CN102305075A - Vertical shaft construction method under unfavorable geological condition - Google Patents
Vertical shaft construction method under unfavorable geological condition Download PDFInfo
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Abstract
The invention discloses a vertical shaft construction method under a unfavorable geological condition, comprising the following construction steps of: 1, pouring cover-weight concrete at a position wherein a well head of a vertical shaft is; 2, arranging two circles of advance consolidation grouting holes in the cover-weight concrete and arranging anchor bar bundles in the grouting holes, wherein the depths of the grouting holes are the same as the depth of the vertical shaft and the depths of the anchor bar bundles are the same as the depths of the grouting holes; 3, drilling pilot holes from top to bottom of the vertical shaft by utilizing a raise-boring machine; 4, drilling pilot shafts from bottom to top of the vertical shaft by utilizing the raise-boring machine; 5, carrying out advance support before expanding excavation; 6, carrying out hole drilling , blasting and the expanding excavation from top to bottom on the vertical shaft; and 7, carrying out reinforced support after the expanding excavation. By means of the vertical shaft construction method disclosed by the invention, the problems of the excavation of the light-section deep vertical shaft under the unfavorable geological condition are solved; and through the advance consolidation before the pilot hole construction, the advance support of small pipes before the expanding excavation and the steel support and bolt-spray support after the excavation, the influences of hole collapsing during the pilot shaft excavating and collapse after the expanding excavation on the construction are effectively eliminated.
Description
Technical field
The present invention relates to the shaft construction method technical field, be specifically related to the shaft construction method under a kind of unfavorable geological condition.
Background technology
At present; The vertical shaft difficulty of construction is bigger, especially construction under some unfavorable geological conditions, and so-called unfavorable geological condition refers to: the degree of depth is more than or equal to 100m; Diameter is smaller or equal to 4m; Vertical shaft position rock fracture is grown poor stability, and directly excavation is difficult to moulding, mostly for Dark grey argillaceous slate, thin shape layer structure, with IV, V class surrounding rock be that master, cranny development are intensive, the interlaced shearing of fissure-plane and filmated rock stratum, rock mass present cracked and shale state in a large number.Pressure Shaft is a circular cross section; Its digging diameter smaller or equal to 4m, well depth more than or equal to 100m; Particularly broken in Sidewall Surrounding Rock, intensity is low, poor stability, rich groundwater; Execution conditions are abominable, are difficult to organizing construction according to general job practices, thereby influence the realization of the overall construction speed target in power station.
Summary of the invention
Weak point to above-mentioned prior art; The purpose of this invention is to provide the light section under a kind of unfavorable geological condition, the excavation construction method of deep shaft; To guarantee construction quality and safety, shorten the construction period, can effectively solve the problem that above-mentioned prior art exists.
To achieve these goals, the technical scheme of the present invention's employing is: the shaft construction method under a kind of unfavorable geological condition comprises following construction sequence:
The first step: build in vertical shaft well head position and to cover high density concrete;
Second step: on lid high density concrete, arrange the leading consolidation grouting of two circles hole, and the dowel bundle is set in grout hole, the hole depth of grout hole is the vertical shaft degree of depth, and the dowel bundle degree of depth is with the grout hole degree of depth;
The 3rd step: adopt raise boring machine to be drilled with into the guide hole of vertical shaft from top to bottom;
The 4th step: adopt raise boring machine to be drilled with into the pilot shaft of vertical shaft from bottom to top;
The 5th step: expand the advance support before digging;
The 6th step: vertical shaft pore-creating explosion from top to bottom expansion is dug;
The 7th step: add strong supporting after expansion is dug.
As a kind of optimal way, wherein,
Guide hole in said the 3rd step is the guide hole of Φ 21.6cm; Pilot shaft in said the 4th step is the pilot shaft of Φ 1.4m;
Said the 5th step is put into advance support: arrange the pre-grouting ductule in the vertical shaft border; At the injected hole that bores φ 8-10mm, pitch-row 40cm, blossom type layout apart from the following tube wall of ductule mouth of pipe 0.5m; After the pipe undercut removes two wedge shape mouths, make pointed, the conduit trend with the vertical shaft axis angle be 30 °; Circumferential distance is 30～50cm, hole depth 4m;
The expansion in said the 6th step dig into: adopt manual work directly pore-creating explosion from top to bottom, artificial rock ballast taken off silo bottom through pilot shaft;
The strong supporting that adds in said the 7th step comprises that steel supports and bolt-spary supports.
