CN107816359A - A kind of construction method of the artificial pillar of underground engineering - Google Patents
A kind of construction method of the artificial pillar of underground engineering Download PDFInfo
- Publication number
- CN107816359A CN107816359A CN201711085572.4A CN201711085572A CN107816359A CN 107816359 A CN107816359 A CN 107816359A CN 201711085572 A CN201711085572 A CN 201711085572A CN 107816359 A CN107816359 A CN 107816359A
- Authority
- CN
- China
- Prior art keywords
- bearing structure
- self
- courtyard
- pillar
- artificial
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21C—MINING OR QUARRYING
- E21C41/00—Methods of underground or surface mining; Layouts therefor
- E21C41/16—Methods of underground mining; Layouts therefor
-
- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
Abstract
The present invention relates to underground engineering support technical field, and in particular to a kind of artificial pillar construction method of underground engineering.The construction method of the artificial pillar of underground engineering of the present invention, include the bearing structure formed by integrally casting forming method of artificial pillar, by the courtyard of specification needed for driving, be built into the armored concrete bearing structure that formed by integrally casting is molded；Floor rocks, bearing structure, self-expanding device and roof rock are connected in turn respectively by anchor pole, enhance the globality of artificial pillar and country rock.So as to improve the pressure-bearing of artificial pillar and shear resistance, while self-expanding connects roof construction realizes that artificial pillar is overall effectively, the purpose of active roof supporting country rock.
Description
Technical field
The present invention relates to artificial support technology field, more particularly to the artificial support technology field of underground engineering.
Background technology
At present, the conventional mining methods of mining level and gently inclined medium thick orebody are room-and-pillar methods.During room and pillar caving,
In order to keep the stability of stope, it usually needs stay and set primary ore pillar Stope roof is supported, stay the primary ore pillar set to lead to
Unified recovery is often either carried out in mining production latter stage without recovery, but the rate of recovery is low, and loss and dilution rate is high, result in ore deposit
A large amount of losses of stone, are unfavorable for mineral resources conservation；And generally existing stratification, joint, crack etc. are natural weak in primary ore pillar
Face, under the effect and exploitation blast disturbance of crustal stress, phenomena such as primary ore pillar produces rapidly slabbing, size reduction, support energy
Power weakens so that primary ore pillar weakens to the support action of Stope roof even to fail；With the increase of mining depth, deep is adopted
Field effect on crustalstress is more obvious, such as continues to be exploited using traditional room-and-pillar method, certainly will stay and set more larger-sized originals
Rawore post supports stope, further deteriorates the recovery index of ore.
For produced problem during room and pillar caving, primary ore can be substituted by way of constructing artificial ore pillar
Post, so as to reduce ore losses, the method for pillar strength is improved to solve.By consulting data of literatures, Wei Lijian
It is proposed《A kind of method for forming artificial ore pillar and corresponding mining methods》In, artificial ore pillar does not have any top that connects to arrange after being formed
Apply, certain space be present between Stope roof at the top of artificial ore pillar, after needing to wait for roof deformation sedimentation, ore pillar could driven bearing
Carry, have impact on the support effect of artificial ore pillar；Meanwhile constructing for artificial ore pillar mainly uses masonry of cement mortar in this method
The method of deads, is limited by construction technology, the artificial ore pillar limited height that this kind of method is constructed, is usually no more than 3m, right
More than the room-and-pillar method stope of the height, the problems such as high-altitude working safety hidden danger, complicated construction technique be present, it is difficult to meet it is horizontal and
Gently inclined medium thick orebody stope and underground heavy construction artificial ore pillar construct needs.
