CN108867654A - A kind of foundation pit supporting method for recent fill - Google Patents
A kind of foundation pit supporting method for recent fill Download PDFInfo
- Publication number
- CN108867654A CN108867654A CN201810523337.9A CN201810523337A CN108867654A CN 108867654 A CN108867654 A CN 108867654A CN 201810523337 A CN201810523337 A CN 201810523337A CN 108867654 A CN108867654 A CN 108867654A
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- Prior art keywords
- foundation pit
- hole
- supporting
- steel
- pipe pile
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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
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
- Y02W30/00—Technologies for solid waste management
- Y02W30/30—Landfill technologies aiming to mitigate methane emissions
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention proposes a kind of foundation pit supporting methods for recent fill, including：Step 1, obtain the Soil Parameters at scene, step 2, according to Soil Parameters, the first injected hole is formed on the radial outside ground of foundation pit, step 3, pre-pouring grout is into first injected hole to form pre-pouring grout supporting, the method for protecting support improves the engineering properties of the soil body in foundation pit side-wall and a certain range by pre-pouring grout supporting, to guarantee subsequent construction.
Description
Technical field
The present invention relates to Geotechnical Engineering fields, and in particular to a kind of foundation pit supporting method for recent fill.
Background technique
With the in-depth of urban construction, upper overburden layer is that the region of recent fill is increasingly becoming Engineering Construction Land-Occupation.Newly
It closely bankets and refers to the waste soil of recent landfill, the natural consolidation time is no more than 5 years.According to property of banketing, it is classified as viscosity
Soil, muck soil, severely-weathered block of (piece) stone, building waste and house refuse.Due to recent fill with laxity and unevenly
Property, mechanics index of physics is poor, permeability is stronger, and engineering properties is difficult to hold.
During foundation pit construction, for recent fill, having no related specifications, calculation model for design can directly be referred to.Often
The supporting structure systems such as deep-mixed pile and composite soil nailing wall, cast-in-situ bored pile recent fill place applicability not
By force, not only difficulty of construction is larger, sealing and supporting effect are poor, and construction cost is higher.
For this reason, it may be necessary to which inventing a kind of foundation pit supporting method for recent fill is assistant officer's technical problem to be solved.
Summary of the invention
For some or all of of the above-mentioned technical problem in the presence of the prior art, the invention proposes one kind to be used for
The foundation pit supporting method of recent fill.Before excavation of foundation pit, improved by pre-pouring grout supporting in foundation pit side-wall and a certain range
The engineering properties of the soil body, to guarantee subsequent construction.The method for protecting support is technologically advanced, safe and reliable, Social benefit and economic benefit
Obviously.
According to the invention it is proposed that a kind of foundation pit supporting method for recent fill, including：
Step 1 obtains the Soil Parameters at scene,
Step 2 forms the first injected hole on the radial outside ground of foundation pit according to Soil Parameters,
Step 3, into first injected hole, pre-pouring grout is to form pre-pouring grout supporting.
In one embodiment, further include step 4, carry out steel-pipe pile supporting, and the steel in the outside of the foundation pit
Tubular pole supporting is located at the inside of the pre-pouring grout supporting.
In one embodiment, it in step 3, is formed in 3.5-5 meters of radial outside of region of the foundation pit described pre-
Grouting support, also, the pre-pouring grout supporting extends to the region of the 0.8-1.5 rice under the bottom surface of the foundation pit.
In one embodiment, in step 2, first Grouting Pipe drills as drilling rod, first note after pore-forming
Slurry pipe stays in stratum and forms first injected hole.
It in one embodiment, is that deep hole and shallow bore hole compartment are distributed in first injected hole of foundation pit lateral area,
And it is constructed by the way of jumping hole.
In one embodiment, if the level of ground water in region locating for foundation pit is located under two meters of the foundation pit, using certainly
Deep hole carries out pre-pouring grout to Shallow hole grouting mode, if the level of ground water in region locating for foundation pit be located at two meters or two meters of foundation pit it
On, pre-pouring grout is carried out using from shallow bore hole to deep hole grouting mode.
In one embodiment, in step 3, into first injected hole injection comprising cement and waterglass the
One injection slurry, wherein the volume of waterglass is the 12%-18% of cement in the first injection slurry.
In one embodiment, in step 4, first the second Grouting Pipe, is inserted by the tripping in steel-pipe pile into stratum later
Slip casting is carried out using the second injection slurry in the steel-pipe pile, screen slurry a period of time is carried out after slip casting.