Further preferred, the pre-grouting ductule that said vertical shaft border is arranged adopts the steel pipe of φ 42mm, single long 4.0m.
Further preferred, after the installation of said pre-grouting ductule, utilize slurry filling machine to carry out slip casting, the slurry water gray scale is 1: 1～0.5: 1, grouting pressure 0.2Mp, slurries are diffused into the rock stratum around the conduit.
Further preferred, to well head 5m section employing steel reinforced concrete fore shaft, fore shaft is above ground level and in border, fore shaft top railing is set said expansion is dug before, and the fore shaft concrete is arranged in beyond the structural concrete.
Further preferred, said steel is supported for, and adopts I20 type i iron, and every Pin steel bow member divides 4 sections making, and center to center distance 60cm between the steel bow member, dowel adopt φ 25mm screw-thread steel, and circumferential distance is 0.4m, and single length is 0.8m, with the bow member firm welding.
Further preferred, said bolt-spary supports is to arrange the self-advancing type hollow grouting anchor respectively at every Pin steel bow member two rows; Bolt diameter φ 32mm, single long 3m, circumferential distance 1.0m; Anchor pole and bow member welding, the slip casting water/binder ratio is 1: 1～0.5: 1, grouting pressure 0.2MPa.
Further preferred, after steel bow member and anchor bolt construction completion, hang φ 6.520 * 20cm steel mesh reinforcement on the excavation face, and spray the C20 concrete.
Compared with prior art, the beneficial effect that brings of this invention is:
This invention mainly is applicable to the degree of depth more than or equal to 150m, and diameter is smaller or equal to 4m, and the construction under unfavorable geological condition; Such as the Dark grey argillaceous slate, thin shape layer structure is main with IV, V class surrounding rock; Cranny development is intensive, the interlaced shearing of fissure-plane and filmated rock stratum, and rock mass appears under the execution conditions of cracked and shale state etc. in a large number; Specifically, 1, before the guide hole excavation, arrange deep hole consolidation grouting hole; Mounting reinforcing steel bars bundle in the grout hole hole can effectively reduce guide hole construction and collapse and cave in when the hole is dug with expansion; 2, expand the pre-grouting ductule that adopts before every circulation excavation when digging, further breaking surrounding rock is carried out fixedly, avoid caving in; 3, spray to add strong supporting with steel support and anchor the excavation back, can effectively for constructions such as excavation and penstock installations a safe and reliable construction working face be provided; Therefore; This invention has effectively solved the excavation of light section deep shaft under the unfavorable geological condition; Ductule advance support before preceding fixed in advance, the expansion of guide hole construction dug and the supporting that steel supports and anchor sprays behind the excavation; Effectively solved collapse hole and the expansion of pilot shaft excavation and dug the back landslide, had a stronger popularizing action the influence that construction causes.
Description of drawings
Details by preferred embodiment among following the present invention is described, and can clearer understanding be arranged to the object of the invention, viewpoint and advantage, explains with reference to following accompanying drawing of the present invention simultaneously:
Fig. 1 is position, vertical shaft leading consolidation grouting hole arrangement diagram in the engineering construction example of the present invention;
Fig. 2 digs the supporting sketch map for vertical shaft in the engineering construction example of the present invention expands;
Fig. 3 is the A-A generalized section of Fig. 2.
Wherein: 1-vertical shaft pilot shaft outline line, 2-vertical shaft design excavation line, 3-A ring grout hole is arranged outline line, 4-B ring grout hole is arranged outline line; The actual excavation line of 5-, 6-design section line, 7-slip casting ductule; 9-vertical shaft hole axis, 10-pilot shaft, 11-reinforcing bar protection grid.
