CN-122020779-A - Green assembled pile and anchor wall cooperative structure and design method and construction method thereof

CN122020779ACN 122020779 ACN122020779 ACN 122020779ACN-122020779-A

Abstract

The invention discloses a green assembled pile and anchor wall cooperative structure, a design method and a construction method thereof, wherein the green assembled pile and anchor wall cooperative structure comprises a plurality of anti-slide piles which are vertically arranged, a buttress type retaining wall is arranged above the anti-slide piles, and the heel plate of the retaining wall at the bottom of the buttress type retaining wall and the pile tops of the anti-slide piles are rigidly anchored through an anchoring assembly; the anchor cable penetrates through the buttress type retaining wall and then is embedded into a side slope soil layer, active prestress is applied through tensioning, landslide thrust is shared, and the anchor cable, the anti-slide pile and the buttress type retaining wall are combined to form a space stress system. And dynamically optimizing the prestress value of the anchor cable through an algorithm, ending dynamic operation when the maximum pile-side stress of the pile-soil contact surface exceeds a preset threshold value, and checking and determining the optimal prestress value of the anchor cable and the width of the heel plate of the retaining wall. The invention solves the problems of environmental resource damage, long construction period, high cost and the like in the construction process of the existing pile anchor wall structure.

Inventors

LI KAI
YANG XIANGHONG
WANG YAN
QIU XIANG
Yang Boneng
JIANG HAOTIAN
SONG XIAOYU
CHEN JINGCHENG
QING XINQIANG
FU HONGYUAN

Assignees

中铁建工集团有限公司
长沙理工大学
中国建筑第五工程局有限公司
湖南省第六工程有限公司

Dates

Publication Date: 20260512
Application Date: 20251229

Claims (9)

