A review of fly ash-based paste filling deamination methods
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摘要:
在论述粉煤灰基膏体充填技术现状的基础上，进一步探讨了粉煤灰基膏体充填中氨气释放所引起的井下空气环境恶化问题。通过分析氨气产生机理，发现由于粉煤灰中吸附的NH4 HSO4和(NH4)2SO4易溶于水且会生成NH4+，其在碱性环境下会转换为NH3释放出来。研究表明，现有的粉煤灰固体中吸附氨的去除方法，如加碱法、氧化法和加热法，都可将氨去除到合适范围，满足粉煤灰正常使用。但由于加碱法与氧化法需添加药剂且后续要将脱氨处理的粉煤灰加热干燥，加热法对热源有较高要求，高昂的成本使这些方法不能在粉煤灰基膏体充填脱氨处理中广泛应用。将粉煤灰制成浆液，并借鉴污水中物理化学脱氨的基础理论，提出用吹脱法、折点加氯法和磷酸铵镁沉淀法去除浆液中氨的技术措施。其中，吹脱法脱氨效果稳定且不需额外添加药剂，折点加氯法和磷酸铵镁沉淀法理论上可将浆液中的氨完全去除，但所需加药量大，且对加药量难以控制，影响氨的去除效果以及粉煤灰的性能。通过综合比较上述脱氨方法的技术特点，结合经济评价认为用吹脱法处理粉煤灰浆液的氨氮具有较好的工程应用前景。后续研究可通过试验或模拟的方式，优化吹脱法去除粉煤灰浆液中氨的操作条件，以期获得更好的脱氨效果。此外，还需持续关注脱氨后的粉煤灰浆液所配制充填膏体的性能。
Abstract:On the basis of discussing the status of fly ash-based paste filling technology, this paper further discusses the deterioration of downhole air environment caused by ammonia release in fly ash-based paste filling. By analyzing the mechanism of ammonia generation, it was found that NH4 HSO4 and (NH4)2SO4 adsorbed in fly ash are soluble in water and generate NH4+, which will be converted to NH3 and released under alkaline environment. It is studied that the existing methods for removing ammonia adsorbed in fly ash solids, such as alkali addition, oxidation and heating methods, can remove ammonia to an appropriate range and meet the normal use of fly ash. However, since the alkali addition method and the oxidation method need to add chemicals and the fly ash after deamination treatment needs to be heated and dried, the heating method has higher requirements on the heat source, and the high cost makes these methods can not be widely used in the deamination treatment of fly ash-based paste filling. The fly ash is made into slurry, and the basic theory of physical and chemical deamination in sewage is used for reference, and the technical measures to remove ammonia in slurry by stripping method, break-point chlorination method and magnesium ammonium phosphate method are proposed. Among them, the stripping method is stable and does not require additional chemicals, while the break-point chlorination method and magnesium ammonium phosphate method can theoretically remove ammonia from slurry completely, but the required dosage is large, and it is difficult to control the dosage, which affects the ammonia removal effect and the performance of fly ash. Through a comprehensive comparison of the technical characteristics of the above deamination methods, combined with the economic evaluation that the stripping method for treating fly ash slurry has good prospects for engineering applications. Subsequent studies can optimize the operating conditions for the removal of ammonia from fly ash slurry by the stripping method through experiments or simulations, with a view to obtaining better deamination results. In addition, the performance of the filled paste formulated from the deaminated fly ash slurry needs to be paid continuous attention.