In one embodiment, during using the second slip casting liquid grout, the first slip casting into the steel-pipe pile, meter to be implanted
After calculating dosage, grouting pressure is improved into 0.8-1.5MPa, reinjects the 8%-12% for calculating dosage.
In one embodiment, blossom type is distributed second is arranged on steel-pipe pile lower end outer wall and returns slurry hole.
Compared with the prior art, the advantages of the present invention are as follows carry out pre-pouring grout branch to recent fill before excavation of foundation pit
Shield to improve the uneven engineering properties banketed, and enables Foundation Pit Support Design to be processed to refer to mature computation model,
Avoid the problem that conventional method is not able to satisfy related checking computations or needs using large scale, big rigidity supporting construction.Also, the supporting
Method and technology is advanced, safe and reliable, and Social benefit and economic benefit is obvious.
Detailed description of the invention
The preferred embodiment of the present invention is described in detail below in conjunction with attached drawing, in figure：
Fig. 1 shows pattern foundation pit supporting structure sectional view according to an embodiment of the invention；
Fig. 2 shows the structure chart of the first Grouting Pipe according to the present invention；
Fig. 3 shows the structure chart of steel-pipe pile according to the present invention；
The attached drawing is not drawn according to the actual ratio.
Specific embodiment
Below in conjunction with attached drawing, the present invention will be further described.
Method for protecting support according to the present invention be suitable for recent fill place in various plain fills, miscellaneous fill, including cohesive soil,
Muck soil, severely-weathered block of (piece) stone, building waste and house refuse etc..
Before the excavation of foundation pit 1, Soil Parameters test first is carried out to construction object, to obtain required Soil Parameters.According to examination
Acquired Soil Parameters are tested, need to carry out pre-pouring grout supporting in the outside of foundation pit 1 to be excavated.
Firstly, it is necessary to foundation pit 1 radial outside punched with formed the first injected hole 2 (" first " at this is only used
In description purpose).Before punching, the hole location of the first injected hole 2 should be determined according to design requirement, and makes label.Practical operation
In the process, using electric coal drill pore-forming, the first Grouting Pipe 3 also serves as drilling rod.It does not extract the first Grouting Pipe 3 after the pore-forming of stratum and makes it
Subsequent grouting operation is carried out as the first injected hole 2.Preferably, the structure of first Grouting Pipe 3 is as shown in Fig. 2, first note
Starching pipe 3 includes main body 4 and drill bit 5.Wherein, main body 4 can be welded tube or coating steel pipe.For example, the caliber of the main body 4 can be
20mm, wall thickness are not less than 2.0mm.The lower end of main body 4 is arranged in by modes such as welding for drill bit 5.It is provided with and is used on drill bit 5
The anti-slurry hole 6 of first be connected to the inner cavity of main body 4, so that when injecting the first injection slurry slurry can be returned from the first anti-slurry hole 6.This
Kind of setting can make after slip casting, and the first Grouting Pipe 3, which is retained in the soil body, forms pre-pouring grout supporting, be equivalent to be provided with plus
Muscle strengthens the stability of the soil body.
The reinforcing scope of pre-pouring grout supporting is the region that foundation pit 1 pushes up contour line radial outward expansion 3.5-5.0m.The reinforcing
Range can be adjusted according to 1 projected depth of foundation pit, for example, 1 depth of foundation pit is 5m, then reinforcing width is 3.5m.If foundation pit 1
Depth is 8-9m, then reinforcing width is 5m.
During using electric coal drill at the first injected hole 2, for the vibration for reducing drilling with the soil body during subsequent construction
It interferes, should be constructed between the first neighbouring injected hole 2 using hole mode is jumped.Also, it during the first injected hole 2, answers
Strict control penetration rate, and average rate is crept into as far as possible, to prevent the first Grouting Pipe 3 to be bent and deformation.Preferably, the first injected hole
2 set in arrangement, in radial directions, multiple rows of first injected hole 2 can be set, and the first injected hole 2 between adjacent row is
Blossom type is laid.For example, the distance between first adjacent injected hole 2 can be 500mm.