1. The green assembled pile and anchor wall cooperative structure comprises a plurality of slide resistant piles (1) which are vertically arranged, and is characterized in that a buttress type retaining wall is arranged above the slide resistant piles (1), and a retaining wall heel plate (4) at the bottom of the buttress type retaining wall and the pile tops of the slide resistant piles (1) are rigidly anchored through an anchor assembly; the anchor cable (10) passes through the buttress type retaining wall and then is embedded into a side slope soil layer, active prestressing force is applied through tensioning, landslide thrust is shared, and the anchor cable, the anti-slide pile (1) and the buttress type retaining wall are combined to form a space stress system.
2. The green-fabricated pile-anchor wall co-structure of claim 1, wherein the anchor assembly comprises: The steel plate (9) with holes is pre-buried at the pile top of the anti-slide pile (1), and bolts (8) are pre-buried in holes of the steel plate (9) with holes; The embedded steel plate (7) is arranged in the retaining wall heel plate (4), and the embedded steel plate (7) has the same structure as the steel plate (9) with holes; When the wall-supporting retaining wall is installed, the holes of the pre-buried steel plates (7) are aligned with the bolts (8), and the anchor assembly connection is completed by applying pretightening force through the installation nuts (6).
3. The green assembled pile-anchor wall cooperative structure according to claim 1, wherein the retaining wall panel (2), the retaining wall buttress (3) and the retaining wall heel plate (4) of the buttress retaining wall are prefabricated in a factory, and the reinforcement cage of the anti-slide pile (1) is prefabricated in the factory.
4. The green fabricated pile-anchor wall collaborative structure design method according to claim 1, comprising the steps of: s1, establishing initial parameters and a geometric model; s2, determining the actual tension of the prestressed anchor cable (10) on the basis of considering the coupling deformation of the slide-resistant pile (1), the buttress retaining wall and the prestressed anchor cable (10); s3, determining the internal force of the pile body of the loading section of the slide-resistant pile (1); S4, based on a foundation coefficient method, establishing a calculation model of pile body deflection, pile side stress and pile body internal force of the anchoring section, and solving the distance between the rotating point of the pile and the top end of the anchoring section according to the continuity condition that the internal forces of the loaded section and the anchoring section are equal at the sliding surface Angle of rotation of buttress type retaining wall after receiving landslide thrust Heel plate width of retaining wall ; And S5, dynamically optimizing the prestress value of the anchor cable through an algorithm, ending dynamic operation when the maximum pile-side stress of the pile-soil contact surface exceeds a preset threshold value, and checking and determining the optimal prestress value of the anchor cable and the width of the heel plate of the retaining wall.
5. The green fabricated pile-anchor wall collaborative structure design method according to claim 4, wherein S2 comprises the steps of: S21, determining the flexibility coefficient of the prestressed anchor cable (10) : (1) Wherein, the The length of the free section of the anchor cable; the number of bundles of anchor cables in each hole; The section area of each bundle of anchor cables is defined; The elastic modulus of the anchor cable; S22, determining the tensile force generated by deformation of the prestressed anchor cable (10) : (2) Wherein, the For the distance of the slide surface from the pile centre of rotation, The distance between the anchor pull point and the sliding surface is the distance; representing the corner of a buttress; s23, actual tension Is a pre-stress of a pre-stress anchor cable (10) With pulling forces generated by deformation And (3) summing.
6. The green fabricated pile-anchor wall collaborative structure design method according to claim 4, wherein S3 comprises the steps of: s31, establishing an internal force equation of any section of the pile body of the loading section of the slide-resistant pile (1): (3) (4) Wherein, the Representing the loaded section shearing force of the slide resistant pile (1); representing the distributed load of the anti-slide piles (1) and distributing the anti-slide piles according to a triangle; Representing the horizontal distribution load of the buttress retaining wall, and uniformly distributing the load according to a rectangle; is the length of the loaded section of the slide-resistant pile (1); representing the distance from the pile top to any section of the pile body; Representing the actual tension of the pre-stressed anchor cable (10); represents the bending moment of the loaded section of the slide resistant pile (1), Representing the distance of the anchor point from the sliding surface; S32, substituting the actual loaded section length of the slide-resistant pile (1) into the formulas (3) and (4), and calculating to obtain the pile body shearing force and bending moment at the sliding surface.
7. The green fabricated pile-anchor wall collaborative structure design method according to claim 6, wherein S4 comprises the steps of: s41, calculating the internal force of the pile body of the anchoring section based on a foundation coefficient method; (5) (6) represents the pile body shearing force of any section of the anchoring section of the anti-slide pile (1), Representing pile body bending moment of any section of an anchoring section of the anti-slide pile (1); representing the calculated width of the anti-slide pile (1); representing foundation coefficients at the sliding surface; The proportional coefficient of foundation coefficient under the sliding surface along with the depth change is represented; representing the corner of a buttress; for the distance of the slide surface from the pile centre of rotation, Is the length of the anchoring section of the slide-resistant pile (1); The shearing force of the pile body at the sliding surface is represented; representing pile body bending moment at the sliding surface; S42, calculating the deflection of the pile body of the anchoring section : (7) S43, calculating pile side stress of the anchoring section : (8) S44, establishing an equation by the equal shearing force and bending moment of the loading section and the anchoring section at the sliding surface, and erecting the buttress retaining wall resultant force in parallel Thereby solving to obtain 、 And 。
8. The method according to claim 7, wherein S5 comprises determining the maximum and location of pile side stress of the anchor section, calculating the pile side limit bearing capacity of the location, judging whether the maximum of pile side stress of the anchor section is greater than or equal to 95% of the pile side limit bearing capacity, and if not, reducing the prestress of the prestress anchor cable (10) And ending the dynamic operation until the dynamic operation is satisfied.
9. The construction method of the green assembled pile anchor wall cooperative structure as claimed in claim 1, comprising the following steps: the construction of the anti-slide pile (1) comprises the steps of accurately measuring pile positions according to design, forming holes, hoisting a factory prefabricated reinforcement cage into the holes, pre-burying a steel plate (9) with holes at the pile top, welding and fixing the steel plate with the reinforcement cage, pouring concrete, cleaning the pile top after the concrete strength reaches the design requirement, exposing the pre-burying the steel plate (9) with holes, and pre-burying bolts (8) in the holes of the steel plate (9) with holes; Step 2, binding a lower layer reinforcing steel bar net of a retaining wall heel plate (4), placing an upper layer reinforcing steel bar net, binding vertical reinforcing steel bars of a retaining wall panel (2) and a retaining wall buttress (3), and inserting the vertical reinforcing steel bars into the retaining wall heel plate (4), wherein the reinforcing steel bars of the retaining wall buttress (3) are firmly connected with the reinforcing steel bars of the retaining wall panel (2) and the reinforcing steel bars of the retaining wall heel plate (4) to form an integral framework, and installing an embedded steel plate (7) on the reinforcing steel bar framework of the retaining wall heel plate (4); Step 3, integrally hoisting the prefabricated buttress type retaining wall above the anti-slide pile (1), aligning holes of a pre-buried steel plate (7) on a heel plate (4) of the retaining wall with pre-buried bolts (8) at the top of the anti-slide pile (1), penetrating the bolts, and additionally installing nuts (6) to apply pre-tightening force; and 4, measuring a hole, drilling holes, feeding the anchor cable (10) into the hole, embedding the anchor cable (10) into a side slope soil layer, grouting by adopting pure cement, filling the grouting liquid into a hole channel through a grouting pipe at one time until the hole opening overflows, pouring a concrete base (12) at the hole opening of the retaining wall anchor cable, tensioning and locking, coating an exposed part of the anchor head (11) and the tail end of the anchor cable (10), and packaging the whole anchor head (11) and the concrete base (12).