The specific embodiment
Technique scheme of the present invention and advantage thereof are not difficult from the detailed description and accompanying drawing of following selected embodiment, to obtain to understand in depth.
Shaft construction method under this unfavorable geological condition comprises following construction sequence: the first step: build in vertical shaft well head position and cover high density concrete; Second step: on lid high density concrete, arrange the leading consolidation grouting of two circles hole, and the dowel bundle is set in grout hole, the hole depth of grout hole is the vertical shaft degree of depth, and the dowel bundle degree of depth is with the grout hole degree of depth; The 3rd step: adopt raise boring machine to be drilled with into the guide hole of vertical shaft from top to bottom; The 4th step: adopt raise boring machine to be drilled with into the pilot shaft 10 of vertical shaft from bottom to top; The 5th step: expand the advance support before digging; The 6th step: vertical shaft pore-creating explosion from top to bottom expansion is dug; The 7th step: add strong supporting after expansion is dug.
According to the suitable vertical shaft design excavation line 2 of the Position Design of vertical shaft pilot shaft outline line 1; And actual excavation line 5 is adjusted according to the position of vertical shaft hole axis 9 and concrete engineering with design section line 6; Shown in accompanying drawing, build earlier and cover high density concrete in the above-mentioned leading fixed vertical shaft well head position that is included in; Cover around the vertical shaft and arrange the leading consolidation grouting of two circles hole, mounting reinforcing steel bars bundle in grout hole on the high density concrete.Before the guide hole excavation, arrange that along A ring grout hole outline line 3 and B ring grout hole arrange that outline line 4 arranges two circle deep hole consolidation grouting holes, the mounting reinforcing steel bars bundle hole in can effectively reduce the guide hole construction and collapse and cave in when hole and expansion are dug.Guide hole in said the 3rd step is drilled with the guide hole of Φ 21.6cm from top to bottom for adopting raise boring machine; Pilot shaft 10 in the 4th step is the pilot shaft 10 that raise boring machine is drilled with into Φ 1.4m from bottom to top, and pilot shaft 10 tops are provided with reinforcing bar protection grid 11.The expansion in said the 6th step dig into: adopt manual work directly pore-creating explosion from top to bottom, artificial rock ballast taken off silo bottom through pilot shaft 10.Expand and well head 5m section to be adopted steel reinforced concrete fore shaft before digging, fore shaft is above ground level and in border, fore shaft top railing is set, and the fore shaft concrete is arranged in beyond the structural concrete.Expand when digging, the pre-grouting ductule 7 that adopts before the circulation excavation further carries out fixedly to breaking surrounding rock, avoid caving in.The advance support in said the 5th step: arrange pre-grouting ductule 7 in the vertical shaft border; The pre-grouting ductule 7 that the vertical shaft border is arranged adopts the steel pipe of φ 42mm, single long 4.0m; After 7 installations of pre-grouting ductule, utilize slurry filling machine to carry out slip casting, the slurry water gray scale is 1: 1～0.5: 1; Grouting pressure 0.2Mp, slurries are diffused into the rock stratum around the conduit.Boring the injected hole that φ 8-10mm, pitch-row 40cm, blossom type arrange apart from the following tube wall of ductule mouth of pipe 0.5m, after the pipe undercut removes two wedge shape mouths, make pointed, the conduit trend with the vertical shaft axis angle be 30 °, circumferential distance is 30～50cm, hole depth 4m; The strong supporting that adds in said the 7th step comprises that steel supports and bolt-spary supports, can effectively for constructions such as excavation and penstock installations a safe and reliable construction working face be provided.Said steel is supported for, and adopts I20 type i iron, and every Pin steel bow member divides 4 sections making, and center to center distance 60cm between the steel bow member, dowel adopt φ 25mm screw-thread steel, and circumferential distance is 0.4m, and single length is 0.8m, with the bow member firm welding.Said bolt-spary supports does, arranges the self-advancing type hollow grouting anchor respectively at every Pin steel bow member two rows, bolt diameter φ 32mm, and single long 3m, circumferential distance 1.0m, anchor pole and bow member weld, and the slip casting water/binder ratio is 1: 1～0.5: 1, grouting pressure 0.2MPa.After steel bow member and anchor bolt construction completion, hang φ 6.520 * 20cm steel mesh reinforcement on the excavation face, and spray the C20 concrete.
