抗滑桩k法教学资料.doc

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1、抗滑桩k法__________________________________________________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LHbhq1q2Kh____________________________________________________________________________________________________/

2、m/m/m/mkN/mkN/mkN/m37101.52.501005×105____________________________________________________________________________________________________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，故在滑动面处有M0=-1666.67

3、kN*mQ0=-500kN查表可知带入数据得____________________________________________________________________________________________________-0.493mm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)0.001.00000.00000.00000.00000-0.000493-1666.67-5000.051.00000.05000.00130.00002-0.00045839-1747.2

4、3-392.1530.101.00000.10000.00500.0002-0.00042482-1810.1-291.6740.150.99990.15000.01130.0006-0.00039234-1854.18-199.0430.200.99970.20000.02000.0014-0.00036096-1883.21-113.2910.250.99930.25000.03130.0026-0.00033071-1895.37-35.00680.300.99870.29990.04500.0045-0.00

5、03017-1895.636.774670.35____________________________________________________________________________________________________0.99750.34980.06130.0072-0.0002738-1882.95102.0220.400.99570.39970.08000.0107-0.00024693-1859.04161.37360.450.99320.44940.10120.0152-0.00

6、02213-1824.86214.47910.500.98950.49900.12490.0208-0.00019665-1780.91261.99580.520.98780.51880.13510.0234-0.00018715-1761.2279.38420.540.98580.53850.14570.0262-0.00017783-1739.88295.78820.560.98360.55820.15670.0293-0.0001687-1718.46311.56530.580.98110.57780.1680

7、0.0325-0.00015966-1695.06326.49390.600.97840.59740.17980.0360-0.00015086-1670.75340.47630.620.97540.61700.19190.0397-0.00014212-1645.82354.01750.640.97210.63640.20440.0437-0.00013366-1620.25366.53380.66___________________________________________________________

8、_________________________________________0.96840.65590.21740.0479-0.00012523-1592.44378.24440.680.96440.67520.23070.0524-0.00011704-1564.81389.24930.700.96000.69440.24440.05