CN106567393A - Collapsible loess deep foundation pit support construction method - Google Patents
Collapsible loess deep foundation pit support construction method Download PDFInfo
- Publication number
- CN106567393A CN106567393A CN201610971354.XA CN201610971354A CN106567393A CN 106567393 A CN106567393 A CN 106567393A CN 201610971354 A CN201610971354 A CN 201610971354A CN 106567393 A CN106567393 A CN 106567393A
- Authority
- CN
- China
- Prior art keywords
- wall
- soil
- foundation pit
- slope
- steel pipe
- 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.)
- Pending
Links
Classifications
-
- 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
Abstract
The invention discloses a collapsible loess deep foundation pit support construction method. The method comprises the following steps: (1) a working well deep foundation pit is excavated to a first layer of depth in a layered manner under the geological conditions of collapsible loess and opaque loess; (2) an anchor rod engineering drilling machine is adopted to drill out multiple drilling holes on a slope wall of a first layer of foundation pit according to preset hole positions; (3) an air compressor is used for driving an impacter to drive a soil nail steel pipe in each drilling hole; (4) after concrete is primarily sprayed on the slope wall of the first layer of foundation pit, a reinforcement net is mounted; and the reinforcement net extends to the ground of the top of the foundation pit; (5) slurry is injected in pipe holes of the soil nail steel pipes through pressure; (6) a concrete surface layer is sprayed on the reinforcement net; (7) multiple horizontal drainage pipes are inserted in the slope wall of the first layer of foundation pit at intervals; and (8) the steps are repeated. The method forms soil and nail compound bodies to prominently improve the overall slope stability and the slope overload bearing capacity.
Description
Technical field
The present invention relates to a kind of pattern foundation pit supporting structure, more particularly to a kind of high installation accuracy deep foundation pit supporting construction of collapsible loess
Method.
Background technology
Collapsible loess is distributed widely in China northeast, northwest, Central China and East China some areas.Collapsible loess is divided into again
Self-weight collapsible and non-self centred graph, i.e., under the effect of upper overburden layer weight stress, or in weight stress and add
Under stress collective effect, there is notable additional deformation because of the structural deterioration of soil after immersion and be referred to as settlement by soaking.Collapsible loess exists
Under native state, with many macroscopic spaces, and the tubular space formed due to biological agent is often accompanied, it is natural to cut open
Face is in vertical joint, with mobile and densification the ability of certain opposing.It in the dry state, because soil property has vertical direction
The small pipeline of distribution, can almost keep vertical side slope.But after it receives water enchroachment (invasion) wet, the rapid disintegrate destruction of framing structure of soil is produced
Serious differential settlement.
1st, the Chinese patent of Application No. CN201520056572.1 discloses " a kind of multilamellar soil nail wall deep foundation pit support ",
Including body of wall and the soil body, ground floor soil nail wall is provided with the soil body, is arranged on the design work face of ground floor soil nail wall
Soil nailing, the ground floor soil nail wall bottom is provided with platform, and the platform is arranged with second layer soil nail wall, in second layer soil nailing
Soil nailing is set on the design work face of wall.The presence of platform changes the distribution of soil pressure after wall, changes local stress
Strain regime, increases the coefficient of stability of the soil body；The soil body below platform is both slopes and the drag area of higher level's soil body, can be with
Reduce the deformation of higher level's soil body；The track of soil body progressive failure after wall is changed, soil deformation is reduced to surrounding building
Coverage.This patent disclosed that a kind of multilamellar soil nail wall deep foundation pit support, and be provided with platform.It is not suitable for settlement by soaking
Canal in Loess Area, it is easily wrong during the installation process of soil nailing and slip casting for the geologic structure of the collapsible loess of given area
Position.
