CN110985049A - Roadway support method for traversing weak phyllite reverse fault - Google Patents
Roadway support method for traversing weak phyllite reverse fault Download PDFInfo
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- CN110985049A CN110985049A CN201911203362.XA CN201911203362A CN110985049A CN 110985049 A CN110985049 A CN 110985049A CN 201911203362 A CN201911203362 A CN 201911203362A CN 110985049 A CN110985049 A CN 110985049A
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- roadway
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
Abstract
The invention belongs to the technical field of metal mine mining, discloses a roadway support method for penetrating through a soft phyllite reverse fault, solves the problems that in the prior art, aiming at the characteristics that the lithology of the soft phyllite reverse fault area of a metal mine is soft, easy to weather, softened when meeting water and remarkably argillization, the expansion and contraction performance, the rheological property, the disturbance performance and the like are obvious, and the problems existing in the supporting, the invention adopts the combined supporting mode of the steel arch frame and the concrete to integrate the advantages of advanced supporting, anchor net spraying supporting, steel arch frame supporting and concrete supporting, and combines the yielding principle, the weak surrounding rock is left to deform to achieve the time of secondary ground stress balance, the invention has good on-site supporting effect, the secondary supporting probability is greatly reduced while the construction quality of the roadway is guaranteed, the service life of the roadway is prolonged, the cost is saved, and the technical guarantee is provided for safe production of mines.
Description
Technical Field
The invention relates to the technical field of metal mine mining, in particular to a roadway support method for penetrating through a weak phyllite reverse fault.
Background
The phyllite is low-grade metamorphic rock with a thousand-piece structure, the metamorphic degree is between slate and schist, and the phyllite is mainly characterized by soft lithology, poor weather resistance, softening in water and obvious argillization phenomena, obvious expansion and shrinkage, higher construction difficulty of mine roadway engineering, and higher tunneling construction and supporting difficulty due to the fact that rib caving, roof caving and bottom bulging are easy to occur particularly when the phyllite passes through a fault zone.
The result of geological disclosure of a certain lead-zinc ore engineering shows that a mining area is located on the dorsiflexion of a goat, the main part of the mining area is a second lithologic section (S1-2 mb) of a quine puerto group (S1-2 m), and the lithologic section mainly comprises sericin phyllite, silty sericin phyllite, carbonaceous phyllite and more metamorphic sandstone and miscellaneous sandstone. F2 reverse fault is distributed in the middle of the mining area, extends along the Rojia slope, the north edge of the Gangui mining area and the south side line of the Danjia bay, moves towards nearly east-west, inclines to south, has a section inclination angle of 65-80 degrees, and has a vertical fault distance of 30-60 meters; the fault mainly comprises phyllite fragments, quartz agglomerates, carbon sludge and fault mud. F4 reverse faults are distributed at the north part of the mining area, are approximately distributed along the Li Jia beam, the Ganchou north and the Zhang Jia beam at one line, trend to the nearly east-west direction, incline to the north, and have the fault dip angle of 60-80 degrees, the vertical fault distance is 20-50 meters, the lithology of the upper and lower trays of the faults is all grey powder sandy sericite phyllite, and the fault fracture zone develops; the fault mainly comprises phyllite fragments, fine crumbs, broken mud and fault mud.
Through rock mechanics tests, the compressive strength of the phyllite rock stratum in the mining area is generally 23-24 MPa, and the phyllite rock stratum belongs to typical geological soft rock and has stronger plasticity, disintegration, rheological property and disturbance. A slope way development mode is adopted in a mine, the main slope way is difficult to avoid penetrating through F2 and F4 reverse faults due to arrangement, concrete support, U-shaped steel frame support and anchor injection net spraying combined support are adopted during field construction, and the field effect is not ideal. The single concrete support pouring difficulty is high, and a partial area of the roadway falls before the bearing capacity reaches the peak value; the U-shaped steel frame support is subjected to torsional damage, and the floor heave is serious; the consumption of the anchor grouting, net spraying and combined supporting cement is large, and the construction process is complex; in view of the situation, a main slope way supporting mode of the weak phyllite reverse fault area, which is simple in construction process, easy to operate and low in secondary supporting rate, is urgently needed.
Disclosure of Invention
The invention aims to solve the problems of the prior art that the lithology of the reverse fault area of the weak phyllite in the metal mine is soft, the ventilation is easy, the phenomena of softening and argillization are prominent when meeting water, and the characteristics of obvious expansion and contraction, rheological property, disturbance and the like are provided, and the problems exist in supporting, and the roadway supporting method for penetrating through the reverse fault area of the weak phyllite is provided.
