某海外火电厂挖方边坡最优坡度计算
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摘要
位于丘陵地区的火电厂工程具有边坡工程多、挖方工程量大的特点,且往往位于抗震设防区域,挖方边坡坡度的大小直接影响工程的稳定性及经济性.为保证挖方边坡的稳定性及经济性,首先根据工程经验初选挖方边坡的坡度,计算边坡在一般工况和地震工况下的稳定安全系数,并与规范规定的安全系数进行比较,根据比较结果调整边坡坡度后重新进行稳定安全系数的计算,再与规范进行比较,逐步调整,最终求得挖方边坡的最优坡度.
Thermal power plants in hilly areas have the characteristics of much slope engineering and large excavation work;and they are also usually located in seismic fortification area.Therefore,the grade of excavation side slope directly affects the stability and economy of the project.In order to ensure both the stability and the economy,we select a grade of side slope according to engineering experiences;and then calculate the stability safety factor under general working condition and earthquake condition,meanwhile,compare with the limited stability safety factor in the code,adjust the grade of side slope as to the comparison result,and then recalculate the stability safety factor.The optimal grade of the excitation side slope can be get after gradually adjusting according the calculated results and the limited values in code.
Thermal power plants in hilly areas have the characteristics of much slope engineering and large excavation work;and they are also usually located in seismic fortification area.Therefore,the grade of excavation side slope directly affects the stability and economy of the project.In order to ensure both the stability and the economy,we select a grade of side slope according to engineering experiences;and then calculate the stability safety factor under general working condition and earthquake condition,meanwhile,compare with the limited stability safety factor in the code,adjust the grade of side slope as to the comparison result,and then recalculate the stability safety factor.The optimal grade of the excitation side slope can be get after gradually adjusting according the calculated results and the limited values in code.
引文
[1] GB 50330-2013建筑边坡工程设计规范[S].北京:中国建筑工业出版社,2013.
[2] 卢廷浩.土力学[M].南京:河海大学出版社,2002.
[3] 殷宗泽.土工原理[M].北京:中国水利水电出版社,2007.
[4] 杨同新.建筑浅基坑边坡自然放坡坡度的探讨[J].工程建设,2017,49(12):44-49.
[5] 赵林海.土质路基边坡的临界坡度[J].山西建筑,2004,30(18):66.
[6] 邓友生,许文涛.土质边坡稳定安全系数计算方法研究[J].公路工程,2017,42(2):23-28.
[7] 李璨,赵敏敏.简化Bishop法在边坡稳定计算中的应用[J].山东水利,2013,(4):9-10.
[8] 吕鹏,杨广庆.边坡稳定计算原理与分析[J].铁道建筑,2016,(8):79-81.
[2] 卢廷浩.土力学[M].南京:河海大学出版社,2002.
[3] 殷宗泽.土工原理[M].北京:中国水利水电出版社,2007.
[4] 杨同新.建筑浅基坑边坡自然放坡坡度的探讨[J].工程建设,2017,49(12):44-49.
[5] 赵林海.土质路基边坡的临界坡度[J].山西建筑,2004,30(18):66.
[6] 邓友生,许文涛.土质边坡稳定安全系数计算方法研究[J].公路工程,2017,42(2):23-28.
[7] 李璨,赵敏敏.简化Bishop法在边坡稳定计算中的应用[J].山东水利,2013,(4):9-10.
[8] 吕鹏,杨广庆.边坡稳定计算原理与分析[J].铁道建筑,2016,(8):79-81.