Notification number is that CN103161467B Chinese invention patent discloses a kind of horizontal middle thickness orebody van-type mining with stowing
Method, by laying steel wire along bottom plate both sides in the mining methods, barren rock is then filled in steel wire, to steel wire on the inside of
Delivering concrete forms artificial pillar, and the height of the artificial pillar of individual layer is 3m, by constructing the artificial pillar of multilayer close to ore bed top
Plate, is finally blocked in passage both sides formwork supporting plate, and casting concrete connects top, is built into final artificial pillar.Though the artificial pillar
So realize artificial pillar and bed top connects top completely, but simply with concrete by artificial pillar and bed top it is cementing
Together, itself does not have the support force for producing active to bed top.
Notification number be CN105422146B Chinese invention patent disclose a kind of underground mining stope manually put post expansion connect top
Device and building method, realize artificial point post and bed top effectively actively connects top.The expansion of the patent, which connects ejection device, not to be had
Have and effectively fixed with manually putting post, the artificial ore pillar being combined into has the problem of anti-shear ability difference.
It is existing to construct existing for the method for artificial ore pillar that distinct issues are the most it was found from such scheme：The big height of size
The active that high artificial ore pillar formed by integrally casting molding construction is difficult, overall artificial ore pillar is not carried out with bed top is spent effectively to connect
Top.In addition, the shortcomings of artificial ore pillar intensity is difficult to ensure that, globality is poor also be present.
The content of the invention
(1) technical problems to be solved
In order to solve the large-sized artificial ore pillar of prior art be integrally formed it is difficult, can not realize high ore pillar space support, with
And pillar strength it is low the problem of, the present invention provides the method for a kind of artificial pillar bearing structure formed by integrally casting shaping and corresponding
The structure and construction method of artificial pillar, to reach, construction technology is simple, cost is cheap, stability is strong, reliability is high and can fit
In the construction method for the underground engineering large-sized artificial pillar for actively effectively supporting Stope roof.
(2) technical scheme
In order to achieve the above object, the main technical schemes that the present invention uses include：
A kind of method of the artificial pillar bearing structure formed by integrally casting shaping of underground engineering, excavates and is formed and bearing structure specification
The courtyard to match；Bar-mat reinforcement is laid along the borehole wall, and some anchor poles are installed in the bottom plate of the courtyard；Coagulation is poured into courtyard
Soil, construct the armored concrete bearing structure of artificial pillar.
Described excavation forms the courtyard with bearing structure match specifications, is according to the dimensions of artificial pillar, opens
It is empty to adopt the ore in the range of artificial pillar, the courtyard of specification needed for formation between bottom plate cutting tunnel and top plate cutting tunnel
Between.
Described bar-mat reinforcement includes vertical muscle and circle muscle, and axially welds some hoops of putting more energy into along courtyard.
The described anchor pole for being installed on bottom plate, partial insertion bottom plate, and by remaining exposure part and courtyard inner bearing structure
Bar connecting to together.
In the casting process of described concrete bearing structure, mechanical pudding is carried out after often pouring certain altitude.
A kind of artificial pillar of underground engineering, including formed by integrally casting shaping bearing structure and with the bearing structure fix connect
The self-expanding connect connects roof construction,
The self-expanding, which connects roof construction, includes self-expanding device, bar assembly of casting anchor and upper bolt component；
The bar assembly of casting anchor is used for the top that self-expanding device is fixedly mounted on to the bearing structure；
The upper bolt component is used to self-expanding device being fixedly connected with courtyard top plate；
The self-expanding device supports the bearing structure and the courtyard top by means of itself along the expansion of short transverse
Plate.
Described self-expanding, which connects roof construction, includes multiple expansion gears, and matrix form or annular spread are in the formed by integrally casting
The top of the bearing structure of shaping.
The height for being highly suitable for any underground engineering space of the bearing structure of described formed by integrally casting shaping.
The construction method of the artificial pillar of underground engineering, comprises the following steps：
Step 1：Formed by integrally casting is molded the bearing structure, makes the top of the bearing structure and courtyard top plate interval certain
Distance, the distance are more than the elemental height of the self-expanding device and less than the height after self-expanding device expansion；
Step 2：In bar assembly of being casted anchor described in the setting of the top of the bearing structure, and will by means of the bar assembly of casting anchor
The self-expanding device that self-expanding connects roof construction is fixedly connected with the top of the bearing structure；
Step 3：The self-expanding connect roof construction self-expanding device expansion connect top after, make to be set in advance in courtyard top plate
In upper bolt component be fixedly connected with the self-expanding device.
