CN111074915A - Construction method of retaining plate structure between adjacent slide-resistant piles - Google Patents

Construction method of retaining plate structure between adjacent slide-resistant piles Download PDF

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Publication number
CN111074915A
CN111074915A CN202010028272.8A CN202010028272A CN111074915A CN 111074915 A CN111074915 A CN 111074915A CN 202010028272 A CN202010028272 A CN 202010028272A CN 111074915 A CN111074915 A CN 111074915A
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China
Prior art keywords
pile
slide
ribs
piles
shaped
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CN111074915B (en
Inventor
王卫中
周鹏
许保生
赵兵
杨秀涛
苌群贺
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Henan Provincial Communication Planning and Design Institute Co Ltd
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Henan Provincial Communication Planning and Design Institute Co Ltd
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/20Securing of slopes or inclines
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00Independent underground or underwater structures; Retaining walls
    • E02D29/02Retaining or protecting walls

Abstract

The invention discloses a construction method of a retaining plate structure between adjacent anti-slide piles, which comprises the steps of anchoring connecting ribs, reinforcing ribs and U-shaped ribs with retaining wall concrete; then the U-shaped ribs, the reinforcing ribs and the anti-slide pile reinforcement cage are bound together; excavating the soil body between the piles in a segmented mode, excavating the soil body into an arc-shaped structure, binding the back-side bent longitudinal ribs and the connecting ribs together, binding the front longitudinal ribs of the piles with the L-shaped reinforcing ribs and the connecting ribs into a whole, and binding the back-side bent longitudinal ribs and the front longitudinal ribs of the piles together by using the connecting stirrups; fixing the template, and pouring cement mortar; removing the template after the cement mortar is solidified; and repeating the operation to complete the construction operation of the inter-pile retaining plate structure of the two adjacent anti-slide piles. The invention makes full use of the retaining wall, avoids the waste of the retaining wall, improves the retaining capacity of the retaining plate, further reduces the thickness of the retaining plate and saves the construction cost; the soil-facing surface of the soil-retaining plate is of an arc-shaped structure, and the soil-retaining plate is changed from a traditional bending member into a bending member, so that the safety is improved.