2nd, the Chinese patent of Application No. CN201620058771.0 discloses " a kind of supporting construction for deep basal pit ",
Including the soil body around deep basal pit, the side wall of the soil body is provided with from described to deep basal pit slanted floor Cheng Po in the soil body
The slope protection pile that soil body top is vertically squeezed into downwards near the position of the side wall of the soil body, the side wall along the soil body is provided with soil nailing
Wall bar-mat reinforcement, the side wall along the soil body is inserted with obliquely many soil nailings into the soil body, and the soil nailing stretches out the soil body
Side wall part by fixture and the soil nail wall bar-mat reinforcement fixed strain, spray coagulation on the soil nail wall bar-mat reinforcement
Soil forms concrete soil nail wall.Beneficial effect is simple structure, safety, economy, the applying for cobble rationally and suitable for foundation soil
Work environment.This patent disclosed that a kind of is the construction environment of cobble suitable for foundation soil, and be provided with slope protection pile.It is uncomfortable
For Collapsible Loess District, for the geologic structure of the collapsible loess of given area, the installation process of soil nailing and slip casting
Easily misplace in journey.
3rd, the Chinese patent of Application No. CN201520916760.7 discloses a kind of " supporting knot for soft soil foundation pit
Structure ", includes：Foundation ditch bottom, reinforced mesh, foundation ditch top and stress soil nailing, also include：Advanced soil nailing, reinforcement soil nailing, iron wire and add
Strong reinforcing bar；Its reinforced mesh surface is injected with concrete layer, and reinforced mesh top is connected with foundation ditch top, bottom and foundation ditch bottom phase
Even；In the embedded reinforced mesh of its advanced soil nailing vertical direction, in the oblique embedded reinforced mesh of stress soil nailing, reinforcement soil nailing level side
To in embedded reinforced mesh, this patent disclosed that it is a kind of suitable for foundation soil for weak soil construction environment.Weak soil and settlement by soaking
Loess geologic structure differs greatly.Collapsible Loess District is not suitable for, for the geology knot of the collapsible loess of given area
Structure, easily misplaces during the installation process of soil nailing and slip casting.
The content of the invention
It is an object of the invention to overcome the deficiencies in the prior art, there is provided one kind significantly improves side slope stability in the large and holds
The collapsible loess deep foundation pit supporting construction method of the ability overloaded by side slope.
A kind of collapsible loess deep foundation pit supporting construction method of the present invention, comprises the following steps：
(1) stage excavation is adopted to the active well deep basal pit under the conditions of collapsible loess, silty loess geology, is first excavated to
First layer depth；
(2) multiple drillings are got out according to predetermined hole position on the slope wall of ground floor foundation ditch using anchor bolt works rig；
(3) impacter is driven to squeeze into a soil nailing steel pipe, described soil nailing in each drilling using air compressor
Steel pipe includes body, and in each body a cone segments are fixedly arranged at the front end with, and is provided with the tube wall of described body multiple
Slurry outlet in quincuncial arrangement, the diameter of described slurry outlet adopts 8～10mm, in the pipe near each pulp hole site
A reinforcing bar is welded with along soil nailing steel pipe axis direction on the outer wall of body, the cuff welding on the outer wall of described body afterbody
There are rectangular ribs, and multiple axis are welded with the outer wall of the body on front side of rectangular ribs and put down with body axis
Capable locking muscle, multiple described locking muscle along body outer wall circumferencial direction uniformly at intervals, in the length side of described body
Multiple locating supports are installed upwards, 120 degree are spaced simultaneously along pipe on body circumferencial direction between two adjacent locating supports
The length direction of body is crisscross arranged, and described multiple locating supports adopt a few shape structures；
(4) bar-mat reinforcement is installed after first pneumatically placed concrete on the slope wall of ground floor foundation ditch, described bar-mat reinforcement extends to foundation ditch
The ground at top, and stretch out the side slope 0.4～0.5m of line at the top of foundation ditch；
(5) to slip casing by pressure in the pore of soil nailing steel pipe, slip casting is divided into twice, and the interval of slip casting twice 24h, Stress control exists
0.5～2.0MPa, the fullness coefficient that slurry is injected into hole is more than 1；
(6) multiple pneumatically placed concrete surface layer is conserved to design thickness, then watering, covering and heat insulating on described bar-mat reinforcement；
(7) interval intubating length is 3～6m and diameter is not less than 50mm in the slope wall of described ground floor foundation ditch
Stretch out concrete topping in multiple horizontal drain pipes, the outer end of described horizontal drain pipe；
(8) repeat the above steps (1)-(7), until layering completes active well deep pit digging.