The described upper bolt component for being pre-set at courtyard top plate, only exposure can be used for connecing the self-expanding device after pushing up
The length being fixedly connected, remainder insertion top plate.
(3) beneficial effect
The beneficial effects of the invention are as follows：
1st, the method that the present invention uses courtyard Cheng Zhu using open column shape courtyard is excavated in ore body before stope exploitation,
Solve the difficulty in process for constructing the integrally formed large-sized artificial pillar of underground engineering, realize underground engineering large-sized artificial pillar
Construct, the height of artificial pillar can reach more than 8 meters, or even 10 meters -20 meters；
2nd, the present invention replaces primary ore pillar using armored concrete ore pillar, ensure that the intensity of artificial pillar, this intensity
Ensure that can be linked together self-expanding device, bearing structure and the top of artificial pillar, floor rocks using anchor pole, enhancing
The globality of artificial pillar and country rock, improves the pressure-bearing and shear resistance of artificial pillar, is finally reached to more than 8 meters even
The secure support of 10 meters of -20 meters of underground spaces；
3rd, the present invention realizes that artificial pillar is effective, fast quick access top using self-expanding device, simplifies and connects top technique, reaches
The purpose of active roof supporting country rock；
4th, construction technology of the present invention is simple, and wherein bearing structure constructs usable existing concrete casting craft, expansion dress
Put simple in construction, it is cheap that artificial pillar constructs cost.
Brief description of the drawings
Fig. 1 is：A kind of schematic diagram of the artificial pillar of underground engineering of the present invention；
Fig. 2 is：A kind of artificial pillar construction method of underground engineering of the present invention connects enlarged drawing between head space.【Reference is said
It is bright】
1：Roof rock；2：Top plate cuts tunnel；3：Bar-mat reinforcement；4：Ore body；5：Reinforcement hoop；6：Bearing structure；7：Bottom plate
Cut tunnel；8：Bottom anchor pole；9：Floor rocks；10：Upper bolt component；11：Self-expanding device；12：Cast anchor bar assembly.
Embodiment
In order to preferably explain the present invention, in order to understand, below in conjunction with the accompanying drawings, by embodiment, to this hair
It is bright to be described in detail.
The construction method of artificial pillar and itself and bearing structure will be retouched in detail by taking underground mining stope as an example below
State.It is to be appreciated that artificial pillar of the invention not merely can be used for underground mining stope, therefore the description as described in underground mining stope
Limitation of the invention is not formed, the related technical characteristic of underground mining stope can be interpreted as other ground by those skilled in the art
The individual features of lower engineering.
As shown in figure 1, the artificial pillar of underground engineering of the present invention includes bearing structure 6 and the self-expanding of formed by integrally casting shaping
Connect roof construction 10,11,12.The construction method of this artificial pillar mainly includes bearing structure formed by integrally casting and is molded and installs expansion
Connect two steps of roof construction：
1st, the artificial pillar bearing structure of integrated pouring molding
Form courtyard space：
Using the method for driving courtyard, back production is upwardly into the top plate cutting artificial pillar scope in tunnel 2 by bottom plate cutting tunnel 7
Interior ore, form the courtyard space with the artificial match specifications of pillar bearing structure 6.Though it is understood that the present embodiment
So using the preferred mining method that top plate cutting tunnel 2 is upwardly into from bottom plate cutting tunnel 7, tunnel 2 is cut to bottom plate from top plate
The digging for cutting tunnel 7 is also feasible, therefore the present invention does not limit the direction of digging, and is by being cut in bottom plate emphatically
Cut digging between tunnel 7 and top plate cutting tunnel 2 and form courtyard space.So as to which roof rock 1 and floor rocks 9 correspond to courtyard
Position respectively constituted courtyard top plate 1 and courtyard bottom plate 9.
