独基沉降计算

1、xx汽车站工程沉降计算书一一、设设计计依依据据：建筑地基基础设计规范GB50007-2011xx汽车站候车楼岩土工程勘察报告(2013-022)提供的岩土的物理力学参数 二二、计计算算条条件件选用1-5轴交D轴的基础计算沉降：位置基础埋深 fspkspk(KPa)基础尺寸(mm)柱准永久组合荷载(KN)基础11交D轴-3.0003003.43.41842基础22交D轴3.54.02505基础33交D轴4.04.02459基础44交D轴3.54.02308基础55交D轴3.43.41995土层示意图由建筑地基处理技术规范9.2.8-1=fspk/fak=300/140=2.14复合土层Es=*原

2、土层Es，见下表1层2层3层4层5层原土层Es6.456.573.339.419.78复合土层Es13.8014.067.1320.1420.93三三、沉沉降降计计算算基基础础底底面面附附加加压压力力及及沉沉降降计计算算深深度度基础埋深（m）地基承载力（KPa）基础尺寸bl（mm）基础面积准永久组合荷载(KN)基础底面压力p=(F+G)/A基础底面以上土的加权容重基底附加压力p0 0=p-d沉降计算深度Zn=b(2.5-0.4*lnb)基础133003.43.411.561842164.5315.3118.56.8基础23.54.013.602505184.1915.3138.37.0基础34

3、.04.016.002459153.6915.3107.87.8基础43.54.014.002308164.8615.3119.07.0基础53.43.411.561995172.5815.3126.76.8地地基基沉沉降降计计算算由建筑地基基础设计规范5.3.7，2.0b4时Z=0.6m。基础1Z(m)l1 1/b1 1Z/b1 1i ii iZi i（mm）i iZi i-i-1i-1Zi-1i-1(mm)Esisi(KPa)S=4p0 0(i iZi i-i-1i-1Zi-1i-1)/Esisi s=S(mm)Sn n/s01.000.00.25000.000.0141.60.90.22

4、99367.84367.841416012.312.34.22.50.1541647.22279.38713018.630.9(Sn/s)0.025深度满足5.23.10.1340696.8049.58201401.232.17.44.40.1035765.9069.10209301.633.68.04.70.0984787.221.30209300.534.1基础2Z(m)l1 1/b1 1Z/b1 1i ii iZi i（mm）i iZi i-i-1i-1Zi-1i-1(mm)Esisi(KPa)S=4p0 0(i iZi i-i-1i-1Zi-1i-1)/Esisi s=S(mm)Sn

5、n/s01.140.00.25000.000.0111.60.80.2364378.24378.241416014.814.84.22.10.1757737.94359.70713027.942.7(Sn/s)0.025深度满足5.22.60.1559810.6872.74201402.044.77.43.70.1235913.90103.22209302.747.48.04.00.1167933.619.70209300.547.9基础3Z(m)l1 1/b1 1Z/b1 1i ii iZi i（mm）i iZi i-i-1i-1Zi-1i-1(mm)Esisi(KPa)S=4p0 0(i

6、iZi i-i-1i-1Zi-1i-1)/Esisi s=S(mm)Sn n/s01.000.00.25000.000.0101.60.80.2346375.36375.361416011.411.44.22.10.1703715.26339.90713020.632.0(Sn/s)0.025深度满足5.22.60.1503781.5666.30201401.433.47.43.70.1182874.6893.12209301.935.38.04.00.1114891.216.52209300.335.7基础4Z(m)l1 1/b1 1Z/b1 1i ii iZi i（mm）i iZi i-i

7、-1i-1Zi-1i-1(mm)Esisi(KPa)S=4p0 0(i iZi i-i-1i-1Zi-1i-1)/Esisi s=S(mm)Sn n/s1.00(Sn/s)0.025深度满足01.140.00.25000.000.0111.60.80.2364378.24378.241416012.712.74.22.10.1757737.94359.70713024.036.7(Sn/s)0.025深度满足5.22.60.1559810.6872.74201401.738.47.43.70.1235913.90103.22209302.340.88.04.00.1167933.619.702

8、09300.441.2基础5Z(m)l1 1/b1 1Z/b1 1i ii iZi i（mm）i iZi i-i-1i-1Zi-1i-1(mm)Esisi(KPa)S=4p0 0(i iZi i-i-1i-1Zi-1i-1)/Esisi s=S(mm)Sn n/s01.000.00.25000.000.0141.60.90.2299367.84367.841416013.213.24.22.50.1541647.22279.38713019.933.0(Sn/s)0.025深度满足5.23.10.1340696.8049.58201401.234.37.44.40.1035765.9069.1

9、0209301.735.98.04.70.0984787.221.30209300.536.5四四、 结结论论依据建筑地基基础设计规范5.3.4，相邻柱基的沉降差允许值为：=0.002l=0.002*8000=16 mm基础1与基础2沉降差：=7.9-1.5=6.4 mm 基础2与基础3沉降差：=13.5-7.9=5.6 mm 基础1基础2基础3基础4基础5s(mm)18.826.419.622.720.0(mm)7.66.73.12.6相邻基础沉降差均小于=16 mm经经计计算算，相相邻邻柱柱基基础础的的沉沉降降满满足足规规范范要要求求。备注Zn取8.0Es ss=s ss(mm)1118.8按地基处理规范表9.2.8s s=0.55三三、沉沉降降计计算算基基础础底底面面附附加加压压力力及及沉沉降降计计算算深深度度地地基基沉沉降降计计算算基础1Es ss=s ss(mm)1126.4按地基处理规范表9.2.8s s=0.55Es ss=s ss(mm)1119.6按地基处理规范表9.2.8s s=0.55Es ss=s ss(mm)基础2基础3基础418.8按地基处理规范表9.2.8s s=0.551122.7按地基处理规范表9.2.8s s=0.55Es ss=s ss(mm)1120.0按地基处理规范表9.2.8s s=0.55基