JP2023535664A - Criteria for evaluation of type of overburden in deep-buried quarry and design method for thickening and modifying thin bedrock - Google Patents
Criteria for evaluation of type of overburden in deep-buried quarry and design method for thickening and modifying thin bedrock Download PDFInfo
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Abstract
本発明は、深部埋没採掘場における上層土のタイプ評価基準及び薄い岩盤の増厚改造の設計方法を開示し、まず、応力アーチ形成原理に従って、岩盤において安定する応力アーチを形成できる限界厚さを決定し、更に深部埋没採掘場における上層土のタイプ評価基準を確立し、深部埋没層、厚い沖積層、岩盤の厚さが顕著に変化する地層条件での上層土構造のタイプ評価基準の面の空白を埋める。次に、上記基準に従って、極薄の岩盤及び薄い岩盤の地層条件に対して、増厚改造の設計領域の長さと厚さなどを含む岩盤の増厚改造の設計方法を提供し、最後に、薄い岩盤の増厚改造の設計方法を提供し、また、多水平傾斜頂部順方向グラウト方法を提供し、ボーリング孔の配置、グラウト材料などのパラメータを設定し、そのため、採掘場の災害事故への主動制御を実現し、従来の採掘場内の受動制御措置による災害事故を回避することができる。【選択図】図４aThe present invention discloses the type evaluation criteria of overburden in deep-buried pits and the design method of thin rock thickening modification. and establish criteria for evaluating the type of overlying soil in deep-buried quarries, and clarify the criteria for evaluating the type of overlying soil structure in deep-buried layers, thick alluvium, and stratum conditions where the thickness of the bedrock varies significantly. fill in the blanks. Next, according to the above criteria, provide a design method for rock thickening modification, including the length and thickness of the design area for thickening modification, for ultra-thin rock and thin rock formation conditions, and finally, It provides a design method for thin rock thickening modification, and also provides a multi-horizontal inclined top forward grouting method, and sets parameters such as borehole layout, grouting material, etc. Active control can be realized to avoid disaster accidents caused by traditional passive control measures in mining sites. [Selection drawing] Fig. 4a
Description
本発明は、鉱山圧力と岩層制御の分野に関し、特に深部埋没採掘場における上層土のタイプ評価基準及び薄い岩盤の増厚改造の設計方法に関する。 TECHNICAL FIELD The present invention relates to the field of mine pressure and rock formation control, and more particularly to overburden type evaluation criteria and thin rock thickening modification design methods in deep-buried quarries.
ここ数十年の大規模な採掘により、中国の東部（山東、安徽、河南、河北）の浅層石炭資源はほとんど枯渇しており、鉱山の第四系厚い沖積層、薄い岩盤条件での深部埋没の石炭資源を採掘している。中国の東部地区の現地地質調査から分かるように、深部埋没の上層土の岩盤の厚さが大きく変化し、一部の領域の岩盤の厚さが十数メートルだけであるが、一部の領域の岩盤の厚さが約１００メートルであり、異なる岩盤の厚さの条件で、岩層の断層運動特性及びそれによる採掘場の鉱圧規律も異なり、採掘場周辺の岩盤安定性の制御の影響の差が顕著である。しかし、文献検索から分かるように、該タイプの地層条件での採掘場の上層土の分類及びその運動災害制御は、以下の２つの欠点がある。 Due to large-scale mining in recent decades, the shallow coal resources in the eastern part of China (Shandong, Anhui, Henan and Hebei) have been almost depleted, and the quaternary thick alluvium of the mines, deep coal under thin bedrock conditions. Mining for buried coal resources. As can be seen from the field geological survey in the eastern part of China, the thickness of the bedrock in the overburden of deep burial varies greatly. The thickness of the rock mass is about 100 meters, and under different rock thickness conditions, the fault movement characteristics of the rock stratum and the resulting mine pressure discipline are also different, and the influence of the control of the rock mass stability around the mine site. The difference is noticeable. However, as can be seen from the literature search, the classification of the overburden of the mining site in this type of stratum condition and its movement hazard control have the following two shortcomings.
（１）現在、該タイプの地層（深部埋没層、厚い沖積層、岩盤の厚さが顕著に変化する）条件で採掘場における上層土のタイプ評価基準に関する研究は行わない。既存の採掘場上層土の分類評価体系は、浅い地層条件（深さ≦２００ｍ）を主として、採掘場の３つの帯を指標として分類し、評価方法において、上層土の運動による応力アーチの形成及びその安定性の維持のための力学的条件を考慮しない。 (1) At present, there is no study on the type evaluation criteria of the overburden in the quarry under the condition of this type of stratum (deep buried layer, thick alluvium, the thickness of the bedrock changes significantly). The existing quarry overburden classification and evaluation system classifies mainly shallow stratum conditions (depth ≤ 200m) and three zones of the quarry as indicators. It does not consider the mechanical conditions for maintaining its stability.
（２）周知のように、岩盤が一定の厚さに達する場合、沈下の過程において、岩盤がアーチ構造を形成し、下部の採掘場を保護し、岩盤の厚さが小さい場合、このアーチ構造を形成できず、その結果、作業面において、切り羽の落盤、側面落下などの事故をもたらす。岩盤が薄いことによってアーチを形成できない場合で、災害事故が発生することを低減するために、現在の措置は主に、端面の石炭岩を補強し、グラウトするものであり、しかし、これらの措置はいずれも、岩盤が被覆する作業面の採掘場で行われ、受動制御措置に属する。実は、採掘場の上層土構造及びその運動は、採掘場事故の根本の原因である。現在、上層土構造の改造の面から出発する主動制御措置はない。 (2) It is well known that when the rock reaches a certain thickness, in the course of subsidence, the rock will form an arch structure to protect the quarry below. can not be formed, and as a result, accidents such as falling of the cutting edge and side falling occur on the working surface. In order to reduce the occurrence of catastrophic accidents when the rock is too thin to form an arch, current measures are mainly to reinforce and grout the coal rock at the edges, but these measures Both are carried out in quarries with working surfaces covered by rock mass and belong to passive control measures. In fact, the overburden structure of the mine and its movement is the root cause of mine accidents. Currently, there are no active control measures starting from the aspect of modifying the overburden structure.