Description

Green assembled pile and anchor wall cooperative structure and design method and construction method thereof Technical Field The invention belongs to the technical field of geotechnical engineering, and relates to a green assembled pile and anchor wall cooperative structure, a design method and a construction method thereof. Background Along with the continuous perfection of expressway networks in China, expressway reconstruction and expansion projects have become an important means for improving traffic and transportation capacity. In particular, in the project implementation of four-lane expansion into six lanes, the traditional expansion scheme mostly adopts a construction mode of land-sign newly-built embankments, but in the road sections adjacent to urban areas, ecological protection areas or complex property rights, the traditional expansion scheme often faces the hard constraint of land-sign limitation, land-use red lines and the like which cannot be broken through. Under the background, how to implement safe and efficient roadbed widening in the range of a side slope becomes a key technical problem for restricting engineering implementation. Therefore, the green assembled pile anchor wall is used as an important supporting structure, and has the advantages of high stability, small construction occupied space, high economical efficiency, strong adaptability and the like, and is widely applied to treatment engineering. However, the existing structure technology and calculation method still have a plurality of defects. The main problems are as follows: 1. the traditional gravity retaining wall requires large-area soil excavation, has wide occupied area, is extremely easy to destroy the slope stability, has long concrete cast-in-situ construction period and serious slurry pollution, is difficult to meet the rapid construction requirement of reconstruction and expansion engineering, and causes environmental damage; 2. most of the existing calculation aims at a single supporting structure, the cooperative design stress of a multi-structure supporting system is not considered, the limit state of the stress of the multi-structure supporting system cannot be calculated, more materials are used in construction, and the material waste and the cost increase are caused; 3. The single supporting structure has the defects of insufficient anti-slip capability and low mechanical efficiency, and in the traditional slope releasing technology, the occupied area is large, the resistance action of soil mass in a passive area in front of a pile is not fully considered or directly ignored, so that the pile body is required to independently bear all landslide thrust, the section size of the pile body is forced to be increased, the supporting engineering quantity is greatly increased or the engineering construction land is greatly increased, and the land resource waste is caused. Disclosure of Invention In order to solve the problems, the invention provides a green assembled pile anchor wall cooperative structure, which improves the overall stability of the structure and the bearing capacity of nodes and provides reliable technical support for engineering implementation under complex geological conditions. The second object of the invention is to provide a design method of a green assembled pile anchor wall cooperative structure. The invention provides a construction method of a green assembled pile anchor wall cooperative structure, which solves the problems of environmental resource damage, long construction period, high cost and the like in the construction process of the existing pile anchor wall structure. The technical scheme adopted by the invention is that the green assembled pile-anchor wall cooperative structure comprises a plurality of anti-slide piles which are vertically arranged, a buttress type retaining wall is arranged above the anti-slide piles, and a retaining wall heel plate at the bottom of the buttress type retaining wall and the pile tops of the anti-slide piles are rigidly anchored through an anchoring assembly; The anchor cable penetrates through the buttress type retaining wall and then is embedded into a side slope soil layer, active prestress is applied through tensioning, landslide thrust is shared, and the anchor cable, the anti-slide pile and the buttress type retaining wall are combined to form a space stress system. Further, the anchor assembly includes: The steel plate with holes is pre-buried at the pile top of the slide-resistant pile, and bolts are pre-buried in holes of the steel plate with holes; The embedded steel plate is arranged in the retaining wall heel plate and has the same structure as the steel plate with the holes; When the wall-supporting retaining wall is installed, the holes of the pre-buried steel plates are aligned with the bolts, and the anchor assembly is connected by applying pretightening force through the installation nuts. Furthermore, the retaining wall panel, the