Description

Construction method of retaining plate structure between adjacent slide-resistant piles
Technical Field
The invention relates to the field of slope reinforcement, in particular to a construction method of a retaining plate structure between adjacent anti-slide pile piles.
Background
In China, with the development of national economy, particularly the implementation of large western development policies, the construction of infrastructures in hydraulic engineering, railways, roads, cities and the like is in the spotlight, and a plurality of slope projects such as three gorges high slopes appear in the projects. At present, for large landslides, landslides with large gliding force or landslides with deep sliding surfaces in side slope engineering, anti-slide piles are often adopted for supporting and retaining in the engineering.
In the construction of the slide-resistant pile, the soil body in front of the cantilever section of the slide-resistant pile is required to be excavated after the construction of the slide-resistant pile is completed. In order to avoid soil mass collapse, it is often necessary to construct an inter-pile retaining plate between the cantilever sections of two adjacent anti-slide piles for supporting the soil mass. The existing construction method of the inter-pile retaining plate of the adjacent anti-slide piles mainly comprises two construction methods of dismantling the retaining wall of the anti-slide pile and not dismantling the retaining wall of the anti-slide pile, wherein the construction method of not dismantling the retaining wall of the anti-slide pile is to hinge a prefabricated retaining plate and the retaining wall into a whole, but the problem that a reserved hole of the retaining plate does not correspond to embedded steel bars in the retaining wall exists during construction, and construction is influenced; the breast board is articulated with the dado, and the dado can not improve the breast board's the ability of keeping off soil, so the thickness of breast board is often thicker, and weight is great, leads to the concrete to use the volume great, increases construction cost.
The existing construction method for removing the retaining wall of the anti-slide pile is to remove the retaining wall of the anti-slide pile and then construct the retaining plate, however, as the concrete of the anti-slide pile is easy to be bonded with the retaining wall in the hardening process, even if an isolation facility is arranged between the retaining wall and the anti-slide pile, the problem that cement slurry cannot be completely isolated still exists, and the reinforced concrete at the corner of the retaining wall needs to be removed, thereby not only causing waste in engineering, but also increasing the construction difficulty.
Disclosure of Invention
The invention aims to provide a construction method of a retaining plate structure between adjacent slide-resistant piles.
In order to achieve the purpose, the invention adopts the following technical scheme:
the construction method of the retaining plate structure between adjacent anti-slide piles comprises the following steps:
firstly, excavating a first pile hole, and binding a wall protection reinforcement cage; the anchoring sections of the connecting ribs, the anchoring sections of the L-shaped reinforcing ribs and the anchoring sections of the U-shaped ribs are respectively bound with the stirrups of the wall protection steel reinforcement cage, then concrete is poured, and the connecting ribs, the reinforcing ribs and the U-shaped ribs are anchored with the wall protection concrete;
secondly, repeating the first step, continuously excavating pile holes downwards, and sequentially anchoring the rest connecting ribs, the L-shaped reinforcing ribs and the U-shaped ribs on the retaining wall corresponding to the cantilever section of the anti-slide pile;
thirdly, continuously excavating pile holes downwards until the pile bottom, binding a wall protection reinforcement cage, and pouring wall protection concrete;
fourthly, binding the anti-slide pile reinforcement cage in the protecting wall, binding the anchoring section of the L-shaped reinforcing rib and the stirrup of the anti-slide pile reinforcement cage together, and binding the anchoring section of the U-shaped rib and the longitudinal rib of the anti-slide pile reinforcement cage together; pouring concrete, solidifying to form the anti-slide pile, and anchoring the U-shaped reinforcing ribs and the L-shaped reinforcing ribs with the anti-slide pile;
fifthly, repeating the first step to the fourth step to complete the anchoring operation of the connecting rib, the L-shaped reinforcing rib and the U-shaped rib on the other anti-slide pile;
sixthly, excavating a soil body in front of the pile and a soil body between the piles outside the protecting walls of the two anti-slide piles in a segmented mode to enable the lap joint sections of the connecting ribs, the lap joint sections of the L-shaped reinforcing ribs and the lap joint sections of the U-shaped ribs which are pre-embedded in the two anti-slide piles to be exposed out of the soil body, and excavating the excavation surface of the soil body between the piles into an arc-shaped structure;
then, two ends of the back-side bent longitudinal bar are respectively tied and fixed with one connecting bar on the two anti-slide piles; binding and fixing one end part of a front longitudinal bar of the pile with a connecting bar lap joint section anchored in one of the anti-slide piles and a lap joint section of the L-shaped reinforcing bar, and binding and fixing the other end part of the front longitudinal bar of the pile with a lap joint section of a connecting bar of the other anti-slide pile and a lap joint section of the L-shaped reinforcing bar; then binding the back-side bent longitudinal bars and the pile front longitudinal bars together by utilizing a plurality of connecting stirrups to form a retaining plate reinforcement cage;
seventhly, fixing a pouring template on the retaining plate reinforcement cage, reserving a grouting hole at one corner of the upper part of the pouring template and reserving a grout outlet at the other corner opposite to the pouring template, pouring cement mortar through the grouting hole, vibrating the pouring template while grouting, and stopping grouting when the cement mortar overflows from the grout outlet;