Below come the clear and definite specific embodiment of the present invention through engineering construction example, with the object and the purpose of clearer and more definite the present invention's protection.
Engineering background:
It is terminal that pine forest river flood one power station penstock is arranged in the forebay intake chamber, and pipeline is that pipe laying is arranged, is divided into vertical shaft section and lower curved section; Vertical shaft section height 225.8m wherein, section are circular, digging diameter 4m; Penstock diameter 2.8m, the thick C20 concrete of backfill 60cm between steel pipe and the concrete.Vertical shaft inducer forebay is positioned at left bank, Hong Ba river and overflows on the ridge of Ha Gou right side, and this position massif is rich, and landform is the gentle slope shape, and the measured result of the site contour gradient is that elevation plays that about 80 meters hillside gradients are steep slightly downwards at the bottom of the forebay, 40 ° of average out to.The pressure pipeline vertical shaft section rock mass of bottom, forebay be squeezed fragmentation, slate lithology anti-physical weathering ability relatively a little less than; The influence of the groundwater activities on the earth history in addition; Rock mass weathering forms very dark completely decomposed～severely-weathered band; In the severely-weathered band rock stratum tiny and weathering comparatively completely material under the effect of groundwater activities, taken out of, stay more hole and little cavity in the rock mass with certain connectedness.This vertical shaft section surrounding rock category is main with IV, V class, and especially the rock decay of top 126m left and right sides V class surrounding rock section is serious, and extremely broken, surrounding rock stability is poor, rich groundwater.
Main construction sequence
Construction sequence of the present invention is: the vertical shaft pilot shaft construction → expansion excavation construction of the vertical shaft guide hole of hole cover high density concrete → deep hole consolidation grouting → from top to bottom construction → from bottom to top.
Wherein expand to dig and dig → add strong supporting, add strong supporting and comprise that steel supports and the anchor spray according to advance support → expansion.
Main Construction Plan
1, advance grouting
Vertical shaft position rock is a highly weathered rock, and is extremely broken, and when excavate in the forebay, near several longitudinal cracks of the discovery vertical shaft import.Construct and security of operation with Pressure Shaft in order to ensure the forebay is stable, whole forebay base plate is carried out consolidation grouting handle, and, be divided into A ring and B ring in the leading consolidation grouting of vertical shaft arranged around 2 circles hole.A ring grout hole is arranged radius 3.4m, the 1.4m apart from the shaft excavation sideline, and Φ 32mm reinforcing bar is installed in the hole; B ring grout hole arranges that radius is 1m.
The concrete layout seen accompanying drawing 1: position, vertical shaft leading consolidation grouting hole arrangement diagram.
In grouting making hole construction process, rock fracture is grown, and has than the appearance of major fault phenomenon, and except that indivedual grout compartments return the water, major part does not all have the water of returning.In when grouting, most of section is because to eat the slurry amount big, and no overfall has been taked underflow, current limliting, intermittence and treated to answer with fixed attention measure such as filling in the construction.
2, pilot shaft excavation
This vertical shaft depth 225.8m, but excavated section is merely the circular cross section of diameter 4m, and difficulty of construction is bigger.This vertical shaft employing LM200 type rig forms earlier the guide hole of diameter 21.6cm from top to bottom, forms the pilot shaft 10 of diameter 1.4m more from bottom to top.Wherein get rid of because of many unfavorable factor influences such as rig fault, power failure
Guide hole average pore-creating every day 15.05m/ days of constructing, the fastest drilling depth 1.0m/h, slow-motion chi 0.5m/h, average drilling depth 0.89m/h.Pilot shaft construction, average drilling depth 0.57m/h, the fastest drilling depth 2m/h, slow-motion chi 0.22m/h.This statistics is added up from work progress for getting rid of because of the statistics after many unfavorable factor influences such as rig fault, power failure, and construction speed mainly receives the restriction of hole depth, and the pore-creating degree of depth is dark more, and the unit interval drilling depth is more little.
