CN110219330A - A kind of headframe reinforcement and rectification Treatment Methods based on root pile - Google Patents
A kind of headframe reinforcement and rectification Treatment Methods based on root pile Download PDFInfo
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- CN110219330A CN110219330A CN201910507370.7A CN201910507370A CN110219330A CN 110219330 A CN110219330 A CN 110219330A CN 201910507370 A CN201910507370 A CN 201910507370A CN 110219330 A CN110219330 A CN 110219330A
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- 230000002787 reinforcement Effects 0.000 title claims abstract description 43
- 238000000034 method Methods 0.000 title claims abstract description 27
- 230000008878 coupling Effects 0.000 claims abstract description 32
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- 238000005859 coupling reaction Methods 0.000 claims abstract description 32
- 238000010276 construction Methods 0.000 claims abstract description 30
- 238000013461 design Methods 0.000 claims abstract description 26
- 239000004567 concrete Substances 0.000 claims abstract description 12
- 238000006073 displacement reaction Methods 0.000 claims abstract description 8
- 238000004062 sedimentation Methods 0.000 claims abstract description 8
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 6
- 239000002689 soil Substances 0.000 claims description 22
- 239000004568 cement Substances 0.000 claims description 17
- 238000005553 drilling Methods 0.000 claims description 17
- 239000002002 slurry Substances 0.000 claims description 11
- 238000007596 consolidation process Methods 0.000 claims description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 4
- 239000010959 steel Substances 0.000 claims description 4
- 239000011440 grout Substances 0.000 claims description 3
- 238000005728 strengthening Methods 0.000 claims description 2
- 238000004873 anchoring Methods 0.000 claims 1
- 238000004080 punching Methods 0.000 claims 1
- 230000003014 reinforcing effect Effects 0.000 abstract description 8
- 230000000694 effects Effects 0.000 abstract description 4
- 230000008901 benefit Effects 0.000 abstract description 3
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- 238000012544 monitoring process Methods 0.000 description 7
- 238000007569 slipcasting Methods 0.000 description 5
- 239000003292 glue Substances 0.000 description 3
- 238000005065 mining Methods 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 239000003795 chemical substances by application Substances 0.000 description 2
- 230000015271 coagulation Effects 0.000 description 2
- 238000005345 coagulation Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
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- 238000012360 testing method Methods 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 229920002472 Starch Polymers 0.000 description 1
- QAOWNCQODCNURD-UHFFFAOYSA-L Sulfate Chemical compound [O-]S([O-])(=O)=O QAOWNCQODCNURD-UHFFFAOYSA-L 0.000 description 1
- 229910001315 Tool steel Inorganic materials 0.000 description 1
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- 230000007812 deficiency Effects 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D35/00—Straightening, lifting, or lowering of foundation structures or of constructions erected on foundations
- E02D35/005—Lowering or lifting of foundation structures
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- General Life Sciences & Earth Sciences (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The present invention provides a kind of headframe reinforcement and rectification Treatment Methods based on root pile, belongs to Geotechnical Engineering field.This method establishes mechanics model according to Practical Project first, the root pile quantity for calculating foundation bearing capacity, and then reinforcing needed for determining；Then region is punished for headframe reinforcement and rectification, determines root pile construction location, drill and filled using armored concrete；After the completion of filling, slope being carried out according to design and excavates groove, using reinforced concrete construction crown beam and coupling beam, coupling beam and former design pillar carry out plant anchor；The sedimentation and root pile of root pile, the stress of crown beam and coupling beam are monitored using multipoint displacement meter and Reinforcement Stress-count；Finally after crown beam, coupling beam concrete curing intensity reach design requirement, elevator correction is carried out, and continue to monitor to stress and deformation, separately punished when necessary.The method of the present invention has many advantages, such as that low in cost, easy to operate, punishment effect is good.
Description
Technical field
The present invention relates to Geotechnical Engineering fields, particularly relate to a kind of headframe reinforcement and rectification punishment side based on root pile
Method.