In order to achieve the purpose, the invention adopts the following technical scheme:
a roadway support method for traversing a weak phyllite reverse fault comprises the following steps:
step 1), adopting a double-layer advanced anchor rod to carry out advanced support before tunnel excavation;
step 2), roadway excavation: excavating a roadway after advance support, wherein the section of the roadway comprises an arch frame part excavating section above a bottom plate and a bottom arch below the bottom plate, the bottom arch is a concrete bottom arch, and the roadway is excavated forwards for 2-4m at one time by adopting a manual full-section;
step 3), performing anchor mesh spraying primary support after the roadway is excavated, and performing primary support by using tube seam type anchor rods and reinforcing mesh, wherein the distance between the tube seam type anchor rods is 0.5-0.8 m; then, sealing the surrounding rock by using a concrete spraying layer;
step 4), installing steel arch frames at intervals after spraying a layer, wherein the steel arch frames comprise top arches, bottom arches and 2 sections of column legs;
and 5) reserving 4-6 days after the steel arch is installed, continuously repeating the steps 2) -4) in the period, reserving 4-6 days, and then pouring concrete on the initially installed steel arch to form a concrete layer.
Further, in the step 1), the double-layer advanced anchor rods are steel pipes with the diameter of 40mm multiplied by 6000mm, the transverse distance of the steel pipes is 0.5m, the longitudinal distance of the steel pipes is 0.4m, the upper layer and the lower layer are arranged in a staggered mode, the external insertion angle is 6-12 degrees, and then roadway excavation is carried out.
Further, in the step 2), the artificial full-section face is adopted to excavate forwards for 2m at one time.
Further, the pipe seam type anchor rod in the step 3) is a pipe seam type anchor rod with the diameter of 40mm multiplied by 1800mm, the material is 20MnSi, and the reinforcing mesh is a reinforcing mesh with the diameter of 8:100 multiplied by 100 mm.
Further, the distance between the seam type anchor rods in the step 3) is 0.5-0.8 m, and the thickness of the concrete spraying layer is 100 mm.
Further, the steel arch frames in the step 4) are made of 12# mining I-steel, the transverse center distance between every two adjacent steel arch frames is 0.5m, the annular directions of the I-steel are connected through pull rods, the annular distance between the pull rods is 600mm, and the top arch, the bottom arch and 2 sections of column legs of the steel arch frame (7) are installed through arch frame connecting fittings (8).
Further, in the step 5), after the steel arch is installed, concrete pouring is not performed, when the roadway continues to be tunneled forwards to 4m, the 2m roadway with the steel arch installed before undergoes a soft rock deformation period of 4 days, a yielding buffer layer is formed before the concrete pouring, and at the moment, concrete supporting is performed to form a concrete layer.
Further, the thickness of the concrete layer in the step 5) is 300mm, and the strength requirement is C25.
Further, when the concrete is poured in the step 5), an early strength agent is added into the concrete.
Compared with the prior art, the invention has the following beneficial effects:
aiming at roadway support of weak phyllite reverse fault areas, the single concrete support is high in pouring difficulty, and partial areas are caving before concrete pouring is not finished; torsional damage and serious floor heave occur on the U-shaped steel frame support site; the anchor grouting, net spraying and combined supporting cement consumption is large, the construction process is complex, and the technical requirements on field workers are high. The invention adopts the steel arch frame and concrete combined supporting mode to integrate the advantages of advanced supporting, anchor net spraying supporting, steel arch frame supporting and concrete supporting, and combines the yielding principle, the time for the weak surrounding rock to deform to achieve secondary ground stress balance is reserved,
the invention has good on-site supporting effect, greatly reduces the secondary supporting probability while ensuring the construction quality of the roadway, prolongs the service life of the roadway, saves the cost and provides technical support for safe production of mines.
Drawings
Fig. 1 is a schematic view of the roadway support of the present invention.
The reference numerals have the following meanings: 1. a tube seam anchor rod; 2. a reinforcing mesh; 3. a bottom arch; 4. a pull rod; 5. spraying a concrete layer; 6. a concrete layer; 7. a steel arch frame; 8. an arch connecting fitting; 9. yielding and pressing the buffer layer.
