爆破荷载下新型胶凝原料胶结分级尾砂充填采场的动态响应分析

何文; 秦政; 王成; 赵奎; 石文芳; 宁建国

doi:10.11858/gywlxb.2017.06.016

爆破荷载下新型胶凝原料胶结分级尾砂充填采场的动态响应分析

doi: 10.11858/gywlxb.2017.06.016

何文^1,,
秦政¹,
王成²,
赵奎^1,*, ,,
石文芳¹,
宁建国²

1.
江西理工大学资源与环境工程学院, 江西赣州 341000
2.
北京理工大学爆炸科学与技术国家重点实验室, 北京 100081

基金项目:

国家自然科学基金 51604127

江西省重点研发计划重点项目 20161BBG70077

江西省自然科学基金 20171BAB206021

详细信息

作者简介:
何文(1981—), 男，博士，副教授，主要从事矿山岩石力学与岩土工程测试技术研究. E-mail:herman3@163.com

通讯作者:
赵奎(1969—), 男，博士，教授，主要从事矿山岩石力学研究.E-mail:yglmf_zk@163.com

中图分类号: O383.1; TD85
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出版历程
- 收稿日期: 2017-01-11
- 修回日期: 2017-03-17

Dynamic Response of New Cementitious Material Pasted Backfill under Explosion Loading

1.
School of Resources and Environmental Engineering, Jiangxi University of Science and Technology, Ganzhou 341000, China
2.
State Key Laboratory of Explosion Science and Technology, Beijing Institute of Technology, Beijing 100081, China

摘要

摘要: 某矿山在下向分层胶结充填采矿法中拟采用新型胶凝原料GSX代替水泥，为了研究爆破振动是否对新型尾砂胶结充填体顶板造成损伤，在爆破振动试验、理论基础分析、实验结果回归分析的基础上，采用FLAC^3D软件模拟了回采进路巷道顶板充填体在爆破振动荷载下的动态响应，对3种方案制备的充填体(水泥胶结充填体、灰砂比为1:6和1:12的新型尾砂胶结充填体、灰砂比为1:8的新型尾砂胶结充填体)的稳定性进行对比。模拟结果表明：当爆破振动荷载相同时，水泥胶结充填体和新型尾砂胶结充填体在x、y、z方向的峰值振速差别不大；灰砂比为1:6和1:12的新型尾砂胶结充填体的振速略大于水泥胶结充填体，且差值在6.8%以内；灰砂比为1:8的新型尾砂胶结充填体的振速略小于水泥胶结充填体。因此，以GSX胶结剂为新型胶凝原料，选用两种充填方案，均可达到原工程爆破设计要求。
- 爆破荷载 /
- 胶结充填体 /
- FLAC^3D模拟 /
- 顶板稳定性
Abstract: To study the effect of the explosion caused vibration on the roof of the pasted backfill, which use a new cementitious material agent as the backfilled agent in substitution of cement in the downward slicing drift mining, we first conducted blasting test, theoretical analysis and test data regression analysis, and then simulated the dynamic response of the new pasted backfill under explosion loading using the FLAC^3D software.The simulation results show that, under the same explosion loading, the peak particle velocities in x, y, z directions of the new pasted backfill with cement-sand ratio 1:6 and 1:12 is slightly larger than those of the cemented pasted backfill and their difference is within 6.8%;while the peak particle velocities of the new pasted backfill with cement-sand ratio 1:8 is slightly lower than those of the cemented pasted backfill.It can thus be concluded that the new cementitious material agent can be used for backfill mining with the requirements equally well satisfied of the original engineering blasting design.
- explosion loading /
- pasted backfill /
- FLAC^3D simulation /
- roof stability

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图 1 测点布置

Figure 1. Layout of measuring points

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图 2 散点分布及线性回归

Figure 2. Scattered points distribution and linear regression

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图 3 数值模型及网格划分

Figure 3. Numerical model and mesh generation

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图 4 数值模型的边界条件

Figure 4. Boundary conditions of numerical model

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图 5 1^#测点实测水平径向振动速度时程

Figure 5. Time-history of the measured horizontal radial vibration velocity at point 1^#

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图 6 1^#测点实测垂直径向振动速度时程

Figure 6. Time-history of the measured vertical radial vibration velocity at point 1^#