Background technique
With the raising of mining production mechanization, the increase year by year of mine Ore Yield, the lifting system of headframe is due to work
Journey needs to be transformed or the differential settlement of overload operation and hoist-tower foundation, it will usually headframe be caused the phenomenon that deflection occur.
The differential settlement of hoist-tower foundation causes serious influence and security risk to the normal operation of mine.Therefore, for headframe
The problem that the foundation uneven settlement encountered after the completion of construction causes headframe to shift carries out rationally effective punishment, has weight
The scientific research meaning and engineering application value wanted.
Under normal circumstances, headframe is not connect directly, pit shaft is directly located on the basis of concrete structure with pit shaft
On basement rock, therefore sedimentation and deformation integrally will not substantially occur for pit shaft.The reason of coal mine well tower generation deflection, can substantially divide
It is on the one hand the differential settlement of hoist-tower foundation for two aspects, the consolidation including foundation soil is compressed, groundwater level declines,
The factors such as soil layer weight stress；It on the other hand is the increase due to lifting capacity, the transformation of shaft equipment and derrick part.Needle at present
Forced-landing tilt correcting and lifting inclination-correcting are generally to the Disposal Measures of headframe skew problems.Rectification problem is reinforced for headframe, both at home and abroad
It is rarely reported.Therefore, the handle measure of temporary not formed effective economy, it would be highly desirable to establish a kind of reliable derrick reinforcement and rectification punishment
Method.
Summary of the invention
The technical problem to be solved in the present invention is to provide a kind of headframe reinforcement and rectification Treatment Methods based on root pile.
It is as follows that the method comprising the steps of:
S1: punishing region for headframe reinforcement and rectification, establishes mechanics model according to Practical Project, calculates foundation bearing
Power, and then the root pile quantity reinforced needed for determining；
S2: punishing region for headframe reinforcement and rectification, determines that root pile construction location, drilling construction simultaneously use reinforced concrete
Soil is filled；After the completion of filling, slope is carried out according to design and excavates groove, using reinforced concrete construction crown beam and coupling beam,
Coupling beam and former design pillar carry out plant anchor；Using multipoint displacement meter and Reinforcement Stress-count to root pile, crown beam and coupling beam
Stress is monitored；
S3: after crown beam, coupling beam concrete strength reach design requirement, once being rectified a deviation with elevator, and to stress and is become
Shape is continued to monitor, and is separately punished when necessary.
Wherein, root pile includes I type root pile, II type root pile and type III root pile in S1.Wherein, I type root pile is long
Degree mainly determined according to the thickness of institute's strengthening stratum and draw ratio, main function be intercept lateral tidal water, consolidated subsoil is prevented
Only underground water causes foundation soil to be lost, therefore holing with slurry wall protection is used to construct；II type tree root pile length is mainly according to reinforcing ground
The thickness and draw ratio of layer are determined that main function is soil mass consolidation, undertakes vertical load, to make slurries be diffused into soil well
In body, therefore use cement paste dado drilling construction；Type III tree root pile length mainly according to original design cushion cap and now design crown beam,
The distance between coupling beam determines that main function is the former design cushion cap of connection and crown beam, coupling beam, therefore cement paste dado drilling is used to apply
Work.
The soil layer of hoist-tower foundation lower part is approximately horizontal soil layer, the consolidation settlement based on the soil body, to foundation bearing capacity by S1
It is calculated.When calculate foundation bearing capacity be less than actual survey foundation bearing capacity when, can be determined as stability region, no
It is reinforced；When calculate foundation bearing capacity be greater than actual survey foundation bearing capacity when, can be determined as unstable
Region needs to carry out consolidation process, and the checking of bearing capacity of stake is carried out by Single Pile Load test or specification suggesting formulas, finally counts
Root pile quantity needed for calculating.
When carrying out drilling construction to root pile in S2, casing is applied to drilling, transferring steel reinforcement cage and rubble, (ballast grain sizes are
5-20mm), using cement grout, (ratio of mud of cement grout is filled for 0.45:1), and extravasating hole is arranged in casing.Extravasating hole
Spacing 1.0m is in quincuncial arrangement.