eighthly, forming a retaining plate after the cement mortar is solidified, and then removing the pouring template to complete the construction operation of one retaining plate;
and step nine, repeating the step six to the step eight, constructing the soil retaining plates in sequence from top to bottom, constructing a waterproof layer made of asphalt batting at the joint of the two adjacent soil retaining plates, and completing the construction operation of the inter-pile soil retaining plate structure of the two adjacent anti-slide piles.
And in the sixth step, the rise of the dorsal bending longitudinal rib is equal to one tenth of the clear distance between two adjacent slide-resistant piles.
And the waterproof layer in the ninth step is made of asphalt bast fiber.
The invention has the advantages that the structure is ingenious, the in-situ casting of the retaining plate is realized on the premise of not removing the retaining wall of the slide-resistant pile, the problems of engineering waste and high construction difficulty caused by the fact that the retaining wall of the traditional slide-resistant pile retaining structure needs to be removed are solved, the construction difficulty is low, and the appearance is attractive.
The connecting ribs, the U-shaped ribs and the L-shaped reinforcing ribs are anchored with the retaining wall and the anti-slide piles together, so that the retaining wall is fully utilized, the waste of the retaining wall is avoided, the retaining capacity of the retaining plate is improved, the thickness of the retaining plate is further reduced, cement is saved, and the construction cost is saved; the soil-facing surface of each soil retaining plate is of an arc structure, the soil-backing surface of each soil retaining plate is of a plane structure, the soil retaining plates are changed into bending members from traditional bending members, and the safety of the soil retaining plates is improved.
Drawings
Fig. 1-5 are construction flow charts of the present invention.
Detailed Description
The following describes embodiments of the present invention in detail with reference to the drawings, which are implemented on the premise of the technical solution of the present invention, and detailed embodiments and specific operation procedures are provided, but the scope of the present invention is not limited to the following embodiments.
The construction method of the retaining plate structure between adjacent anti-slide piles is specifically described by taking the connection of the anti-slide piles with the length multiplied by the width =2m multiplied by 3m, the clear spacing of 3m, the cast concrete grade of C30 and the retaining wall thickness of 20cm as an example, and comprises the following contents:
the construction method of the retaining plate structure between adjacent anti-slide piles is specifically described by taking the connection of the anti-slide piles with the length multiplied by the width =2m multiplied by 3m, the clear spacing of 3m, the cast concrete grade of C30 and the retaining wall thickness of 20cm as an example, and comprises the following contents:
pre-processing steel bars (the connecting bar 1, the U-shaped bar 2, the L-shaped reinforcing bar 3, the connecting stirrup 6, the back-side bent steel bar 4 and the pile front longitudinal bar 5 used by the invention all adopt the same type of HRB400 steel bars):
cutting a plurality of sections of reinforcing steel bars, bending and processing the reinforcing steel bars into an L-shaped structure respectively, wherein one section of the L-shaped structure is an anchoring section (the length is more than or equal to 35d, wherein d is the diameter of the reinforcing steel bar, the same below), and the other section of the L-shaped structure is an overlapping section (the length is more than or equal to 45 d), and processing the connecting bar 1 is completed;
cutting a plurality of sections of reinforcing steel bars and bending the reinforcing steel bars into a U-shaped structure respectively, wherein one side section of the U-shaped structure is an anchoring section (the length is more than or equal to 35 d), the other side section of the U-shaped structure is an overlapping section (the length is more than or equal to 45 d), the length of a connecting section = the thickness of a retaining wall + the thickness of a protective layer of an anti-slide pile + the diameter of a stirrup of the anti-slide pile + the diameter of a longitudinal bar of the anti-slide pile +2cm =20cm +7cm +2cm +3.2cm +2cm =34.2cm, and;
cutting a plurality of sections of reinforcing steel bars and respectively folding the reinforcing steel bars into an L-shaped structure, wherein one section is an anchoring section (the length is more than or equal to 35d, and the other section is a lap joint section (the length is 35d +20 cm), and finishing the processing of the L-shaped reinforcing rib 3;
cutting a plurality of sections of reinforcing steel bars, and bending into an arc structure respectively to ensure that the rise is one tenth of the static spacing of two adjacent anti-slide piles, so as to finish the processing of the back-side bending longitudinal bar 4; intercepting a plurality of sections of lengths, namely the length of the retaining plate is minus 2 times of the thickness of the protective layer of the retaining plate, and finishing the processing of the front longitudinal bar 5 of the pile;
intercepting a plurality of sections of reinforcing steel bars and respectively processing the reinforcing steel bars into rectangular structures to complete the processing of the connecting stirrups 6, wherein the height of each connecting stirrup 6 is 2 times of the thickness of a protective layer of a retaining plate (in order to prevent the retaining plate from cracking or reduce the bearing capacity of the retaining plate caused by the corrosion of a reinforcing cage of the retaining plate, concrete with the thickness needs to be poured outside the reinforcing cage of the retaining plate so as to protect the reinforcing steel bars), and the width of each connecting stirrup 6 is gradually reduced from the center of the back-side bent longitudinal bar 4 to two sides; wherein, the thickness of the protective layer of the retaining plate in the embodiment is 50 mm;