The inventive method does not account for or accounts for less separate operaton time, efficiency of construction with excavation of foundation pit successively excavation section by section operation
Height, takes cycle is short.The locating support of soil nailing steel pipe, it is ensured that centre of the steel pipe in drilling.Prop up the water at armour layer back
Drainpipes discharge freely for flat raft, and the hydrops after gunite concrete surface layer are discharged in time, plays the self-stable function of the soil body, makes side slope
Displacement and deformation obtain constrained.The locating support of soil nailing steel pipe, makes soil nail wall deform very little in itself, to adjacent buildings shadow
Ring little.The ability for form soil nailing complex, significantly improving side slope stability in the large and bear side slope overload.This method is by intensive
Soil nailing group, the soil body in situ, gunite concrete surface layer and the necessary waterproof system composition support system that are reinforced, it is common with the soil body
With load is undertaken, play restrained deformation.And locating support ensures centre of the soil nailing steel pipe in drilling, support
The free-flowing of serosity during construction without prejudice to slip casting.
Description of the drawings
Fig. 1 is the signal that a kind of soil nailing steel pipe of collapsible loess deep foundation pit supporting construction method of the present invention squeezes into the soil body
Figure；
Fig. 2 is the structural representation of the partial cross section of the soil nailing steel pipe that Fig. 1 is adopted；
Fig. 3 is the side view of the structure shown in Fig. 2.
Specific embodiment
Below in conjunction with the accompanying drawings the present invention is described in detail with specific embodiment.
The inventive method is applied under the conditions of the Northwest's collapsible loess, silty loess geology, deep foundation pit slope height
The side slope protection engineering of no more than 15m.
As shown in drawings a kind of collapsible loess deep foundation pit supporting construction method of the present invention, comprises the following steps：
(1) stage excavation is adopted to the active well deep basal pit under the conditions of collapsible loess, silty loess geology, is first excavated to
First layer depth；
(2) multiple drillings 6 are got out according to predetermined hole position on the slope wall of ground floor foundation ditch using anchor bolt works rig；
(3) impacter is driven to squeeze into a soil nailing steel pipe 1 in each drilling using air compressor.Described soil nailing
Steel pipe 1 is improvement on an existing structure, and described soil nailing steel pipe 1 includes body, and in each body one is fixedly arranged at the front end with
Individual cone segments, are provided with multiple slurry outlets 3 in quincuncial arrangement on the tube wall of described body, the diameter of described slurry outlet
Using 8～10mm.One is welded with the outer wall near the body of each pulp hole site along the axis direction of soil nailing steel pipe 1
Root reinforcing bar 2, grogs blocking slurry outlet when preventing from breaking pipe.Cuff is welded with rectangular ribs on the outer wall of described body afterbody
7, and the locking muscle of multiple axis and body diameter parallel is welded with the outer wall of the body near the front side of rectangular ribs 7
8, multiple described locking muscle 8 along body outer wall circumferencial direction uniformly at intervals.Install on the length direction of described body
There are multiple locating supports, 120 degree and along the length of body are spaced on body circumferencial direction between two adjacent locating supports
Direction is crisscross arranged, and described multiple locating supports adopt a few shape structures 5, so can ensure that central part of the steel pipe in drilling
Position.
Preferably being spaced staggeredly spacing of the two adjacent locating supports of 120 degree of settings on the length direction of body is
2～3m.Spatial skeleton can be so arranged in, formation can improve the compound soil body of in-situ soil intensity, rigidity and stability.