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Keywords:
- fly ash /
- paste filling /
- ammonia /
- deamination /
- stripping method
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0. 引 言
内排土场是近水平、缓倾斜煤层露天开采的必然产物，其稳定性关系到矿山安全高效生产[1]。随着露天矿产量规模的加大，外排占地费用随之升高，为了缩短运距少占土地，降低开采成本，增大经济效益，许多露天煤矿的排弃物料不得不由外排转入内排，内排土场边坡稳定性问题日趋严重，导致发生变形及滑坡灾害频频发生[2]。如神话宝日希勒露天煤矿、霍林河北露天煤矿内排土场均发生过一定的变形或滑坡现象，给露天矿绿色高效生产带来极大的安全隐患。
近些年来，许多专家学者对边坡稳定性影响因素展开了大量理论研究与实践探索，取得了丰硕的成果。王东等[3]通过建立断层作用下滑体的力学模型,推导出顺倾层状边坡分条稳定系数表达式，定量分析断层位置对露天矿顺倾层状边坡稳定性的影响；苏永华等[4]通过建立降雨入渗分析(LSGA)模型及该模型下边坡稳定性系数表达式来综合考虑湿润层土体含水量分布情况与饱和层内平行于坡面渗流作用对边坡稳定性的具体影响；曹兰柱等[5–6]采用二维刚体极限平衡与三维数值模拟相结合的方法分析了横采深部开挖角度、内排跟踪距离及断层位置对边坡稳定性的影响；周寿昌[7]结合我国露天煤矿内部排土经验以及在建露天煤矿的特点，论述了影响内排土场稳定性的排土台阶设置位置和发展方式、地质、水文地质、工程地质等因素。尽管学者们对边坡稳定性影响因素进行了大量研究，但对顺倾软弱起伏基底内排土场边坡稳定性影响因素分析较少，未达到统一的规律性认识。因此，有必要定量分析断层、边坡形态等因素对内排土场边坡稳定性影响规律，用于解决内排土场空间形态优化难题，对实现内排土场安全、高效排土具有重要意义[8–11]。
综上所述，以霍林河南露天矿内排土场边坡为研究对象，应用刚体极限平衡方法与数值模拟相结合的手段，就顺倾起伏基底排土场边坡稳定性及各项因素对其影响进行分析，揭示内排土场边坡变形特征，设计顺倾起伏基底内排土场边坡空间形态，为类似边坡工程的滑坡防治提供参考。
1. 边坡工程地质条件分析
霍林河南露天煤矿年产量为18 Mt，平均剥采比6 m3/t，年剥离量约为108 Mm3，内排空间需求量较大。内排土场基底主要由泥岩、不同粒径的砂岩、炭质泥岩、黏土、薄煤层构成。内排土场的基底倾角变化不大，通常在0°～10°，但此研究区域基底受Fd15断层影响，形成倾斜起伏内排土场基底。Fd15断层走向NW，倾角58°～75°，最大落差28 m。典型工程地质剖面如图1所示，岩土体物理力学指标见表1。
表 1 岩土体物理力学指标Table 1. Physical and mechanical indexes of rock and soil岩石 容重γ/(g·cm−3) 黏聚力C/kPa 内摩擦角φ/(°) 弹性模量E/MPa 泊松比μ 排弃物料 1.91 5 24 砂 1.9 0 20.0–27.5 0.03 0.3 粉质黏土 1.98 32.0 16.87 0.25 0.4 黏土 1.98 18.6 16.03 0.42 0.4 2. 顺倾软弱起伏基底内排土场边坡稳定性影响因素定量分析
刚体极限平衡法是当今解决工程实际问题，对边坡稳定性进行定量分析最常用的方法，其基本原理是将岩土体视为刚体，不考虑变形问题，假定滑体各分条块在某种条件下都达到极限平衡状态，将强度折减系数定义为边坡稳定的安全系数。其中简化Bishop法是边坡稳定分析考虑土条间相互作用力的圆弧滑动分析法，剩余推力法适用于任意滑面的边坡稳定性计算，基于这2 种方法开发二维刚体极限平衡计算软件定量分析内排土场边坡稳定性[12–14]。
2.1 基底倾角、边坡高度、边坡角对内排土场边坡稳定性影响
结合霍林河内排土场排土状况，确定台阶高度(24 m)、平盘宽度(40 m)，选择3个排弃高度H(168 m, 216 m, 264 m)，6个边坡角α(15°～20°)和6个基底倾角β(5°～10°)，分别计算变化坡高H、边坡角α和基底倾角β情况时内排土场边坡稳定性，计算结果如图2—图4所示。
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图 2 边坡稳定性在排弃高度168 m时的计算结果Figure 2. Slope stability calculation results at discharge level 168 m![]()