炭層の上部にキー層を形成できないという地層条件に応じて、本願は、深部埋没採掘場における上層土のタイプ評価基準及び薄い岩盤の増厚改造の設計方法を提供する。まず、応力アーチ形成原理に従って、岩盤において安定する応力アーチを形成できる限界厚さを決定し、更に深部埋没採掘場における上層土のタイプ評価基準を確立し、次に、確立した評価基準に従って、極薄の岩盤及び薄い岩盤の地層条件に対して、増厚改造の設計領域の長さと厚さなどを含む岩盤の増厚改造の設計方法を提供し、最後に、ボーリング孔の配置方法及びパラメータ、グラウト材料、グラウト圧力、グラウト時間、プロセス及び労働組合などを含む薄い岩盤の増厚改造の設計方法を提供する。 According to the stratum condition that the key stratum cannot be formed on the upper part of the coal seam, the present application provides the overburden type evaluation criteria and the design method of thin rock thickening modification in deep buried pits. First, according to the principle of stress arch formation, determine the critical thickness that can form a stable stress arch in rock mass; For thin rock and thin rock formation conditions, provide a design method for rock thickening modification, including the length and thickness of the design area for thickening modification, and finally, the layout method and parameters of boreholes, Design methods for thin rock thickening modifications including grouting material, grouting pressure, grouting time, process and union are provided.
深部埋没採掘場における上層土のタイプ評価基準及び薄い岩盤の増厚改造の設計方法は、以下のステップ1乃至ステップ３からなり、
深部埋没採掘場における上層土のタイプ評価基準のステップ１であって、
岩盤の応力アーチの安定化を維持するアーチの限界厚さを決定するステップ１．１）であって、
岩盤において安定する応力アーチを形成する場合、応力アーチの限界厚さの式は、以下のとおりであり、
式中、Ｄarchは応力アーチの厚さ、Ｈarchは応力アーチの高さ、ｌarchは応力アーチのスパン、ｑ（ｘ）は岩盤における上層土の等分布荷重、θは任意の断面と岩盤アーチの標準断面との間の夾角、Ｒはアーチ脚にかかる垂直応力、Ｔはアーチ脚にかかる水平応力であり、ここで、Ｒ、Ｔの式は以下のとおりであり、
ここで、応力アーチの高さＨarchは、炭層からキー層までの高さであり、応力アーチのスパンｌarchは、定期的な圧力の歩幅であり、岩盤における上層土の等分布荷重ｑ（ｘ）は、（１．２～２．０）ｘであり、ｘが（０．５～０．７）倍の定期的な圧力の歩幅であり、経験値に応じてθは５～１０°であるステップ１．１）と、
応力アーチを形成できる岩盤の限界厚さを決定するステップ１．２）であって、
岩盤において安定する応力アーチを形成できる最小厚さは、限界厚さと呼ばれ、その式は、以下のとおりであり、
式中、ΣＨminは、応力アーチを形成できる岩盤の限界厚さ、Ｄarchはアーチの限界厚さ、ΣＨcは落下帯の高さ、ΣＨLは亀裂帯の高さであり、ここで、ΣＨcとΣＨLは、調査研究中の上層土の強度に基づいて、表１における経験式で算出した採掘場の落下帯の高さと亀裂帯の高さであり、表１の式中のＭは、炭層の厚さであるステップ１．２）と、
深部埋没採掘場における上層土のタイプ評価基準を確立するステップ１．３）であって、
上層土の落下帯のΣＨc高さ、亀裂帯のΣＨL高さ、応力アーチの厚さＤarch、及び岩盤の厚さΣｈの対応関係に基づいて、採掘場を極薄の岩盤、薄い岩盤及び正常の岩盤に分け、極薄の岩盤、薄い岩盤及び正常の岩盤の埋蔵条件での採掘場の岩圧発生程度に応じて、極薄の岩盤、薄い岩盤に対して増厚改造を行う必要があるステップ１．３）とを備えるステップ１。
The criteria for evaluating the type of overburden in a deep-buried quarry and the design method for thickening and modifying thin bedrock consist of the following steps 1 to 3,
Step 1 of the Overburden Type Criteria for Deep Buried Mines, comprising:
Step 1.1) of determining the critical thickness of the arch that maintains rock stress arch stabilization, comprising:
When forming a stable stress arch in rock mass, the formula for the critical thickness of the stress arch is:
where D arch is the thickness of the stress arch, H arch is the height of the stress arch, l arch is the span of the stress arch, q(x) is the uniformly distributed overburden load on the rock mass, and θ is the arbitrary cross section and rock mass. The included angle between the standard cross section of the arch, R is the vertical stress on the arch leg, T is the horizontal stress on the arch leg, where the formulas for R, T are:
where the stress arch height H arch is the height from the coal bed to the key layer, the stress arch span l arch is the periodic pressure stride, and the uniformly distributed load q( x) is (1.2-2.0)x, the periodic pressure stride of (0.5-0.7) times x, and θ is 5-10° depending on empirical values Step 1.1) where
Step 1.2) of determining the critical thickness of the rock mass capable of forming a stress arch, comprising:
The minimum thickness at which a stable stress arch can be formed in bedrock is called the critical thickness, the formula for which is:
where ΣH min is the critical thickness of rock that can form a stress arch, D arch is the critical thickness of the arch, ΣH c is the height of the drop zone, and ΣHL is the height of the crack zone, where ΣH c and ΣHL are the height of the drop zone and the height of the crack zone of the mining site calculated by the empirical formula in Table 1 based on the strength of the overlying soil under investigation and research, and M in the formula in Table 1 is the thickness of the coal bed, step 1.2);
Step 1.3) of establishing overburden type criteria in a deep buried pit, comprising:
Based on the corresponding relationship between the ΣH c height of the fall zone of the overlying layer, the ΣHL height of the fracture zone, the thickness D arch of the stress arch, and the thickness Σh of the bedrock, the quarry is divided into ultra-thin rock and thin rock. and normal bedrock, depending on the degree of rock pressure generated in the quarry under the reserve conditions of ultra-thin rock, thin rock and normal rock, it is necessary to increase the thickness of the ultra-thin rock and thin rock. Step 1 comprising step 1.3) with .