Detailed Description
The invention is further described with reference to the following drawings and detailed description.
The geological engineering condition of a certain lead-zinc ore is consistent with the technical background of the invention, the mine design adopts a main slope way development mode, the surface elevation of the fault area passing through F2 at this time is 675m, the position elevation of the main slope way is about 535m, and the burial depth is 140 m; the ground surface elevation of a fault area penetrating through F4 is 640m, the position elevation of a main slope way is about 530m, the burial depth is 110m, the section of the main slope way is designed to be a 1/3 three-center arch with the net section of 3.2m multiplied by 3.1m above a bottom plate, an arc arch with the height of 0.8m is arranged below the bottom plate, and the field construction steps are as follows:
as shown in fig. 1, this includes the following steps:
step 1), adopting a double-layer advanced anchor rod to carry out advanced support before roadway excavation. The double-layer advanced anchor rod is made of steel pipes with the diameter of 40mm multiplied by 6000mm, the transverse distance of the steel pipes is 0.5m, the longitudinal distance of the steel pipes is 0.4m, the upper layer and the lower layer are arranged in a staggered mode, the external insertion angle is 6-12 degrees, and then roadway excavation is carried out.
Step 2), roadway excavation: excavating a roadway after advanced support, wherein the section of the roadway comprises an arch center part digging section above a bottom plate and a bottom arch 3 below the bottom plate, the bottom arch 3 is a concrete bottom arch, the digging section above the bottom plate is an 1/3 three-center arch with the size of 4.0m multiplied by 3.5m, and the area of the arch is 12.76m2The bottom arch 3 at the lower part of the bottom plate is an arc arch with the radius of 2.39m and the area of 2.01m2And adopting an artificial full-section to excavate forwards for 2m at one time.
Step 3) excavating roadwayPerforming primary support by using a 20MnSi pipe seam type anchor rod 1 with the diameter of 40mm multiplied by 1800mm and a reinforcing mesh 2 with the diameter of 8:100 multiplied by 100mm, wherein the distance between the pipe seam type anchor rods 1 is 0.5m-0.8 m; and then the surrounding rock is sealed by using the concrete spraying layer 5. The strength grade C25 of the sprayed concrete, the compressive strength of 1d age should not be lower than 8Mpa, the maximum grain diameter is less than 15mm, the glue-bone ratio is about 1:4-1:5, the water-glue ratio is about 0.40-0.50, the sand rate is preferably 45-60%, and the cement dosage is not less than 300kg/m3，The thickness of the concrete sprayed layer 5 is 100 mm.
And 4) installing steel arch frames 7 at intervals after spraying, wherein the steel arch frames 7 comprise top arches, bottom arches and 2 sections of column legs, and all parts of the steel arch frames 7 are installed by utilizing arch frame connecting fittings 8. The steel arch center 7 is made of 12# mining I-steel, the height is 120mm, the width is 95mm, the waist thickness is 11mm, the theoretical weight is 31.18kg/m, the material grade is 25MnK, the tensile strength is about 530MPa, the yield strength is about 335MPa, and the elongation after fracture is about 20%.
The total length of the steel arch 7 is 12.66 m/frame; wherein: the top beam is 4.71 m/root, the column legs are 2 multiplied by 2.01 m/root, the bottom arch is 3.93 m/root, and the allowable deformation of the steel arch center 7 is about 30 mm; 8 sets of/frames of arch center connecting fittings, the transverse center distance between every two adjacent steel arch centers 7 is 0.5m, the annular directions of the I-shaped steel are connected through the pull rod 4, the phi 28mm deformed steel bar is adopted to be welded to serve as the connecting pull rod 4, and the annular distance between the pull rods 4 is 600 mm.
And 5) after the steel arch 7 is installed, concrete pouring is not carried out, the steps 2) to 4) are continuously repeated, when the roadway is continuously tunneled forwards to 4m, the 2m roadway with the steel arch 7 installed before undergoes a soft rock deformation period of 4 days, a yielding buffer layer 9 is formed before the concrete pouring, and at the moment, concrete supporting is carried out to form a concrete layer 6. The thickness of the concrete layer 6 is 300mm, and the strength requirement is C25. And when the concrete is used for pouring, the early strength agent is added into the concrete so as to improve the early strength of the poured concrete. The method is characterized in that after a steel arch frame of a 2m excavated roadway is installed, about 4-6 days are reserved to allow the weak surrounding rock to deform, a yielding buffer layer 9 is formed at the arch crown of the roadway, and concrete pouring is performed after secondary ground stress balance, so that the purpose of yielding is achieved.