(4) bar-mat reinforcement 9 is installed after first pneumatically placed concrete on the slope wall of ground floor foundation ditch, described bar-mat reinforcement extends to foundation ditch
The ground at top, and stretch out the side slope 0.4～0.5m of line at the top of foundation ditch.
(5) to slip casing by pressure in the pore of soil nailing steel pipe 1, slip casting is divided into twice, the interval of slip casting twice 24h, Stress control
In 0.5～2.0MPa, the fullness coefficient that slurry is injected into hole is more than 1；
(6) multiple pneumatically placed concrete surface layer is conserved to design thickness, then watering, covering and heat insulating on described bar-mat reinforcement；
(7) interval intubating length is 3～6m and diameter is not less than 50mm in the slope wall of described ground floor foundation ditch
Concrete topping is stretched out in multiple horizontal drain pipes, the outer end of described horizontal drain pipe, so as to by after gunite concrete surface layer
Hydrops are discharged.Preferred multiple horizontal drainage tube pitch are 2～2.5m, so prevent loess from meeting the givey hidden danger of water electrode, and
Soil layer bearing capacity is improved, foundation ditch safety and stability is protected.
(8) repeat the above steps (1)-(7), until layering completes active well deep pit digging.
Embodiment 1
(1) stage excavation is adopted to the active well deep basal pit under the conditions of collapsible loess, silty loess geology, is first excavated to
First layer depth；
(2) multiple drillings 6 are got out according to predetermined hole position on the slope wall of ground floor foundation ditch using anchor bolt works rig；
(3) impacter is driven to squeeze into a soil nailing steel pipe 1 in each drilling using air compressor.Described soil nailing
Steel pipe 1 is improvement on an existing structure, and described soil nailing steel pipe 1 includes body, and in each body one is fixedly arranged at the front end with
Individual cone segments, are provided with multiple slurry outlets 3 in quincuncial arrangement on the tube wall of described body, the diameter of described slurry outlet
Using 8mm.A steel is welded with the outer wall near the body of each pulp hole site along the axis direction of soil nailing steel pipe 1
Muscle 2, grogs blocking slurry outlet when preventing from breaking pipe.Cuff is welded with rectangular ribs 7 on the outer wall of described body afterbody, and
And the locking muscle 8 of multiple axis and body diameter parallel is welded with the outer wall of the body near the front side of rectangular ribs 7, it is many
Individual described locking muscle 8 along body outer wall circumferencial direction uniformly at intervals.It is provided with the length direction of described body many
Individual locating support, is spaced on body circumferencial direction 120 degree and along the length direction of body between two adjacent locating supports
It is crisscross arranged, described multiple locating supports adopt a few shape structures 5.Two adjacent locating supports of the 120 degree of settings in interval exist
Staggeredly spacing on the length direction of body is 2m.
(4) bar-mat reinforcement 9 is installed after first pneumatically placed concrete on the slope wall of ground floor foundation ditch, described bar-mat reinforcement extends to foundation ditch
The ground at top, and stretch out the side slope line 0.4m at the top of foundation ditch.
(5) to slip casing by pressure in the pore of soil nailing steel pipe 1, slip casting is divided into twice, the interval of slip casting twice 24h, Stress control
In 1MPa, the fullness coefficient that slurry is injected into hole is more than 1；
(6) multiple pneumatically placed concrete surface layer is conserved to design thickness, then watering, covering and heat insulating on described bar-mat reinforcement；
(7) multiple levels that intubating length is 5m and a diameter of 52mm are spaced in the slope wall of described ground floor foundation ditch
Concrete topping is stretched out in drain pipe, the outer end of described horizontal drain pipe, so that the hydrops after gunite concrete surface layer are discharged.
Multiple horizontal drainage tube pitch are 2m.
(8) repeat the above steps (1)-(7), until layering completes active well deep pit digging.