極薄の岩盤領域と薄い岩盤領域の増厚改造の設計方法のステップ２であって、
極薄の岩盤と薄い岩盤の増厚改造領域と設計寸法を決定するステップ２．１）であって、
地上に複数のボーリング孔を利用して地質調査を行い、異なる領域の岩層の柱状グラフを取得するステップ２．１．１）と、
岩盤の厚さの変化に基づいて、岩盤の厚さがΣＨminより低い領域を増厚改造の設計領域として決定するステップ２．１．２）と、
増厚改造領域の設計伸び方向の長さｗと傾斜の長さｌを決定するステップ２．１．３）であって、ｗは、薄い岩盤領域が炭層に沿う延在長さ、ｌは、作業面の傾斜の長さであるステップ２．１．３）と、
増厚改造の設計領域の厚さＤを以下のように決定するステップ２．１．４）であって、
式中、Ｄは、増厚改造の設計領域の厚さ、ΣＨminは、応力アーチを形成できる岩盤の限界厚さ、ΣＨは、実際の岩盤の厚さであるステップ２．１．４）とを備えるステップ２．１）と、
極薄の岩盤領域と薄い岩盤領域の増厚改造の工法のステップ２．２）であって、
炭層の伸び方向に沿ってグラウト通路を掘るステップ２．２．１）であって、
岩盤から１．５Ｄ離れる高さ、増厚改造の設計領域の傾斜の長さｌのｌ／２の位置、炭層の伸び方向に沿ってグラウト通路を掘り、通路の断面寸法が高さ３ｍ×幅４ｍであるステップ２．２．１）と、
グラウト管路を配置するステップ２．２．２）であって、
多水平傾斜頂部順方向グラウト方法を使用し、実施過程において、油圧ドリルを使用してグラウト通路の底板から傾斜したボーリング孔を下向きに開け、傾斜したボーリング孔と水平面との夾角φは、２０°～４０°であり、垂直高さは１．５Ｄであり、作業面の伸び方向に沿って隣接する傾斜したボーリング孔の距離は、５０～８０ｍであり、傾斜したボーリング孔の直径は、５６～８０ｍｍであり、第１グラウト孔は、増厚改造の設計領域の開始位置の直上に位置し、傾斜したボーリング孔によって下から上へ増厚改造の設計領域を複数の水平面に分け、隣接する水平面の垂直距離ｄは、４ｍ≦ｄ≦６ｍであり、
単一の水平面内に、傾斜したボーリング孔と該水平面との交差部を中心点として、その周りに垂直に発散する４つの水平のボーリング孔を配置し、そのうちの２つのボーリング孔は、作業面に沿って傾斜して配置され、他の２つのボーリング孔は、作業面の伸び方向に沿って配置され、作業面の寸法に基づいて水平ボーリング孔の長さをｌ／４、ボーリング孔の直径を５６～８０ｍｍとして決定するステップ２．２．２）と、
グラウト材料とグラウト量を決定するステップ２．２．３）であって、
沖積層の亀裂率に基づいて、異なるグラウト材料と配合比を選択し、グラウト材料の選択は以下の表２に示され、
ステップ２．１）において決定された増厚改造の設計領域寸法に基づいて、岩層の亀裂程度とスラリ充填率を考慮すると、グラウト量Ｑの計算式は以下のとおりであり、
式中、λはグラウト損失係数、Ｖはグラウト体積、ηは亀裂率、εはスラリ充填率、ｍはスラリの結石率であり、ここで、グラウト体積Ｖの式は以下のとおりであり、
式中、ｌは増厚改造の設計領域の傾斜の長さ、ｗは増厚改造の設計領域の伸び方向の長さ、Ｄは薄い岩盤の増厚改造の設計領域の厚さであり、
グラウト時間Ｔの計算式は以下のとおりであり、
式中、Ｔはグラウト時間、Ｑはグラウト総量、ｃは１時間あたりのグラウト量、ｎはグラウト水平個数であるステップ２．２．３）とを備える、ステップ２．２とを備える、ステップ２。
In step 2 of the design method for thickening modification of the ultra-thin rock region and the thin rock region,
Step 2.1) of determining ultra-thin rock and thin rock thickening modification areas and design dimensions, comprising:
Step 2.1.1) performing a geological survey using multiple boreholes above ground to obtain histograms of rock formations in different regions;
Step 2.1.2) of determining an area where the rock thickness is lower than ΣH min as a design area for thickening modification based on the change in the thickness of the rock mass;
Step 2.1.3) of determining the length w and the slope length l of the thickened modified region in the design extension direction, where w is the extension length of the thin rock region along the coal seam, l is Step 2.1.3), which is the length of the slope of the working surface;
Step 2.1.4) of determining the thickness D of the design area of the thickening modification as follows:
where D is the thickness of the design area for thickening modification, ΣH min is the critical thickness of the bedrock that can form the stress arch, and ΣH is the actual bedrock thickness (step 2.1.4) and step 2.1) comprising
Step 2.2) of the construction method for increasing the thickness of the ultra-thin rock region and the thin rock region,
Step 2.2.1) digging grout passages along the direction of coal seam growth, comprising:
At a height 1.5D away from the bedrock, at a position 1/2 of the length l of the slope of the design area for thickening modification, a grout passage was dug along the direction of coal seam growth, and the cross-sectional dimensions of the passage were 3m high x width. 4m in step 2.2.1) and
Step 2.2.2) of placing the grout line,
Using the multi-horizontal inclined top forward grouting method, in the implementation process, use a hydraulic drill to drill an inclined boring hole downward from the bottom plate of the grouting channel, and the included angle φ between the inclined boring hole and the horizontal plane is 20°. 40°, the vertical height is 1.5D, the distance between adjacent slanted boreholes along the extension direction of the working surface is 50-80m, and the slanted borehole diameter is 56- 80 mm, the first grout hole is located directly above the starting position of the design area of the thickening modification, the inclined bore hole divides the design area of the thickening modification from bottom to top into a plurality of horizontal planes, and the adjacent horizontal planes The vertical distance d of is 4 m ≤ d ≤ 6 m,
Arranged in a single horizontal plane with four horizontal boreholes vertically diverging around the central point at the intersection of the inclined borehole and said horizontal plane, two of which are located in the working plane. and the other two boreholes are arranged along the direction of elongation of the working surface, with the length of the horizontal borehole being 1/4 based on the dimensions of the working surface, the diameter of the borehole being 1/4. as 56-80 mm step 2.2.2);
Step 2.2.3) of determining the grouting material and amount of grouting, comprising:
Based on the crack rate of the alluvium, different grout materials and compounding ratios were selected, the selection of grout materials is shown in Table 2 below,
Based on the design area dimensions for thickening modification determined in step 2.1), considering the degree of cracking in the rock layer and the slurry filling rate, the formula for calculating the grout amount Q is as follows.
is the grout loss factor, V is the grout volume, η is the crack rate, ε is the slurry filling rate, and m is the calculus rate of the slurry, where the formula for grout volume V is:
In the formula, l is the length of the slope of the design area for thickening modification, w is the length in the extension direction of the design area for thickening modification, D is the thickness of the design area for thickening modification of thin rock,
The formula for calculating the grouting time T is as follows,
where T is the grouting time, Q is the total amount of grout, c is the amount of grout per hour, and n is the horizontal number of grout. .