Then, pre-pouring grout is carried out, it is, utilizing the slip casting into the first injected hole 2 of the first injection slurry.Slip casting uses water
Mud-waterglass carries out two fluid grouting.Wherein, cement is ordinary portland cement (P.O.32.5), and waterglass is used for additive
The presetting period of injection slurry is adjusted, and is 40Be.Preferably, Water glass content is the 12%~18% of cement, strength of cement grout
For M20.It needs to carry out pump testing work before pre-pouring grout to guarantee that grouting pump runs well.Meanwhile mud jacking test need to be carried out, after guidance
The slip casting operation in face.Preferably, in the slip casting into the first injected hole 2, injection speed is controlled in 30-40L/min, such as 35L/
min.It is further preferred that grouting operation should follow the principle progress slip casting for jumping hole point sequence.
According to different soil properties, different grouting parameters, such as the following table 1 can be used.
Table 1
| It bankets classification | Cloth pitch of holes m | The ratio of mud | Grouting pressure MPa |
| Cohesive soil | 1.0-1.5 | 0.5-0.75 | 1.0-2.0 |
| Muck soil | 1.5-2.0 | 0.5-0.75 | 1.0-2.0 |
| Severely-weathered block of (piece) stone | 2-2.5 | 0.5-0.75 | 0.5-1.0 |
| Building waste | 2-2.5 | 0.5-0.75 | 0.5-1.0 |
| House refuse | 2-2.5 | 0.75-1.0 | 0.8-2.0 |
It is that deep hole and shallow bore hole compartment are distributed in the first injected hole 2 of 1 lateral area of foundation pit.Deep hole is for reinforcing deep soil
Body, and shallow bore hole reinforces the shallow-layer soil body, this mode is layered the soil body for reinforcing various trait, and realize stability and economy has
Effect combines.Wherein, deep hole hole depth should extend into the region of the 0.8-1.5 rice under the bottom surface of foundation pit 1.It, need to be in conjunction with existing when slip casting
Field level of ground water selects grouting sequence.If the groundwater level is high, for example, lower water level is in substrate 2m or more, slip casting is answered
According to the sequence of " from shallow bore hole to deep hole grouting ", to be conducive to cut off the route of supple of underground water.If the groundwater level is low,
For example, level of ground water is in substrate 2m hereinafter, then slip casting should be according to the sequence of " from deep hole to Shallow hole grouting ", to be conducive to ensure
Slip casting solidifies quality.
First injection slurry is strictly measured and is stirred evenly by match ratio, with mixing with the slurries of a mix should be in initial set
Before be finished, and prevent that stone, sundries are mixed into.During injecting the first injection slurry, according to different soil properties, the first note need to be controlled
Concentration of slurry corresponding change.For example, controlling the first injection slurry concentration from dense to dilute in muck soil.In other soil bodys, control
First injection slurry concentration is from thin to thick.
Before slip casting starts or when midway was stopped more than 10 minutes, using water or thin cement slurry lubrication slip casting machine and its pipeline.
First injected hole 2 must not the complete grouting behind shaft or drift lining of all drilled hole, in order to avoid hole location grout leaking.For example, 20-100 the first injected holes 2 can bored
Afterwards with regard to carrying out grouting operation.
The slip casting end time can be controlled according to the amount of the first injection slurry of grouting pressure and injection.For example, working as slip casting pressure
Power is stepped up, and is further continued for 5~10min of slip casting after reaching design final pressure, can be terminated this 2 slip casting of the first injected hole.
By carrying out pre-pouring grout supporting in a certain range of the radial outside of foundation pit 1.Cement-water-clay system passes through infiltration
Thoroughly, compacted, splitting and filling comprehensive function, displacement, package soil body particle form the solid body of slurries or viscous with rigid piece stone
Even, composite junction entity is formed together with the first Grouting Pipe 3.C, φ value banketed is greatly improved in the compactness for improving the soil body,
Original loose, non-uniform banket is cured as having the soil of certain cohesiveness, good integrity by the mechanical property for improving the soil body
Body.It after soil body pre-pouring grout, is improved with the cohesive force of anchor pole (rope), soil nailing, so that the supportings such as anchor pole, soil nailing are applied, become can
Energy.Meanwhile pre-pouring grout can also play the role of sealing, reduce influence of the water to subsequent construction.First slip casting after pre-pouring grout
In the liquid indwelling soil body, the stability of the soil body is strengthened.
After the completion of pre-pouring grout supporting, for no slope condition or the foundation pit for needing uprightly to excavate, using steel-pipe pile supporting, with
Play the role of earth-retaining.As shown in Figure 1, steel-pipe pile supporting is located at the inside of the pre-pouring grout supporting.