After testing：120 degree of locating support is spaced on the soil nailing steel pipe installed in the soil body and body circumferencial direction, its row
Arrange into spatial skeleton, it is ensured that centre of the steel pipe in drilling, and formed and can improve in-situ soil intensity, rigidity and stability
The compound soil body, intensive soil nailing group, reinforcement, locking muscle, the soil body in situ being reinforced, gunite concrete surface layer and necessary anti-
Water system constitutes support system, with soil body shared load, plays restrained deformation collapsible loess.Low cost, saves
Economic benefit 1% or so.
Embodiment 2
(1) stage excavation is adopted to the active well deep basal pit under the conditions of collapsible loess, silty loess geology, is first excavated to
First layer depth；
(2) multiple drillings 6 are got out according to predetermined hole position on the slope wall of ground floor foundation ditch using anchor bolt works rig；
(3) impacter is driven to squeeze into a soil nailing steel pipe 1 in each drilling using air compressor.Described soil nailing
Steel pipe 1 is improvement on an existing structure, and described soil nailing steel pipe 1 includes body, and in each body one is fixedly arranged at the front end with
Individual cone segments, are provided with multiple slurry outlets 3 in quincuncial arrangement on the tube wall of described body, the diameter of described slurry outlet
Using 10mm.One is welded with the outer wall near the body of each pulp hole site along the axis direction of soil nailing steel pipe 1
Reinforcing bar 2, grogs blocking slurry outlet when preventing from breaking pipe.Cuff is welded with rectangular ribs 7 on the outer wall of described body afterbody,
And the locking muscle 8 of multiple axis and body diameter parallel is welded with the outer wall of the body near the front side of rectangular ribs 7,
Multiple described locking muscle 8 along body outer wall circumferencial direction uniformly at intervals.It is provided with the length direction of described body
Multiple locating supports, are spaced on body circumferencial direction 120 degree and along the length side of body between two adjacent locating supports
To being crisscross arranged, described multiple locating supports adopt a few shape structures 5.Two adjacent locating supports of the 120 degree of settings in interval
Staggeredly spacing on the length direction of body is 2.5m.
(4) bar-mat reinforcement 9 is installed after first pneumatically placed concrete on the slope wall of ground floor foundation ditch, described bar-mat reinforcement extends to foundation ditch
The ground at top, and stretch out the side slope line 0.5m at the top of foundation ditch.
(5) to slip casing by pressure in the pore of soil nailing steel pipe 1, slip casting is divided into twice, the interval of slip casting twice 24h, Stress control
In 0.5MPa, the fullness coefficient that slurry is injected into hole is more than 1；
(6) multiple pneumatically placed concrete surface layer is conserved to design thickness, then watering, covering and heat insulating on described bar-mat reinforcement；
(7) multiple levels that intubating length is 3m and a diameter of 50mm are spaced in the slope wall of described ground floor foundation ditch
Concrete topping is stretched out in drain pipe, the outer end of described horizontal drain pipe, so that the hydrops after gunite concrete surface layer are discharged.
Multiple horizontal drainage tube pitch are 2.5m.
(8) repeat the above steps (1)-(7), until layering completes active well deep pit digging.
After testing：120 degree of locating support is spaced on the soil nailing steel pipe installed in the soil body and body circumferencial direction, its row
Arrange into spatial skeleton, it is ensured that centre of the steel pipe in drilling, and formed and can improve in-situ soil intensity, rigidity and stability
The compound soil body, is by intensive soil nailing group, reinforcement, the soil body in situ, gunite concrete surface layer and necessity for locking muscle, being reinforced
Waterproof system composition support system, with soil body shared load, play restrained deformation collapsible loess.Low cost,
Save economic benefit 1% or so.
