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A new theoretical method for calculating front abutment stress during coal mining
Energy Science & Engineering ( IF 3.5 ) Pub Date : 2019-11-19 , DOI: 10.1002/ese3.554 Hao Liu 1 , Pu Wang 1, 2 , Yuting Liu 3 , Jin Dai 1, 2 , Jiqiang Yang 4
Energy Science & Engineering ( IF 3.5 ) Pub Date : 2019-11-19 , DOI: 10.1002/ese3.554 Hao Liu 1 , Pu Wang 1, 2 , Yuting Liu 3 , Jin Dai 1, 2 , Jiqiang Yang 4
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The calculation of abutment stress has always been the most important topic in safe underground mining and design. In this paper, based on the formation mechanism of abutment stress, combined with the mechanical properties of actual strata and the theory of elastic foundation beams, a structure model of overlying strata with an elastic foundation is established, and a new theoretical calculation method of abutment stress is proposed. The new calculation method takes into account the interaction of the overlying key strata and the effect on the transmission of the front abutment stress and then analyzes the stress patterns of multilayered key strata under the combined action of the bending moment, shear force, and nonuniform load and its transmission to the underlying strata. In addition, based on field observations of panel 10 305 in the Xinglongzhuang coalmine, the influence range, peak position, and variation trend of the front abutment stress before and after breaking of the overlying key strata are studied and verified. The results show that the influence range of the abutment stress remains unchanged after KS1 breaks (eg, from 0 to 180 m), and its peak position shifts forward from 8 to 19 m, while the influence range (0‐180 m) and its peak position (6‐8 m in front of coal wall) remain unchanged after KS2 breaks; the abutment stress decreases, and the maximum decrease is 3.9 MPa in the range of 0‐22 m ahead of the coal wall after KS1 breaks, while the maximum decrease in the abutment stress is 2.1 MPa in the range of 0‐71 m ahead of the coal wall after KS2 breaks. The results of the new calculation method are basically consistent with the field observations and the existing theoretical results, showing that the method has good adaptability and reliability and can provide a new theoretical basis for on‐site design and construction practices.
中文翻译：
计算采煤过程中前桥台应力的新理论方法
桥台应力的计算一直是安全地下采矿和设计中最重要的主题。本文基于基台应力的形成机理，结合实际地层的力学特性和弹性地基梁的理论，建立了具有弹性地基的上覆地层结构模型，并提出了一种新的基台理论计算方法。提出了压力。新的计算方法考虑了上覆关键层的相互作用以及对前基台应力传递的影响，然后分析了弯矩，剪力和不均匀荷载共同作用下多层关键层的应力模式。并传播到下层。此外，基于兴隆庄煤矿10 305面板的现场观测，研究并验证了上覆关键层破裂前后前基台应力的影响范围，峰值位置和变化趋势。结果表明，KS1断裂后（例如，从0到180 m），基台应力的影响范围保持不变，其峰值位置从8到19 m向前移动，而影响范围（0-180 m）及其影响范围则保持不变。 KS2破裂后，峰值位置（煤壁前6-8 m）保持不变；KS1断裂后，在煤壁前0-22 m范围内，基台应力减小，最大降低为3.9 MPa，而在KS1断裂前0-71 m范围内，基台应力的最大减小为2.1 MPa。 KS2破裂后的煤壁。
更新日期：2019-11-19
中文翻译：
计算采煤过程中前桥台应力的新理论方法
桥台应力的计算一直是安全地下采矿和设计中最重要的主题。本文基于基台应力的形成机理，结合实际地层的力学特性和弹性地基梁的理论，建立了具有弹性地基的上覆地层结构模型，并提出了一种新的基台理论计算方法。提出了压力。新的计算方法考虑了上覆关键层的相互作用以及对前基台应力传递的影响，然后分析了弯矩，剪力和不均匀荷载共同作用下多层关键层的应力模式。并传播到下层。此外，基于兴隆庄煤矿10 305面板的现场观测，研究并验证了上覆关键层破裂前后前基台应力的影响范围，峰值位置和变化趋势。结果表明，KS1断裂后（例如，从0到180 m），基台应力的影响范围保持不变，其峰值位置从8到19 m向前移动，而影响范围（0-180 m）及其影响范围则保持不变。 KS2破裂后，峰值位置（煤壁前6-8 m）保持不变；KS1断裂后，在煤壁前0-22 m范围内，基台应力减小，最大降低为3.9 MPa，而在KS1断裂前0-71 m范围内，基台应力的最大减小为2.1 MPa。 KS2破裂后的煤壁。
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