Specifically, firstly, after being drilled using geological drilling rig, by 7 tripping in of steel-pipe pile.For example, steel-pipe pile 7 can use D108
Seamless steel pipe and D127 seamless steel pipe.According to the specific geological conditions of the depth of foundation pit 1 and scene, steel-pipe pile 7 in radial directions
It can beat multiple rows of.Steel-pipe pile pilespacing is 400mm-500mm in radial directions.In addition, steel-pipe pile 7 is quincunx in radial section
Arrangement.Foundation pit 1 pushes up ground and does crown beam using channel steel 11, is welded on steel-pipe pile 7.
Second is opened in the 2-3 rice range of 7 lower end of steel-pipe pile and returns slurry hole 8, as shown in Figure 3.Also, under 2-3 meters of regions
Lower end surface of the end face apart from steel-pipe pile 7 is 0.25-0.35 meters, such as 0.3 meter.Preferably, which can be with
It is 10 millimeters, for axial hole away from 30 centimetres, circumferential upper one, which arranges 3-4 second, returns slurry hole 8, and adjacent two ranked second and return 8 mistake of slurry hole
It is split into quincuncial arrangement.
Preferably, in order to guarantee the stability of 7 supporting of steel-pipe pile, 7 bottom building-in depth of steel-pipe pile is not less than 5m, such as can
Think 6 meters.
Then, it is inserted into the second Grouting Pipe 9 into steel-pipe pile 7 and carries out slip casting.Second injection slurry used by its slip casting can be with
It is same or similar with the first above-mentioned injection slurry.Certainly, grouting process and parameter can also with employed in pre-pouring grout supporting
Grouting process and parameter are same or similar.In slip casting, need to dispose in the steel-pipe pile 7 at aperture and between the second Grouting Pipe 9 bored
First 10.Preferably, into steel-pipe pile 7 when slip casting, grouting pressure is controlled between 1.5-2.0MPa, to ensure in steel-pipe pile 7 the
The filling of two injection slurries is closely knit, and the second injection slurry is made to return outflow from slurry hole 8 from the second of 7 bottom of steel-pipe pile, fills from bottom to top
Steel-pipe pile 7 and the gap between drilling, and take body refuse out of.After injection calculates dosage, so that grouting pressure improves 0.8-
1.5MPa stops slip casting after reinjecting the 8%-12% for calculating dosage.Above-mentioned setting can guarantee the effect of slip casting, to maintain work
Journey stability.It is, of course, also possible to determine that slip casting terminates otherwise, for example, the aperture or surrounding bored occur grout, surpass
Decline suddenly after crossing predetermined pressure or pressure stabilization or grout absorption is very low.And engineering staff can be according to different engineering feelings
Condition is judged and is determined using different standards.
After steel-pipe pile supporting slip casting, the valve of the second Grouting Pipe 9 must be closed, blocks the second Grouting Pipe 9, and shield slurry
15 minutes or so.It can prevent from terminating in slip casting by this set, underground water agitates pile grouting back and forth after unexpected off-load, makes
At slurries partial dilution, and reduce slip casting effect.
After carrying out steel-pipe pile supporting operation, soil excavation is carried out, and also need to carry out rubbish anchor supporting in digging process
Deng operation, and these subsequent constructions are that those skilled in the art can carry out according to arrangement and method for construction in the prior art,
This is repeated no more.
The above is only the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, any this field
Technical staff in technical scope disclosed by the invention, can be easy to carry out and be altered or varied, and this be altered or varied all
It is covered by the protection scope of the present invention.Therefore, protection scope of the present invention should be with the protection scope of claims
It is quasi-.
Claims (10)
1. a kind of foundation pit supporting method for recent fill, which is characterized in that including：
Step 1 obtains the Soil Parameters at scene,
Step 2 forms the first injected hole on the radial outside ground of foundation pit according to Soil Parameters,
Step 3, into first injected hole, pre-pouring grout is to form pre-pouring grout supporting.
2. method for protecting support according to claim 1, which is characterized in that further include step 4, the outside of the foundation pit into
Row steel-pipe pile supporting, and the steel-pipe pile supporting is located at the inside of the pre-pouring grout supporting.
3. method for protecting support according to claim 1 or 2, which is characterized in that outside in the diameter of the foundation pit in step 3
Side 3.5-5 meters of region forms the pre-pouring grout supporting, also, the pre-pouring grout supporting extends under the bottom surface of the foundation pit
0.8-1.2 rice region.