極薄の岩盤領域と薄い岩盤領域の増厚改造のグラウト方法のステップ３であって、
高圧パンプを使用し、第１水平面内の水平ボーリング孔にグラウトし、グラウト時間Ｔは式（９）で決定され、
第１水平面内の水平グラウトが完了した後、５～７時間静置し、傾斜したグラウト孔を第２水平面まで伸ばし続け、第１水平面内の水平グラウトプロセスに応じてグラウト作業を完了させ、上記ステップに応じて作業面全体の全てのボーリング孔のグラウト作業を完了させるステップ３とを含む。
Step 3 of the grouting method for thickening and remodeling ultra-thin rock regions and thin rock regions, comprising:
Using a high pressure pump to grout the horizontal borehole in the first horizontal plane, the grouting time T is determined by equation (9),
After the horizontal grouting in the first horizontal plane is completed, let stand for 5-7 hours, continue to extend the slanted grout holes to the second horizontal plane, and complete the grouting work according to the horizontal grouting process in the first horizontal plane, as described above. and Step 3 of completing the grouting of all boreholes across the work surface in response to the step.
本発明の有益な効果は以下のとおりである。
（１）本発明は、応力アーチ形成の力学的原理に従って、岩盤内の応力アーチの安定化を維持する限界厚さの式を提供し、岩盤において安定する応力アーチを形成できる岩盤の限界厚さの式を決定し、深部埋没採掘場における上層土のタイプ評価基準を形成し、深部埋没層、厚い沖積層、岩盤の厚さが顕著に変化するという地層条件での上層土構造のタイプ評価基準の面の空白を埋める。
Beneficial effects of the present invention are as follows.
(1) According to the mechanical principle of stress arch formation, the present invention provides a critical thickness formula that maintains the stability of the stress arch in the rock mass, and the critical thickness of the rock mass that can form a stable stress arch in the rock mass. to form the type evaluation criteria for the overburden in deep-buried quarries, and the type evaluation criteria for the overburden structure under the stratum conditions of deep burial, thick alluvium, and significantly varying bedrock thickness. fill in the blanks on the side of
（２）確立した岩盤の限界厚さの式及び深部埋没採掘場における上層土のタイプ評価基準に基づいて、本考案は、工程実践において伸び方向の長さ、傾斜の長さ、厚さなどの薄い岩盤改造の設計領域寸法の定量化と精密化を実現し、岩盤改造方法の実施可能性を向上させる。 (2) Based on the established rock mass critical thickness formula and overburden type evaluation criteria in deep burial quarries, the present invention can be applied to the extension length, slope length, thickness, etc. in engineering practice. It realizes the quantification and refinement of the design area dimensions of thin rock modification, and improves the feasibility of the rock modification method.
（３）上層土構造の改造の面から出発すると、多水平傾斜頂部順方向グラウト方法を提供し、ボーリング孔の配置、グラウト材料などのパラメータを設定し、該方法は、設計が合理的で、操作しやすいため、採掘場の災害事故への主動制御を実現し、従来の採掘場内の受動制御措置による災害事故を回避することができる。 (3) Starting from the aspect of overburden structure modification, providing a multi-horizontal inclined top forward grouting method, setting parameters such as borehole layout, grouting material, etc., the method is rational in design, Because of the ease of operation, it can realize the active control to disaster accidents in the mine, and avoid the disaster accidents caused by the traditional passive control measures in the mine.
（４）岩盤の応力アーチの限界厚さの計算、上層土の判別基準、上層土の改造方法、現地施工プロセスを集める深部埋没採掘場における上層土構造のタイプ評価及び改造体系を提供し、理論設計から現地応用まで、段階的に深く掘り下げ、前後につながっており、構造が合理的であり、思考は明確であり、研究方法は実行可能である。 (4) To provide the type evaluation and modification system of the overburden structure in the deep-buried quarry that collects the calculation of the critical thickness of the rock stress arch, the criteria for determining the overburden, the modification method of the overburden, the field construction process, and the theory. From design to field application, it goes deep step by step, is connected back and forth, the structure is rational, the thinking is clear, and the research method is feasible.
（５）該グラウト改造技術は、極薄の岩盤及び薄い岩盤の地層条件での採掘場の端面の石炭岩の落盤、側面落下などの事故を効果的に回避でき、採掘場周辺の岩盤安定性を向上させ、事故処置のコストを削減し、石炭の正常の採掘を確保することができる。 (5) The grout modification technology can effectively avoid accidents such as falling coal rocks on the edge of the quarry and side falls under the stratum conditions of ultra-thin rock and thin rock, and the rock stability around the quarry can be improved. , reduce the cost of accident treatment, and ensure the normal mining of coal.
以下では、実施例を参照して本発明を更に説明する。 The invention is further described below with reference to examples.
現地で東部炭鉱３３０１の作業面の主な採掘３＃炭層を調査し、炭層の上層土は、軟岩層に属し、平均厚さが６ｍであり、定期的な圧力の歩幅が３７ｍであり、即ち、応力アーチのスパンｌarch＝３７ｍであり、岩盤アーチの高さＨarch＝８ｍであり、ｑ（ｘ）が１．５ｘであり、ｘが２５ｍであり、経験値θが５～１０°であり、岩盤アーチの垂直断面と標準断面との間の夾角θ＝５°であり、グラウト損失係数λが１．１であり、スラリ充填率εが０．７５であり、スラリの結石率ｍが０．８５であり、１時間あたりのグラウト量ｃが１５００ｍ3／ｈであり、応力アーチ構造は図１に示される。 Investigate the main mining 3# coal seam of the working surface of Eastern Coal Mine 3301 on site, the overburden of the coal seam belongs to the soft rock layer, the average thickness is 6m, and the regular pressure stride is 37m, namely , the stress arch span l arch =37 m, the bedrock arch height H arch =8 m, q(x) is 1.5 x, x is 25 m, and the empirical value θ is 5 to 10°. , the included angle θ between the vertical section of the rock arch and the standard section is 5°, the grout loss factor λ is 1.1, the slurry filling rate ε is 0.75, and the slurry calculus rate m is 0.85 and the grouting amount c per hour is 1500 m 3 /h, the stress arch structure is shown in FIG.
