CN112989467B - Simplified Bischot-based soil slope deep-buried shear pile support structure design method - Google Patents

Simplified Bischot-based soil slope deep-buried shear pile support structure design method Download PDF

Info

Publication number
CN112989467B
CN112989467B CN202110254794.4A CN202110254794A CN112989467B CN 112989467 B CN112989467 B CN 112989467B CN 202110254794 A CN202110254794 A CN 202110254794A CN 112989467 B CN112989467 B CN 112989467B
Authority
CN
China
Prior art keywords
shear
pile
strip
row
piles
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.)
Active
Application number
CN202110254794.4A
Other languages
Chinese (zh)
Other versions
CN112989467A (en
Inventor
沈志平
孙秀东
付君宜
余永康
刘慧�
刘欢
尹林莉
李振庆
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Zhengye Engineering & Investment Inc ltd
Original Assignee
Zhengye Engineering & Investment Inc ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Zhengye Engineering & Investment Inc ltd filed Critical Zhengye Engineering & Investment Inc ltd
Priority to CN202110254794.4A priority Critical patent/CN112989467B/en
Publication of CN112989467A publication Critical patent/CN112989467A/en
Application granted granted Critical
Publication of CN112989467B publication Critical patent/CN112989467B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Classifications

    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/20—Securing of slopes or inclines
    • E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
    • Y02A10/23—Dune restoration or creation; Cliff stabilisation

Landscapes

  • Engineering & Computer Science (AREA)
  • Physics & Mathematics (AREA)
  • Geometry (AREA)
  • Mining & Mineral Resources (AREA)
  • Computer Hardware Design (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Theoretical Computer Science (AREA)
  • General Physics & Mathematics (AREA)
  • General Engineering & Computer Science (AREA)
  • Evolutionary Computation (AREA)
  • Pure & Applied Mathematics (AREA)
  • Mathematical Optimization (AREA)
  • Mathematical Analysis (AREA)
  • Computational Mathematics (AREA)
  • Architecture (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)

Abstract

The invention discloses a simplified Bishou-Pupu-method-based soil slope deep-buried shear pile support structure design method, which comprises the following implementation processes of: preliminarily determining the arrangement position of the deeply-buried shear pile on the side slope, wherein the row pitch and the pile pitch are both s, and the pile diameter is D; selecting a row of shear piles and a side slope within the calculation width range as a calculation unit, dividing a slide body part of the calculation unit into n strips according to a slide surface form, using i to represent any strip, setting the number of the shear piles to be m rows, and representing the strips containing the shear piles when i = k + 1-k + m. Based on the simplified Bischo method, stress analysis is carried out on each block, the anti-slip force provided by the shear resistance of the steel bar is considered, and the safety coefficient of the slope is calculated to be F s Cross-sectional area A of reinforcing bar bundle needed by shear pile sp Thereby performing the arrangement of the tendons. The method has better operability, gives consideration to the economy on the premise of ensuring the safety, is favorable for saving the construction period and reducing the possibility of disaster occurrence.

