CN203782684U - Anti-skid pile provided with crossbeam - Google Patents
Anti-skid pile provided with crossbeam Download PDFInfo
- Publication number
- CN203782684U CN203782684U CN201420169385.XU CN201420169385U CN203782684U CN 203782684 U CN203782684 U CN 203782684U CN 201420169385 U CN201420169385 U CN 201420169385U CN 203782684 U CN203782684 U CN 203782684U
- Authority
- CN
- China
- Prior art keywords
- pile
- upright
- section
- crossbeam
- main beam
- 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.)
- Expired - Lifetime
Links
- 238000010276 construction Methods 0.000 abstract description 29
- 239000011435 rock Substances 0.000 abstract description 16
- 238000005452 bending Methods 0.000 abstract description 9
- 238000000034 method Methods 0.000 abstract description 6
- 230000005484 gravity Effects 0.000 abstract description 5
- 239000002689 soil Substances 0.000 description 22
- 238000010586 diagram Methods 0.000 description 8
- 230000003014 reinforcing effect Effects 0.000 description 8
- 238000009412 basement excavation Methods 0.000 description 7
- 238000005520 cutting process Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 6
- 210000003205 muscle Anatomy 0.000 description 6
- 238000009826 distribution Methods 0.000 description 5
- 238000005516 engineering process Methods 0.000 description 5
- 230000002787 reinforcement Effects 0.000 description 5
- 238000004519 manufacturing process Methods 0.000 description 4
- 238000010008 shearing Methods 0.000 description 4
- 238000003466 welding Methods 0.000 description 4
- 239000011148 porous material Substances 0.000 description 3
- 239000007921 spray Substances 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000007654 immersion Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 210000002435 tendon Anatomy 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 210000000481 breast Anatomy 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000004927 fusion Effects 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 208000020442 loss of weight Diseases 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Landscapes
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The utility model provides an anti-skid pile provided with a crossbeam. The anti-skid pile comprises an upright main pile; the upright main pile is formed by a fore bearing pile section positioned in a stable stratum and an anti-skid pile section positioned at the upper part of the stable stratum; one or more main crossbeams are horizontally arranged at the back of the anti-skid pile section of the upright main pile; a cantilever end of the main crossbeam is provided with a force bearing section arranged in the stable stratum; an oblique support is arranged at the connection part position between the main crossbeam and the upright main pile. The self gravity of a piled rock and earth mass and the bearing anti-skid function of the main crossbeam are fully played, the stress strength of the upright main pile is effectively improved, the bending resistant and anti-shear capacities of the anti-skid pile are improved, and the anti-skid pile provided with the crossbeam has the advantages of simple structural mode, simple construction process, high quality reliability, stronger anti-skid performance, low engineering construction cost and the like and is suitable for the support engineering of high and steep upright side slopes or foundation pits and the treatment engineering of large-scale complex landslides.
Description
Technical field
The utility model relates to major landslip improvement, high gradient slope and Base hole supporting technology field, is specifically related to a kind of pile body and is provided with the antislide pile of crossbeam.
Background technology
The measure of administering at present landslide, side slope mainly contains draining, a gear, anchoring, loss of weight and back-pressure etc.The advantage such as wherein have because antislide pile props up gear measure that rigidity is large, self-stability can be better, easy construction, consolidation effect are obvious is able to extensive use in landslide control and side slope protection engineering.Antislide pile operating principle be mainly by the embedding of fixed section Rock And Soil make with and passive resisting force come Thrust of Landslide or the side slope soil pressure of balance free segment Rock And Soil, form soil arching effect by Rock And Soil between stake and the frictional resistance of stake both sides simultaneously, stop Rock And Soil between stake to be extruded between stake, make landslide or side slope keep balance or stable.
In existing antislide pile single pile design, pile body is all straight pilework conventionally, fails to take into full account the stake front and back comprehensive utilization of Rock And Soil and the spatial distribution characteristic of bending and shearing.When Thrust of Landslide or side slope soil pressure are when larger, often adopt and increase antislide pile section area and quantity of reinforcement or the measures such as prestress anchorage cable are set at pile body, to improve the anti-skid ability of antislide pile self, reach the object of balance Thrust of Landslide or side slope soil pressure.Not only engineering quantity is large, treatment cost is high to increase antislide pile section area and quantity of reinforcement measure, easily cause engineering waste, and in the time being subject to land red-line or existing construction of structures space constraint, site operation difficulty is larger, limit effective use of traditional antislide pile; Pile body arranges prestress anchorage cable measure, and because anchor cable cost is higher, working procedure is loaded down with trivial details, and anchor cable prestressing force is along with the increase of time easily produces relaxation loss, obviously not enough for permanent landslide or its reliability of Reinforcement Works of Rock Slopes.As can be seen here, how to take into full account the stake front and back comprehensive utilization of Rock And Soil and the stress characteristic of antislide pile pile body, the structural form of appropriate design antislide pile, is very important to cost-effective improvement major landslip and high gradient slope.