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图 7 模型断面监测点安置

Figure 7. Monitoring point arrangement in cross section of model

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图 8 原方案测点y=5 m处各方向的振速时程

Figure 8. Time-history of vibration velocity of original plan in x, y, z directions at monitoring point y=5 m

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图 9 原方案测点y=10 m处各方向的振速时程

Figure 9. Time-history of vibration velocity of original plan in x, y, z directions at monitoring point y=10 m

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图 10 原方案测点y=15 m处各方向的振速时程

Figure 10. Time-history of vibration velocity of original plan in x, y, z directions at monitoring point y=15 m

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图 11 方案一测点y=5 m处各方向的振速时程

Figure 11. Time-history of vibration velocity of plan 1 in x, y, z directions at monitoring point y=5 m

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图 12 方案一测点y=10 m处各方向的振速时程

Figure 12. Time-history of vibration velocity of plan 1 in x, y, z directions at monitoring point y=10 m

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图 13 方案一测点y=15 m处各方向的振速时程

Figure 13. Time-history of vibration velocity of plan 1 in x, y, z directions at monitoring point y=15 m

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图 14 方案二测点y=5 m处各方向的振速时程

Figure 14. Time-history of vibration velocity of plan 2 in x, y, z directions at monitoring point y=5 m

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图 15 方案二测点y=10 m处各方向的振速时程

Figure 15. Time-history of vibration velocity of plan 2 in x, y, z directions at monitoring point y=10 m

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图 16 方案二测点y=15 m处各方向的振速时程

Figure 16. Time-history of vibration velocity of plan 2 in x, y, z directions at monitoring point y=15 m

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表 1 1^#、2^#、3^#、4^#测点测试数据

Table 1. Data obtained at measuring points 1^#, 2^#, 3^#, 4^#

Measuring point	Direction	Maximum velocity/ (cm/s)	Main frequency/ (Hz)	Maximum displacement/ (mm)	Maximum acceleration/ (m/s²)	Maximum 3D stacking velocity/ (cm/s)	Nearest horizontal distance/(m)
1^#	T V R	0.890 2.400 0.940	146 82 108	0.228 0.055 0.269	1.326 2.121 0.742	2.440	20.0
2^#	T V R	1.003 1.918 1.435	158 137 146	0.070 0.029 0.058	0.954 1.591 1.220	2.131	27.0
3^#	T V R	0.762 1.803 0.787	171 68 62	0.011 0.027 0.017	0.795 1.856 0.636	1.818	34.4
4^#	T V R	0.533 1.245 0.495	171 114 54	0.019 0.019 0.010	0.583 0.954 0.583	1.309	38.3

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表 2 岩体物理、力学参数

Table 2. Physical and mechanical parameters of rock

Rock mass	Density/ (kg/m³)	Elastic Modulus/(GPa)	Poisson's ratio	σ_cm/ (MPa)	σ_tm/ (MPa)	c/ (MPa)	φ/ (°)
Orebody	3 389	10.63	0.26	9.74	1.00	1.56	54.5
Country rock	2 587	20.83	0.20	8.39	0.91	1.38	53.6

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表 3 胶结充填体主要参数

Table 3. Physical and mechanical parameters of pasted backfill

Pasted backfill		Density/ (kg/m³)	Elastic modulus/ (GPa)	Poisson's ratio	σ_cm/ (MPa)	σ_tm/ (MPa)	c/ (MPa)	φ/ (°)
Cementitious material	Cement-sand ratio	Density/ (kg/m³)	Elastic modulus/ (GPa)	Poisson's ratio	σ_cm/ (MPa)	σ_tm/ (MPa)	c/ (MPa)	φ/ (°)
Cement mortar	1:8 1:4	1 750 1 670	0.42 0.69	0.27 0.24	1.86 4.07	0.15 0.30	0.22 0.64	25.71 37.85
GSX cementing agent	1:12 1:8 1:6	1 690 1 680 1 650	0.39 0.56 0.63	0.31 0.27 0.25	1.89 3.13 4.17	0.13 0.24 0.32	0.24 0.52 0.71	33.38 38.63 41.37

