桩基础稳定性计算书.doc

桩基础稳定性计算书1工程；工程建设地点：；属于结构；地上0层；地下0层；建筑高度：0m；标准层层高：0m ；总建筑面积：0平方米；总工期：0天。本工程由投资建设，设计，地质勘察，监理，组织施工；由担任项目经理，担任技术负责人。本计算书主要依据施工图纸及以下规范及参考文献编制：建筑基坑支护技术规程（JGJ120-99）。一、参数信息1.基坑基本参数基坑开挖深度H：1.6m； 桩直径d：0.5m；桩与土接触点深度H1：1.5m； 桩入土深度H2：30m；塔吊最大倾覆力矩M：630kNm； 主动土压力分配系数：0.7；基坑外侧水位深度hwa：5m； 基坑以下水位深度hwp：2m；稳定性计算安全系数K：1.2；2.土层参数土层类型 厚度hi 重度i 浮重度mi 内聚力ci 摩擦角i （m） （kN/m3） （kN/m3） （kPa） （）碎石素填土 2 19 25 0 0 粉质粘土 26 19.2 27.9 20 30 淤泥质粉质粘土 3 16.7 52.4 6 15 微风化灰岩 5 18 22 4 5 3.荷载参数布置方式 荷载值Pi（kPa） 距基坑边线距离l1（m） 作用宽度ai（m）满布 10 - - 局布 5 1 2 4.支撑参数序号 支撑点与填土面距离（m） 作用力（kN）1 0.5 20 示意图二、桩侧土压力计算1、水平荷载（1）、主动土压力系数：Ka1=tan2（45- 1/2）= tan2（45-0/2）=1；Ka2=tan2（45- 2/2）= tan2（45-0/2）=1；Ka3=tan2（45- 3/2）= tan2（45-0/2）=1；Ka4=tan2（45- 4/2）= tan2（45-30/2）=0.333；Ka5=tan2（45- 5/2）= tan2（45-30/2）=0.333；Ka6=tan2（45- 6/2）= tan2（45-15/2）=0.589；Ka7=tan2（45- 7/2）= tan2（45-5/2）=0.84；（2）、土压力、地下水以及地面附加荷载产生的水平荷载：第1层土：0 1米；a1上 = P1Ka1-2C1Ka10.5 = 101-2010.5 = 10kN/m；a1下 = (1h1+P1)Ka1-2C1Ka10.5 = 191+101-2010.5 = 29kN/m；第2层土：1 1.5米；H2 = ihi/2 = 19/19 = 1；a2上 = 2H2+P1+P2a2/(a2+2l2)Ka2-2C2Ka20.5 = 191+10+2.51-2010.5 = 31.5kN/m；a2下 = 2(H2+h2)+P1+P2a2/(a2+2l2)Ka2-2C2Ka20.5 = 19(1+0.5)+10+2.51-2010.5 = 41kN/m；第3层土：1.5 2米；H3 = ihi/3 = 28.5/19 = 1.5；a3上 = 3H3+P1+P2a2/(a2+2l2)Ka3-2C3Ka30.5 = 191.5+10+2.51-2010.5 = 41kN/m；a3下 = 3(H3+h3)+P1+P2a2/(a2+2l2)Ka3-2C3Ka30.5 = 19(1.5+0.5)+10+2.51-2010.5 = 50.5kN/m；第4层土：2 5米；H4 = ihi/4 = 38/19.2 = 1.979；a4上 = 4H4+P1+P2a2/(a2+2l2)Ka4-2C4Ka40.5 = 19.21.979+10+2.50.333-2200.3330.5 = -6.261kN/m；a4下 = 4(H4+h4)+P1+P2a2/(a2+2l2)Ka4-2C4Ka40.5 = 19.2(1.979+3)+10+2.50.333-2200.3330.5 = 12.939kN/m；第5层土：5 28米；H5 = ihi/5 = 95.6/19.2 = 4.979；a5上 = 5H5+P1+P2a2/(a2+2l2)Ka5-2C5Ka50.5 = 19.24.979+10+2.50.333-2200.3330.5 = 12.939kN/m；a5下 = 5(H5+P1+P2a2/(a2+2l2)Ka5-2C5Ka50.5+h5Ka5+0.5wh52 = 19.24.979+10+2.50.333-2200.3330.5+27.9230.333+0.510232 = 2871.839kN/m；第6层土：28 31米；H6 = H5 = 4.979；a6上 = 6H6+P1Ka6-2C6Ka60.5+h6Ka6+0.5wh62 = 16.74.979+100.589-260.5890.5+52.4230.589+0.510232 = 3400.25kN/m；a6下 = 6H6+P1Ka6-2C6Ka60.5+h6Ka6+0.5wh62 = 16.74.979+100.589-260.5890.5+52.4260.589+0.510262 = 4227.808kN/m；第7层土：31 31.6米；H7 = H6 = 4.979；a7上 = 7H7+P1Ka7-2C7Ka70.5+h7Ka7+0.5wh72 = 184.979+100.84-240.840.5+22260.84+0.510262 = 3936.608kN/m；a7下 = 7H7+P1Ka7-2C7Ka70.5+h7Ka7+0.5wh72 = 184.979+100.84-240.840.5+2226.60.84+0.51026.62 = 4105.491kN/m；（3）、水平荷载：临界深度：Z0=(a4下h4)/(a4上+ a4下)=(12.9393)/(6.26112.939)=2.022m；第1层土：Ea1=0kN/m；第2层土：Ea2=0kN/m；第3层土：Ea3=0kN/m；第4层土：Ea4=0.5Z0a4下=0.52.02212.939=13.08kN/m；作用位置：ha4=Z0/3+hi=2.022/3+26.6=27.274m；第5层土：Ea5=h5(a5上+a5下)/2=23(12.939+2871.839)/2=33174.954kN/m；作用位置：ha5=h5(2a5上+a5下)/(3a5上+3a5下)+hi=23(212.939+2871.839)/(312.939+32871.839)+3.6=11.301m；第6层土：Ea6=h6(a6上+a6下)/2=3(3400.25+4227.808)/2=11442.086kN/m；作用位置：ha6=h6(2a6上+a6下)/(3a6上+3a6下)+hi=3(23400.25+4227.808)/(33400.25+34227.808)+0.6=2.046m；第7层土：Ea7=h7(a7上+a7下)/2=0.6(3936.608+4105.491)/2=2412.63kN/m；作用位置：ha7=h7(2a7上+a7下)/(3a7上+3a7下)+hi=0.6(23936.608+4105.491)/(33936.608+34105.491)+0=0.298m；土压力合力：Ea= Eai= 13.08+33174.954+11442.086+2412.63=47042.75kN/m；合力作用点：ha= hiEai/Ea= (13.0827.274+33174.95411.301+11442.0862.046+2412.630.298)/47042.75=8.49m；2、水平抗力计算（1）、被动土压力系数：Kp1=tan2（45+ 1/2）= tan2（45+0/2）=1；Kp2=tan2（45+ 2/2）= tan2（45+30/2）=3；Kp3=tan2（45+ 3/2）= tan2（45+30/2）=3；Kp4=tan2（45+ 4/2）= tan2（45+15/2）=1.698；Kp5=tan2（45+ 5/2）= tan2（45+5/2）=1.191；（2）、土压力、地下水产生的水平荷载：第1层土：1.6 2米；p1上 = 2C1Kp10.5 = 2010.5 = 0kN/m；p1下 = 1h1Kp1+2C1Kp10.5 = 190.41+2010.5 = 7.6kN/m；第2层土：2 3.6米；H2 = ihi/2 = 7.6/19.2 = 0.396；p2上 = 2H2Kp2+2C2Kp20.5 = 19.20.3963+22030.5 = 92.082kN/m；p2下 = 2(H2+h2)Kp2+2C2Kp20.5 = 19.2(0.396+1.6)3+22030.5 = 184.242kN/m；第3层土：3.6 28米；H3 = H2 = 0.396；p3上 = 3H3Kp3+2C3Kp30.5+h3Kp3+0.5wh32 = 19.20.3963+22030.5+27.903+0.51002 = 92.082kN/m；p3下 = 3H3Kp3+2C3Kp30.5+h3Kp3+0.5wh32 = 19.20.3963+22030.5+27.924.43+0.51024.42 = 5111.162kN/m；第4层土：28 31米；H4 = H3 = 0.396；p4上 = 4H4Kp4+2C4Kp40.5+h4Kp4+0.5wh42 = 16.70.3961.698+261.6980.5+52.424.41.698+0.51024.42 = 5175.167kN/m；p4下 = 4H4Kp4+2C4Kp40.5+h4Kp4+0.5wh42 = 16.70.3961.698+261.6980.5+52.427.41.698+0.51027.42 = 6219.155kN/m；第5层土：31 31.6米；H5 = H4 = 0.396；p5上 = 5H5Kp5+2C5Kp50.5+h5Kp5+0.5wh52 = 180.3961.191+241.1910.5+2227.41.191+0.51027.42 = 4488.923kN/m；p5下 = 5H5Kp5+2C5Kp50.5+h5Kp5+0.5wh52 = 180.3961.191+241.1910.5+22281.191+0.510282 = 4670.844kN/m；（3）、水平荷载：第1层土：Ep1=h1(p1上+p1下)/2=0.4(0+7.6)/2=1.52kN/m；作用位置：hp1=h1(2p1上+p1下)/(3p1上+3p1下)+hi=0.4(20+7.6)/(30+37.6)+29.6=29.733m；第2层土：Ep2=h2(p2上+p2下)/2=1.6(92.082+184.242)/2=221.059kN/m；作用位置：hp2=h2(2p2上+p2下)/(3p2上+3p2下)+hi=1.6(292.082+184.242)/(392.082+3184.242)+28=28.711m；第3层土：Ep3=h3(p3上+p3下)/2=24.4(92.082+5111.162)/2=63479.578kN/m；作用位置：hp3=h3(2p3上+p3下)/(3p3上+3p3下)+hi=24.4(292.082+5111.162)/(392.082+35111.162)+3.6=11.877m；第4层土：Ep4=h4(p4上+p4下)/2=3(5175.167+6219.155)/2=17091.484kN/m；作用位置：hp4=h4(2p4上+p4下)/(3p4上+3p4下)+hi=3(25175.167+6219.155)/(35175.167+36219.155)+0.6=2.054m；第5层土：Ep5=h5(p5上+p5下)/2=0.6(4488.923+4670.844)/2=2747.93kN/m；作用位置：hp5=h5(2p5上+p5下)/(3p5上+3p5下)+hi=0.6(24488.923+4670.844)/(34488.923+34670.844)+0=0.298m；土压力合力：Ep= Epi= 1.52+221.059+63479.578+17091.484+2747.93=83541.571kN/m；合力作用点：hp= hiEpi/Ep= (1.5229.733+221.05928.711+63479.57811.877+1709