ステップ１ 深部埋没採掘場における上層土のタイプ評価基準
ステップ１．１） 岩盤の応力アーチの安定化を保持する限界厚さの決定
上記パラメータを式（１）、（２）、（３）に代入し、応力アーチの限界厚さを決定する。
ステップ１．２） 応力アーチを形成できる岩盤の限界厚さの決定
３３０１作業面の炭層の上層土は、軟岩層に属し、表１の経験式をクエリすることによって落下帯の高さ、亀裂帯の高さ及び応力アーチを形成する限界厚さを得る。
ステップ１．３） 深部埋没採掘場における上層土のタイプ評価基準
上層土の２つの帯の高さ、応力アーチの限界厚さ及び岩盤の厚さの対応関係を使用し、３３０１作業面の上層土を分類し、
（１）岩盤の厚さが１０．７８ｍより小さい場合、極薄の岩盤として定義し、
（２）岩盤の厚さが１０．７８ｍより大きく、４７．２ｍより小さい場合、薄い岩盤として定義し、
（３）岩盤の厚さが４７．２ｍより大きい場合、正常の岩盤として定義する。
Step 1 Overburden type evaluation criteria for deep buried quarries Step 1.1) Determination of critical thickness to maintain rock stress arch stabilization Substitute the above parameters into equations (1), (2) and (3) to determine the critical thickness of the stress arch.
Step 1.2) Determining the critical thickness of rock mass that can form a stress arch and the critical thickness that forms the stress arch.
Step 1.3) Overburden Type Evaluation Criteria in Deep Buried Quarry to classify
(1) If the thickness of the bedrock is less than 10.78m, it is defined as ultra-thin bedrock,
(2) If the bedrock thickness is greater than 10.78m and less than 47.2m, it is defined as thin bedrock;
(3) If the rock thickness is greater than 47.2m, it is defined as normal rock.
ステップ２ 薄い岩盤領域の増厚改造の設計方法
ステップ２．１） 極薄の岩盤と薄い岩盤の増厚改造領域と設計寸法の決定
ステップ２．１．１） 地質調査によって得られた３３０１作業面において採掘坑道から採掘停止線までの傾斜地質断面図は、図３ａに示され、ＡＢＣＤ領域のボーリング孔の柱状グラフは、図３ｂに示される。
ステップ２．１．２） 岩層の柱状グラフに示す岩盤の厚さの変化に基づいて、ＡＢＣＤ領域の岩盤の平均厚さが３５ｍであり、ΣＨmin＝４７．２ｍより小さく、ΣＨc＝１０．７８ｍより大きく、深部埋没採掘場における上層土のタイプ評価基準に基づいて、薄い岩盤領域に属し、増厚改造の設計を行う必要があり、薄い岩盤の増厚領域の構造図は、図２ａ～２ｃに示される。
ステップ２．１．３） ＡＢＣＤ領域の寸法に基づいて、増厚改造領域の伸び方向の長さｗ＝１５０ｍ、傾斜の長さｌ＝１００ｍを決定する。
ステップ２．１．４） 増厚改造の設計領域の厚さの決定
データを式（６）に代入し、増厚改造領域の設計厚さＤを得て、
ステップ２．２） 薄い岩盤領域の増厚改造の設計工法
ステップ２．２．１） グラウト通路の掘り
岩盤から１８．３ｍ離れる高さ、薄い岩盤の増厚設計改造領域の傾斜の長さの５０ｍの位置、炭層の伸び方向に沿ってグラウト通路を掘り、通路の断面寸法が高さ３ｍ×幅４ｍであり、
ステップ２．２．２） グラウト管路の配置（図４ａ、４、４ｃ、４ｄに示される）
多水平傾斜頂部順方向グラウト方法を使用し、グラウト通路の底板内に傾斜したボーリング孔を増設し、傾斜したボーリング孔と水平面との夾角は３０°であり、垂直高さは１８．３ｍであり、作業面の伸び方向に沿って隣接するボーリング孔の伸び方向の距離は６０ｍであり、傾斜したボーリング孔の直径は６５ｍｍであり、傾斜したボーリング孔によって下から上へ薄い岩盤の増厚改造の設計領域を２つの水平面に分け、隣接する水平面の垂直距離ｄは５ｍである。
単一の水平面内に、傾斜したボーリング孔の周りに垂直に発散する４つの水平のボーリング孔（Ａ11、Ａ12、Ａ13、Ａ14）を配置し、そのうちの２つのボーリング孔は、作業面に沿って傾斜して配置され、他の２つのボーリング孔は、作業面の伸び方向に沿って配置され、作業面の寸法に基づいて水平ボーリング孔の長さを２５ｍ、ボーリング孔の直径を６５ｍｍとして決定する。
ステップ２．２．３） グラウト材料とグラウト量の決定
現地調査の結果に基づいて、３３０１作業面の沖積層の亀裂率は、６０％で、中程度の亀裂率の岩層に属し、グラウト材料表に基づいて、グラウト材料は、材料Ａと材料Ｂの混合で製造され、ここで、材料Ａの成分は、硫酸塩セメントであり、材料Ｂの成分は、石灰と石膏であり、それらの比は、１．３：１である。
ステップ２．１）に基づいて、薄い岩盤改造の設計領域の寸法を算出し、データを式（７）、（８）、（９）に代入すると、以下が得られる。
Step 2 Design method for thickening modification of thin rock area Step 2.1) Determination of thickening modification area and design dimensions for ultra-thin rock and thin rock Step 2.1.1) 3301 work surface obtained by geological survey A sloped geological cross-section from the mining shaft to the mining stop line is shown in FIG. 3a and the borehole histogram in the ABCD region is shown in FIG. 3b.
Step 2.1.2) Based on the variation in rock thickness shown in the rock formation histogram, the average thickness of the rock mass in the ABCD region is 35 m, less than ΣH min =47.2 m, and ΣH c =10. Larger than 78m, according to the overburden type evaluation criteria in deep burial pits, belongs to the thin bedrock region, and should be designed for thickening modification. 2c.