Pour bearing structure：
Bottom anchor pole 8 (in the present embodiment using long anchor pole) is squeezed into drilling in floor rocks 9 corresponding to day bottom,
The partial-length of bottom anchor pole 8 insertion courtyard bottom plate 9 (floor rocks), partial-length is exposed；Inside courtyard steel is laid along the borehole wall
Muscle net 3, and the bottom anchor pole 8 of exposure is welded and fixed with bar-mat reinforcement 3, then along courtyard axially in bar-mat reinforcement 3 every a spacing
Put more energy into hoop 5 from welding；The concrete being stirred is delivered to courtyard by pipe special, often pours 1~2m mechanical puddings, and in advance
Reserve between connecing head space, connect after height between head space is more than the elemental height of self-expanding device 11 and expanded less than self-expanding device 11
Height, be finally completed the bearing structure 6 that formed by integrally casting is molded artificial pillar, then carried out to bearing structure 6 a period of time
Maintenance, reaches certain intensity.
2nd, self-expanding connects the installation of roof construction：
After the completion of the maintenance of bearing structure 6, using casting anchor, bar assembly 12 (in the present embodiment using Short bolt) will be from swollen
Swollen device 11 is fixed on the top of bearing structure 6, after self-expanding device 11 connects top, then with anchor rod component 10 (in this implementation
Short bolt is used in example) ore body roof country rock 1 is fixed in, as shown in Figure 2.Bar assembly of casting anchor 12, the and of upper bolt component 10
Self-expanding device 11 respectively can be multiple in the setting of the top of bearing structure, and preferably uniformly such as matrix form or arrangement annular in shape
On the top of bearing structure, top support is uniformly connect on whole top end face to provide.Bar assembly of casting anchor 12 and upper bolt group
The length direction almost all of the Short bolt of part 10 is inserted respectively into the top and roof rock 1 of bearing structure 6, and only reserving must
The end wanted with self-expanding device 11 to be fixedly connected.Such as with the metal shell of self-expanding device 11, chassis or take over a business welding.
Wherein, the principle that self-expanding device 11 connects top is：Self-expanding device 11 includes being set in upper outer above inner sleeve
Set bucket and the lower overcoat bucket that is set in below inner sleeve, inner sleeve be sequentially provided with from the bottom to top blotter, expansion medicament volume and
Sandstone；Reacted volumetric expansion with water when expanding medicament volume in self-expanding device 11, due to the constraint of inner sleeve, expand medicament
Volume can only axially expand, and so as to promote upper overcoat bucket edge axially to move up, promote lower overcoat bucket edge axially to move down, final to realize
Self-expanding device 11 connects top with roof rock 1.It for details, reference can be made to the first patent CN105422146B of the present inventor.
Artificial pillar construction method, forms the artificial pillar of underground engineering of the present invention more than, including integrally pours
Build up the bearing structure 6 of type and self-expanding connect roof construction 10,11,12, the self-expanding connect roof construction include self-expanding device 11,
Bar assembly of casting anchor 12 and upper bolt component 10；The bar assembly 12 of casting anchor is used to self-expanding device 11 being fixedly mounted on described hold
Carry the top of structure 6；The upper bolt component 10 is used to self-expanding device 11 being fixedly connected with roof rock 1；It is described from swollen
Swollen device 11 supports the bearing structure 6 and the roof rock 1 by means of itself along the expansion of short transverse.
