抗滑桩k法教案资料.doc

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1、精品好文档，推荐学习交流第一章概述资料在如图给定的抗滑桩受荷段荷载图形下，请按“K法”查表计算桩身位移及弯矩、剪力。设桩底支承条件为自由端，桩身材料为C25钢筋混凝土。1.数据确定表1抗滑桩计算基本参数序号学号姓名L/mH/mb/mh/mq1kN/mq2kN/mKhkN/m37101.52.501005×105仅供学习与交流，如有侵权请联系网站删除谢谢9精品好文档，推荐学习交流第二章计算1.锚固段顶端的弯矩M0、剪力Q0（受荷段按悬臂梁假设）Q0=1.判断锚固段属于刚性桩还是弹性桩计算模式桩的正面计算宽度Bh桩的变形系数属弹性桩2.锚固段弹性桩的位移、剪力、弯矩桩底支承条件为自由端

2、，故在滑动面处有M0=-1666.67kN*mQ0=-500kN查表可知带入数据得-0.493mm仅供学习与交流，如有侵权请联系网站删除谢谢9精品好文档，推荐学习交流滑动面以下桩身任一截面的位移、剪力、弯矩公式为　X（m）MQ(kN)0.001.00000.00000.00000.00000-0.000493-1666.67-5000.051.00000.05000.00130.00002-0.00045839-1747.23-392.1530.101.00000.10000.00500.0002-0.00042482-1810.1-291.6740.150.99990.15000

3、.01130.0006-0.00039234-1854.18-199.0430.200.99970.20000.02000.0014-0.00036096-1883.21-113.2910.250.99930.25000.03130.0026-0.00033071-1895.37-35.00680.300.99870.29990.04500.0045-0.0003017-1895.636.774670.350.99750.34980.06130.0072-0.0002738-1882.95102.0220.400.99570.39970.08000.0107-0.00024693-

4、1859.04161.37360.450.99320.44940.10120.0152-0.0002213-1824.86214.47910.500.98950.49900.12490.0208-0.00019665-1780.91261.99580.520.98780.51880.13510.0234-0.00018715-1761.2279.38420.540.98580.53850.14570.0262-0.00017783-1739.88295.78820.560.98360.55820.15670.0293-0.0001687-1718.46311.56530.580.9

5、8110.57780.16800.0325-0.00015966-1695.06326.49390.600.97840.59740.17980.0360-0.00015086-1670.75340.47630.620.97540.61700.19190.0397-0.00014212-1645.82354.01750.640.97210.63640.20440.0437-0.00013366-1620.25366.53380.660.96840.65590.21740.0479-0.00012523-1592.44378.24440.680.96440.67520.23070.05

6、24-0.00011704-1564.81389.24930.700.96000.69440.24440.0571-0.00010897-1535.4399.31990.720.95520.71360.25840.0621-0.00010096-1506.36409.18280.740.95010.73260.27290.0675-9.3323E-05-1477.03417.88480.760.94440.75160.28780.0730-8.5594E-05-1444.6425.79310.780.93840.77040.30300.0790-7.8198E-05-1414.67

7、433.36240.800.93180.78910.31860.0852-7.0827E-05-1382.62440.09740.820.92470.80770.33450.0917-6.3533E-05-1350.6446.45070.840.91710.82610.35090.0986-5.651E-05-1317.96451.74320.860.90900.84430.36760.1057-4.9591E-05-1284456.24670.880.90020.8