1、【解】已知如图所示,列表计算如下点号l/bz/b总z1 (左)5/50.1750.7000.7p02 (中)0.3500.35p03 (右)0.5250.525p02.4【解】已知p0=100kPa,其他如图2-37,各点应力列表计算如下:备注140/104/100.2440.24824.8+30/1010/100.240-20.72872.820/10340/304/300.24930.0030.330/204/200.2490补充:矩形荷载的宽度改为2米104/20.275/20.15515.5半个条形+2/20.1200.494549.4520/20.1370.0000.038/284/
2、28第二章 1483.1【解】 已知h=2m,e1=0.9,e2=0.83.2【解】已知如下表压应力50100200300孔隙比0.9640.9520.9360.924土的压缩系数3.3【解】已知b*l=2*3.6m,d=1m,F=900kN,=16,e1=1.0,a=0.4(MPa)-1计算深度Zn=b(2.5-0.4lnb)=2*(2.5-0.4ln2)=4.45m取Zn=4.6验算厚度z=0.3Es=(1+e1)/a=(1+1.0)/0.4=5MPa, 查表得到沉降修正系数=1.2列表计算如下z4zEsS4.61.8/10.12092.2246557.44.31.80.12682.181
3、00.04361.12检验sn=1.120.5MPa-1高压缩性土1规范法:第一层土:e0=0.85,a=2/3, Es1=1.85/2/3=2.775MPae0=1.00,a=10.5 高压缩, Es1=2.0/1=2.00MPa计算深度估计Zn=b(2.5-0.4ln4)=4*(2.5-0.4ln4)=8.57m取Zn=8.80m, 验算厚度z=0.6SiSi4.02.00.17462.79362.775100.78.84.40.10353.64320.849642.5143.28.24.10.10943.58830.05492.7sn=2.70.1c=14.0,计算深度够层he1e1-e
4、2(e1-e2)/(1+e1)sisi0.81820.06240.034344.60.80260.04800.026634.679.20.78640.03010.016823.5102.71.60.88400.02680.014222.7145.20.86800.01660.008914.2159.4S=159.4mm3.5 【解】分析:沉降由再压缩50kPa 及压缩50kPa构成已知Ce=0.05,Cc=0.3,e=0.85 p=100kPa,pc=c+50,=18kN/m3,h=4mp1ipciCe*lg(6)/(5)Cc*Lg(7)/(6)S=(8)+(9)*h/1.851.068959
5、1090.04080.080065.38627771270.02280.065247.65410445951450.01620.055138.572122631131630.01270.047732.6184.0第四章【解】已知h=40cm,L=15cm,t=6.0s,Q=400g=400cm3, d=5.5cmA=d2/4=23.8cm24.2已知H=6m,Cv=4.5*10-3cm2/s, =16.8kN/m3,p=120kPa1) =1, 2) =120/(120+16.8*6)=120/220.8=0.54 U=50%,查表内插得到Tv=0.226,因此第五章5.1已知cu=40kPa
6、,3=100kPa则:1=3+2cu=180kPa5.2已知c=0,=280,1=200kPa,3=150kPa,u=100kPa则,1=200-100=100kPa,在3=50kPa土达到极限平衡状态时候的1j =50tan2(45+14)=138.5kPa1 =100kPa所以,该点没达到极限平衡状态,没破坏!5.3已知砂土:=250kPa,f=100kPatan=100/250=0.4, =21.80 则破裂面与大主应力作用面的夹角为45+15.9=60.90(所以解方程组得到:1=396.3kPa,3=180.9kPa)第六章6.1 【解】 已知h=10m , c=0 E=Kh2/2K
7、0KaKpE0EaEp300.51/325kN/m16.7kN/m150kN/m6.2已知1=19.0kN/m3, h1=2m,c1=0, 1=30;2=17.6kN/m3,h2=3m,c2=5kPa, 2=15从上到下编号点1、2、3点1,ea=0点2,ea上=19.0*2*tan2(45-15)=38/3kN/m=12.7 kN/m2ea下=38.0* tan2(45-7.5)-2*5tan37.5=14.7kN/m2点3,ea=(38.0+17.6*3)tan2(45-7.5)-2*5tan37.5=38.1kN/m2E=12.7*2/2+(14.7+38.1)/2*3=12.7+79.
8、2=91.9kN/m6.3已知1=18.5kN/m3, h1=3m,c1=0, 1=30;2=20.0kN/m3,h2=3m,, 2=353sat=20.0kN/m3,h3=4m,3=35从上到下编号点1、2、3、4点2,ea上=18.5*3*tan2(45-15)=18.5kN/m2ea下=18.5*3* tan2(45-17.5) =15.0kN/m2点3,ea上= ea下=(18.5*3+20*3)*tan2(27.5)=31.3kN/m ew=0点4,ea =(18.5*3+20*3+10*4)*tan2(27.5)=42.1kN/m2 ew=10*4=40E=(0+18.5)*3/2
9、+(15.0+31.3)*3/2+(31.3+42.1)*4/2=244kN/mEw=40*4/2=80kN/mE=80+244=324 kN/m6.4q=20.0kN/m22=18.5kN/m3,h2=3m,, 2=35点1,ea=20 tan2(45-15)=6.7kN/m2点2,ea上=(20+18.5*3)*tan2(45-15)=25.2kN/m2ea下=(20+18.5*3)* tan2(45-17.5) =20.4kN/m2点3,ea上= ea下=(20+18.5*3+18.5*3)*tan2(27.5)=35.5 kN/m 点4,ea =(20+18.5*3+18.5*3+10*4)*tan2(27.5)=46.3kN/mE=(6.7+25.2)*3/2+(20.4+35.5)*3/2+(35.5+46.3)*4/2=295.3kN/mE=80+295.3=375.3 kN/m合力作用点省略6.5-6.8省略欢迎您的下载,资料仅供参考!致力为企业和个人提供合同协议,策划案计划书,学习资料等等打造全网一站式需求
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