獨基沉降計算

1、xx汽車站工程沉降計算書一一、設設計計依依據據：建筑地基基礎設計規(guī)范GB50007-2011xx汽車站候車樓巖土工程勘察報告(2013-022)提供的巖土的物理力學參數 二二、計計算算條條件件選用1-5軸交D軸的基礎計算沉降：位置基礎埋深 fspkspk(KPa)基礎尺寸(mm)柱準永久組合荷載(KN)基礎11交D軸-3.0003003.43.41842基礎22交D軸3.54.02505基礎33交D軸4.04.02459基礎44交D軸3.54.02308基礎55交D軸3.43.41995土層示意圖由建筑地基處理技術規(guī)范9.2.8-1=fspk/fak=300/140=2.14復合土層Es=*原

2、土層Es，見下表1層2層3層4層5層原土層Es6.456.573.339.419.78復合土層Es13.8014.067.1320.1420.93三三、沉沉降降計計算算基基礎礎底底面面附附加加壓壓力力及及沉沉降降計計算算深深度度基礎埋深（m）地基承載力（KPa）基礎尺寸bl（mm）基礎面積準永久組合荷載(KN)基礎底面壓力p=(F+G)/A基礎底面以上土的加權容重基底附加壓力p0 0=p-d沉降計算深度Zn=b(2.5-0.4*lnb)基礎133003.43.411.561842164.5315.3118.56.8基礎23.54.013.602505184.1915.3138.37.0基礎34

3、.04.016.002459153.6915.3107.87.8基礎43.54.014.002308164.8615.3119.07.0基礎53.43.411.561995172.5815.3126.76.8地地基基沉沉降降計計算算由建筑地基基礎設計規(guī)范5.3.7，2.0b4時Z=0.6m。基礎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深度滿足5.23.10.1340696.8049.58201401.232.17.44.40.1035765.9069.10209301.633.68.04.70.0984787.221.30209300.534.1基礎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深度滿足5.22.60.1559810.6872.74201402.044.77.43.70.1235913.90103.22209302.747.48.04.00.1167933.619.70209300.547.9基礎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深度滿足5.22.60.1503781.5666.30201401.433.47.43.70.1182874.6893.12209301.935.38.04.00.1114891.216.52209300.335.7基礎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深度滿足01.140.00.25000.000.0111.60.80.2364378.24378.241416012.712.74.22.10.1757737.94359.70713024.036.7(Sn/s)0.025深度滿足5.22.60.1559810.6872.74201401.738.47.43.70.1235913.90103.22209302.340.88.04.00.1167933.619.702

8、09300.441.2基礎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深度滿足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、 結結論論依據建筑地基基礎設計規(guī)范5.3.4，相鄰柱基的沉降差允許值為：=0.002l=0.002*8000=16 mm基礎1與基礎2沉降差：=7.9-1.5=6.4 mm 基礎2與基礎3沉降差：=13.5-7.9=5.6 mm 基礎1基礎2基礎3基礎4基礎5s(mm)18.826.419.622.720.0(mm)7.66.73.12.6相鄰基礎沉降差均小于=16 mm經經計計算算，相相鄰鄰柱柱基基礎礎的的沉沉降降滿滿足足規(guī)規(guī)范范要要求求。備注Zn取8.0Es ss=s ss(mm)1118.8按地基處理規(guī)范表9.2.8s s=0.55三三、沉沉降降計計算算基基礎礎底底面面附附加加壓壓力力及及沉沉降降計計算算深深度度地地基基沉沉降降計計算算基礎1Es ss=s ss(mm)1126.4按地基處理規(guī)范表9.2.8s s=0.55Es ss=s ss(mm)1119.6按地基處理規(guī)范表9.2.8s s=0.55Es ss=s ss(mm)基礎2基礎3基礎418.8按地基處理規(guī)范表9.2.8s s=0.551122.7按地基處理規(guī)范表9.2.8s s=0.55Es ss=s ss(mm)1120.0按地基處理規(guī)范表9.2.8s s=0.55基