Step 2.1.3) Based on the dimensions of the ABCD region, determine the extension length w=150 m and the slope length l=100 m of the thickened modified region.
Step 2.1.4) Substitute the determination data of the thickness of the design area for thickening modification into the formula (6) to obtain the design thickness D of the thickening modification area,
Step 2.2) Design construction method for thickening modification of thin rock area position, a grout passage is dug along the extension direction of the coal bed, and the cross-sectional dimensions of the passage are 3m high x 4m wide,
Step 2.2.2) Placement of grout lines (shown in Figures 4a, 4, 4c, 4d)
Using the multi-horizontal inclined top forward grouting method, adding inclined boreholes in the bottom plate of the grouting channel, the included angle between the inclined borehole and the horizontal plane is 30°, and the vertical height is 18.3m. , the distance in the extension direction of the adjacent boreholes along the extension direction of the working surface is 60m, the diameter of the inclined boreholes is 65mm, and the inclined boreholes increase the thickness of the thin rock from bottom to top. The design area is divided into two horizontal planes, and the vertical distance d between adjacent horizontal planes is 5m.
Four horizontal boreholes ( A11 , A12 , A13 , A14 ) diverging vertically around an inclined borehole are arranged in a single horizontal plane, two of which boreholes The other two boreholes are located along the extension of the working surface, with the length of the horizontal borehole being 25m and the diameter of the borehole being 25m, based on the dimensions of the working surface. Determined as 65 mm.
Step 2.2.3) Determination of grout material and grout amount , the grout material is produced by mixing material A and material B, where the component of material A is sulphate cement, the component of material B is lime and gypsum, and their ratio is , 1.3:1.
Based on step 2.1), calculating the dimensions of the thin rock modification design area and substituting the data into equations (7), (8) and (9) yields:
ステップ３ 薄い岩盤領域の増厚改造のグラウト方法
薄い岩盤の増厚改造の設計作業は、本領域の炭層を採掘する前に完了し、第１グラウト孔は、薄い岩盤の増厚改造の設計領域の開始位置の直上に位置し、実施過程において、油圧ドリルを使用し、グラウト通路の底板から傾斜したボーリング孔を上向きに開け、第１水平面Ａ1点に達した後、Ａ1点を中心点として、その周りの水平の円周方向にボーリング孔Ａ11、Ａ12、Ａ13、Ａ14を均一に配置し、高圧ポンプを使用し、第１水平面の水平ボーリング孔内にグラウトし、そのグラウト時間は２３．６時間である。
第１水平面内の水平グラウトが完了した後、５～７時間静置し、傾斜したグラウト孔を第２水平面まで伸ばし続け、次に、第２水平面内のＡ2点を中心点として、その周りの水平の円周方向にボーリング孔Ａ21、Ａ22、Ａ23、Ａ24を均一に配置し、第１水平面の水平グラウトプロセスに応じて、そのグラウト時間は２３．６時間であり、５～７時間静置し、上記ステップに応じて作業面全体の全てのボーリング孔のグラウト作業を完了させる。
Step 3 Grouting method for thin rock thickening modification The thin rock thickening modification design work is completed before mining the coal seams in this area, and the first grout hole is the thin rock thickening modification design area. In the process of implementation, use a hydraulic drill to drill an inclined bore hole upward from the bottom plate of the grout passage, reach the first horizontal plane A 1 point, and then set the A 1 point as the center point , evenly distributing the boreholes A 11 , A 12 , A 13 , A 14 in a horizontal circumferential direction around it, using a high-pressure pump, grouting into the horizontal boreholes on the first horizontal surface, and grouting the Time is 23.6 hours.
After the horizontal grouting in the first horizontal plane is completed, let it rest for 5-7 hours, continue to extend the slanted grout hole to the second horizontal plane, and then take the point A2 in the second horizontal plane as the center point and around it. uniformly arranged boreholes A 21 , A 22 , A 23 , A 24 in the horizontal circumferential direction of the first horizontal surface, according to the horizontal grouting process, the grouting time is 23.6 hours, 5- Allow 7 hours to complete grouting of all boreholes across the work surface according to the steps above.
１－炭層、２－薄い岩盤の増厚領域、３－薄い岩盤、４－厚い沖積層、５－作業面の採掘坑道、６－グラウト通路、ｌ－増厚改造領域の設計の傾斜の長さ、ｗ－増厚改造領域の設計幅、ΣＨmin－応力アーチ形成用の岩盤の限界厚さ、ΣＨ－薄い岩盤の厚さ、Ｄ－増厚改造領域の設計厚さ、φ－傾斜したボーリング孔と水平面との夾角 1 - coal seam, 2 - thickened area of thin rock, 3 - thin rock, 4 - thick alluvium, 5 - mining tunnel of working surface, 6 - grout passage, l - length of slope of the design of thickened retrofit area. , w - design width of the thickened retrofit zone, ΣH min - critical thickness of the rock mass for stress arch formation, ΣH - thin rock thickness, D - design thickness of the thickened retrofit zone, φ - tilted borehole. and the included angle with the horizontal plane
Claims (7)
深部埋没採掘場における上層土のタイプ評価基準のステップ１であって、
岩盤の応力アーチの安定化を維持するアーチの限界厚さを決定するステップ１．１）であって、
岩盤において安定する応力アーチを形成する場合、応力アーチの限界厚さの式は、以下のとおりであり、
式中、Ｄarchは応力アーチの厚さ、Ｈarchは応力アーチの高さ、ｌarchは応力アーチのスパン、ｑ（ｘ）は岩盤における上層土の等分布荷重、θは任意の断面と岩盤アーチの標準断面との間の夾角、Ｒはアーチ脚にかかる垂直応力、Ｔはアーチ脚にかかる水平応力であり、ここで、Ｒ、Ｔの式は以下のとおりであり、
式中、応力アーチの高さＨarchは、炭層からキー層までの高さであり、応力アーチのスパンｌarchは、定期的な圧力の歩幅であり、岩盤における上層土の等分布荷重ｑ（ｘ）は、（１．２～２．０）ｘであり、ｘが（０．５～０．７）倍の定期的な圧力の歩幅であり、経験値に応じてθは５～１０°であるステップ１．１）と、
応力アーチを形成できる岩盤の限界厚さを決定するステップ１．２）であって、
岩盤において安定する応力アーチを形成できる最小厚さは、限界厚さと呼ばれ、その式は、以下のとおりであり、