When carrying out crown beam and coupling beam construction in S2, slope is carried out according to the crown beam and coupling beam width of design and excavates groove, it will
Root pile is anchored with crown beam, while being punched to original design pillar, plant anchor is carried out with coupling beam, using C30 coagulation
Soil is filled.
When root pile and crown beam are anchored, I type root pile, II type root pile are knocked out into reserved pile crown, type III root pile
Without reserving pile crown.
Using multipoint displacement meter and Reinforcement Stress-count to the sedimentation of I type root pile, the sedimentation of II type root pile and III in S3
The stress of the stress of type root pile, the stress of crown beam and coupling beam is monitored.
The advantageous effects of the above technical solutions of the present invention are as follows:
In above scheme, the deficiency of existing headframe reinforcement and rectification Treatment Methods can be made up, there is low in cost, operation side
Just, the advantages that punishment effect is good.
Detailed description of the invention
Fig. 1 is the headframe reinforcement and rectification Treatment Methods process flow chart of the invention based on root pile；
Fig. 2 is headframe handle measure spatial relation graph of the invention；
Fig. 3 is headframe Computational Mechanics model of the invention；
Fig. 4 is root pile plane of arrangement figure of the invention；
Fig. 5 is that casing of the invention only starches hole plan view；
Fig. 6 is root pile sectional view of the invention；
Fig. 7 is root pile of the invention, coupling beam reinforcing punishment sectional view；
Fig. 8 is monitoring layout points plan view of the invention.
In figure: 1-I type root pile；2-II type root pile；3-III type root pile；4- original designs pillar；5- cushion cap；6- well
Cylinder；7- pillar；8- superstructure reaches the vertical force design value F of basic top surface；9- soil layer；The basis 10- self weight design value and base
Soil weight standard value G on plinth；11- supporting course Bearing Capacity Theory value P；12- supporting course；13- pile crown；14- casing；15- steel reinforcement cage；
16- enlarged footing；17- Reinforcement Stress-count；18- coupling beam；19- crown beam；20- multipoint displacement meter；21- extravasating hole.
Specific embodiment
To keep the technical problem to be solved in the present invention, technical solution and advantage clearer, below in conjunction with attached drawing and tool
Body embodiment is described in detail.
The present invention provides a kind of headframe reinforcement and rectification Treatment Methods based on root pile.
As shown in Figure 1, that the method comprising the steps of is as follows:
S1: punishing region for headframe reinforcement and rectification, establishes mechanics model according to Practical Project, calculates foundation bearing
Power, and then the root pile quantity reinforced needed for determining；
S2: punishing region for headframe reinforcement and rectification, determines that root pile construction location, drilling construction simultaneously use reinforced concrete
Soil is filled；After the completion of filling, slope is carried out according to design and excavates groove, using reinforced concrete construction crown beam 19 and coupling beam
18, coupling beam 18 and former design pillar 4 carry out plant anchor；Using multipoint displacement meter 20 and Reinforcement Stress-count 17 to root pile, hat
Beam 19 and the stress of coupling beam 18 are monitored；
S3: it after crown beam 19,18 concrete strength of coupling beam reach design requirement, is once rectified a deviation with elevator, and to stress
It is continued to monitor with deformation.
It is explained combined with specific embodiments below.
Mining area auxiliary shaft headframe harnessing project is newly found using San-Shan-Dao Gold Mine as background, is introduced a kind of headframe based on root pile and is added
Admittedly Treatment Methods of rectifying a deviation.San-Shan-Dao Gold Mine newly stands the headframe run-off the straight of mining area auxiliary shaft, shows as west side settlement of foundation and compares east side
Settlement of foundation is big, causes serious influence and security risk to the normal operation of auxiliary shaft, as shown in Figure 2.
Reinforcement and rectification punishment is carried out to the headframe using the present invention, the specific steps of which are as follows:
(1) component bearing capacity of foundation mechanical model, as shown in Figure 3.
It (2) is approximately horizontal soil layer by the soil layer 9 of hoist-tower foundation lower part, the compressive deformation based on the soil body is established ground and held
It carries power calculation formula (formula 1)
In formula, F is that superstructure reaches the vertical force design value (8 in figure) of basic top surface, based on G self weight design value and
On the basis of soil weight standard value (10 in figure), A is basic base area, and P is supporting course Bearing Capacity Theory value (11 in figure).