In the construction field, concrete deformation and cracking do not occur in the supporting area within one year after the construction according to the supporting scheme of the tunnel penetrating through the weak phyllite reverse fault area, and the supporting effect is good.
Claims (10)
1. A roadway support method for traversing a weak phyllite reverse fault is characterized by comprising the following steps:
step 1), adopting a double-layer advanced anchor rod to carry out advanced support before tunnel excavation;
step 2), roadway excavation: excavating a roadway after advance support, wherein the section of the roadway comprises an arch frame part excavating section above a bottom plate and a bottom arch (3) below the bottom plate, and the roadway is excavated forwards for 2-4m at one time by adopting a manual full-section;
step 3), performing anchor mesh spraying primary support after roadway excavation, and performing primary support by using a pipe seam type anchor rod (1) and a reinforcing mesh (2), wherein the distance between the pipe seam type anchor rods (1) is 0.5-0.8 m; then enclosing the surrounding rock by using a concrete spray layer (5);
step 4), installing steel arch frames (7) at intervals after spraying a layer, wherein the steel arch frames (7) comprise top arches, bottom arches and 2 sections of column legs;
and 5) reserving 4-6 days after the steel arch (7) is installed, and continuously repeating the step 2) -the step 4) in the period, and then pouring concrete on the initially installed steel arch (7) to form a concrete layer (6).
2. The roadway support method for traversing the weak phyllite reverse fault according to claim 1, which is characterized in that: and (2) selecting steel pipes with the diameter of 40mm multiplied by 6000mm as the double-layer advanced anchor rods in the step 1), wherein the transverse distance of the steel pipes is 0.5m, the longitudinal distance of the steel pipes is 0.4m, the upper layer and the lower layer are arranged in a staggered mode, the external insertion angle is 6-12 degrees, and then excavating the roadway.
3. The roadway support method for traversing the weak phyllite reverse fault according to claim 2, wherein the roadway support method comprises the following steps: and 2) excavating forwards for 2m at one time by adopting an artificial full-section in the step 2).
4. The roadway support method for traversing the weak phyllite reverse fault according to claim 1, which is characterized in that: the bottom arch (3) in the step 2) is a concrete bottom arch.
5. The roadway support method for traversing the weak phyllite reverse fault according to claim 1, which is characterized in that: the pipe seam type anchor rod (1) in the step 3) is a pipe seam type anchor rod with phi 40mm multiplied by 1800mm, the material is 20MnSi, and the reinforcing mesh (2) is a reinforcing mesh with phi 8:100 multiplied by 100 mm.
6. The roadway support method for traversing the weak phyllite reverse fault according to claim 1, which is characterized in that: the distance between the seam type anchor rods (1) in the step 3) is 0.5-0.8 m, and the thickness of the concrete spraying layer (5) is 100 mm.
7. The roadway support method for traversing the weak phyllite reverse fault according to claim 3, wherein the roadway support method comprises the following steps: in the step 4), 12# mining I-steel is selected as the steel arch frames (7), the transverse center distance between every two adjacent steel arch frames (7) is 0.5m, the annular directions of the I-steel are connected through pull rods (4), and the annular distance of the pull rods (4) is 600 mm; and the top arch and the bottom arch of the steel arch frame (7) and 2 sections of column legs are installed by utilizing an arch frame connecting fitting (8).
8. The roadway support method for traversing the weak phyllite reverse fault according to claim 7, wherein: and in the step 5), after the steel arch (7) is installed, no concrete pouring is performed, when the roadway is continuously tunneled forwards to 4m, the 2m roadway with the steel arch (7) installed before undergoes a soft rock deformation period of 4 days, a yielding buffer layer (9) is formed before the concrete pouring, and at the moment, concrete supporting is performed to form a concrete layer (6).
9. The roadway support method for traversing the weak phyllite reverse fault according to claim 1, which is characterized in that: the thickness of the concrete layer (6) in the step 5) is 300mm, and the strength requirement is C25.
10. The roadway support method for traversing the weak phyllite reverse fault according to claim 1, which is characterized in that: and 5) when the concrete is poured in the step 5), adding an early strength agent into the concrete.