firstly, excavating a first pile hole, and binding a wall protection reinforcement cage; wrapping the lap joint section of the connecting rib 1, the lap joint section of the L-shaped reinforcing rib and the lap joint section of the U-shaped rib 2 by using impermeable geotextile respectively, and then binding and fixing the anchor joint section of the connecting rib 1, the anchor joint section of the L-shaped reinforcing rib 3 and the anchor joint section of the U-shaped rib 2 with the stirrup 7 of the wall-protecting reinforcement cage respectively; pouring retaining wall concrete, anchoring the connecting rib 1, the reinforcing rib and the U-shaped rib 2 with the retaining wall, wherein the lap joint section of the connecting rib 1 is positioned on one side of the retaining wall and is bent towards the front of the pile, and the lap joint section of the U-shaped rib 2 and the L-shaped reinforcing rib 3 is positioned on the front side of the retaining wall, as shown in fig. 1 specifically;
secondly, repeating the first step, continuously excavating pile holes downwards, and anchoring the connecting ribs, the L-shaped reinforcing ribs and the U-shaped ribs on the retaining wall in sequence until the construction height of the retaining wall is consistent with the height of the cantilever section of the slide-resistant pile;
thirdly, continuously excavating pile holes downwards, binding a wall protection reinforcement cage, and pouring wall protection concrete until the construction operation of the wall protection corresponding to the embedded and fixed section of the slide-resistant pile is completed;
fourthly, binding the slide-resistant pile reinforcement cage in the protecting wall, binding the anchoring section of the L-shaped reinforcing rib 3 and the stirrup 8 of the slide-resistant pile reinforcement cage together, and binding the anchoring section of the U-shaped rib 2 and the longitudinal rib 9 of the slide-resistant pile reinforcement cage together; pouring concrete, forming the slide-resistant pile after solidification, and anchoring the U-shaped reinforcing ribs 2 and the L-shaped reinforcing ribs 3 with the slide-resistant pile together, as shown in fig. 2 specifically;
fifthly, repeating the first step to the fourth step to complete the anchoring operation of the connecting rib 1, the L-shaped reinforcing rib 3 and the U-shaped reinforcing rib 2 on the other anti-slide pile;
the connecting ribs anchored on the two anti-slide piles are aligned left and right one by one, the L-shaped reinforcing ribs anchored on the two anti-slide piles are aligned left and right one by one, and the U-shaped ribs anchored on the two anti-slide piles are aligned left and right one by one;
sixthly, excavating a pile front soil body and a pile inter-pile soil body outside the retaining walls of the two anti-slide piles from top to bottom in a segmented manner, excavating the excavation surface of the pile inter-pile soil body into an arc-shaped structure, exposing the lap joint sections of the connecting ribs 1, the lap joint sections of the L-shaped reinforcing ribs 3 and the lap joint sections of the U-shaped ribs 2 which are embedded in the two anti-slide piles out of the soil body, and dismantling the anti-seepage geotextile;
then straightening the connecting rib 1 to ensure that the overlapped section of the connecting rib is straightened from the inclined state shown in fig. 2 to the state shown in fig. 3, straightening the overlapped section of the U-shaped rib 2 and the overlapped section of the L-shaped reinforcing rib 3 and bending the overlapped sections to the state shown in fig. 3 (namely, increasing the distance between the overlapped section of the U-shaped rib 2 and the protecting wall and the distance between the L-shaped reinforcing rib 3 and the protecting wall);
then binding and fixing two ends of the back-side bent longitudinal bar 4 with the connecting bars 1 on the two anti-slide piles respectively, binding and fixing one end part of the front longitudinal bar 5 of the pile with the lap joint section of the connecting bar 1 anchored in one of the anti-slide piles and the lap joint section of the L-shaped reinforcing bar 3 together, and binding and fixing the other end part of the front longitudinal bar with the lap joint section of the connecting bar 1 of the other anti-slide pile and the lap joint section of the L-shaped reinforcing bar 3 together; binding the back-side bent longitudinal bar 4 and the pile front longitudinal bar 5 together by using a plurality of connecting stirrups 6 to form a retaining plate reinforcement cage, which is particularly shown in FIG. 4;
respectively placing a cushion block 10 at the cross connection position of the back-side bent longitudinal bar 4 and the connecting stirrup 6 to ensure the requirement of a concrete protection layer of the soil retaining plate;
seventhly, fixing a pouring template on the retaining plate reinforcement cage, reserving a grouting hole at one corner of the upper part of the pouring template and reserving a grout outlet at the other corner opposite to the pouring template, pouring cement mortar through the grouting hole, vibrating the pouring template while grouting, and stopping grouting when the cement mortar overflows from the grout outlet;
eighthly, after the cement mortar poured in the seventh step is poured for 2 days, removing the pouring template to complete the construction operation of one soil retaining plate 11;
and a ninth step of repeating the sixth step to the eighth step, sequentially constructing the remaining soil-retaining plates from top to bottom, and constructing a waterproof layer 12 made of asphalt batting at the joint of two adjacent soil-retaining plates 11, thereby completing the construction of the inter-pile soil-retaining plate structure of two adjacent slide-resistant piles, as shown in fig. 5.
In actual construction, the construction steps of the present invention are repeated to complete the construction of the remaining plurality of adjacent slide-resistant piles, and a vertical waterproof layer 13 made of asphalt batting is constructed at the vertical joints of the left and right adjacent retaining plates, as shown in fig. 5.
In the description of the present invention, it should be noted that the terms "front", "back", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience in describing the present invention and simplifying the description, but do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.