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表 4 监测点峰值振速

Table 4. Peak particle velocity at the monitoring points

Monitoring point	Backfill plan	Peak particle velocity/(cm/s)			Maximum stacking velocity/(cm/s)
Monitoring point	Backfill plan	x direction	y direction	z direction	Maximum stacking velocity/(cm/s)
y=5 m	Original plan Plan 1 Plan 2	0.971 0.983 0.927	2.707 2.755 2.358	1.272 1.339 1.728	3.145 3.217 3.067
y=10 m	Original plan Plan 1 Plan 2	0.484 0.517 0.391	1.439 1.457 1.178	0.891 0.926 1.107	1.760 1.802 1.663
y=15 m	Original plan Plan 1 Plan 2	0.274 0.294 0.278	0.543 0.565 0.588	0.664 0.735 0.781	0.900 0.973 1.016

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参考文献(18)

[1]	周爱民.发挥采矿科研优势促进矿山技术进步[J].矿业研究与开发, 2006, 26: 8-14. http://d.old.wanfangdata.com.cn/Periodical/kyyjykf2006z1002 ZHOU A M.Giving play to superiority of scientific research in mining to bring about an advance in mining[J]. Technology Mining Research and Development, 2006, 26: 8-14. http://d.old.wanfangdata.com.cn/Periodical/kyyjykf2006z1002
[2]	吕辉, 陈广平.矿山胶结充填技术述评与展望[J].矿业快报, 2004, 20(10): 1-2. http://d.old.wanfangdata.com.cn/Periodical/kykb200410001 LV H, CHEN G P.Review and prospect of the consolidated fill technology of mines[J].Express Information of Mining Industry, 2004, 20(10): 1-2. http://d.old.wanfangdata.com.cn/Periodical/kykb200410001
[3]	夏长念, 孙学森.充填采矿法及充填技术的应用现状及发展趋势[J].中国矿山工程, 2014, 43(1): 61-64. doi: 10.3969/j.issn.1672-609X.2014.01.016 XIA C N, SUN X S.Application and developing trend of filled slopes method and filling technology[J]. China Mine Engineering, 2014, 43(1): 61-64. doi: 10.3969/j.issn.1672-609X.2014.01.016
[4]	闫长斌, 徐国元, 李夕兵.爆破震动对采空区稳定性影响的FLAC3D分析[J].岩石力学与工程学报, 2005, 24(16): 2894-2899. doi: 10.3321/j.issn:1000-6915.2005.16.014 YAN C B, XU G Y, LI X B. Stability analysis of mined-out areas influenced by blasting vibration with FLAC3D[J].Chinese Journal of Rock Mechanics and Engineering, 2005, 24(16): 2894-2899. doi: 10.3321/j.issn:1000-6915.2005.16.014
[5]	陈士海, 魏海霞, 曹孝君, 等.爆破地震波频率对多自由度弹性体系动力响应的影响分析[J].振动与冲击, 2009, 28(11): 150-154, 210. http://d.old.wanfangdata.com.cn/Periodical/zdycj200911036 CHEN S H, WEI H X, CAO X J, et al. Effect analysis of blasting seismic wave frequency on dynamic response of a multi-degrees of freedom elastic system[J]. Journal of Vibration and Shock, 2009, 28(11): 150-154, 210. http://d.old.wanfangdata.com.cn/Periodical/zdycj200911036
[6]	贺桂成, 刘永, 丁德馨, 等.废石胶结充填体强度特性及其应用研究[J].采矿与安全工程学报, 2013, 30(1): 74-79. http://d.old.wanfangdata.com.cn/Periodical/csjsllyj2015010389 HE G C, LIU Y, DING D X, et al. Strength characteristic of cemented waste rock backfills and its application[J]. Journal of Mining & Safety Engineering, 2013, 30(1): 74-79. http://d.old.wanfangdata.com.cn/Periodical/csjsllyj2015010389