The dimensions of artificial pillar in the present embodiment, these sizes are only that this specifically descends stope design, are not formed
Limitation of the invention, those skilled in the art can be carried out according to the scale of underground engineering, geological environment and/or operation property
Adjustment.Wherein top plate cutting tunnel 2 and bottom plate cutting tunnel 7 are respectively highly 2m, and the height in courtyard space is 8.55m, that is, is pushed up
The distance between plate country rock 1 and floor rocks 9.The circle that the artificial section of pillar bearing structure 6 is a diameter of 3.5m, highly it is
8m, bottom plate anchor pole 8 are 18 × 2250mm of Φ, and bar assembly of casting anchor 12 and upper bolt component 10 are 18 × 1000mm of Φ, reinforcing bar host
Muscle is Φ 18mm and circle muscle is Φ 16mm, and hoop of putting more energy into is Φ 18mm reinforcing bars, is axially welded into triangle every 1m along courtyard, pours
Concrete strength be C20, often pour 2m carry out mechanical pudding, reserve 530-550mm connect head space between, self-expanding device 11
Elemental height before inflation is 500mm.
For horizontal or gently inclined medium thick orebody underground mining stope and underground engineering, its artificial pillar is designed and constructed
Generally comprise following steps：
Step 1: determine quantity, specification and the position of artificial pillar needed for underground engineering；
It is Step 2: upward by the bottom plate of ore body 4 cutting tunnel 7 using the method for driving courtyard, back production at defined location
Ore to the top plate of ore body 4 cutting 2 artificial pillar of tunnel, the cylindrical courtyard for forming a height of 8m of a diameter of 3.5m are empty
Between；
Step 3: squeezing into some bottom anchor poles 8 into floor rocks 9 corresponding to day bottom, bottom anchor pole 8 inserts country rock
Length 1125mm, exposed 1125mm；Roof rock 1 corresponding at the top of to courtyard squeezes into some upper bolt components 10, upper bolt group
Part 10 inserts country rock length 900mm, exposure 100mm；
Step 4: the borehole wall in cylindrical courtyard space lays bar-mat reinforcement 3, and hoop 5 of putting more energy into is welded every 1m vertically, and
The exposed parts of bottom anchor pole 8 are welded and fixed with bar-mat reinforcement；
Step 5: into cylindrical courtyard space, casting concrete, the height for often pouring 2m are shaken by pipe special
Dynamic tamping operation, and reserved 530-550mm connect head space between, ultimately form the armored concrete bearing structure 6 that height is 8m；
Step 6: the progress of armored concrete bearing structure 6 more than the 28d to the artificial pillar of underground mining stope is conserved, make its strong
Degree reaches C20；
Step 7: squeezing into some bar assemblies 12 of casting anchor on the top surface of the armored concrete bearing structure 6 conserved, cast anchor
The depth that bar assembly 12 inserts the top surface of bearing structure 6 is 900mm, and the 100mm of remaining exposure and self-expanding device 11 are welded
Fixed, the top of self-expanding device 11 is with roof rock 1 at a distance of 30-50mm；
Step 8: after the expansion of self-expanding device 11 connects top, the exposure part of itself and upper bolt component 10 is welded and fixed,
It is finally completed constructing for the artificial pillar of underground mining stope.
Presently preferred embodiments of the present invention is these are only, is not construed as limiting the scope of the present invention, any to be familiar with sheet special
The technical staff of industry is changed or is modified as other equivalent embodiments possibly also with the technology contents of the disclosure above.As long as do not take off
From technical solution of the present invention content, any simply modification, equivalent variations that the design according to the present invention is made to above example
With remodeling, the protection domain of technical solution of the present invention is still fallen within.
Claims (10)
- A kind of 1. method of the artificial pillar bearing structure formed by integrally casting shaping of underground engineering, it is characterised in thatExcavate the courtyard formed with bearing structure match specifications；Bar-mat reinforcement is laid along the borehole wall, and some anchor poles are installed in the bottom plate of the courtyard；The casting concrete into courtyard, construct the armored concrete bearing structure of artificial pillar.
- 2. a kind of method of the artificial pillar bearing structure formed by integrally casting shaping of underground engineering as claimed in claim 1, its feature It is, described excavation forms the courtyard with bearing structure match specifications, is situated between according to the dimensions of artificial pillar, exploitation The rock between tunnel and top plate cutting tunnel in the range of artificial pillar, the courtyard space of specification needed for formation are cut in bottom plate.