图 3 边坡稳定性在排弃高度216 m时的计算结果Figure 3. Slope stability calculation results at discharge level 216 m由图2～4可知，在不同边坡高度条件下，边坡稳定性系数随着基底倾角与边坡角的增大而降低，内排土场边坡稳定性明显降低，两者全部近似成线性关系，前者基底倾角每增加1°，边坡稳定性平均降低0.035，后者边坡角每增大1°，边坡稳定性平均降低0.056，并且通过图5得出，相对于基底倾角而言，边坡稳定性系数对边坡角更加敏感(即下降梯度ΔFs/Δα>ΔFs/Δβ)。边坡稳定性随着边坡高度的增加而降低，同时关注下降梯度(ΔFs/ΔH)可以发现，通过降低边坡高度来提高边坡稳定性的相对效果较差。
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图 4 边坡稳定性在排弃高度264 m时的计算结果Figure 4. Slope stability calculation results at discharge level 264 m![]()
图 5 边坡稳定性在排弃标高不同的条件下与边坡角、基底倾角的关系Figure 5. Relation of slope stability with basal angle and slope angle based on different discharge level2.2 断层对内排土场边坡稳定性影响
基底形态是影响内排土场稳定性的重要因素之一，而基底断层的相对位置显著改变了排土场基底形态，进而影响排土场边坡稳定性[15–17]。
在之前研究排土场边坡的3个影响因素(边坡高度、边坡角、基底倾角)的基础上，固定边坡高度H=216 m，边坡角α=20°，基底倾角β=5°和断层倾角60°，单独对基底断层与排土场边坡的相对空间位置关系对内排土场边坡稳定性的影响展开研究，分别计算改变断层落差h(20 m, 30 m, 40 m)和断层与内排土场边坡坡底线水平距离L(100 m, 150 m, 200 m, 250 m, 300 m, 350 m)条件下边坡稳定性，计算结果如图6所示。
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图 6 变化断层落差与相对位置条件下内排土场边坡稳定性计算结果Figure 6. Calculation results of stability of internal dump slope under varying fault drop and relative position通过图6可知，内排土场边坡被断层切分为上下两部分，对于上部边坡而言，边坡潜在滑坡模式为沿着基底滑动，然后切穿排土场，下部边坡潜在滑坡模式为切层–顺层滑动。随着排土场推进距离的逐渐增加，边坡潜在滑移位置会发生改变，从上部边坡沿下盘基底切层–顺层滑动转变为从下部边坡沿上盘基底切层–顺层滑动。通过表2中的数据得出，边坡稳定性随着断层落差的增加先降低后升高，随着断层相对坡脚距离L的增加先升高后降低。据此得出，在边坡高度216 m、边坡角20°、基底倾角5°的情况下，断层落差为30 m时，稳定性系数最低。
表 2 不同空间位置断层的边坡稳定性计算结果Table 2. Calculation results of slope stability in different spatial positions of faults.L/m 不同边坡高度下h/m 100 150 200 250 300 350 20 1.35 1.36 1.38 1.3 1.29 1.283 30 1.34 1.34 1.36 1.29 1.29 1.28 40 1.34 1.35 1.37 1.39 1.3 1.29 3. 边坡空间形态优化及模拟分析
3.1 排土场发展至不同工程位置的边坡形态设计
根据中国矿业大学编制的《霍林河南露天矿开采程序的优化研究》报告确定霍林河南矿内排标高为+926 m，台阶高度24 m。内排土场边坡稳定性分析时，选取了1个工程位置设计内排土场沿煤层底板推进不同距离时内排土场极限边坡形态，使得内排土场边坡达到极限位置状态时仍然能够保持稳定。
内排土场基底被正断层Fd15切断，断层与上下盘交线落差23.66 m，断层倾角55.09°，断层倾向与边坡倾向一致。基底被断层切断成上下2部分，上部分基底倾角5°～6.3°，变化较小，下部分基底倾角9.28°。剖面排土场形态设计至推进距离300 m处。排土场边坡形态从紧邻断层位置处开始向前推进300 m距离时结束。分别设计各阶段排土台阶高度、平盘宽度以及边坡角，使其满足安全储备系数。剖面发展至不同工程位置极限边坡形态结果如图7所示。
内排土场边坡从边坡紧邻断层位置开始，推进至不同工程位置时各个阶段参数见表3，使边坡形态达到极限状态，满足安全储备系数，此时内排土场边坡推进至不同工程位置内排空间最大，实现经济效益最大化。在顺倾起伏基底排土场向前发展过程中，边坡稳定性系数呈先增大后减小的规律。通过图8可知，在此剖面推进过程中，保持边坡稳定性系数近似不变，Fs≈1.20，随推进距离增加边坡角呈先增大后减小的规律，此时验证了顺倾起伏基底内排土场向前发展过程中边坡稳定性随断层相对坡脚距离的增加先增大后减小的规律。