Embodiment 3
(1) stage excavation is adopted to the active well deep basal pit under the conditions of collapsible loess, silty loess geology, is first excavated to
First layer depth；
(2) multiple drillings 6 are got out according to predetermined hole position on the slope wall of ground floor foundation ditch using anchor bolt works rig；
(3) impacter is driven to squeeze into a soil nailing steel pipe 1 in each drilling using air compressor.Described soil nailing
Steel pipe 1 is improvement on an existing structure, and described soil nailing steel pipe 1 includes body, and in each body one is fixedly arranged at the front end with
Individual cone segments, are provided with multiple slurry outlets 3 in quincuncial arrangement on the tube wall of described body, the diameter of described slurry outlet
Using 9mm.A steel is welded with the outer wall near the body of each pulp hole site along the axis direction of soil nailing steel pipe 1
Muscle 2, grogs blocking slurry outlet when preventing from breaking pipe.Cuff is welded with rectangular ribs 7 on the outer wall of described body afterbody, and
And the locking muscle 8 of multiple axis and body diameter parallel is welded with the outer wall of the body near the front side of rectangular ribs 7, it is many
Individual described locking muscle 8 along body outer wall circumferencial direction uniformly at intervals.It is provided with the length direction of described body many
Individual locating support, is spaced on body circumferencial direction 120 degree and along the length direction of body between two adjacent locating supports
It is crisscross arranged, described multiple locating supports adopt a few shape structures 5.Two adjacent locating supports of the 120 degree of settings in interval exist
Staggeredly spacing on the length direction of body is 3m.
(4) bar-mat reinforcement 9 is installed after first pneumatically placed concrete on the slope wall of ground floor foundation ditch, described bar-mat reinforcement extends to foundation ditch
The ground at top, and stretch out the side slope line 0.45m at the top of foundation ditch.
(5) to slip casing by pressure in the pore of soil nailing steel pipe 1, slip casting is divided into twice, the interval of slip casting twice 24h, Stress control
In 2MPa, the fullness coefficient that slurry is injected into hole is more than 1；
(6) multiple pneumatically placed concrete surface layer is conserved to design thickness, then watering, covering and heat insulating on described bar-mat reinforcement；
(7) multiple levels that intubating length is 6m and a diameter of 50mm are spaced in the slope wall of described ground floor foundation ditch
Concrete topping is stretched out in drain pipe, the outer end of described horizontal drain pipe, so that the hydrops after gunite concrete surface layer are discharged.
Multiple horizontal drainage tube pitch are 2.3m.
(8) repeat the above steps (1)-(7), until layering completes active well deep pit digging.
After testing：120 degree of locating support is spaced on the soil nailing steel pipe installed in the soil body and body circumferencial direction, its row
Arrange into spatial skeleton, it is ensured that centre of the steel pipe in drilling, and formed and can improve in-situ soil intensity, rigidity and stability
The compound soil body, is by intensive soil nailing group, reinforcement, the soil body in situ, gunite concrete surface layer and necessity for locking muscle, being reinforced
Waterproof system composition support system, with soil body shared load, play restrained deformation collapsible loess.Low cost,
Save economic benefit 1% or so.
Claims (3)
1. a kind of collapsible loess deep foundation pit supporting construction method, it is characterised in that comprise the following steps：
(1) stage excavation is adopted to the active well deep basal pit under the conditions of collapsible loess, silty loess geology, is first excavated to first
Layer depth；
(2) multiple drillings are got out according to predetermined hole position on the slope wall of ground floor foundation ditch using anchor bolt works rig；
(3) impacter is driven to squeeze into a soil nailing steel pipe, described soil nailing steel pipe in each drilling using air compressor
Including body, a cone segments are fixedly arranged at the front end with each body, are provided with the tube wall of described body multiple in prunus mume (sieb.) sieb.et zucc.