Claims (3)

1. A construction method of a retaining plate structure between adjacent slide-resistant piles is characterized in that: the method comprises the following steps:
firstly, excavating a first pile hole, and binding a wall protection reinforcement cage; the anchoring sections of the connecting ribs, the anchoring sections of the L-shaped reinforcing ribs and the anchoring sections of the U-shaped ribs are respectively bound with the stirrups of the wall protection steel reinforcement cage, then concrete is poured, and the connecting ribs, the reinforcing ribs and the U-shaped ribs are anchored with the wall protection concrete;
secondly, repeating the first step, continuously excavating pile holes downwards, and sequentially anchoring the rest connecting ribs, the L-shaped reinforcing ribs and the U-shaped ribs on the retaining wall corresponding to the cantilever section of the anti-slide pile;
thirdly, continuously excavating pile holes downwards until the pile bottom, binding a wall protection reinforcement cage, and pouring wall protection concrete;
fourthly, binding the anti-slide pile reinforcement cage in the protecting wall, binding the anchoring section of the L-shaped reinforcing rib and the stirrup of the anti-slide pile reinforcement cage together, and binding the anchoring section of the U-shaped rib and the longitudinal rib of the anti-slide pile reinforcement cage together; pouring concrete, solidifying to form the anti-slide pile, and anchoring the U-shaped reinforcing ribs and the L-shaped reinforcing ribs with the anti-slide pile;
fifthly, repeating the first step to the fourth step to complete the anchoring operation of the connecting rib, the L-shaped reinforcing rib and the U-shaped rib on the other anti-slide pile;
sixthly, excavating a soil body in front of the pile and a soil body between the piles outside the protecting walls of the two anti-slide piles in a segmented mode to enable the lap joint sections of the connecting ribs, the lap joint sections of the L-shaped reinforcing ribs and the lap joint sections of the U-shaped ribs which are pre-embedded in the two anti-slide piles to be exposed out of the soil body, and excavating the excavation surface of the soil body between the piles into an arc-shaped structure;
then, two ends of the back-side bent longitudinal bar are respectively tied and fixed with one connecting bar on the two anti-slide piles; binding and fixing one end part of a front longitudinal bar of the pile with a connecting bar lap joint section anchored in one of the anti-slide piles and a lap joint section of the L-shaped reinforcing bar, and binding and fixing the other end part of the front longitudinal bar of the pile with a lap joint section of a connecting bar of the other anti-slide pile and a lap joint section of the L-shaped reinforcing bar; then binding the back-side bent longitudinal bars and the pile front longitudinal bars together by utilizing a plurality of connecting stirrups to form a retaining plate reinforcement cage;
seventhly, fixing a pouring template on the retaining plate reinforcement cage, reserving a grouting hole at one corner of the upper part of the pouring template and reserving a grout outlet at the other corner opposite to the pouring template, pouring cement mortar through the grouting hole, vibrating the pouring template while grouting, and stopping grouting when the cement mortar overflows from the grout outlet;
eighthly, removing the pouring template after the cement mortar is solidified, and completing the construction operation of a soil retaining plate;
and step nine, repeating the step six to the step eight, constructing the soil retaining plates in sequence from top to bottom, arranging a waterproof layer at the joint of the two adjacent soil retaining plates, and completing the construction operation of the inter-pile soil retaining plate structure of the two adjacent anti-slide piles.
2. The construction method of an inter-pile soil guard plate structure of adjacent slide-resistant piles according to claim 1, wherein: and in the sixth step, the rise of the dorsal bending longitudinal rib is equal to one tenth of the clear distance between two adjacent slide-resistant piles.
3. The construction method of an inter-pile soil guard plate structure of adjacent slide-resistant piles according to claim 1, wherein: and the waterproof layer in the ninth step is made of asphalt bast fiber.
CN202010028272.8A 2020-01-10 2020-01-10 Construction method of retaining plate structure between adjacent slide-resistant piles Active CN111074915B (en)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111997069A (en) * 2020-09-07 2020-11-27 哈尔滨工业大学 Prefabricated baffle circular pile sheet wall and construction method thereof
CN112726641A (en) * 2020-12-28 2021-04-30 中国能源建设集团云南省电力设计院有限公司 Method for connecting anti-slide pile and retaining plate