Required increased foundation bearing capacity can be obtained by substituting into the calculating of Practical Project parameter.When calculating to obtain foundation bearing capacity
Less than actual survey foundation bearing capacity when, can be determined as stability region, not need to be reinforced；When calculate ground is held
When carrying foundation bearing capacity of the power greater than actual survey, it can be determined as unstable region, need to carry out consolidation process, and by single pile
Loading test or specification suggesting formulas carry out the checking of bearing capacity of stake, finally calculate required root pile quantity.
Under normal circumstances, headframe is not connect directly, pit shaft is directly sat on the basis of concrete structure with pit shaft 6
It falls on basement rock.In this project, according to related data, for supporting course 12 away from earth's surface 31.5m, root pile gos deep into supporting course 1m, tree
Pile designed bearing capacity of single pile 75kN, wherein the long 32.5m of I type root pile, is constructed using holing with slurry wall protection, and II type root pile is long
32.5m, using cement paste dado drilling construction, the long 2.5m of type III root pile, using cement paste dado drilling construction.It can calculate
This engineering needs I type root pile 1, II type root pile 2 totally 203, and type III root pile 3 totally 25, since headframe is settled into west side
Bigger than east side settling amount, it is western close that the overall setting of root pile is that east is dredged, and west side average headway is 600mm, and east side average headway is
800mm, in north and south, exterior wall also gradually arranges I type root pile 1, II type root pile 2 to thin mode by close eastwards according to from west,
Away from 600mm → 700mm → 800mm is followed successively by, as shown in Figure 4.
(3) region is punished for headframe reinforcement and rectification: when drilling machine carries out drilling construction in place, first setting of casing 14 to protect
Wall, casing 14 should be higher by construction ground 10cm, mud or cement paste dado pore-forming in drilling process, and wherein I type root pile 1 uses
Mud off pore-forming, II type root pile 2, type III root pile 3 use cement paste dado pore-forming, and side drilling marginal not slurry, slurries can
Abundant diffusion couple periphery soil carries out slip casing by pressure.
(4) punish region for headframe reinforcement and rectification: when root pile is constructed, type III root pile 3 anchors pile length
2.5m, stake is long will to reach 1m depth in cushion cap 5.0.8m long enlarged footing is arranged in I type root pile 1,2 foot of hole of II type root pile
16, enhance end bearing ability, enlarged footing diameter 200mm cuts native realization using 5MPa pressure jetting.Steel reinforcement cage 15 is adopted when constructing
It is hung with merogenesis, internode bar splicing must be staggered, and fusion length is not less than 160mm (welding by both sides), and 20mm can be used in when slip casting
Iron pipe places two Grouting Pipes and realizes secondary grouting, fills out the rubble that the partial size for filling and washing with water is 5~20mm, can be in two times
Investment.The slip casting ratio of mud is 0.45:1, and early strength agent and water-reducing agent each 2% is added, and cement uses 42.5 grades of anti-sulphate and silicates
Cement, once grouting pressure are 0.8MPa, are just can be carried out when secondary grouting after once grouting slurries initial set, secondary grouting pressure
For 2~4MPa, Grouting Pipe during slip casting with note with pulling out, until cement slurry is until the spilling of extravasating hole 21, such as Fig. 5, Fig. 6 institute
Show.