The slurry outlet of flower-shape arrangement, the diameter of described slurry outlet adopts 8～10mm, in the body near each pulp hole site
A reinforcing bar is welded with along soil nailing steel pipe axis direction on outer wall, cuff is welded with square on the outer wall of described body afterbody
Shape reinforcement, and multiple axis are welded with the outer wall of the body on front side of rectangular ribs with body diameter parallel
Locking muscle, multiple described locking muscle along body outer wall circumferencial direction uniformly at intervals, on the length direction of described body
Multiple locating supports are installed, 120 degree and along body are spaced on body circumferencial direction between two adjacent locating supports
Length direction is crisscross arranged, and described multiple locating supports adopt a few shape structures；
(4) bar-mat reinforcement is installed on the slope wall of ground floor foundation ditch, described bar-mat reinforcement extends to foundation ditch top after first pneumatically placed concrete
Ground, and stretch out the side slope 0.4～0.5m of line at the top of foundation ditch；
(5) to slip casing by pressure in the pore of soil nailing steel pipe, slip casting is divided into twice, the interval of slip casting twice 24h, and Stress control is 0.5
～2.0MPa, the fullness coefficient that slurry is injected into hole is more than 1；
(6) multiple pneumatically placed concrete surface layer is conserved to design thickness, then watering, covering and heat insulating on described bar-mat reinforcement；
(7) interval intubating length is 3～6m and diameter is multiple not less than 50mm in the slope wall of described ground floor foundation ditch
Stretch out concrete topping in horizontal drain pipe, the outer end of described horizontal drain pipe；
(8) repeat the above steps (1)-(7), until layering completes active well deep pit digging.
2. collapsible loess deep foundation pit supporting construction method according to claim 1, it is characterised in that：120 degree of interval sets
Staggeredly spacing of the two adjacent locating supports put on the length direction of body is 2～3m.
3. the collapsible loess deep foundation pit supporting construction method according to claims 1 or 2, it is characterised in that：Described
Multiple horizontal drainage tube pitch are 2～2.5m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610971354.XA CN106567393A (en) | 2016-11-04 | 2016-11-04 | Collapsible loess deep foundation pit support construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610971354.XA CN106567393A (en) | 2016-11-04 | 2016-11-04 | Collapsible loess deep foundation pit support construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN106567393A true CN106567393A (en) | 2017-04-19 |
Family
ID=58541618
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610971354.XA Pending CN106567393A (en) | 2016-11-04 | 2016-11-04 | Collapsible loess deep foundation pit support construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106567393A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112459058A (en) * | 2020-12-07 | 2021-03-09 | 中建八局第四建设有限公司 | Echelon pressurizing grouting anchor rod and construction method thereof |
| CN113605402A (en) * | 2021-07-26 | 2021-11-05 | 江苏银洲建设集团有限公司 | Deep foundation pit support water stop system and construction method thereof |
| CN113718768A (en) * | 2021-09-02 | 2021-11-30 | 王冲 | Honeycomb soil nail soil body reinforcing accessory for improving slope stability |
| CN114059559A (en) * | 2021-12-16 | 2022-02-18 | 陕西建工第十三建设有限公司 | Collapsible loess area foundation pit excavation supporting structure and process thereof |
| CN114277830A (en) * | 2022-01-21 | 2022-04-05 | 中国建筑第八工程局有限公司 | Construction process of raft foundation of oversized equipment |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1540107A (en) * | 2003-04-26 | 2004-10-27 | 曾宪明 | Operation method for supportins soft border by using earth slope nails |
| WO2006074145A1 (en) * | 2005-01-03 | 2006-07-13 | Geoject, Inc. | Grout injecting/structure anchoring system |
| CN101748741A (en) * | 2009-12-18 | 2010-06-23 | 中冶交通工程技术有限公司 | Construction method of concrete supporting structure |
| CN102660948A (en) * | 2012-05-30 | 2012-09-12 | 甘肃省建设投资(控股)集团总公司 | Steel tube locked anchor rod construction method |