表 3 剖面发展至不同工程位置的内排土场边坡参数Table 3. Profile of the dump slope developed from different sections to different engineering locations推进位置 台阶数量 最后一个台阶高度/m 平盘宽度/m 边坡角/(°) 稳定性系数 边坡紧邻断层 8 26.39 29 21.78 1.21 L=100 m 8 32.6 29 21.97 1.21 L=150 m 9 16.58 29 21.24 1.21 L=200 m 9 24.75 +812水平及以下38 m 20.42 1.20 +812水平以上29 m L=250 m 9 32.38 +812水平及以下40 m 20.38 1.215 +812水平以上29 m L=300 m 10 15.59 +812水平及以下37 m 19.90 1.214 +812水平以上29 m 3.2 内排土场发展至不同工程位置的边坡形态模拟分析
刚体极限平衡法最大缺点是计算精度粗糙，过程复杂，并且在计算过程中未考虑岩土体内部应力–应变关系，无法深入分析边坡岩土体内部变形的破坏过程[18]。因此，对于复杂的变形破坏机制，采用数值模拟方法进行计算得出的结果更符合实际[19]。FLAC3D程序的基本原理是拉格朗日差分法，采用了显示拉格朗日算法和混合–离散分区技术，能够非常准确的模拟材料的塑性破坏和流动，非常适合解决岩土工程中经常遇到的大变形[20]。基于此，本节采用大型岩土分析软件FLAC3D，研究霍林河南露天矿内排土场不同断层与边坡空间位置时边坡的稳定性和滑坡模式，为了降低网格划分对计算结果的影响，统一建立高300 m、宽20 m、长1 000 m的数值预设模型。以0作为两侧水平位移，即水平约束为边界条件，将铅垂位移与底部水平位移设为0，采用底部边界固定的方式进行分析，以重力加载作为模型加载方式，同时，模型坡面及顶部均采用自由面。推进不同位置时内土场边坡最大位移云图如图9所示。
通过图9可知，边坡体内部各点的位移分布规律，断层、基底弱层与边坡面所包络形成的潜在滑体与滑床之间有明显位移，尤其当断层与边坡面相距较近时更为明显，上部岩体位移以下沉为主，下部岩体位移以水平为主，表明滑坡是由于上部岩体在自身重力下发生滑移，进而挤压下部岩体沿基底弱层向临空面滑移而发生的推动式滑坡。对比发展至不同工程位置时边坡的位移云图可知，断层距离坡脚150～200 m时，边坡滑移位置发生改变。推进距离小于150 m时，以上部剪切圆弧为侧界面–底板基底弱层为底界面相结合的组合滑动，大于200 m时，基底弱层的部分区域形成了塑性贯通，此时边坡的滑坡模式是以下部剪切圆弧为侧界面–底板基底弱层为底界面的组合滑动。随着内排土场继续向前推进，断层对内排土场边坡稳定性的影响逐渐降低，断层效应逐渐消失。
4. 结 论
1) 顺倾软弱起伏基底内排土场边坡稳定性分析应兼顾边坡形态、断层等多重因素；其稳定性与边坡高度、边坡角、基底倾角呈负相关，与断层落差呈先降低后升高、与断层相对坡脚距离L呈先升高后降低关系。
2) 内排土场边坡滑坡模式随排土工程向前发展，由上部边坡沿下盘基底弱层切层–顺层滑动转变为从下部边坡沿上盘基底弱层切层–顺层滑动。
3) 霍林河南露天矿内排土场边坡高度216 m、边坡角20°、基底倾角5°的工况下，断层落差为30 m时，其稳定性系数最小。
4) 霍林河南露天矿内排土场在跨过断层初期，向前推进150 m后，应自下向上逐渐增加平盘宽度，减小边坡角，使边坡成折线形，增大本阶段内排空间，实现露天矿高效安全生产。
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图 1 2015—2019年我国粉煤灰产量与利用情况
Figure 1. Production and utilization of fly ash in China, 2015—2019
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图 2 膏体NH3释放示意
CA—膏体中NH3的浓度；Ci—气液两相界面中NH3的浓度；Pi—气液两相界面中NH3的分压；PB—空气中NH3的分压
Figure 2. Schematic of paste NH3 release
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图 3 含氨粉煤灰脱氨及膏体制备流程
Figure 3. Ammonia-containing fly ash deamination and paste preparation process
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图 4 水溶液中氨存在形态与pH关系
Figure 4. Relationship between the form of ammonia present in aqueous solution and pH
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