基坑支护程设计方案.doc

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1、基坑支护工程设计方案验算项H：基坑支护匸程［验算简图］［验算条件］［基本参数］所依据的规程或方法：石家庄一土钉法基坑深度：9.800(m)基坑内地下水深度：20.000(m)基坑外地下水深度：20.000(in)基坑侧壁重要性系数：1.000土钉荷载分项系数：1.250土钉抗拉抗力分项系数：1.300整体滑动分项系数：1.300［坡线参数］坡线段数1序号水平投影(m)竖向投影(m)倾角(°)12・9109.80073.3［土层参数］土层层数6序号土类型土层厚(m)容霓(kN./m*3)饱和容重粘聚力内摩擦角钉土摩阻

2、力锚杆土摩阻力水土(kN/nf3)(kPa)(度)(kPa)(kPa)1索填土1.70018.020.010.010.016.016.0合算2粘性土2.00019.31&029.019.255.055.0分算3粉土1.60018.51&02&021.565.065.0分算4粉砂3.10018.01&05.031.045.045.0分算5粘性土5.10019.91&026.019.866.066.0分算6粘性土5.50020.31&031.022.570.070.0分算［超我参数］超载数1序号超载类型超载值(kN/m

3、)作用深度(in)作用宽度(m)距坑边线距离(m)形式长度(m)1局部均布10.0000.0005.0002.060条形［土钉参数］土钉道数6序号水平间距(ill)垂直间距(m)入射角度(度)钻孔直径(nun)长度(in)配筋11.5001.50010.01207.8001D1821.5001.50010.0120&8001D1831.5001.50010.0120&80011)1841.5001.50010.0120&8001D1851.5001.50010.01207.800101861.5001.50010.

4、01206.8001D18［内部稳定验算条件］考虑地下水作用的计算方法：总应力法土钉拉力在滑面上产生的阴力的折减系数：0.500［验算结果］［局部抗拉验算结果］工况开挖深度破裂角土钉号土钉长度受拉荷载标准值抗拔承载力设讣值抗拉承载力设计值满足系数(in)(度)(in)Tjk(kN)Tuj(kN)Tuj(kN)抗拔抗拉12.00050.7023.30052.217.8000.7103.276.3115.69485.59331.60053.117.8000.779.176.38&71685.5932&8000.0117

5、.176.3999.000999.00045.90054.217.8000.779.176.38&71685.5932&8000.0117.176.3999.000999.0003&8003.9107.476.321.82815.51757.20055.317.8000.779.176.38&71685.5932&8000.0117.176.3999.000999.0003&8003.9107.476.321.82815.5176&50056.117.8000.779.176.388.71685.5932&8000

6、.0117.176.3999.000999.0003&8003.9107.476.321.82815.51748.80036.197.976.32.1681.69179.80055.917.8000.779.176.38&71685.5932&8000.0117.176.3999.000999.0003&8003.9107.176.321.82815.5174&80036.197.976.32.1681.69157.80042.7107.576.32.0161.43289.80055.917.8000.779.17

7、6.38&71685.5932&8000.0117.176.3999.000999.0003&8003.9107.176.321.82815.5174&80036.197.976.32.1681.69157.80042.7107.576.32.0161.43266.80014.7124.976.36.8054.159［内部稳定验算结果］工况号安全系数圆心坐标x(m)圆心坐标y(m)半径(m)11.8081.06011.7393.88822.475-1.65714.9179.18532.202-2.23114.338

8、9.89311.855-2.61113.74910.55151.450-4.07412.74511.21761.316-6.01813.70913.96671.306-4.88212.15113.09581.399-1.32911.11915.055