4. according to claim 1 to method for protecting support described in any one of 3, which is characterized in that in step 2, first note
It starches pipe to drill as drilling rod, first Grouting Pipe stays in stratum and forms first injected hole after pore-forming.
5. method for protecting support according to claim 4, which is characterized in that be in first injected hole of foundation pit lateral area
Deep hole and the distribution of shallow bore hole compartment, and constructed by the way of jumping hole.
6. method for protecting support according to claim 5, which is characterized in that if the level of ground water in region locating for foundation pit is located at institute
It states under two meters of foundation pit, pre-pouring grout is carried out using from deep hole to Shallow hole grouting mode, if the level of ground water in region locating for foundation pit
On two meters or two meters of foundation pit, pre-pouring grout is carried out using from shallow bore hole to deep hole grouting mode.
7. according to claim 1 to method for protecting support described in any one of 6, which is characterized in that in step 3, to described first
Injection includes the first injection slurry of cement and waterglass in injected hole, wherein the volume of waterglass is cement in the first injection slurry
12%-18%.
8. method for protecting support according to claim 2, which is characterized in that in step 4, the first tripping in steel-pipe pile into stratum,
The second Grouting Pipe is inserted into the steel-pipe pile later and carries out slip casting using the second injection slurry, screen slurry one is carried out after slip casting
The section time.
9. method for protecting support according to claim 8, which is characterized in that during using the second slip casting liquid grout, first to institute
It states slip casting in steel-pipe pile, after calculating dosage to be implanted, grouting pressure is improved into 0.8-1.5MPa, reinject the 8%- for calculating dosage
12%.
10. method for protecting support according to claim 8 or claim 9, which is characterized in that blossom type is arranged on steel-pipe pile lower end outer wall
The second of distribution returns slurry hole.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810523337.9A CN108867654A (en) | 2018-05-28 | 2018-05-28 | A kind of foundation pit supporting method for recent fill |
| CN201811587061.7A CN109371985B (en) | 2018-05-28 | 2018-12-25 | Foundation pit supporting method for recent filling |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810523337.9A CN108867654A (en) | 2018-05-28 | 2018-05-28 | A kind of foundation pit supporting method for recent fill |
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| Publication Number | Publication Date |
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| CN108867654A true CN108867654A (en) | 2018-11-23 |
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| CN201810523337.9A Pending CN108867654A (en) | 2018-05-28 | 2018-05-28 | A kind of foundation pit supporting method for recent fill |
| CN201811587061.7A Active CN109371985B (en) | 2018-05-28 | 2018-12-25 | Foundation pit supporting method for recent filling |
Family Applications After (1)
| Application Number | Title | Priority Date | Filing Date |
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| CN201811587061.7A Active CN109371985B (en) | 2018-05-28 | 2018-12-25 | Foundation pit supporting method for recent filling |
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Family Cites Families (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5256004A (en) * | 1990-07-31 | 1993-10-26 | Fondazioni Speciali, S.R.L. | Method of forming consolidated earth columns by injection and the relevant plant and column |
| US20070286687A1 (en) * | 2006-06-12 | 2007-12-13 | Cesare Melegari | Method and equipment for constructing micropiles in soil |
| CN100465386C (en) * | 2008-02-02 | 2009-03-04 | 浙江环宇建设集团有限公司 | Pile-anchor foundation ditch supporting construction method |
| CN102877470B (en) * | 2012-07-27 | 2015-11-25 | 湖南恒盾岩土工程注浆科技有限公司 | Combined soil nailing construction method for supporting |
| CN103898916B (en) * | 2014-04-09 | 2016-01-20 | 浙江理工大学 | Mini stake Composite Braced Retaining Structure and construction method |
| CN105569051A (en) * | 2015-12-31 | 2016-05-11 | 中铁二局集团有限公司 | Foundation pit support system of sandy pebble boulder geological stratification and construction method |
| CN105970955A (en) * | 2016-06-07 | 2016-09-28 | 青岛海川建设集团有限公司 | Self-drilling type nail and pipe combined double-liquid grouting soil nail construction process |
| CN106368219B (en) * | 2016-10-17 | 2019-11-12 | 上海建工一建集团有限公司 | A kind of the support reinforcement structure and construction method of deep basal pit |
-
2018
- 2018-05-28 CN CN201810523337.9A patent/CN108867654A/en active Pending
- 2018-12-25 CN CN201811587061.7A patent/CN109371985B/en active Active
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| CN109371985B (en) | 2022-08-26 |
| CN109371985A (en) | 2019-02-22 |
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