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| CN201911203362.XA CN110985049A (en) | 2019-11-29 | 2019-11-29 | Roadway support method for traversing weak phyllite reverse fault |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113073991A (en) * | 2021-04-14 | 2021-07-06 | 中钢集团马鞍山矿山研究总院股份有限公司 | Roadway support method for extremely loose and broken rock mass of underground mine |
| CN113090284A (en) * | 2021-04-14 | 2021-07-09 | 中钢集团马鞍山矿山研究总院股份有限公司 | Roadway support method for soft and broken rock mass of underground mine |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101864970A (en) * | 2010-01-29 | 2010-10-20 | 中国科学院武汉岩土力学研究所 | Method for supporting and protecting soft, collapsible and super thick coal seam tunnel based on filling behind support and device thereof |
| CN103850688A (en) * | 2014-03-24 | 2014-06-11 | 昆明理工大学 | Method for dynamically superimposing coupling support on large-section roadway in complicated fault fracture zone |
| CN104533446A (en) * | 2015-01-16 | 2015-04-22 | 中交一公局第一工程有限公司 | Construction method and structure of two-layer preliminary support for preventing geological disaster of large-section weak surrounding rock tunnel |
| CN105156118A (en) * | 2015-10-26 | 2015-12-16 | 中铁二十局集团有限公司 | High ground stress weak surrounding rock tunnel excavation and support construction method |
| CN105178981A (en) * | 2015-09-30 | 2015-12-23 | 中国矿业大学 | Total-section closed type deep-shallow coupling yielding, bolting-grouting and supporting method for incompact and fractured soft-rock roadway |
| CN105401947A (en) * | 2015-10-26 | 2016-03-16 | 中铁二十局集团有限公司 | Large-deformation control construction method for high ground stress weak surrounding rock tunnel |
| CN107489431A (en) * | 2017-06-29 | 2017-12-19 | 昆明理工大学 | A kind of large deformation country rock stage composite lining cutting |
| CN108005675A (en) * | 2017-11-16 | 2018-05-08 | 中国电建集团昆明勘测设计研究院有限公司 | The dynamic superposition coupling supporting method and supporting construction in a kind of fault belt tunnel |
-
2019
- 2019-11-29 CN CN201911203362.XA patent/CN110985049A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101864970A (en) * | 2010-01-29 | 2010-10-20 | 中国科学院武汉岩土力学研究所 | Method for supporting and protecting soft, collapsible and super thick coal seam tunnel based on filling behind support and device thereof |
| CN103850688A (en) * | 2014-03-24 | 2014-06-11 | 昆明理工大学 | Method for dynamically superimposing coupling support on large-section roadway in complicated fault fracture zone |
| CN104533446A (en) * | 2015-01-16 | 2015-04-22 | 中交一公局第一工程有限公司 | Construction method and structure of two-layer preliminary support for preventing geological disaster of large-section weak surrounding rock tunnel |
| CN105178981A (en) * | 2015-09-30 | 2015-12-23 | 中国矿业大学 | Total-section closed type deep-shallow coupling yielding, bolting-grouting and supporting method for incompact and fractured soft-rock roadway |
| CN105156118A (en) * | 2015-10-26 | 2015-12-16 | 中铁二十局集团有限公司 | High ground stress weak surrounding rock tunnel excavation and support construction method |
| CN105401947A (en) * | 2015-10-26 | 2016-03-16 | 中铁二十局集团有限公司 | Large-deformation control construction method for high ground stress weak surrounding rock tunnel |
| CN107489431A (en) * | 2017-06-29 | 2017-12-19 | 昆明理工大学 | A kind of large deformation country rock stage composite lining cutting |
| CN108005675A (en) * | 2017-11-16 | 2018-05-08 | 中国电建集团昆明勘测设计研究院有限公司 | The dynamic superposition coupling supporting method and supporting construction in a kind of fault belt tunnel |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113073991A (en) * | 2021-04-14 | 2021-07-06 | 中钢集团马鞍山矿山研究总院股份有限公司 | Roadway support method for extremely loose and broken rock mass of underground mine |
| CN113090284A (en) * | 2021-04-14 | 2021-07-09 | 中钢集团马鞍山矿山研究总院股份有限公司 | Roadway support method for soft and broken rock mass of underground mine |
| CN113073991B (en) * | 2021-04-14 | 2022-08-16 | 中钢集团马鞍山矿山研究总院股份有限公司 | Roadway support method for extremely loose and broken rock mass of underground mine |
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Application publication date: 20200410 |