- 3. a kind of method of the artificial pillar bearing structure formed by integrally casting shaping of underground engineering as claimed in claim 1, its feature It is, described bar-mat reinforcement includes vertical muscle and circle muscle, and axially welds some hoops of putting more energy into along courtyard.
- 4. a kind of method of the bearing structure formed by integrally casting shaping of artificial pillar of underground engineering as claimed in claim 1, it is special Sign is, the described anchor pole for being installed on bottom plate, partial insertion bottom plate, and by remaining exposure part and courtyard inner bearing structure Bar connecting is to together.
- 5. a kind of method of the bearing structure formed by integrally casting shaping of artificial pillar of underground engineering as claimed in claim 1, it is special Sign is, in the casting process of described concrete bearing structure, mechanical pudding is carried out after often pouring certain altitude.
- A kind of 6. artificial pillar of underground engineering, it is characterised in that including formed by integrally casting shaping bearing structure and with the carrying The self-expanding that structure is fixedly connected connects roof construction,The self-expanding, which connects roof construction, includes self-expanding device, bar assembly of casting anchor and upper bolt component；The bar assembly of casting anchor is used for the top that self-expanding device is fixedly mounted on to the bearing structure；The upper bolt component is used to self-expanding device being fixedly connected with courtyard top plate；The self-expanding device supports the bearing structure and the courtyard top plate by means of itself along the expansion of short transverse.
- 7. the artificial pillar of underground engineering as claimed in claim 6, it is characterised in that described self-expanding connects roof construction including more Individual expansion gear, and the top of bearing structure that matrix form or annular spread are molded in the formed by integrally casting.
- 8. the artificial pillar of underground engineering as claimed in claim 6, it is characterised in that the carrying knot of described formed by integrally casting shaping The height for being highly suitable for any underground engineering space of structure.
- 9. a kind of construction method of the artificial pillar of underground engineering as claimed in claim 6, comprises the following steps：Step 1：Formed by integrally casting is molded the bearing structure, makes top and the spacing of courtyard top plate interval one of the bearing structure From the distance is more than the elemental height of the self-expanding device and less than the height after self-expanding device expansion；Step 2：Casted anchor bar assembly described in being set on the top of the bearing structure, and will be from swollen by means of the bar assembly of casting anchor The self-expanding device of expanded joint roof construction is fixedly connected with the top of the bearing structure；Step 3：The self-expanding connect roof construction self-expanding device expansion connect top after, make to be set in advance in courtyard top plate Upper bolt component is fixedly connected with the self-expanding device.
- 10. a kind of construction method of the artificial pillar of underground engineering as claimed in claim 9, it is characterised in that described is advance The upper bolt component of courtyard top plate is arranged at, only exposure can be used for the length being fixedly connected with connecing the self-expanding device after pushing up, its Remaining partial insertion top plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711085572.4A CN107816359B (en) | 2017-11-07 | 2017-11-07 | Construction method of underground engineering manual support |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711085572.4A CN107816359B (en) | 2017-11-07 | 2017-11-07 | Construction method of underground engineering manual support |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107816359A true CN107816359A (en) | 2018-03-20 |
| CN107816359B CN107816359B (en) | 2020-02-21 |
Family
ID=61604876
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711085572.4A Active CN107816359B (en) | 2017-11-07 | 2017-11-07 | Construction method of underground engineering manual support |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107816359B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108825233A (en) * | 2018-06-06 | 2018-11-16 | 徐庆余 | A kind of pillar recovery method |