Summary of the invention
The utility model object is in the limitation of administering in major landslip and high gradient slope engineering for traditional anti-slide pile structure form, be subject to the spatial distribution characteristic of force mode and bending and shearing in conjunction with antislide pile, taking the gravity pressure that makes full use of a rear Rock And Soil as cutting point, provide a kind of engineering quantity little, cheap, anti-skid performance is stronger, be easy to construction, and pile body is provided with the antislide pile of crossbeam, this antislide pile is specifically by arranging one or multi-channel horizontal gird at upright pile body dorsal part certain depth place, and passed through landslide slide surface or Side Slope crack face and extend in good ground, reach the object that strengthens the anti-skid performance of antislide pile, can be widely used in major landslip or high gradient slope administers.
The technical scheme that the utility model provides is: the antislide pile that described a kind of pile body is provided with crossbeam comprises upright king pile, described upright king pile is made up of with the antiskid pile section that is positioned at good ground top the power of the holding pile section that is positioned at good ground, antiskid pile section back side level at upright king pile is provided with one or more main beam, the cantilever end of described main beam is provided with the power of the holding section that is placed in good ground, is provided with oblique holder at main beam and upright king pile connecting portion.
The further technical scheme of the utility model: the power of the holding pile section back side at upright king pile does not arrange or be horizontally disposed with one or more gate beam.
The further technical scheme of the utility model: while gate beam not being set at the power of the holding pile section back side of upright king pile, be provided with auxiliary upright stake below the main beam below.
The utility model is technical scheme preferably: the upright king pile antiskid pile section of main beam distance of below and the distance of holding power pile section handing-over line are more than or equal to 2m to be horizontally set on the upright king pile antiskid pile section back side.
The utility model is technical scheme preferably: described in be horizontally set on the upright king pile antiskid pile section back side one or more main beam power of holding section of being placed in good ground be more than or equal to 2m.
The novel preferably technical scheme of this use: described cross sectional shape of directly advocating stake and main beam is rectangle, and the breadth of section of main beam is more than or equal to 1/2 of the breadth of section of directly advocating.
The novel preferably technical scheme of this use: described cross sectional shape of directly advocating stake and main beam is rectangle, and the cross-sectional sizes of main beam is identical with a cross-sectional sizes of directly advocating.
The novel preferably technical scheme of this use: described oblique holder is arranged on the below of main beam and upright king pile connecting portion, its height and width are 1.0～2.0m.
Operating principle of the present utility model is: antislide pile when work, horizontal gird by stake after the gravity pressure that provides of Rock And Soil, give full play to the anti-skid function of its load-bearing, effectively reduced Thrust of Landslide or side slope soil pressure that upright stake is born; When horizontal gird and upright stake cooperative bearing, after stake, Rock And Soil can produce an opposing moment of flexure contrary with Thrust of Landslide or side slope soil pressure action moment at horizontal gird upside, horizontal gird self is also shared Partial Shear simultaneously, thereby bending resistance and the shear resistance of antislide pile are improved, reduce antislide pile fixed section length, sectional dimension and quantity of reinforcement, saved construction costs.
The technology of the present invention advantage is as follows:
(1) the utility model has increased horizontal gird in the behind from staking out, be subject to the spatial distribution characteristic of force mode and bending and shearing in conjunction with antislide pile, the rear gravity pressure of Rock And Soil and the anti-skid function of the load-bearing of horizontal haunched beam are given full play to, effectively improve pile body and be subject to force intensity, improved bending resistance and the shear resistance of antislide pile.
(2) horizontal gird of the present utility model and being all placed in steady soil from staking out, its stablizing effect is better, has also increased its weight capacity simultaneously;
(3) the utility model can adopt the construction method of hand excavated pile to realize, and its construction is simple and convenient, has inherited the advantage of hand excavated pile, has the advantages such as bending resistance and shear resistance are strong, construction technology is simple, reliability is high, cost is low;
Simple, the anti-skid performance of anti-slide pile structure described in the utility model is strong, be easy to construction, has both been applicable to high gradient slope or foundation pit supporting project, is also applicable to major landslip and administers engineering.