(5) region is punished for headframe reinforcement and rectification: when carrying out plant anchor between coupling beam 18 and pillar 7, to former coagulation
The new and old faying face of pillar 7 and cushion cap 5 carries out dabbing in soil building, and dabbing is with a thickness of protective layer thickness, with no oil pressure after dabbing
Contracting air removes dust, then with cement mortar brushing 1~2 time.It is drilled out needed for bar planting on pillar 7 using alloy tool steel bit
Diameter is the hole of 32mm, carries out polishing processing of rust removing to bar planting reinforcing bar, and binder used in bar planting is China A class construction structure glue,
Injecting glue amount will reach 80% in hole, after reinforcing bar implantation, position in template, and structure glue cannot shake reinforcing bar before being fully cured, to
It can carry out next procedure construction after solidifying, and the same time only allows 1 pillar to carry out plant anchor.I type root pile 1,
It carries out chiseling out 13 concrete of pile crown after the curing strength to be achieved of II type root pile 2, length 0.55m is chiseled out, so as to subsequent anchor
Enter in skirt piles attachment beam.Institute's casting concrete design grade is C30, and early strength agent incorporation is the 3% of cement consumption, mixing time
Corresponding to extend 1~2 minute, cement uses 42.5 grades of sulfate resisting Portland cements, 1N/mm to be achieved2Rear collapsible die is such as schemed
Shown in 7.
(6) punish region for headframe reinforcement and rectification: the main monitoring object of this reinforcing engineering is I type root pile 1, II
The sedimentation of type root pile 2 and the stress of type III root pile 3, crown beam 19 and coupling beam 18, monitoring use multipoint displacement meter 20 and reinforcing bar
Stress meter 17, effect are to reflect that the deformation of ruggedized construction and headframe frame structure and stress are special comprehensively by on-line monitoring mode
Property, as shown in Figure 8.
(7) region is punished for headframe reinforcement and rectification: reaching design value in crown beam 19,18 concrete curing intensity of coupling beam
Afterwards, top elevator Deviation Correction Construction can be carried out, real-time monitoring ruggedized construction and headframe frame structure are carried out after the completion of correction
Deformation and mechanical characteristic.
(8) region is punished for headframe reinforcement and rectification: persistently carrying out sedimentation and stress monitoring in work progress, reinforce it
Preceding original headframe monitoring point will continue to monitor based on original datum mark；Such as there is necking down in tree root pile driving construction and collapse hole is existing
As the soil depth for generating constriction or collapse hole or less should will be arrived under casing 14；Perforation and slurry should be prevented when tree root pile driving construction
The specified grouting amount of the phenomenon that liquid is largely lost along layer of sand, root pile should be no more than 3 times calculated by pile body volume, work as grouting amount
It should stop slip casting when reaching specified grouting amount, can be used and jump hole slip casting, interval is constructed and increases the measures such as accelerator volume to prevent
Only above-mentioned phenomenon.
It is the preferred embodiment of the present invention described in upper, it is noted that those skilled in the art are come
It says, without departing from the principles of the present invention, several improvements and modifications can also be made, these improvements and modifications are also answered
It is considered as protection scope of the present invention.
Claims (9)
1. a kind of headframe reinforcement and rectification Treatment Methods based on root pile, it is characterised in that: comprise the following steps that
S1: punishing region for headframe reinforcement and rectification, establishes mechanics model according to Practical Project, calculates foundation bearing capacity,
And then the root pile quantity reinforced needed for determining；
S2: punishing region for headframe reinforcement and rectification, determine root pile construction location, drilling construction and using armored concrete into
Row filling；After the completion of filling, slope is carried out according to design and excavates groove, using reinforced concrete construction crown beam (19) and coupling beam
(18), coupling beam (18) and former design pillar (4) carry out plant anchor；It is right using multipoint displacement meter (20) and Reinforcement Stress-count (17)
Root pile, crown beam (19) and the stress of coupling beam (18) are monitored；
S3: it after crown beam (19), coupling beam (18) concrete strength reach design requirement, is once rectified a deviation with elevator, and to stress
It is continued to monitor with deformation.
2. the headframe reinforcement and rectification Treatment Methods according to claim 1 based on root pile, it is characterised in that: in the S1
Root pile includes I type root pile, II type root pile and type III root pile；Wherein, I type root pile and II type tree root pile length root
It is determined according to the thickness and draw ratio of institute's strengthening stratum, I type root pile is used to intercept lateral tidal water, consolidated subsoil prevents underground water
Foundation soil is caused to be lost, I type root pile is constructed using holing with slurry wall protection；II type root pile is used for soil mass consolidation, undertakes vertically
Load, II type root pile use cement paste dado drilling construction；Type III tree root pile length is according to cushion cap (5) and crown beam (19), company
The distance between beam (18) determines that type III root pile is for connecting cushion cap (5) and crown beam (19), coupling beam (18), type III tree root
Stake uses cement paste dado drilling construction.