式中、ΣＨminは、応力アーチを形成できる岩盤の限界厚さ、Ｄarchはアーチの限界厚さ、ΣＨcは落下帯の高さ、ΣＨLは亀裂帯の高さであり、ここで、ΣＨcとΣＨLは、調査研究中の上層土の強度に基づいて、経験式で算出した採掘場の落下帯の高さと亀裂帯の高さであるステップ１．２）と、
深部埋没採掘場における上層土のタイプ評価基準を確立するステップ１．３）であって、
上層土の落下帯のΣＨc高さ、亀裂帯のΣＨL高さ、応力アーチの厚さＤarch、及び岩盤の厚さΣｈの対応関係に基づいて、採掘場を極薄の岩盤、薄い岩盤及び正常の岩盤に分け、極薄の岩盤、薄い岩盤及び正常の岩盤の埋蔵条件での採掘場の岩圧発生程度に応じて、極薄の岩盤、薄い岩盤に対して増厚改造を行う必要があるステップ１．３）とを備えるステップ１と、
極薄の岩盤領域と薄い岩盤領域の増厚改造の設計方法のステップ２であって、
極薄の岩盤と薄い岩盤の増厚改造領域と設計寸法を決定するステップ２．１）であって、
地上に複数のボーリング孔を利用して地質調査を行い、異なる領域の岩層の柱状グラフを取得するステップ２．１．１）と、
岩盤の厚さの変化に基づいて、岩盤の厚さがΣＨminより低い領域を増厚改造の設計領域として決定するステップ２．１．２）と、
増厚改造領域の設計伸び方向の長さｗと傾斜の長さｌを決定するステップ２．１．３）であって、ｗは、薄い岩盤領域が炭層に沿う延在長さ、ｌは、作業面の傾斜の長さであるステップ２．１．３）と、
増厚改造の設計領域の厚さＤを以下のように決定するステップ２．１．４）であって、
式中、Ｄは、増厚改造の設計領域の厚さ、ΣＨminは、応力アーチを形成できる岩盤の限界厚さ、ΣＨは、実際の岩盤の厚さであるステップ２．１．４）とを備えるステップ２．１）と、
極薄の岩盤領域と薄い岩盤領域の増厚改造の工法のステップ２．２であって、
炭層の伸び方向に沿ってグラウト通路を掘るステップ２．２．１）と、
グラウト管路を配置するステップ２．２．２）であって、
多水平傾斜頂部順方向グラウト方法を使用し、実施過程において、油圧ドリルを使用してグラウト通路の底板から傾斜したボーリング孔を下向きに開け、第１グラウト孔は、増厚改造の設計領域の開始位置の直上に位置し、傾斜したボーリング孔によって下から上へ増厚改造の設計領域を複数の水平面に分け、
単一の水平面内に、傾斜したボーリング孔と該水平面との交差部を中心点として、その周りに垂直に発散する４つの水平のボーリング孔を配置し、そのうちの２つのボーリング孔は、作業面に沿って傾斜して配置され、他の２つのボーリング孔は、作業面の伸び方向に沿って配置されるステップ２．２．２）とを備える、ステップ２．２とを備える、ステップ２と、
極薄の岩盤領域と薄い岩盤領域の増厚改造のグラウト方法のステップ３であって、
高圧ポンプを使用して第１水平面内の水平のボーリング孔内にグラウトし、第１水平面内の水平グラウトが完了した後、一定の時間に静置し、傾斜したグラウト孔を第２水平面まで伸ばし続け、第１水平面内の水平グラウトプロセスに応じてグラウト作業を完了させ、上記ステップに応じて作業面全体の全てのボーリング孔のグラウト作業を完了させるステップ３とを含むことを特徴とする、深部埋没採掘場における上層土のタイプ評価基準及び薄い岩盤の増厚改造の設計方法。 A design method for overburden type evaluation criteria and thin rock thickening alterations in deep-buried quarries, comprising steps 1 to 3 below.
Step 1 of the Overburden Type Criteria for Deep Buried Mines, comprising:
Step 1.1) of determining the critical thickness of the arch that maintains rock stress arch stabilization, comprising:
When forming a stable stress arch in rock mass, the formula for the critical thickness of the stress arch is:
where D arch is the thickness of the stress arch, H arch is the height of the stress arch, l arch is the span of the stress arch, q(x) is the uniformly distributed overburden load on the rock mass, and θ is the arbitrary cross section and rock mass. The included angle between the standard cross section of the arch, R is the vertical stress on the arch leg, T is the horizontal stress on the arch leg, where the formulas for R, T are:
where the stress arch height H arch is the height from the coal bed to the key bed, the stress arch span l arch is the periodic pressure stride, and the uniformly distributed overburden load q( x) is (1.2-2.0)x, the periodic pressure stride of (0.5-0.7) times x, and θ is 5-10° depending on empirical values Step 1.1) where
Step 1.2) of determining the critical thickness of the rock mass capable of forming a stress arch, comprising:
The minimum thickness at which a stable stress arch can be formed in bedrock is called the critical thickness, the formula for which is:
where ΣH min is the critical thickness of rock that can form a stress arch, D arch is the critical thickness of the arch, ΣH c is the height of the drop zone, and ΣHL is the height of the crack zone, where ΣH c and ΣH L are the heights of the drop zone and the fracture zone of the mining site calculated empirically based on the strength of the overburden under study (Step 1.2);
Step 1.3) of establishing overburden type criteria in a deep buried pit, comprising:
Based on the corresponding relationship between the ΣH c height of the fall zone of the overlying layer, the ΣHL height of the fracture zone, the thickness D arch of the stress arch, and the thickness Σh of the bedrock, the quarry is divided into ultra-thin rock and thin rock. and normal bedrock, depending on the degree of rock pressure generated in the quarry under the reserve conditions of ultra-thin rock, thin rock and normal rock, it is necessary to increase the thickness of the ultra-thin rock and thin rock. step 1 comprising step 1.3) with
In step 2 of the design method for thickening modification of the ultra-thin rock region and the thin rock region,
Step 2.1) of determining ultra-thin rock and thin rock thickening modification areas and design dimensions, comprising:
Step 2.1.1) performing a geological survey using multiple boreholes above ground to obtain histograms of rock formations in different regions;
Step 2.1.2) of determining an area where the rock thickness is lower than ΣH min as a design area for thickening modification based on the change in the thickness of the rock mass;
Step 2.1.3) of determining the length w and the slope length l of the thickened modified region in the design extension direction, where w is the extension length of the thin rock region along the coal seam, l is Step 2.1.3), which is the length of the slope of the working surface;
Step 2.1.4) of determining the thickness D of the design area of the thickening modification as follows:
where D is the thickness of the design area for thickening modification, ΣH min is the critical thickness of the bedrock that can form the stress arch, and ΣH is the actual bedrock thickness (step 2.1.4) and step 2.1) comprising
Step 2.2 of the construction method for increasing the thickness of the ultra-thin rock region and the thin rock region,