Brief description of the drawings
Fig. 1 is the stake type structural representation that the utility model arranges a horizontal main beam;
Fig. 2 is the stake type structural representation that the utility model arranges many horizontal main beams;
Fig. 3 is the stake type structural representation that the utility model is provided with gate beam;
Fig. 4 is the stake type structural representation that the utility model is provided with auxiliary upright stake;
Fig. 5 is antislide pile in Fig. 1 layout schematic diagram in slope support engineering;
Fig. 6 is antislide pile in Fig. 1 layout schematic diagram in landslide control engineering;
Fig. 7 is antislide pile in Fig. 2 layout schematic diagram in slope support engineering;
Fig. 8 is antislide pile in Fig. 3 layout schematic diagram in landslide control engineering;
Fig. 9 is antislide pile in Fig. 4 layout schematic diagram in landslide control engineering;
Figure 10 is the shearing distribution schematic diagram of the operating principle of antislide pile in Fig. 1.
Figure 11 is the Bending moment distribution schematic diagram of the operating principle of antislide pile in Fig. 1.
Figure 12 is the construction technology process schematic diagram of antislide pile in Fig. 1.
In figure: 1-upright king pile, 2-main beam, 3-tiltedly holder, Rock And Soil after 4-stake, 5-Side Slope crack face, 6-landslide slide surface, 7-good ground, 8-gate beam, 9-auxiliary upright stake.
Detailed description of the invention
Below in conjunction with accompanying drawing, the utility model is described in further detail.As shown in Figure 1 and Figure 2, the antislide pile that described a kind of pile body is provided with crossbeam comprises upright king pile 1, described upright king pile 1 is made up of with the antiskid pile section that is positioned at good ground 7 tops the power of the holding pile section that is positioned at good ground 7, self-support king pile 1 plays main support antiskid effect, the power of the holding pile section of its underpart is placed in the good ground 7 of Side Slope crack face 5 or slide surface 6 belows, landslide, good ground 7 is the stratum that there will not be landslide, and its stability is fine; Antiskid pile section back side level at upright king pile 1 is provided with one or more main beam 2, be provided with oblique holder 3 at main beam 2 and upright king pile 1 connecting portion, every main beam 2 is equipped with oblique holder with upright king pile 1 connecting portion, described oblique holder 3 is arranged on the below of main beam 2 and upright king pile 1 connecting portion, and its height and width are 1.0～2.0m.Generally for easy construction, simply, only a horizontal main beam need to be set just passable, as shown in Figure 1, the cantilever end of horizontal main beam is placed in good ground 7, its length being placed in good ground 7 is not less than 2m, guarantee period is held power effect, the length specifically stretching into determines according to construction, as long as meeting 2m, ordinary circumstance just can realize, the upright king pile 1 antiskid pile section of this horizontal main beam distance is more than or equal to 2m with the distance of holding power pile section handing-over line, ordinary circumstance 2-3m can, specifically determine according to the length of stake, the concrete layout in slope support engineering is as shown in Figure 5 at antislide pile for this type, concrete layout in landslide control engineering as shown in Figure 6.
As shown in Figure 2, when described horizontal main beam 2 has many, the length that the cantilever end of every main beam 2 is placed in good ground 7 is all not less than 2m, be placed in the upright king pile 1 antiskid pile section back side the upright king pile 1 antiskid pile section of the most horizontal main beam distance of below and the distance of holding power pile section handing-over line be more than or equal to 2m, the concrete layout of this type in landslide control engineering is as shown in Figure 6.Described cross sectional shape of directly advocating stake 1 and main beam 2 is rectangle, the breadth of section of main beam 2 is more than or equal to 1/2 of stake 1 breadth of section of directly advocating, its optimum state, and the stake type of the aspect of constructing is that the cross-sectional sizes of main beam 2 is identical with stake 1 cross-sectional sizes of directly advocating.
Antislide pile described in the utility model can not arrange gate beam 8 at the power of the holding pile section back side of upright king pile 1, also can at the power of the holding pile section back side of upright king pile 1, one or more gate beam 8 be set in order to increase antiskid effect, stake type is as shown in Figure 3 to hold the power pile section back side at upright king pile 1 to be provided with a gate beam, this gate beam 8 can arrange oblique holder with the below of upright king pile 1 junction, oblique holder also can be set, the cross sectional shape size of gate beam 8 is identical with the cross section of main beam 1, its cantilever end is also placed in good ground 7, and the length being placed in good ground 7 is not less than 2m, the concrete layout of this type in landslide control engineering as shown in Figure 8.