3, the vertical shaft expansion is dug
Vertical shaft rock decay bed thickness, cranny development, poor, the rich groundwater of integrality are main with IV, V class surrounding rock, through taking all factors into consideration; Adopt layering Blasting Excavation from top to bottom; Manual work is skimmed, and slag charge slips to silo bottom through slide slag well, through loader rock ballast is transported to and is specified the slag field.Dig safety for guaranteeing that vertical shaft expands, placement diameter is the reinforcing bar of 32mm in the A annular distance, the dark 65m of A annular distance, the dark 80～100m of B annular distance, grouting pressure 0.3～0.5MPa.
1) preparation of construction
Vertical shaft vertical-lift equipment is employed in well head and arranges the electronic double girder gantry crane of 1 cover 10T, carry out vertical shaft expand dig, the lifting of goods and materials and equipment during construction such as supporting.This shaft hoisting equipment is entrusted company's design, the making with professional qualification and is installed, and a door machine walking span is 6m, sling height 7.5m, and the walking track is arranged in the well head both sides respectively.
The construction air feed mainly connects Φ 75mm air feed steel pipe and lays downwards along the vertical shaft borehole wall from the centralized supply wind station, connecing the sebific duct air feed apart from the about 30m of work plane place.
Water supply for construction mainly adopts and connects Φ 50mm steel pipe from the pond of works area and lay downwards along the vertical shaft borehole wall, is connecing the rubber flexible pipe apart from the about 30m of work plane place, and air feed, supply channel all are provided with by-pass valve control at well head.
Power supply for construction is mainly provides electric consumption on lighting in the vertical shaft, the main cable that adopts in construction is with hanging basket one lifting.
2 kinds of communication forms are mainly adopted in the construction communication, adopt the high frequency Walkie talkie in the above position of 150m, and 150m is provided with phone with upper/lower positions at well head and construction working face, and is furnished with electric bell.
2) expand excavation construction
Vertical shaft expands and to dig layering from top to bottom and carry out, and the boring of artificial hand air drill, peripheral smooth blasting, the non-electricity millisecond of emulsion detonate, manual work is skimmed, the method for advance support and excavation back bolt-spary supports is constructed.Expand and to dig out slag and in the inclined shaft of vertical shaft shaft bottom, carry out, adorn the 5t dump truck with the ZL30 loader and slag tap, prop up the hole through lower curved section and 4# and transport the waste field to.
Skim for avoiding slipping the obstruction of slag well and being convenient to manual work; The quick-fried block size of strict control; Adopt following parameter in the construction: blast hole depth is 1.5～2m, hole array pitch 0.5～0.7m, and the ambient light blast hole is apart from 0.5m; Reduce the adverse effect of concussion of blasting to greatest extent, avoid the excessive appearance of shot rock lumpiness to stop up slide slag well phenomenon country rock.
For ease of pilot shaft excavation with slag tap; Silo bottom 1# bend pipe " dragon comes back " position forms levelling bench when inclined tube excavates; And extend to the 3m position from the vertical shaft center line; When shaft excavation, each upright 2 Pin steel bow members and anchor pneumatically placed concrete of upstream and downstream guaranteed the vertical shaft construction safety beyond the shaft excavation line.Vertical shaft is slagged tap and is directly utilized ZL30 loader dress 5t dump truck to be transported to slag field outside the hole in the bottom.
3) supporting
Dig the supporting signal like accompanying drawing 2 and the vertical shaft expansion shown in the accompanying drawing 3; For preventing that foreign material such as rainwater pours in down a chimney, well head stone from falling in the well vertical shaft operation is formed big potential safety hazard; Well head 5m section is adopted steel reinforced concrete fore shaft; This fore shaft 50cm above ground level is provided with the high railing of 1.2m in border, fore shaft top, and this is beyond fore shaft concrete arrangement concrete.
Before the vertical shaft expansion is dug, arrange leading fixed ductule in the vertical shaft border, ductule adopts φ 42mm steel pipe, single long 4.0m.Boring φ 8-10mm injected hole apart from the following tube wall of mouth of pipe 0.5m, pitch-row 40cm, blossom type is arranged.After the pipe undercut removes two wedge shape mouths, make pointed.Grouting pipe adopts the pore-creating on the excavation outline line of YT-28 hand air drill, pore-creating diameter 50mm, the conduit trend with the vertical shaft axis angle be 30 °, circumferential distance is 30～50cm, hole depth 4m.After the conduit installation, utilize slurry filling machine to carry out slip casting, the slurry water gray scale is 1: 1～0.5: 1, and grouting pressure 0.2Mp makes slurries be diffused into conduit rock stratum on every side, causes a large amount of landslides thereby reduce to expand to dig.
Behind excavation, adopt steel to support together with the anchor spray and add strong supporting, the steel bow member adopts I20 type i iron to be made, and for ease of transporting and installing, every Pin bow member divides 4 sections to make and install.After every batch of big gun excavation is accomplished also safe prying, carry out the steel bow member immediately and install.The bow member that sectional making is accomplished in the fabricating yard is transported to the well head cage, utilizes 10T door machine to lift the job site assembly unit by the 3m3 loader.Center to center distance 60cm between bow member, dowel adopt φ 25mm screw-thread steel, and circumferential distance is 0.4m, and single length is 0.8m, with the bow member firm welding.
Consider that steel bow member Zhi Lihou is a hanging structure, and catalase, poor stability; For avoiding excessive pressure at right angle security incident to occur; Arrange the self-advancing type hollow grouting anchor respectively at every Pin steel bow member two rows, bolt diameter φ 32mm, single long 3m; Circumferential distance 1.0m, every Pin bow member amounts to 28.Require the welding of this anchor pole and bow member firm, the slip casting water/binder ratio is 1: 1～0.5: 1, grouting pressure 0.2MPa.
After bow member and anchor bolt construction completion, hang φ 6.520 * 20cm steel mesh reinforcement immediately on the excavation face, steel mesh reinforcement and anchor pole etc. are fixed.Steel mesh reinforcement is installed to check and accept to accomplish and is sprayed the C20 concrete immediately, must utilize the backfill of spray concrete to the part that collapses and backbreak that causes owing to the geology reason, and spray is flat to steel bow member medial surface, i.e. the section radius is 2m after the sprayed mortar moulding, satisfies the design standard section.
4) safety observation
In the shaft excavation process, every separated 20m is provided with observation point at the borehole wall of supporting, utilizes invar tape that angular measurement is out of shape situation.In work progress, irregularly borehole wall pneumatically placed concrete is observed simultaneously, potential safety hazards such as crack whether occurred, in time handle and solve so that pinpoint the problems.
Before the excavation bad geological section is adopted advance grouting; By raise boring machine excavation guide hole and pilot shaft; Before digging, expansion utilizes slip casting ductule 7 advance supports; The excavation back adopts " spray of steel support+anchor " to add construction technologies such as strong supporting, can effectively solve light section, the construction of deep shaft engineering excavation under unfavorable geological condition.
As being familiar with this, technological personnel understood; The above preferred embodiment of the present invention only is used for helping to understand enforcement of the present invention; Be not in order to limiting scope of the present invention, and the technician who is familiar with this field is behind comprehension the present invention, all other do not break away under the essential scope of the present invention; The a little change retouching of being accomplished and the change or the modification of equivalence allow, its scope of patent protection should be regarded as being included in the present patent application scope and etc. in the same domain.
Claims (8)
1. the shaft construction method under the unfavorable geological condition is characterized in that: comprise following construction sequence:
The first step: build in vertical shaft well head position and to cover high density concrete;
Second step: on lid high density concrete, arrange the leading consolidation grouting of two circles hole, and the dowel bundle is set in grout hole, the hole depth of grout hole is the vertical shaft degree of depth, and the dowel bundle degree of depth is with the grout hole degree of depth;
The 3rd step: adopt raise boring machine to be drilled with into the guide hole of vertical shaft from top to bottom;
The 4th step: adopt raise boring machine to be drilled with into the pilot shaft of vertical shaft from bottom to top;
The 5th step: expand the advance support before digging;
The 6th step: vertical shaft pore-creating explosion from top to bottom expansion is dug;
The 7th step: add strong supporting after expansion is dug.
