吉林大学学报(工学版) ›› 2024, Vol. 54 ›› Issue (6): 1719-1729.doi: 10.13229/j.cnki.jdxbgxb.20221084

• 交通运输工程·土木工程 • 上一篇    

新型地锚张弦梁式泥石流格栅坝稳定性分析

王永胜1,2(),吕宝宏1,2,3,王金珂1,2,杨大江1,2,熊泤哲4,张斌伟5   

  1. 1.兰州理工大学 土木工程学院，兰州 730050
    2.兰州理工大学 西部土木工程防灾减灾教育部工程研究中心，兰州 730050
    3.机械工业勘察设计研究院，西安 710043
    4.澳门大学 科技学院，澳门 999078
    5.陇东学院 土木工程学院，甘肃 庆阳 745000
  • 收稿日期:2022-08-21 出版日期:2024-06-01 发布日期:2024-07-23
  • 作者简介:王永胜（1985-），男，教授，博士.研究方向：滑坡泥石流防治.E-mail：wys591888@163.com
  • 基金资助:
    国家自然科学基金项目(52269024);兰州理工大学红柳杰出青年人才支持计划项目(04-062408);兰州市青年科技人才创新项目(2023-QN-53)

Stability analysis of novel ground anchor and beam string debris flow grid dam

Yong-sheng WANG1,2(),Bao-hong LYU1,2,3,Jin-ke WANG1,2,Da-jiang YANG1,2,Si-zhe XIONG4,Bin-wei ZHANG5   

  1. 1.School of Civil Engineering，Lanzhou University of Technology，Lanzhou 730050，China
    2.Western Center for Disaster Mitigation in Civil Engineering of Ministry of Education，Lanzhou University of Technology，Lanzhou 730050，China
    3.China JK Institute of Engineering and Design，Xi′an 710043，China
    4.Faculty of Science and Technology，University of Macau，Macao 999078，China
    5.School of Civil Engineering，Longdong University，Qingyang 745000，China
  • Received:2022-08-21 Online:2024-06-01 Published:2024-07-23

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摘要：

为防止新型地锚张弦梁式泥石流格栅坝在强度破坏前发生稳定性破坏，导致整个结构失效，基于新结构构件受力的简化计算方法对其局部稳定性和整体稳定性进行了分析。采用能量法推导了局部失稳时张弦梁结构平面内屈曲荷载公式，避免了直接求解张弦梁结构的内力，极大地提高了求解效率；分析了矢跨比和垂跨比对屈曲荷载的影响；提出了空库、半库和满库工况下新结构整体失稳破坏的安全稳定性系数计算方法。结合理论分析，升级了新结构设计计算软件，优化了算法，开发了稳定性计算模块。利用SAP2000建立了有限元模型对理论分析进行验证，结果表明：得到的张弦梁结构平面内的屈曲荷载计算值与有限元计算值吻合较好，可作为张弦梁结构平面内稳定性设计的依据；矢跨比和垂跨比的增大均有利于提高张弦梁结构的平面内稳定性；新结构工程应用时，张弦梁结构参数的选取可参考两铰拱给出，其空库和半库工况下整体失稳破坏要早于强度破坏，应着重考虑其整体失稳破坏，特别是空库工况下中柱的倾覆。

关键词: 防灾减灾工程, 泥石流, 防治结构, 新型地锚张弦梁式泥石流格栅坝, 局部稳定性, 整体稳定性

Abstract:

In order to prevent the stability failure of the novel ground anchor and beam string debris flow grid dam before the strength failure， resulting the whole structure fails. Based on the simplified calculation method of novel structural components， the local stability and overall stability were analyzed. The energy method was used to derive the in-plane buckling load formula of the beam string structure under local instability. This method avoids directly solving the internal force of the beam string structure and greatly improves the solving efficiency. The influence of rise-span ratio and sag-span ratio on buckling load were analyzed. The calculation method of the safety stability factor of the overall instability failure of the novel structure under empty， half and full storage conditions was proposed. Combined with theoretical analysis， the new structural design calculation software was upgraded， the algorithm was optimized and the stability calculation module was developed. The finite element model is established by SAP2000 to verify the theory， the results show that the calculated value of in-plane buckling load of beam string structure is in good agreement with that of finite element method， which can be used as the basis for stability design of beam string structure in-plane； the increase of rise-span ratio and vertical-span ratio is beneficial to improve the in-plane stability of beam string structure； In the application of novel structure engineering， the selection of beam string structure parameters can be given by referring to the two-hinged arch. The overall instability failure under empty and half storage conditions are earlier than that under the strength failure， and the overall instability failure should be emphatically considered， especially the overturning of the middle column under empty storage conditions.

Key words: disaster prevention and mitigation engineering, debris flow, control structure, novel ground anchor and beam string debris flow grid dam, local stability, overall stability

中图分类号: 

  • P642.23

图1

新型地锚张弦梁式泥石流格栅坝二维图"

图2

新型地锚张弦梁式泥石流格栅坝三维图"

图3

简支张弦梁结构"

图4

铰支张弦梁结构"

图5

简化张弦梁结构计算简图"

图6

新结构边柱倾覆示意图"

图7

新结构中柱倾覆示意图"

图8

新结构空库过流"

图9

新结构半库过流"

图10

新结构满库过流"

图11

边柱稳定性力学计算模型"

图12

中柱力学计算模型"

图13

张弦梁结构有限元模型"

图14

简化张弦梁结构有限元模型"

图15

张弦梁结构内力对比"

表1

两种工况屈曲荷载"

屈曲荷载工况1工况2
误差/%8.65.6
本文简化计算值/kN38 631.66036.74
有限元计算值/kN41 951.16374.5

图16

矢跨比对张弦梁结构平面内稳定性的影响"

图17

垂跨比对张弦梁结构平面内稳定性的影响"

图18

新结构整体有限元模型"

表2

泥石流冲击情况"

形状系数泥石流流体重度/（kN?m-3）流速/（m?s-1）受力面与冲压力夹角/（°）整体冲击力/kPa等效直径/m大块石冲击力/kN
1.3314.994.09032.551.792
1.014.994.09024.47--

表3

倾覆力矩对比分析"

倾覆力矩边柱中柱
空库半库满库空库半库满库
误差/%1.50.71.83.42.44.5
理论计算值/（kN?m-1）5055.924480.271245.39603.247821.722490.6
有限元计算值/（kN?m-1）5129.424513.131267.489277.177634.092378.07

表4

抗倾覆安全稳定性系数"

安全性系数边柱中柱
空库半库满库空库半库满库
Epx/kN1038.621557.93
Mr/（kN?m-1）3591.765760.28
Fs0.710.82.70.620.752.4

表5

新结构各钢构件内力"

构件

轴力/

kN

弯矩/

（kN?m-1）

剪力/

kN

正应力/

（N?mm-2）

切应力/

（N?mm-2）

张弦梁324.0582.1457.0751.12<20515.28<120
张拉索267.21——46<1110—
竖杆—96.2492.5932.7<205102.88<120

图19

计算软件主界面"

图20

计算软件具体模块界面"

图21

新结构局部失稳"

图22

新结构整体失稳"

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