In the time that the power of the holding pile section back side of upright king pile 1 does not arrange gate beam 8, as shown in Figure 4, can below the main beam 2 below, be provided with auxiliary upright stake 9, auxiliary upright stake 9 ordinary circumstances are to have inserted completely in good ground 7, as shown in Figure 9.
As shown in Figure 10, Figure 11, its operating principle of antislide pile shown in Fig. 1 is: when antislide pile work, the gravity pressure that horizontal main beam 2 provides by Rock And Soil after stake 4, gives full play to the anti-skid function of its load-bearing, has effectively reduced Thrust of Landslide or side slope soil pressure that upright king pile 1 is born; When main beam 2 and upright king pile 1 cooperative bearing, after stake, Rock And Soil 4 can produce an opposing moment of flexure contrary with Thrust of Landslide or side slope soil pressure action moment at main beam 2 upsides, main beam 2 self is also shared Partial Shear simultaneously, thereby bending resistance and the shear resistance of antislide pile are improved, reduce antislide pile fixed section length, sectional dimension and quantity of reinforcement, saved construction costs.
The utility model, taking the stake type in Fig. 1 as example, is specifically introduced the construction method of this type, and shown in Figure 12, in Fig. 1, the construction method concrete steps of antislide pile are as follows:
(a) main upright stake is positioned at the pile body pore-forming of horizontal main beam epimere, adopts artificial vertical digging mode pore-forming, and in pore forming process, one section of every excavation is built one section of steel concrete retaining wall, and circulation construction is to oblique backing face design elevation; Described circulation construction completes in the following manner: every section of vertical cut degree of depth should be controlled between 0.5～1.0m, and breast wall concrete adopts C25 concrete, and thickness is not less than 20cm, after the preceding paragraph panelling construction completes, can carry out next section of excavation;
(b) horizontal main beam Liang Shen cavern pore-forming, in the time of first section of main beam excavation, just digging two right-angle sides downwards tiltedly holds in the palm at crossbeam and the right-angled triangle on upright king pile respectively, adopt afterwards artificial horizontal digging mode pore-forming, in pore forming process, one section of every excavation adopts one section of the mode lining cutting such as anchor pole, spray concrete, and circulation construction is not less than 2.0m to stretching into Side Slope crack face or the landslide slide surface degree of depth; Described circulation construction completes in the following manner: every section of horizontal cutting depth should be controlled between 1.0～2.0m, lining cutting mode is adjusted flexibly according to driving stratum characteristic, in soft rock or scall, adopt spray concrete and combining anchor to carry out lining cutting, in other stratum, adopt spray concrete to carry out lining cutting, after the preceding paragraph lining construction completes, can carry out next section of excavation;
(c) horizontal main beam fabrication of reinforcing cage is installed, reinforcing bar adopts usual manner to weld in Liang Shen cavern, reinforcing cage is from the progressively fabrication and installation toward hole of cavern's face, in fabrication and installation process, horizontal haunch beam main tendon should stretch out hole and is not less than 35 times of main muscle diameter lengths, and is bent in cavern; Described horizontal haunched beam reinforcing cage welding completes in the following manner: between the main muscle of beam body and stirrup, adopt quincunx spot welding, between main muscle and main muscle, adopt overlap welding, fusion length is not less than 10 times of main muscle diameters.
(d) main upright stake is positioned at the pile body pore-forming of horizontal main beam hypomere, adopt artificial vertical digging mode pore-forming, in pore forming process, one section of every excavation is built one section of steel concrete retaining wall, and circulation is constructed to design elevation at the bottom of antislide pile stake, and circulation work progress is identical with the first step.
(e) upright pile body fabrication of reinforcing cage is installed, pile body reinforcing cage adopts usual manner to weld outside stake hole, pile body stirrup is encrypted in the upper and lower 2.0m scope of horizontal haunched beam joint, after completing, adopt crane that reinforcing bar cage hoisting is fixed to the stake hole of excavation, and in horizontal haunched beam and pile body joint, horizontal haunch beam main tendon and the main muscle of pile body are welded, and reinforcing cage welding manner is identical with the 4th step;
(f): adopt pumping of concrete to build upright king pile pile body and horizontal main beam, every continous pouring 0.5～0.7m in casting process, adopt immersion vibrator vibration compacting 1 time, the distance of immersion vibrator tumbling barrel or conduit end opening and concreting face should be controlled between 1.0～3.0m.
In construction the utility model when other type, its concrete construction method is identical with the construction method of Fig. 1 pile type, the construction sequence of each main beam and gate beam is according to step (b) and step (c) operation, the construction sequence of the hypomere of the construction sequence of the auxiliary upright stake of construction and upright king pile is identical, can installation steps (d) operate.
Claims (8)
1. a pile body is provided with the antislide pile of crossbeam, it is characterized in that: this antislide pile comprises upright king pile (1), described upright king pile (1) is made up of with the antiskid pile section that is positioned at good ground top the power of the holding pile section that is positioned at good ground, antiskid pile section back side level at upright king pile (1) is provided with one or more main beam (2), the cantilever end of described main beam is provided with the power of the holding section that is placed in good ground, is provided with oblique holder (3) at main beam (2) and upright king pile (1) connecting portion.
2. a kind of pile body according to claim 1 is provided with the antislide pile of crossbeam, it is characterized in that: the power of the holding pile section back side at upright king pile (1) does not arrange or be horizontally disposed with one or more gate beam (8).
3. a kind of pile body according to claim 1 and 2 is provided with the antislide pile of crossbeam, it is characterized in that: while gate beam (8) not being set at the power of the holding pile section back side of upright king pile (1), main beam (2) below below is provided with auxiliary upright stake (9).
4. a kind of pile body according to claim 1 and 2 is provided with the antislide pile of crossbeam, it is characterized in that: upright king pile (1) the antiskid pile section of main beam (2) distance of below and the distance of holding power pile section handing-over line are more than or equal to 2m to be horizontally set on upright king pile (1) the antiskid pile section back side.
5. a kind of pile body according to claim 1 and 2 is provided with the antislide pile of crossbeam, it is characterized in that: described in be horizontally set on upright king pile (1) the antiskid pile section back side one or more main beam (2) power of holding section of being placed in good ground be more than or equal to 2m.
6. be provided with the antislide pile of crossbeam according to a kind of pile body described in claim 1 or 2, it is characterized in that: described cross sectional shape of directly advocating stake (1) and main beam (2) is rectangle, and the breadth of section of main beam (2) is not less than 1/2 of stake (1) breadth of section of directly advocating.
7. be provided with the antislide pile of crossbeam according to a kind of pile body described in claim 1 or 2, it is characterized in that: described cross sectional shape of directly advocating stake (1) and main beam (2) is rectangle, and the cross-sectional sizes of main beam (2) is identical with stake (1) cross-sectional sizes of directly advocating.
8. the antislide pile that is provided with crossbeam according to a kind of pile body described in claim 1 or 2, is characterized in that: described oblique holder (3) is arranged on the below of main beam (2) and upright king pile (1) connecting portion, and its height and width are 1.0～2.0m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420169385.XU CN203782684U (en) | 2014-04-09 | 2014-04-09 | Anti-skid pile provided with crossbeam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420169385.XU CN203782684U (en) | 2014-04-09 | 2014-04-09 | Anti-skid pile provided with crossbeam |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203782684U true CN203782684U (en) | 2014-08-20 |
Family
ID=51318887
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201420169385.XU Expired - Lifetime CN203782684U (en) | 2014-04-09 | 2014-04-09 | Anti-skid pile provided with crossbeam |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203782684U (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104895090A (en) * | 2015-04-14 | 2015-09-09 | 重庆交通大学 | Combined ladder key structure and construction method |
| CN105804097A (en) * | 2016-03-28 | 2016-07-27 | 上海市政工程设计研究总院（集团）有限公司 | Cantilever structure way for treating landslides in cooperation with h-shaped anti-sliding piles and construction method of cantilever structure way |
| CN108103867A (en) * | 2018-01-02 | 2018-06-01 | 兰州理工大学 | A kind of hangar tunnel formula antiskid structure and construction method with roadnet |
| CN108265733A (en) * | 2018-04-11 | 2018-07-10 | 王凯 | Build-in soil body restricted type pile slab supporting structure and construction method before stake |
| CN110106888A (en) * | 2019-04-02 | 2019-08-09 | 刘侨 | It is a kind of to exempt from horizontally-supported self-stabilization type foundation pit enclosure support construction construction method |
| CN110952573A (en) * | 2019-12-03 | 2020-04-03 | 清华大学 | L-shaped slide-resistant pile for reinforcing soil slope by water level change belt and construction method thereof |
| CN111636902A (en) * | 2020-05-30 | 2020-09-08 | 中铁十八局集团有限公司 | TF type pile and method for preventing and treating large bias voltage and large deformation of tunnel slope based on TF type pile |
-
2014
- 2014-04-09 CN CN201420169385.XU patent/CN203782684U/en not_active Expired - Lifetime
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104895090A (en) * | 2015-04-14 | 2015-09-09 | 重庆交通大学 | Combined ladder key structure and construction method |
| CN104895090B (en) * | 2015-04-14 | 2017-01-04 | 重庆交通大学 | Combined ladder key structure and construction method thereof |
| CN105804097A (en) * | 2016-03-28 | 2016-07-27 | 上海市政工程设计研究总院（集团）有限公司 | Cantilever structure way for treating landslides in cooperation with h-shaped anti-sliding piles and construction method of cantilever structure way |
| CN108103867A (en) * | 2018-01-02 | 2018-06-01 | 兰州理工大学 | A kind of hangar tunnel formula antiskid structure and construction method with roadnet |
| CN108265733A (en) * | 2018-04-11 | 2018-07-10 | 王凯 | Build-in soil body restricted type pile slab supporting structure and construction method before stake |
| CN110106888A (en) * | 2019-04-02 | 2019-08-09 | 刘侨 | It is a kind of to exempt from horizontally-supported self-stabilization type foundation pit enclosure support construction construction method |
| CN110952573A (en) * | 2019-12-03 | 2020-04-03 | 清华大学 | L-shaped slide-resistant pile for reinforcing soil slope by water level change belt and construction method thereof |
| CN111636902A (en) * | 2020-05-30 | 2020-09-08 | 中铁十八局集团有限公司 | TF type pile and method for preventing and treating large bias voltage and large deformation of tunnel slope based on TF type pile |
| CN111636902B (en) * | 2020-05-30 | 2023-02-28 | 中铁十八局集团有限公司 | Method for preventing and treating large bias voltage and large deformation of tunnel slope by TF type piles |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN203782684U (en) | Anti-skid pile provided with crossbeam | |
| CN104018490A (en) | Z-shaped rectangular-section anti-skidding pile and construction method thereof | |
| CN103388341B (en) | Large-sized piled raft foundation structure and construction method | |
| CN102653945B (en) | Foundation reinforcing and replacing structure and construction method thereof | |
| CN103696784B (en) | Large-diameter long pipe curtain construction method for shallowly-buried large-span under-tunnel-passing architectural structure | |
| CN206233258U (en) | A kind of Pear-Shaped diaphram wall Anchor Foundation for being applied to suspension bridge | |
| CN102864781A (en) | Foundation pit supporting method utilizing inclined piles | |
| CN107119699A (en) | A kind of friction pile and its construction method based on the beam of uniform strength | |
| CN103806451B (en) | A kind of anchorage type foundation ditch strengthening structure and construction method thereof | |
| CN104018496B (en) | A kind of pile body arranges circular cross-section friction pile and the construction method thereof of Horizontal hunche beam | |
| CN103334778A (en) | Construction technology of step temporary support and partial double side walls | |
| CN104234063A (en) | Structure of steel-reinforced concrete slide-resistant pile | |
| CN204151798U (en) | A kind of steel reinforced concrete anti-slide pile structure | |
| CN203741848U (en) | Steel tube plate type retaining structure | |
| CN211174126U (en) | Open cut tunnel structure | |
| CN105696701B (en) | A kind of suitable slope shear wall building development platform and its construction method | |
| CN202124855U (en) | Rotary drilling prefabricate composite pile | |
| CN210104765U (en) | High and large retaining structure of soft geological side slope | |
| CN205024719U (en) | Pile foundation and integrated reverse construction vertical braces system of underground continuous wall | |
| CN207121926U (en) | Pattern foundation pit supporting structure retaining wall | |
| CN104018495A (en) | Bilateral haunched beam circular section anti-slide pile and construction method thereof | |
| CN109706955A (en) | One kind being suitable for III class stake of cast-in-situ bored pile and cushion cap connection type | |
| CN206337566U (en) | Foundation ditch vertical prestressing anchor pole supporting construction | |
| CN203855959U (en) | Circular-section anti-slide pile with bilateral haunched beams | |
| CN106640118A (en) | Underground cavity arch crown structure, underground cavity and underground cavity construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20140820 |