[7]	YILMAZ E, BELEM T, BENZAAZOUA M. Study of physico-chemical and mechanical characteristics of consolidated and unconsolidated cemented paste backfills[J]. Gospod Surowcami Min, 2013, 29(1): 81-100. https://www.researchgate.net/publication/258222555_Study_of_physico-chemical_and_mechanical_characteristics_of_consolidated_and_unconsolidated_cemented_paste_backfills
[8]	刘贤俊, 何文, 谢勇, 等.新型尾砂胶结剂胶结分级尾砂充填体强度研究[J].有色金属科学与工程, 2015, 6(2): 72-79. http://d.old.wanfangdata.com.cn/Periodical/jxysjs201502014 LIU X J, HE W, XIE Y, et al.Strength of cemented classifying tailings backfilled by new cementing agent[J].Nonferrous Metals Science and Engineering, 2015, 6(2):72-79. http://d.old.wanfangdata.com.cn/Periodical/jxysjs201502014
[9]	谭忠盛, 杨小林, 王梦恕.复线隧道施工爆破对既有隧道的影响分析[J].岩石力学与工程学报, 2003, 22(2): 281-285. doi: 10.3321/j.issn:1000-6915.2003.02.023 TAN Z S, YANG X L, WANG M S.Effect of blast in double tunnel on existing tunnel[J]. Chinese Journal of Rock Mechanics and Engineering, 2003, 22(2): 281-285. doi: 10.3321/j.issn:1000-6915.2003.02.023
[10]	SINGH P K. Blast vibration damage to underground coal mines from adjacent open-pit blasting[J]. Int J Rock Mech Min Sci, 2002, 39(8): 959-973. doi: 10.1016/S1365-1609(02)00098-9
[11]	花刚.爆破振动安全判据浅析[J].爆破, 2004, 21(2): 98-100. doi: 10.3963/j.issn.1001-487X.2004.02.032 HUA G. Analysis of the safety criteria for blasting vibration[J]. Blasting, 2004, 21(2): 98-100. doi: 10.3963/j.issn.1001-487X.2004.02.032
[12]	毛志远, 徐全军.考虑频率影响的爆破震动安全判据的工程实践[J].工程爆破, 2001, 7(3): 19-22. doi: 10.3969/j.issn.1006-7051.2001.03.005 MAO Z Y, XU Q J.An engineering practice on safety criterion of blasting vibration considering the effect of frequency[J].Engineering Blasting, 2001, 7(3): 19-22. doi: 10.3969/j.issn.1006-7051.2001.03.005
[13]	LU W, LUO Y, CHEN M, et al.An introduction to Chinese safety regulations for blasting vibration[J]. Environ Earth Sci, 2012, 67(7): 1951-1959. doi: 10.1007/s12665-012-1636-9
[14]	罗忆, 卢文波, 陈明, 等.爆破振动安全判据研究综述[J].爆破, 2010, 27(1): 14-22. doi: 10.3963/j.issn.1001-487X.2010.01.004 LUO Y, LU W B, CHEN M, et al. View of research on safety criterion of blasting vibration[J]. Blasting, 2010, 27(1): 14-22. doi: 10.3963/j.issn.1001-487X.2010.01.004
[15]	吴立.凿岩爆破工程[M].长沙:中南大学出版社, 2011.
[16]	国家安全生产监督管理总局.爆破安全规程: GB 6722-2011[S].北京: 中国标准出版社, 2012.
[17]	钟冬望, 吴亮, 陈浩.爆炸荷载下岩质边坡动力特性试验及数值分析研究[J].岩石力学与工程学报, 2010, 29(增刊1): 2964-2971. http://d.old.wanfangdata.com.cn/Periodical/yslxygcxb2010z1053 ZHONG D W, WU L, CHEN H. Model test and numerical simulation study of dynamic characteristics of rock slope under blast loading[J]. Chinese Journal of Rock Mechanics and Engineering, 2010, 29(Suppl 1): 2964-2971. http://d.old.wanfangdata.com.cn/Periodical/yslxygcxb2010z1053
[18]	杨风威, 李海波, 刘亚群, 等.台山核电站边坡爆破振动监测及数值模拟研究[J].岩土力学, 2011, 32(增刊2): 628-633. http://d.old.wanfangdata.com.cn/Conference/7528532 YANG F W, LI H B, LIU Y Q, et al. Monitoring of blasting vibration and numerical simulation of slope in Taishan Nuclear Power Station[J]. Rock and Soil Mechanics, 2011, 32(Suppl 2): 628-633. http://d.old.wanfangdata.com.cn/Conference/7528532