.43 | 5.00 | 38 | 2.11 | 9.44 | 10.80 |
18 | 0.43 | 2.72 | 5.31 | 40 | 2.46 | 10.84 | 11.73 |
20 | 0.51 | 3.06 | 5.66 | 45 | 3.66 | 15.64 | 14.64 |
一条形基础,宽度b=10m,埋置深度d=2m,建于均质粘土地基上,粘土的Υ=16.5KN/m3
,φ=15,c=15KPa,试求按太沙基公式计算Pu。
A.10cm
B. 8cm
C. 6cm
D. 4cm