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CN102587411A (en) * 2012-02-13 2012-07-18 中天建设集团有限公司 Method for blocking soil by casting concrete through hanging nets among fender piles in soft soil
CN104727302A (en) * 2015-03-30 2015-06-24 中铁七局集团第三工程有限公司 Cast-in-place construction process for inter-pile board wall between slide-resistant piles
CN105350547A (en) * 2015-11-30 2016-02-24 中航勘察设计研究院有限公司 Method applicable to inter-pile soil support of slope protection pile
CN105862912A (en) * 2016-04-18 2016-08-17 中冶建工集团有限公司 Construction method of protective walls of concrete antiskid piles
CN108331014A (en) * 2018-04-24 2018-07-27 吉林建筑大学 A kind of reserved bridge zone assembled barricade for reinforcing hole slot

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JPS5980822A (en) * 1982-11-01 1984-05-10 Taisei Corp Construction of sheathing wall
US20030223824A1 (en) * 2002-04-24 2003-12-04 Bradley Jordan Wall system
CN102587411A (en) * 2012-02-13 2012-07-18 中天建设集团有限公司 Method for blocking soil by casting concrete through hanging nets among fender piles in soft soil
CN104727302A (en) * 2015-03-30 2015-06-24 中铁七局集团第三工程有限公司 Cast-in-place construction process for inter-pile board wall between slide-resistant piles
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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111997069A (en) * 2020-09-07 2020-11-27 哈尔滨工业大学 Prefabricated baffle circular pile sheet wall and construction method thereof
CN112726641A (en) * 2020-12-28 2021-04-30 中国能源建设集团云南省电力设计院有限公司 Method for connecting anti-slide pile and retaining plate
CN112726641B (en) * 2020-12-28 2022-02-18 中国能源建设集团云南省电力设计院有限公司 Method for connecting anti-slide pile and retaining plate

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