抗滑桩计算

基本设计参数

桩长L10悬臂长度h15嵌入深度h210桩宽b1.5桩高a2滑坡推力En5838.0桩距5桩截面F3惯性矩I1E2.80E+07滑面处地基系数A1滑面处地基系数A2h0

ABCD

滑面至转动中心点距离y0△φ

0

试算法确定转动中心点

y01

233.53.63.73.83.813.823.833.843.853.863.873.883.8946.46.56.66.76.86.977.17.2

方程结果-115170000-95760000-76890000-67695000-65877120-64066560-62263440-62083542-61903719-61723973-61544302-61364708-61185189-61005747-60826381-60647092-58680000-18386880-16830000-15283920-13748760-12224640-10711680-9210000-7719720-6240960

200002.5-20000-150000试算法确定桩侧

压力y011.522.533.544.555.566.577.5

200000001.4E+087.63地基容许承载力

0.0171078

桩侧压力453.7629.226770.537877.632

侧压力复950.512

989.176核不够，993.624不宜采用963.856悬臂式刚899.873

性桩801.674

669.259502.628301.78266.7206

11.522.533.544.555.566.577.5

σ

420.20421.69423.19424.69426.19427.68429.18430.68432.18433.68435.17436.67438.17439.67

7.37.47.57.67.617.627.637.647.657.667.677.687.69-4773840-3318480-1875000-443520-301036.62-158674.56-16433.94125685.12267682.5409558.08551311.74692943.36834452.82

刚性桩计算

锚固段5米，位于土岩分界线

基本设计参数

桩长L10受力段长度h15锚入深度h25桩宽b1.5桩高a2滑坡推力En1631.3桩距5桩截面F3惯性矩I1E2.80E+07滑面处地基系数A1

20000

滑面处地基系数A2h0

20000

2.5

A20000

滑面至转动中心点距离y0

3.16

△φ0.01144

抗滑桩内力计算结果汇总表

Z(M)MY(KN.m)HY(KN)σY(Kpa)0.000.300.300.501.001.502.002.503.003.500.0097.8897.88163.13326.27489.40652.5815.7978.81141.9力复核桩

4.004.505.00滑动面0.000.501.001.502.002.503.003.163.504.004.505.001305.11468.21631.3722.8669.2592.7493.3371.0225.957.8-0.8侧压力复核桩长位于土中不能满足要求

刚性桩计算

锚固段7米，锚入岩层中2米

基本设计参数

桩长L10受力段长度h15锚入深度h27桩宽b1.5桩高a2滑坡推力En1305.1桩距4桩截面F3惯性矩I1E2.80E+07滑面处地基系数A1

20000

滑面处地基系数A2A

20000

20000

h0

2.5

L

5.00

K

500000.0

滑面至转动中心点距离y0旋转中心在土层内5.793722

说明转动

滑面至转动中心点距离y0(旋转中心在岩石内)5.793722

抗滑桩内力计算结果汇总表Z(M)01.01.52.0σY(Kpa)HY(KN)MY(KN.m)0.00备注0.0261.02130.5391.52293.6522.03522.0652.54815.7783.051174.62.53.03.5913.561598.71044.062088.11174.572642.81305.083262.74.04.55.0滑面0.01.01.52.02.53.04.05.05.05.56.06.57.0245.78244.03236.79225.31209.59189.62136.971305.08689.28388.323262.704259.514528.5399.064649.78-173.19-423.14-834.924630.434480.313840.312861.42上下桩侧应力符合要求岩石容许侧应力为6000kpa下部为土岩分界线67.34-1093.8467.34-1093.8412861.424311.51-1814.6462106.6838-218.77-1872.61157.2518-749.04-1267.726344.54992-1279.3200抗滑桩钢筋设计

fcmfybh0αsζγsMAS(mm)AS(mm2)11.9300150019000.0870.0910.9554.6E+0910254.05612304.867b1500h01900fy300ASV307.8S250K21.3NVCS4034267260.25fcbh0K2V84787502434390.1桩计算

3——3剖面

EI计算宽度Bpmααh22.80E+072.540000.2042.044滑体

γφ

cγφ

2.02181402.002.09101701.961.97221101.962.0116702.032.0616961.91.99

11881.99

2 平均值2.0215.50112.331.97标准差0.044.4636.740.04变异系数

0.02

0.29

0.33

0.02

滑床

c

2225262015101519.676.150.31

101110131834813094.6031.260.33

桩计算

4——4剖面

，位于土岩分界线

EI2.80E+07计算宽度Bp2.5m4000α0.204αh21.022桩计算

4——4剖面

，锚入岩层中2米

计算宽度Bp2.80E+072.5EIm4000α0.204αh21.431点距离y0

转中心在土层内

明转动中心点在岩石内，应重新计算

△φ0.0021

点距离y0

转中心在岩石内)

k1主筋配置配筋率Φ28钢筋数量

1.2受拉区20Φ28,受压区5Φ20,两侧

构造配筋各4Φ200.004105

615.7520.0

fc11.90V剪力满足要求2E+06Φ14@250Φ14

153.9