step 2.2.1) digging a grout passage along the direction of coal seam elongation;
Step 2.2.2) of placing the grout line,
Using the multi-horizontal inclined top forward grouting method, in the implementation process, use a hydraulic drill to drill an inclined boring hole downward from the bottom plate of the grouting channel, and the first grouting hole is the beginning of the design area for thickening modification. The design area for thickening and remodeling is divided into multiple horizontal planes from bottom to top by slanted boreholes located directly above the position,
Arranged in a single horizontal plane with four horizontal boreholes vertically diverging around the central point at the intersection of the inclined borehole and said horizontal plane, two of which are located in the working plane. and the other two boreholes are arranged along the direction of elongation of the working surface, step 2.2.2), step 2.2. ,
Step 3 of the grouting method for thickening and remodeling ultra-thin rock regions and thin rock regions, comprising:
Use a high-pressure pump to grout into the horizontal borehole in the first horizontal plane, and after the horizontal grouting in the first horizontal plane is completed, stand still for a period of time to extend the inclined grouthole to the second horizontal plane. followed by a step 3 of completing the grouting operation in response to the horizontal grouting process in the first horizontal plane and completing the grouting operation of all boreholes across the work surface in response to the above steps. Criteria for evaluation of type of overburden in buried quarry and design method for thickening modification of thin bedrock.
上層土の岩質が硬岩層、単軸圧縮強度が４０～８０ＭＰaである場合、
上層土の岩質が中硬岩層、単軸圧縮強度が２０～４０ＭＰaである場合、
上層土の岩質が軟岩層、単軸圧縮強度が１０～２０ＭＰaである場合、
上層土の岩質が極軟岩層、単軸圧縮強度が１０ＭＰaより小さい場合、
以上の式中のＭは、炭層の厚さであることを特徴とする、請求項１に記載の深部埋没採掘場における上層土のタイプ評価基準及び薄い岩盤の増厚改造の設計方法。 The formulas for calculating the drop zone height ΣH c and the crack zone height ΣHL in step 1.2) are as follows:
When the rock quality of the overlying soil is a hard rock layer and the uniaxial compressive strength is 40 to 80 MPa ,
When the lithology of the overlying soil is a medium hard rock layer and the uniaxial compressive strength is 20 to 40 MPa ,
When the rock quality of the overlying soil is a soft rock layer and the uniaxial compressive strength is 10 to 20 MPa ,
When the rock quality of the overlying soil is extremely soft rock and the uniaxial compressive strength is less than 10MPa ,
The overburden type evaluation criteria and thin bedrock thickening modification design method in deep buried pits according to claim 1, wherein M in the above formula is the thickness of the coal bed.
（１）岩盤の厚さΣｈが落下帯の高さΣＨcより小さい場合、極薄の岩盤として定義し、
（２）岩盤の厚さΣｈが、落下帯の高さΣＨcより大きく、落下帯の高さΣＨｃ、亀裂帯の高さΣＨL、及び応力アーチの厚さＤarchの合計より小さい場合、薄い岩盤として定義し、
（３）岩盤の厚さΣｈが、落下帯の高さΣＨc、亀裂帯の高さΣＨL、及び応力アーチの厚さＤarchの合計より大きい場合、正常の岩盤として定義することを特徴とする、請求項１に記載の深部埋没採掘場における上層土のタイプ評価基準及び薄い岩盤の増厚改造の設計方法。 In step 1.3), the method of classifying overburden in deep-buried quarries is as follows:
(1) If the bedrock thickness Σh is smaller than the drop zone height ΣHc , it is defined as an ultra-thin bedrock,
(2) If the bedrock thickness Σh is greater than the drop zone height ΣHc and smaller than the sum of the drop zone height ΣHc, the crack zone height ΣHL , and the stress arch thickness D arch , then thin defined as bedrock,
(3) If the rock thickness Σh is greater than the sum of the drop zone height ΣH c , crack zone height ΣHL and stress arch thickness D arch , it is defined as normal rock mass. The method for evaluating the type of overburden in deep-buried pits and the design method for thickening and remodeling thin bedrock according to claim 1.
亀裂率が高く、空隙率が７５％～１００％の場合、グラウト材料は、通常のセメントスラリの単一スラリであり、
亀裂率が中程度、空隙率が５０％～７５％の場合、グラウト材料は、材料Ａと材料Ｂの混合で製造され、ここで、材料Ａの成分は、硫酸塩セメントであり、材料Ｂの成分は、石灰と石膏であり、それらの比は、１．３：１であり、
亀裂率が低く、空隙率が３０％～５０％の場合、グラウト材料は、セメント－水ガラスの二重スラリであり、
亀裂率が非常に低く、空隙率が３０未満の場合、グラウト材料は、水ガラス－塩化カルシウムのスラリを選択することを特徴とする、請求項１に記載の深部埋没採掘場における上層土のタイプ評価基準及び薄い岩盤の増厚改造の設計方法。 In step 2.2.2), the selection and compounding ratio of the grout material is determined by the crack rate type and porosity,
When the crack rate is high and the porosity is 75%-100%, the grout material is a single slurry of ordinary cement slurry,
When the crack rate is moderate and the porosity is 50%-75%, the grout material is produced by mixing material A and material B, where the component of material A is sulfate cement and the composition of material B is The ingredients are lime and gypsum, their ratio is 1.3:1,
When the crack rate is low and the porosity is 30%-50%, the grouting material is cement-water glass double slurry,
The type of overburden in deep-buried pits according to claim 1, characterized in that when the crack rate is very low and the porosity is less than 30, the grouting material is selected water glass-calcium chloride slurry. Evaluation criteria and design method for thickening modification of thin rock mass.
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