| CN203716146U (en) * | 2013-12-11 | 2014-07-16 | 甘肃省建设投资(控股)集团总公司 | Orientation steel pipe locking single prestress anchor rope |
-
2016
- 2016-11-04 CN CN201610971354.XA patent/CN106567393A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1540107A (en) * | 2003-04-26 | 2004-10-27 | 曾宪明 | Operation method for supportins soft border by using earth slope nails |
| WO2006074145A1 (en) * | 2005-01-03 | 2006-07-13 | Geoject, Inc. | Grout injecting/structure anchoring system |
| CN101748741A (en) * | 2009-12-18 | 2010-06-23 | 中冶交通工程技术有限公司 | Construction method of concrete supporting structure |
| CN102660948A (en) * | 2012-05-30 | 2012-09-12 | 甘肃省建设投资(控股)集团总公司 | Steel tube locked anchor rod construction method |
| CN203716146U (en) * | 2013-12-11 | 2014-07-16 | 甘肃省建设投资(控股)集团总公司 | Orientation steel pipe locking single prestress anchor rope |
Non-Patent Citations (1)
| Title |
|---|
| 韩建刚主编: "《土力学与基础工程》", 31 August 2014 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112459058A (en) * | 2020-12-07 | 2021-03-09 | 中建八局第四建设有限公司 | Echelon pressurizing grouting anchor rod and construction method thereof |
| CN113605402A (en) * | 2021-07-26 | 2021-11-05 | 江苏银洲建设集团有限公司 | Deep foundation pit support water stop system and construction method thereof |
| CN113605402B (en) * | 2021-07-26 | 2023-02-21 | 江苏银洲建设集团有限公司 | Deep foundation pit support water stop system and construction method thereof |
| CN113718768A (en) * | 2021-09-02 | 2021-11-30 | 王冲 | Honeycomb soil nail soil body reinforcing accessory for improving slope stability |
| CN114059559A (en) * | 2021-12-16 | 2022-02-18 | 陕西建工第十三建设有限公司 | Collapsible loess area foundation pit excavation supporting structure and process thereof |
| CN114277830A (en) * | 2022-01-21 | 2022-04-05 | 中国建筑第八工程局有限公司 | Construction process of raft foundation of oversized equipment |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106567393A (en) | Collapsible loess deep foundation pit support construction method | |
| CN105089061B (en) | Ultra-deep foundation pit supporting method | |
| CN106013171B (en) | A kind of semi-rigid supporting construction semi-flexible and method of deep-foundation side wall | |
| CN105672240B (en) | Inclining destruction type Dangerous Rock Body administering method | |
| CN108035361A (en) | A kind of advanced support supporting construction and its construction method | |
| CN104818711A (en) | Anti-liquefaction three-dimensional drainage rigid pile and construction method thereof | |
| CN106759376A (en) | Anchored Sheet Pile Wall for Excavation system and its construction method for closing on existing underground structure | |
| CN102330436B (en) | Composite retaining structure and composite retaining method for half geotechnical layer ultradeep round spiral flow tank | |
| CN204825928U (en) | Excavation supporting | |
| CN205954638U (en) | Half semi -rigid flexible supporting construction of deep basal pit lateral wall | |
| CN104131566B (en) | A kind of basement is without the construction method of horizontal support foundation ditch | |
| CN204780990U (en) | Combined type retaining wall structure | |
| CN112854260B (en) | Ecological concrete rock-soil slope protection structure and construction method | |
| CN102220764B (en) | Construction method of deep foundation pit bracing system | |
| CN201077988Y (en) | Hidden beam-column type prestressing force earth nail wall | |
| CN204898684U (en) | Super dark excavation supporting system | |
| CN215629929U (en) | Novel site operation structure of anti-floating anchor rod | |
| CN103711123B (en) | The construction method of bamboo joint type mortar pile | |
| CN205934947U (en) | Dark foundation pit dewatering tubular well structure | |
| CN206337564U (en) | A kind of soil nailing steel pipe support device | |
| CN209923935U (en) | Co-location combined pile wall supporting structure in upper-soft and lower-hard stratum | |
| CN110258584B (en) | Foundation pit side slope soil nailing pipe wall enclosure structure and construction method | |
| CN114032928A (en) | Soil nailing wall construction method for pre-reinforcing slope rock-soil mass | |
| CN207700198U (en) | A kind of advanced support supporting construction | |
| CN202298627U (en) | Foundation pit supporting structure |
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 | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20170419 |