3. the headframe reinforcement and rectification Treatment Methods according to claim 1 based on root pile, it is characterised in that: in the S2
When carrying out drilling construction to root pile, casing (14) are applied to drilling, transfer steel reinforcement cage (15) and rubble, using cement grout into
Extravasating hole (21) are arranged in row filling, casing (14).
4. the headframe reinforcement and rectification Treatment Methods according to claim 1 based on root pile, it is characterised in that: in the S2
When carrying out crown beam (19) and coupling beam (18) construction, slope trench is carried out according to the crown beam (19) and coupling beam (18) width of design
Slot anchors root pile and crown beam (19), while punching to original design pillar (4), carries out bar planting with coupling beam (18)
Anchoring, is filled using C30 concrete.
5. the headframe reinforcement and rectification Treatment Methods according to claim 3 based on root pile, it is characterised in that: the rubble
Partial size is 5-20mm.
6. the headframe reinforcement and rectification Treatment Methods according to claim 3 based on root pile, it is characterised in that: the excessive slurry
Hole (21) is in quincuncial arrangement.
7. the headframe reinforcement and rectification Treatment Methods according to claim 4 based on root pile, it is characterised in that: the tree root
When stake is anchored with crown beam (19), I type root pile (1), II type root pile (2) are knocked out into reserved pile crown (13), type III tree root
Stake (3) is not necessarily to reserved pile crown.
8. the headframe reinforcement and rectification Treatment Methods according to claim 1 based on root pile, it is characterised in that: in the S3
Using multipoint displacement meter (20) and Reinforcement Stress-count (17) to the sedimentation of I type root pile (1), the sedimentation of II type root pile (2) and
The stress of the stress of type III root pile (3), the stress of crown beam (19) and coupling beam (18) is monitored.
9. the headframe reinforcement and rectification Treatment Methods according to claim 3 based on root pile, it is characterised in that: the cement
The ratio of mud of slurries is 0.45:1.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910507370.7A CN110219330B (en) | 2019-06-12 | 2019-06-12 | Pit tower reinforcement and deviation rectification treatment method based on tree root piles |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910507370.7A CN110219330B (en) | 2019-06-12 | 2019-06-12 | Pit tower reinforcement and deviation rectification treatment method based on tree root piles |
Publications (2)
| Publication Number | Publication Date |
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| CN110219330A true CN110219330A (en) | 2019-09-10 |
| CN110219330B CN110219330B (en) | 2020-07-28 |
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| CN201910507370.7A Expired - Fee Related CN110219330B (en) | 2019-06-12 | 2019-06-12 | Pit tower reinforcement and deviation rectification treatment method based on tree root piles |
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103711146A (en) * | 2014-01-08 | 2014-04-09 | 成军 | Supporting pillar reinforcement underground reverse layer addition construction method |
| CN103898916A (en) * | 2014-04-09 | 2014-07-02 | 浙江理工大学 | Mini-pile combined support structure and construction method thereof |
| CN106049973A (en) * | 2016-07-29 | 2016-10-26 | 中国矿业大学 | Inclined hole soil digging and inclination correcting method for governing coal mine rooting shaft tower inclination |
-
2019
- 2019-06-12 CN CN201910507370.7A patent/CN110219330B/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103711146A (en) * | 2014-01-08 | 2014-04-09 | 成军 | Supporting pillar reinforcement underground reverse layer addition construction method |
| CN103898916A (en) * | 2014-04-09 | 2014-07-02 | 浙江理工大学 | Mini-pile combined support structure and construction method thereof |
| CN106049973A (en) * | 2016-07-29 | 2016-10-26 | 中国矿业大学 | Inclined hole soil digging and inclination correcting method for governing coal mine rooting shaft tower inclination |
Non-Patent Citations (1)
| Title |
|---|
| 王明勤等: "主井架纠偏措施", 《矿山机械》 * |
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