2. the shaft construction method under a kind of unfavorable geological condition according to claim 1 is characterized in that: wherein,
Guide hole in said the 3rd step is the guide hole of Φ 21.6cm;
Pilot shaft in said the 4th step is the pilot shaft of Φ 1.4m;
Advance support in said the 5th step is: arrange the pre-grouting ductule in the vertical shaft border; At the injected hole that bores φ 8-10mm, pitch-row 40cm, blossom type layout apart from the following tube wall of ductule mouth of pipe 0.5m; After the pipe undercut removes two wedge shape mouths, make pointedly, the conduit trend is 30 ° with the vertical shaft axis angle; Circumferential distance is 30～50cm, hole depth 4m;
The expansion in said the 6th step dig into: adopt manual work directly pore-creating explosion from top to bottom, artificial rock ballast taken off silo bottom through pilot shaft;
The strong supporting that adds in said the 7th step comprises that steel supports and bolt-spary supports.
3. the shaft construction method under a kind of unfavorable geological condition according to claim 2 is characterized in that: the pre-grouting ductule that said vertical shaft border is arranged adopts the steel pipe of φ 42mm and single long 4.0m.
4. the shaft construction method under a kind of unfavorable geological condition according to claim 3; It is characterized in that: after the installation of said pre-grouting ductule; Utilize slurry filling machine to carry out slip casting; The slurry water gray scale is 1: 1～0.5: 1, and grouting pressure 0.2Mp, slurries are diffused into the rock stratum around the conduit.
5. the shaft construction method under a kind of unfavorable geological condition according to claim 2; It is characterized in that: before said expansion is dug well head 5m section is adopted steel reinforced concrete fore shaft; Fore shaft is above ground level and in border, fore shaft top railing is set, and the fore shaft concrete is arranged in beyond the structural concrete.
6. the shaft construction method under a kind of unfavorable geological condition according to claim 2 is characterized in that: said steel is supported for, and adopts I20 type i iron; Every Pin steel bow member divides 4 sections making; Center to center distance 60cm between the steel bow member, dowel adopt φ 25mm screw-thread steel, and circumferential distance is 0.4m; Single length is 0.8m, with the bow member firm welding.
7. the shaft construction method under a kind of unfavorable geological condition according to claim 6 is characterized in that: said bolt-spary supports is to arrange the self-advancing type hollow grouting anchor respectively at every Pin steel bow member two rows; Bolt diameter φ 32mm; Single long 3m, circumferential distance 1.0m, anchor pole and bow member welding; The slip casting water/binder ratio is 1: 1～0.5: 1, grouting pressure 0.2MPa.
8. the shaft construction method under a kind of unfavorable geological condition according to claim 7 is characterized in that: after said steel bow member and anchor bolt construction completion, hang φ 6.520 * 20cm steel mesh reinforcement on the excavation face, and spray the C20 concrete.
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| CN112112657A (en) * | 2020-09-25 | 2020-12-22 | 中煤第三建设（集团）有限责任公司 | New construction method for digging and building inclined shaft of coal mine |
| CN112160753A (en) * | 2020-09-28 | 2021-01-01 | 牌洪坤 | Roadway tunneling mining method taking gold-steel sand line cutting as premise |
| CN112360468A (en) * | 2020-11-25 | 2021-02-12 | 浙江华东建设工程有限公司 | Excavation supporting method for vertical shaft slag sliding well |
| CN112412467A (en) * | 2020-12-03 | 2021-02-26 | 中铁十二局集团有限公司 | Construction method of ventilation vertical shaft of 200-600 m for super-long road tunnel by' reverse shaft method |
| CN112627827A (en) * | 2020-12-16 | 2021-04-09 | 中国电建集团华东勘测设计研究院有限公司 | Control device for excavating and deslagging of vertical shaft at upper part of existing tunnel |
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