| CN112065472A (en) * | 2020-08-06 | 2020-12-11 | 黑龙江工业学院 | Construction method of mine hole support column |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1088986A (en) * | 1996-09-12 | 1998-04-07 | Ohbayashi Corp | Funnel lining formwork and tunnel lining method |
| CN1904313A (en) * | 2006-08-01 | 2007-01-31 | 贵州开磷（集团）有限责任公司 | Concrete pole top protection mining method |
| CN103161467A (en) * | 2013-02-25 | 2013-06-19 | 湖北杉树垭矿业科技开发有限公司 | Horizontal moderately thick mine body compartment type filling mining method |
| CN105422146A (en) * | 2015-12-15 | 2016-03-23 | 东北大学 | Underground stope artificial pillar expansion jacking device and construction method |
-
2017
- 2017-11-07 CN CN201711085572.4A patent/CN107816359B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1088986A (en) * | 1996-09-12 | 1998-04-07 | Ohbayashi Corp | Funnel lining formwork and tunnel lining method |
| CN1904313A (en) * | 2006-08-01 | 2007-01-31 | 贵州开磷（集团）有限责任公司 | Concrete pole top protection mining method |
| CN103161467A (en) * | 2013-02-25 | 2013-06-19 | 湖北杉树垭矿业科技开发有限公司 | Horizontal moderately thick mine body compartment type filling mining method |
| CN105422146A (en) * | 2015-12-15 | 2016-03-23 | 东北大学 | Underground stope artificial pillar expansion jacking device and construction method |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108825233A (en) * | 2018-06-06 | 2018-11-16 | 徐庆余 | A kind of pillar recovery method |
| CN112065472A (en) * | 2020-08-06 | 2020-12-11 | 黑龙江工业学院 | Construction method of mine hole support column |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107816359B (en) | 2020-02-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108678769A (en) | Deep Gateway anchor note cuts top master control and stays lane method | |
| CN103291305B (en) | Quick and low-cost artificial fake roof construction method for ground mine | |
| CN104074529B (en) | A kind of cave continuous bivalve, lane, deep reinforcement means | |
| CN209924998U (en) | Shallow earthing shield tunnel is worn road reinforcement protection architecture down | |
| CN105781573A (en) | Railway down-traversing highway tunnel double-layer casing pipe reinforcement double-pipe shed follow-pipe drilling construction method | |
| CN102505704A (en) | Large open caisson construction method in soft geological shaft | |
| CN106400820A (en) | Cofferdam formed by latched steel tube and concrete combined piles and construction method | |
| CN107642041A (en) | The hollow clump of piles anchorage of super-large diameter | |
| CN109779653B (en) | Construction method for crossing of soft rock large-section tunnel | |
| CN108532586A (en) | A kind of construction method of garage parking diaphram wall | |
| CN109595029A (en) | Goaf partial stowage supporting structure and its construction method under the conditions of tight roof | |
| CN208267862U (en) | A kind of bracing means at tunnel road surface crack | |
| CN104564091A (en) | Method and device for removing anchor rods from shield crossing area | |
| CN210948688U (en) | Artificial false lane | |
| CN109853399A (en) | Big section for arch bridge tilts tunnel type skewback structure and its construction method | |
| CN109577989A (en) | A kind of novel deeps mines shaft wall structure and construction method | |
| CN107816359A (en) | A kind of construction method of the artificial pillar of underground engineering | |
| CN207484290U (en) | The hollow clump of piles anchorage of super-large diameter | |
| CN208702421U (en) | The tunnel support structure of existing pile foundation building is worn under a kind of | |
| CN104863613B (en) | Rocky stratum tunneling underground structure flash joist anchor draws just branch structure and construction method | |
| CN107060778B (en) | Pass through super high-rise building group back filled region method for tunnel construction | |
| CN111236949B (en) | Small-angle cross tunnel construction method | |
| CN111594168B (en) | Pseudo-goaf-layer supporting and sinking-limiting stoping method formed by matching rock waste with rock waste | |
| CN107642040A (en) | The construction method heavy stone used as an anchor of the hollow clump of piles anchorage of super-large diameter | |
| CN108590710B (en) | Underground goaf inner prefabricated roadway to be filled and construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |