CN211713987U - Three-dimensional frame pile body structure for deep landslide treatment - Google Patents
Three-dimensional frame pile body structure for deep landslide treatment Download PDFInfo
- Publication number
- CN211713987U CN211713987U CN201922280213.5U CN201922280213U CN211713987U CN 211713987 U CN211713987 U CN 211713987U CN 201922280213 U CN201922280213 U CN 201922280213U CN 211713987 U CN211713987 U CN 211713987U
- Authority
- CN
- China
- Prior art keywords
- landslide
- pile
- length
- slip
- anchor rod
- 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 - Fee Related
Links
- 239000011435 rock Substances 0.000 claims abstract description 8
- 230000002787 reinforcement Effects 0.000 claims description 18
- 239000002002 slurry Substances 0.000 claims description 11
- 239000004567 concrete Substances 0.000 claims description 10
- 239000011150 reinforced concrete Substances 0.000 claims description 8
- 239000002689 soil Substances 0.000 claims description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 4
- 239000011083 cement mortar Substances 0.000 claims description 4
- 239000010959 steel Substances 0.000 claims description 4
- 238000003466 welding Methods 0.000 claims description 4
- 238000010276 construction Methods 0.000 description 13
- 238000005516 engineering process Methods 0.000 description 12
- 230000002265 prevention Effects 0.000 description 9
- 238000013461 design Methods 0.000 description 6
- 238000011161 development Methods 0.000 description 4
- 238000000034 method Methods 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 238000005553 drilling Methods 0.000 description 3
- 230000006872 improvement Effects 0.000 description 3
- 238000012546 transfer Methods 0.000 description 3
- 230000005540 biological transmission Effects 0.000 description 2
- 239000004927 clay Substances 0.000 description 2
- 238000007599 discharging Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000009825 accumulation Methods 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000006978 adaptation Effects 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000012827 research and development Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Images
Landscapes
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The utility model discloses a three-dimensional frame pile body structure that deep landslide was administered, including a plurality of frame pile bodies, a plurality of frame pile bodies form three-dimensional frame pile body structure, and the frame pile body comprises anti-sliding key, stock and friction pile, and the friction key is located rear portion in the landslide to set up near the landslide sliding surface, and build in to the basement rock, the friction pile is located the landslide leading edge, and anti-sliding key is connected by the oblique stock with the friction pile. The utility model is suitable for a work is administered to the darker medium-sized or large-scale landslide of landslide body thickness, forms three-dimensional frame pile body structure with anti-slide key, stock and anti-slide pile combination together to this supports great landslide thrust, reaches the purpose of administering the landslide.
Description
Technical Field
The utility model relates to a landslide prevention and cure engineering field such as mountain road, mountain railway, mountain town, hydraulic engineering especially relates to a three-dimensional frame pile body structure that deep landslide was administered.
Background
A large number of landslide geological disasters are distributed in western mountain areas in China, wherein the total landslide amount of oversize landslides and deep accumulation layer landslides is less than 10%, but the economic loss and casualties caused by the landslides account for more than 90%. With the construction and development of infrastructures in 'one road in China' and 'Changjiang river economic zone', a new round of large-scale landslide geological disasters are induced along with natural factors such as heavy rainfall, strong earthquake and the like, and major towns, traffic main lines and water conservancy facilities are seriously threatened. Therefore, the development of large-scale landslide control engineering and the research and development of highly effective large-scale landslide control technology are key problems to be solved urgently in the field of geological disaster prevention and control in China.
Deep landslides can be divided into lithologic deep landslides and soil deep landslides, and the lithologic deep landslides are generally composed of deep and complete rock masses and generate bedding slippage along a soft structural plane; the soil deep landslide is generally generated on river terraces, and a sliding body is formed by long-term rock mass weathered substances, so that the sliding surface is smooth, but the thickness of the sliding body is large. At present, the deep landslide treatment technology is still in a bottleneck period, and is particularly weak in the aspect of quick and efficient treatment. The control technologies such as anti-slide piles, anti-slide keys, anchoring engineering, drainage and the like developed so far have good effect on deep landslide, but large-volume concrete engineering is used as support, so that the problems of construction difficulty upgrading, poor suitability of construction technology, unreasonable economy and the like are caused. Along with the development of engineering technology, the advantages of the combined technology or the combined technology are more and more prominent, which mainly shows three aspects, one is that the combined technology can greatly reduce concrete engineering and has small economic investment; secondly, the combined application of multiple mature prevention and control technologies reduces the construction difficulty and has higher suitability of the construction technology; thirdly, various combined structures are formed into a whole, and the bearing capacity can be enhanced due to the interaction between the structures. Therefore, the development of a combined control technology suitable for deep landslide is urgently needed, and a technical support is provided for effective control of deep landslide.
Disclosure of Invention
An object of the utility model is to overcome the above-mentioned problem that prior art exists, provide a three-dimensional frame pile body structure that deep landslide was administered. The utility model is suitable for a work is administered to the darker medium-sized or large-scale landslide of landslide body thickness, forms three-dimensional frame pile body structure with anti-slide key, stock and anti-slide pile combination together to this supports great landslide thrust, reaches the purpose of administering the landslide.
In order to achieve the above object, the utility model adopts the following technical scheme:
the utility model provides a three-dimensional frame pile body structure that deep landslide was administered which characterized in that: the anti-slip pile structure comprises a plurality of frame pile bodies, wherein the frame pile bodies form a three-dimensional frame pile body structure, each frame pile body consists of an anti-slip key, an anchor rod and an anti-slip pile, the anti-slip key is positioned at the middle rear part of a landslide body, arranged near a slip surface of the landslide body and embedded and fixed into bedrock, the anti-slip pile is positioned at the front edge of the landslide body, and the anti-slip key is connected with the anti-slip pile through the oblique anchor rod.
The anti-sliding key is of a reinforced concrete structure, the diameter or the side length is not less than 1m, and for soil landslide, the length of the embedded endaNot less than 3m, and the length of the embedded end for rocky landslideaNot less than 2m, free segment lengthbNot less than 1.2a。
The anti-slide pile is of a reinforced concrete structure, the diameter or the side length is not less than 1.5m, and the length of the embedded endcNot less than the total pile length (c+d) 1/3, for landslide, length of embedded endcNot less than 5m, and the length of the embedded end for rock landslidecNot less than 3 m.
The anchor rod is of a full-length bonding type and comprises a rib body, slurry and an anchor head, the total length of the anchor rod is not less than 12m, the angle between the total length of the anchor rod and the horizontal direction is 10-15 degrees, the diameter of the anchor rod is not less than 70mm, the rib body is formed by welding a plurality of threaded steel bars, and the slurry is cement mortar.
The anti-sliding key is in lap joint with the tail of the anchor rod, and the rib body of the anchor rod penetrates through the reinforcement cage of the anti-sliding key to form a whole through poured concrete.
And the rib body of the anchor rod penetrates through the reinforcement cage of the anti-slide pile and is exposed out of the reinforcement cage by at least 0.8m, the rib body of the anchor rod and the reinforcement cage of the anti-slide pile are solidified into a whole after the anti-slide pile is poured, and the anchor is sealed through the clamping anchor.
Adopt the utility model has the advantages of:
one, the utility model discloses in, anti-skidding key and the stock structure of adopting in the three-dimensional frame pile body structure, but ground body excavation volume and the concrete volume that significantly reduces reduce economic input.
Two, the utility model discloses in, adopt the stock to link together anti-sliding key and friction pile, form link structure, anti-sliding key can strengthen landslide shear strength, and the stock passes through interface ground body shear strength and reduces the transmission of landslide thrust, and the remaining sliding force of friction pile interception simultaneously ensures the last stability of the landslide body, therefore this structure can provide than the joint supporting force bigger than anti-sliding key and friction pile.
Thirdly, the utility model discloses in, anti-skidding key, stock and anti-skidding stake combination form three-dimensional frame pile body structure together, can strengthen the deformation rigidity of structure, the ability reinforcing of adaptation deformation.
Fourth, the utility model discloses in, adopt the friction key to administer the landslide trailing edge slope body, solved the friction pile setting and compare too big problem at slope body trailing edge slenderness, simultaneously, only need drill at the landslide body trailing edge, need not carry out bulky concrete engineering, improved the efficiency of construction.
Fifthly, the utility model discloses a three-dimensional frame pile body structure, stock are usually longer than anti-sliding key, slide-resistant stake, can be at certain length within range in-connection anti-sliding key and slide-resistant stake, can satisfy the great improvement demand of landslide body thickness from this.
To sum up, the utility model is suitable for a medium-sized or large-scale landslide improvement engineering that landslide thickness is darker forms three-dimensional frame pile body structure with anti-slide key, stock and anti-slide pile combination together to this supports great landslide thrust, reaches the purpose of administering the landslide, has that the construction is convenient, bearing capacity is strong, economic input is little, the reinforcement effect is showing etc. characteristics, has the disaster prevention and subtracts the calamity and the emergent attribute of administering.
Drawings
FIG. 1 is a sectional view of a three-dimensional frame pile structure for deep landslide control;
fig. 2 is a top view of the structure of the three-dimensional frame pile body of the present invention;
FIG. 3 is a cross-sectional view of the anti-sliding key of the present invention;
FIG. 4 is a cross-sectional view of the slide-resistant pile of the present invention;
fig. 5 is a schematic view of the anchor rod structure of the present invention;
fig. 6 is a calculated graph of the residual glide force of landslide according to the transmission coefficient method of the present invention.
Labeled as: 1. the anti-slip anchor comprises an anti-slip key, 2 an anchor rod, 3 an anti-slip pile, 4 a slip mass, 5 a bedrock, 6 a slip surface, 7 a rib body, 8 a slurry, 9 an anchor head.
Detailed Description
Example 1
The utility model provides a three-dimensional frame pile body structure that deep landslide was administered, includes a plurality of frame pile bodies, and a plurality of frame pile bodies form three-dimensional frame pile body structure, and the frame pile body comprises anti-slide key 1, stock 2 and slide-resistant pile 3, and anti-slide key 1 is located landslide body 4 middle and rear portion to set up near slip surface 6 of landslide body 4, and inlay and solidify to the basement rock 5 in, and slide-resistant pile 3 is located landslide body 4 front edge, and anti-slide key 1 is connected by oblique stock 2 with slide-resistant pile 3.
The anti-sliding key 1 is of a reinforced concrete structure, the diameter or the side length is not less than 1m, and for soil landslide, the length of the embedded endaNot less than 3m, and the length of the embedded end for rocky landslideaNot less than 2m, free segment lengthbNot less than 1.2a。
The anti-slide pile 3 is of a reinforced concrete structure, the diameter or the side length is not less than 1.5m, and the length of the embedded endcNot less than the total pile length (c+d) 1/3, for landslide, length of embedded endcNot less than 5m, and the length of the embedded end for rock landslidecNot less than 3 m.
The anchor rod 2 is of a full-length bonding type and is composed of a rib body 7, slurry 8 and an anchor head 9, the rib body 7 is arranged in the slurry 8, the anchor head 9 is arranged at the end of the rib body, the total length of the anchor rod 2 is not less than 12m, the angle between the anchor rod 2 and the horizontal direction is 10-15 degrees, the diameter of the anchor rod 2 is not less than 70mm, the rib body 7 is formed by welding a plurality of threaded reinforcing steel bars, and the slurry 8 is cement mortar.
The anti-sliding key 1 is in lap joint with the tail part of the anchor rod 2, and the rib body 7 of the anchor rod 2 penetrates through the reinforcement cage of the anti-sliding key 1 to form a whole through poured concrete.
And the rib body 7 of the anchor rod 2 penetrates through the reinforcement cage of the slide-resistant pile 3 and is exposed out of the reinforcement cage by at least 0.8m, and after the slide-resistant pile 3 is poured, the rib body 7 of the anchor rod 2 and the reinforcement cage of the slide-resistant pile are solidified into a whole and are sealed by a clamping anchorage device.
Adopt the utility model discloses a construction process, include following step:
(1) divide the landslide body intonThe bar block can be used for applying force to the slide-resistant key and slide-resistant pileiResidual gliding force of individual barE i Determining the residual glide forceE i Calculated from the following formula (1),
wherein,
（2）
in the formula,E i 、E i-1are respectively the firsti、i-remaining slip force of 1 bar;W i the self weight of the first strip block;F st a safety factor for landslide;ψ i is the inter-bar transfer coefficient;α i 、α i-1are respectively the firsti、i-1 slip plane angle to the horizontal;l i is the length of the first bar;c i 、φ i the cohesive force and the internal friction angle of the first bar;
(2) acquiring landslide parameters aiming at landslide;
(3) determining the grade of a landslide prevention project through the landslide scale, setting a safety factor, and calculating the residual gliding force of the position where an anti-skidding key and an anti-skidding pile are to be arranged by adopting a formula (1) so as to calculate the resultant force acting on the anti-skidding key, the anchor rod and the anti-skidding pile;
(4) performing mechanical calculation and structural design on the stereoscopic frame pile body structure through residual sliding force acting on the anti-sliding key, the anti-sliding pile and the anchor rod;
(5) excavating an anti-slide key hole and an anti-slide pile hole, removing residue at the bottom of the hole after excavating to a designed depth, and discharging water at the bottom of the hole;
(6) drilling an anchor rod anchor hole, wherein the anchor hole penetrates through the anti-slide pile hole to reach the designed position of the anti-slide key hole;
(7) binding an anti-slide pile and an anti-slide key reinforcement cage, respectively lowering the anti-slide pile and the anti-slide key reinforcement cage to the bottom of a hole, and then lowering the anchor rod rib body, wherein the tail part of the anchor rod rib body is required to reach the anti-slide key position;
(8) grouting the anti-sliding key hole, grouting the anchor rod after the initial setting of concrete is finished, and finally grouting the anti-sliding pile;
(9) the anti-sliding key is only filled with grout at the bottom of the hole, the upper part of the anti-sliding key is filled with clay to cover, and finally the anchor rod is sealed.
In the step (1), the remaining slip force at the position of the anti-slip key calculated by the formula (1) is assumed to beE a The force is respectively borne by the anti-sliding key and the anchor rod, and the force borne by the anti-sliding keyE a1The anchor rod bears the force ofE a2Then, thenE a =E a1+E a2。
In the step (1), the remaining slip force at the position of the slide pile calculated by the formula (1) is assumed to beE b Due to the forces borne by the anchorE a2Transmitted to the slide-resistant pile, the actual force acting on the slide-resistant pile isE b +E a2。
In the step (2), for the medium-sized or large-sized landslide with a deeper landslide body thickness, the landslide range, the landslide body thickness, the sliding surface angle, the sliding surface length, the sliding surface cohesion and the internal friction angle are obtained through a surveying means.
Example 2
The present embodiment will be further described with reference to the accompanying drawings.
The utility model is suitable for a medium-sized or large-scale landslide improvement engineering that gliding mass thickness is darker. A three-dimensional frame pile body structure consisting of an anti-slide key 1, an anchor rod 2 and an anti-slide pile 3 and an engineering design and construction method thereof (figures 1-2) are involved;
the three-dimensional frame pile body structure comprises an anti-slide key 1, anchor rods 2 and anti-slide piles 3, wherein the anti-slide key 1 is located at the middle rear part of a landslide, is arranged near a sliding surface 6 of a landslide body 4 and is embedded to a bedrock 5 to a certain depth, the anti-slide piles 3 are located at the front edge of the landslide body 4, and the anti-slide key 1 and the anti-slide piles 3 are connected through the oblique anchor rods 2.
The anti-sliding key 1 (figure 3) is a reinforced concrete structure, the diameter or the side length is not less than 1m, and for soil landslide, the length of the embedded endaNot less than 3m, and the length of the embedded end for rocky landslideaNot less than 2m, free segment lengthbNot less than 1.2a。
The slide-resistant pile 3 (figure 4) is of a reinforced concrete structure, the diameter or the side length is not less than 1.5m, and the length of the embedded endcNot less than the total pile length (c+d) 1/3, for landslide, length of embedded endcNot less than 5m, and the length of the embedded end for rock landslidecNot less than 3 m.
The anchor rod 2 (figure 5) is of a full-length bonding type and consists of a rib body 7, slurry 8 and an anchor head 9, the total length of the anchor rod 2 is not smaller than 12M, the angle between the anchor rod 2 and the horizontal direction is 10-15 degrees, the diameter of the anchor rod 2 is not smaller than 70mm, the rib body 7 can be formed by welding a plurality of threaded steel bars, the slurry 8 is cement mortar with the label of M15 or M20, and the anchor head 9 is required to be subjected to anchor sealing treatment to prevent the steel bars from being corroded.
The anti-sliding key 1 and the tail part of the anchor rod 2 are in lap joint, and the rib body 7 of the anchor rod 2 penetrates through the reinforcement cage of the anti-sliding key 1 to form a whole after concrete is poured.
The rib body 7 of the anchor rod 2 also penetrates through the reinforcement cage of the anti-slide pile 3 and is exposed out of the reinforcement cage by 0.8m, after the anti-slide pile 3 is poured, the rib body 7 of the anchor rod 2 and the reinforcement cage of the anti-slide pile 3 are solidified together, and then an anchorage device is clamped for sealing the anchorage.
Dividing the landslide body into landslide bodies by adopting a transfer coefficient method for landslide stability calculationnThe bar (figure 6) can be used for the first time to act on the anti-slide key and the anti-slide pileiResidual gliding force of individual barE i Determining the residual glide forceE i Calculated from the following formula (1),
wherein,
（2）
in the formula,E i 、E i-1are respectively the firsti、i-remaining slip force of 1 bar;W i the self weight of the first strip block;F st a safety factor for landslide;ψ i is the inter-bar transfer coefficient;α i 、α i-1are respectively the firsti、i-1 slip plane angle to the horizontal;l i is the length of the first bar;c i 、φ i the cohesion and internal friction angle of the first bar.
Assuming that the remaining slip force of the anti-slip key position calculated by equation (1) isE a The force is respectively borne by the anti-sliding key and the anchor rod, and the force borne by the anti-sliding keyE a1The anchor rod bears the force ofE a2Then, thenE a =E a1+E a2。
Assuming the remaining slip force of the slide pile position calculated by equation (1) asE b Due to the forces borne by the anchorE a2Transmitted to the slide-resistant pile, the actual force acting on the slide-resistant pile isE b +E a2。
The residual gliding force acting on the anti-sliding key, the anti-sliding pile and the anchor rod is obtained, and the mechanical calculation and the structural design of the solid pile body structure can be carried out according to landslide prevention engineering design and construction technical specification (DZ/T0219-.
The implementation steps are as follows:
(1) aiming at medium or large landslides with deeper landslide body thickness, parameters such as landslide range, landslide body thickness, landslide surface angle, landslide surface length, landslide surface cohesive force, internal friction angle and the like are obtained through a surveying means;
(2) determining the grade of a landslide prevention project through the landslide scale, setting a safety factor, and calculating the residual gliding force of the position where an anti-skidding key and an anti-skidding pile are to be arranged by adopting a formula (1) so as to calculate the resultant force acting on the anti-skidding key, the anchor rod and the anti-skidding pile;
(3) performing mechanical calculation and structural design on a three-dimensional pile body structure according to landslide prevention engineering design and construction technical specification (DZ/T0219-;
(4) construction technical method of frame pile body structure for deep landslide treatment
1) Excavating an anti-slide key hole and an anti-slide pile hole manually or mechanically, performing wall protection treatment on an orifice to prevent a drilled soil body from collapsing, and after excavating to a designed depth, removing residue at the bottom of a hole and discharging bottom water;
2) drilling an anchor rod anchor hole by adopting a directional drilling technology, wherein the anchor hole penetrates through the anti-slide pile hole to reach the designed position of the anti-slide key hole, and new hole bottom residues are formed in the anti-slide pile hole and the anti-slide key hole when the anchor hole is drilled and are removed in time;
3) binding an anti-slide pile and an anti-slide key reinforcement cage, respectively lowering the anti-slide pile and the anti-slide key reinforcement cage to the bottom of a hole, and then lowering the anchor rod rib body, wherein the tail part of the anchor rod rib body is required to reach the anti-slide key position;
4) grouting the anti-sliding key hole, grouting the anchor rod after the initial setting of concrete is finished, and finally grouting the anti-sliding pile, wherein grouting is performed from the bottom of the hole upwards in sequence during grouting so as to prevent the pile body or the anchor rod body from being broken;
5) the anti-slip key is only filled with slurry at the bottom of the hole for a certain depth, clay is filled in the upper part of the anti-slip key to cover the anti-slip key, so that water is prevented from entering a slip surface or corroding the anti-slip pile, and finally, the anchor rod is sealed and anchored, and anti-corrosion treatment measures are taken.
The principle of the utility model is as follows:
(1) aiming at medium-sized or large-sized landslides with deeper landslide body thickness, the landslide body thickness and the landslide thrust are large, single-row piles are difficult to control the landslides, multiple rows of piles can be adopted for prevention and treatment, but due to the large landslide body thickness, anti-slide piles in the middle or the rear part are difficult to meet the length-diameter ratio requirement, a large pile body area is often needed, and construction is inconvenient and economic waste is caused;
(2) the anti-slide key is adopted as the back row pile, so that the length-diameter ratio problem arranged in the middle or the back part of the landslide can be eliminated, meanwhile, the anti-slide key can play a role in enhancing the mechanical parameters of the sliding surface and increasing the anti-slide force, when the landslide thrust is large, the landslide thrust borne by the anti-slide key can be transmitted to the anchor rod, the downward sliding force is reduced through the friction strength of the anchor rod, the landslide thrust can be transmitted to the anti-slide pile on the front edge of the landslide, and the anti-slide pile supports the rest of the landslide thrust;
(3) the three-dimensional frame pile body structure consisting of the anti-slide keys, the anchor rods and the anti-slide piles is a complete structure body, under the action of landslide thrust, force between the structures can be mutually transmitted, and the formed frame structure can bear larger landslide thrust, so that the three-dimensional frame pile body structure is used for medium-sized or large-sized landslide treatment engineering with deeper landslide body thickness.
Claims (5)
1. The utility model provides a three-dimensional frame pile body structure that deep landslide was administered which characterized in that: the anti-slip pile comprises a plurality of frame pile bodies, wherein the frame pile bodies form a three-dimensional frame pile body structure, each frame pile body consists of an anti-slip key (1), an anchor rod (2) and an anti-slip pile (3), the anti-slip key (1) is positioned at the middle rear part of a slip mass (4), is arranged near a slip surface (6) of the slip mass (4) and is embedded into a bedrock (5), the anti-slip pile (3) is positioned at the front edge of the slip mass (4), and the anti-slip key (1) is connected with the anti-slip pile (3) through the oblique anchor rod (2).
2. The three-dimensional frame pile structure for deep landslide treatment according to claim 1, wherein: the anti-sliding key (1) is of a reinforced concrete structure, the diameter or the side length is not less than 1m, and for soil landslide, the length of the embedded endaNot less than 3m, and the length of the embedded end for rocky landslideaNot less than 2m, free segment lengthbNot less than 1.2a。
3. The three-dimensional frame pile structure for deep landslide treatment according to claim 2, wherein: the anti-slide pile (3) is of a reinforced concrete structure, the diameter or the side length is not less than 1.5m, and the length of the embedded endcNot less than total pile lengthc+d1/3, for landslide, length of embedded endcNot less than 5m, and the length of the embedded end for rock landslidecNot less than 3 m.
4. The three-dimensional frame pile structure for deep landslide treatment according to claim 3, wherein: the anchor rod (2) is of a full-length bonding type and is composed of a rib body (7), slurry (8) and an anchor head (9), the total length of the anchor rod (2) is not less than 12m, the angle between the anchor rod and the horizontal direction is 10-15 degrees, the diameter of the anchor rod (2) is not less than 70mm, the rib body (7) is formed by welding a plurality of threaded steel bars, and the slurry (8) is cement mortar.
5. The three-dimensional frame pile structure for deep landslide treatment according to claim 4, wherein: the anti-sliding key (1) is in lap joint with the tail of the anchor rod (2), and the rib body (7) of the anchor rod (2) penetrates through a reinforcement cage of the anti-sliding key (1) to form a whole through poured concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922280213.5U CN211713987U (en) | 2019-12-18 | 2019-12-18 | Three-dimensional frame pile body structure for deep landslide treatment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922280213.5U CN211713987U (en) | 2019-12-18 | 2019-12-18 | Three-dimensional frame pile body structure for deep landslide treatment |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN211713987U true CN211713987U (en) | 2020-10-20 |
Family
ID=72816793
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201922280213.5U Expired - Fee Related CN211713987U (en) | 2019-12-18 | 2019-12-18 | Three-dimensional frame pile body structure for deep landslide treatment |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN211713987U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111021376A (en) * | 2019-12-18 | 2020-04-17 | 中国地质科学院探矿工艺研究所 | Three-dimensional frame pile body structure for deep landslide treatment and construction process thereof |
-
2019
- 2019-12-18 CN CN201922280213.5U patent/CN211713987U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111021376A (en) * | 2019-12-18 | 2020-04-17 | 中国地质科学院探矿工艺研究所 | Three-dimensional frame pile body structure for deep landslide treatment and construction process thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111021376A (en) | Three-dimensional frame pile body structure for deep landslide treatment and construction process thereof | |
| CN102518135A (en) | Foundation pit support construction method combining horizontal rotary jet-grouting soil bolting and bore concrete piles | |
| CN103696784B (en) | Large-diameter long pipe curtain construction method for shallowly-buried large-span under-tunnel-passing architectural structure | |
| CN103352477A (en) | Vertical prestressed anchor rod gravity type composite retaining wall and design and construction method thereof | |
| CN102953341A (en) | Overhead trestle structure built on non-covering steep bare rocks in deep rapids | |
| CN202323970U (en) | Combined reinforcement system for side slope | |
| CN105525627A (en) | Two-way anchorage plate retaining wall and construction method thereof | |
| CN211898463U (en) | Reinforcing device combining micro-steel pipe pile and anchor rod | |
| CN103321234B (en) | Constructing method of load-bearing structure built on high slope or geological complex area | |
| CN111456081A (en) | Pile foundation retaining wall structure and construction method | |
| CN108867376A (en) | Face anchor system and its construction method after mating type forever | |
| CN101240548A (en) | Two-stage stack-type cantilevered L-shaped blank wall and construction method thereof | |
| CN203049443U (en) | High level trestle structure arranged on steep bare rock of deepwater torrent unsheathed layer | |
| CN211713987U (en) | Three-dimensional frame pile body structure for deep landslide treatment | |
| CN110889235A (en) | Underground pile foundation construction engineering design method | |
| CN108487234B (en) | Construction method of cast-in-situ pile plate type platform wall | |
| CN101368388B (en) | Anchor pipe skeleton support method | |
| CN201605588U (en) | Structure for reinforcing and fixing slope surface of prestress anchoring frame beam | |
| CN208472713U (en) | A kind of composite structure mini pile for administering small-sized landslide | |
| CN217399721U (en) | Supporting and retaining structure for soft soil area | |
| CN217324788U (en) | Abrupt slope roadbed structure convenient to prefabrication installation | |
| CN216360618U (en) | Protection architecture suitable for ultra-shallow tunnel shield that buries wears existing highway subgrade down | |
| CN201605587U (en) | Structure for reinforcing and fixing slope surface of prestress anchoring frame plate | |
| CN209891217U (en) | Abrupt slope antiskid reinforced structure | |
| CN104929101B (en) | Resistance to plucking prestress anchoraging broken stone pile and construction method that a kind of base expanding and base expanding multistage side is expanded |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20201020 Termination date: 20211218 |