Description

Simplified Bischot-based soil slope deep-buried shear pile support structure design method
Technical Field
The invention relates to a design method of a side slope supporting structure, in particular to a design method of a soil side slope deep-buried shear pile supporting structure based on a simplified Bischnikou method.
Background
Along with the expansion of various construction scales, the frequent occurrence of geological disasters such as side slope instability, landslide and the like, the construction of a supporting structure is required to be convenient and rapid, the disturbance to a landslide body is small, the supporting structure is economical and reasonable in landslide prevention and control, particularly in landslide emergency rescue, the existing treatment means such as load reduction, back pressure, anchor cables, anti-slide piles and other retaining forms have higher requirements on site conditions, the construction period is generally longer, and the application has certain limitation. The invention provides a simplified Bischo-method-based soil slope deep-buried shear pile support structure design method, wherein a shear pile poured by a tendon and cement mortar is adopted for supporting, and the transverse section shear capacity of the tendon is utilized to provide anti-sliding force; and (3) calculating the residual slip force according to a simplified Bishop method, distributing the residual slip force to each row of piles, determining the sectional area of the tendon of each row of shear piles required by meeting the limit balance state of the side slope, determining the arrangement of the tendons, and checking the anti-pulling stability to obtain the lengths of the shear piles embedded into the bedrock and the sliding body. This shear pile has better maneuverability, and the site operation is convenient, can effectively provide the cling compound power to the sliding surface, compromise economic nature under the prerequisite of guaranteeing safety, avoids unnecessary extravagant, helps saving the time limit for a project, reduces the possibility that the calamity takes place.
Disclosure of Invention
Aiming at the problems, the technical problems to be solved by the invention are as follows: a simplified Bischo-Techno-based method for designing a deep-buried shear pile supporting structure of a soil slope aims to solve the problems that an existing landslide supporting means is long in construction time, large in disturbance to a landslide body and poor in economical efficiency when used for landslide emergency rescue.
The technical method adopted by the invention is as follows: a method for designing a soil slope deep-buried shear pile supporting structure based on a simplified Bischu method comprises the following steps:
the method comprises the following steps: preliminarily determining that m rows of deeply buried shear piles are arranged at proper positions along the direction parallel to the trend of the side slope, wherein the row spacing and the pile spacing are both s, and the pile diameter is D;
step two: selecting a row of shear piles and a side slope within the range of the calculation width (namely pile spacing s) of the shear piles as a calculation unit, dividing a sliding body part of the calculation unit into n strips from the rear edge to the front edge of the sliding body according to a sliding surface form in a sequence of 1-n, wherein the horizontal projection length of each strip is s, i represents the number of any one strip (the value range of i is 1-n), the number of the strip containing the shear piles in the strips 1-n is k + 1-k + m, k represents the number of the previous strip containing the shear pile strip in the first row, k +1 represents the number of the strip containing the shear piles in the first row, k +2 represents the number of the strip containing the shear piles in the second row, and so on, k + m represents the number of the strip of the last shear pile in the last row;
step three: based on a simplified Bishop method, stress analysis is carried out on each block, and the safety factor F of the slope is calculated according to the following formula s Cross-sectional area A of reinforcing bar bundle needed by shear pile sp Thereby performing the tendon deployment;
P i ＝E i-1 +N i sinθ i -E i -T i cosθ i
Figure BDA0002967657190000021
Figure BDA0002967657190000022
Figure BDA0002967657190000023
wherein, the first and the second end of the pipe are connected with each other,
Figure BDA0002967657190000024
Figure BDA0002967657190000025
Figure BDA0002967657190000026
in the formula, F s The safety coefficient of the side slope is set; p is i The remaining slip force for the ith bar; p is the total remaining slip force of the n bars; p is p The gliding force which is born by a single shear pile; e i-1 、E i Is the acting force between the horizontal bars,
Figure BDA0002967657190000031
T i the strip bottom resists sliding force; n is a radical of hydrogen i The normal acting force of the strip bottom is adopted; theta i The sliding surface inclination angle of the ith strip block; w i Is the weight of the ith bar; l. the i The length of the sliding surface of the ith strip block is; c. C i The cohesive force of the sliding surface of the ith strip block;
Figure BDA0002967657190000032
the sliding surface internal friction angle of the ith strip block; f. of v The design value of the shear strength of the steel bar is obtained;
step four: calculating the length of the anchoring section of the shear-resistant pile foundation rock and the length of the embedded sliding body section according to the following formula by checking the uplift bearing capacity of the anchoring body;
Figure BDA0002967657190000033
Figure BDA0002967657190000034
in the formula, l a The length of the anchoring section of the shear pile; k is the anti-pulling safety coefficient of the anchoring body; f. of y The design value of the tensile strength of the steel bar is; d is the pile diameter; f. of rbk The ultimate bonding strength standard value between the rock-soil layer and the anchoring body is adopted, the ultimate bonding strength between the bedrock and the anchoring body is adopted when the embedded section length of the shear pile in the bedrock is calculated, and the ultimate bonding strength between the sliding body and the anchoring body is adopted when the embedded section length of the shear pile in the sliding body is calculated; n is a tendonThe number of the contained steel bars; d s The diameter of the steel bar; f. of b The design value of the bonding strength between the steel bar and the anchoring mortar is obtained; alpha is the reduction coefficient of the bonding strength when 2 or more than 2 steel bars are adopted and bound into the steel bar bundles.
Drawings
FIG. 1 is a schematic plan view of a shear pile according to an embodiment of the present invention
FIG. 2 is a schematic diagram of the division of the arc sliding surface side slope slider bars in the embodiment of the present invention;
FIG. 3 is a force analysis of a bar comprising an array of shear piles according to an embodiment of the present invention;
fig. 4 is a large cross-sectional view of a shear pile according to an embodiment of the present invention.
Detailed Description
The following will clearly and completely describe the specific embodiments of the technical solution of the present invention.
A method for designing a soil slope deep-buried shear pile supporting structure based on a simplified Bischu method comprises the following specific implementation processes:
as shown in fig. 1, in a slope sliding along an arc-shaped sliding surface, m rows of deeply-buried shear piles are arranged at appropriate positions along a direction parallel to the direction of the slope, the row spacing and the pile spacing are both s, the pile diameter is D, and a row of shear piles and a slope sliding body within the range of the calculation width (i.e. the pile spacing s) thereof are selected as a calculation unit for analysis;
as shown in fig. 2, according to the form of a sliding surface, dividing the sliding body part of the computing unit into n strips from the rear edge to the front edge of the sliding body in the order of 1-n, wherein the horizontal projection lengths of the strips are s, i represents the number of any one strip (i ranges from 1 to n), the number of the strips containing the shear piles in the strips 1-n is k + 1-k + m, k represents the number of the previous strip containing the shear pile in the first row, k +1 represents the number of the strips containing the shear piles in the first row, k +2 represents the number of the strips containing the shear piles in the second row, and so on, k + m represents the number of the strips containing the last shear pile in the last row;
based on a simplified Bishop method, stress analysis is carried out on each block, and the safety factor F of the slope is calculated according to the following formula s Cross-sectional area A of reinforcing bar bundle needed by shear pile sp Thereby performing tendon deployment;
according to the satisfaction of a safety factor F s The limiting equilibrium conditions of time can be given by:
Figure BDA0002967657190000041
considering the balance of forces in the vertical direction of the bar:
N i cosθ i +T i sinθ i ＝W i (2)
the formula (1) and (2) can be used for obtaining:
Figure BDA0002967657190000042
Figure BDA0002967657190000043
as shown in FIG. 3, the remaining sliding force P of the bar i i The analytical expression of (a) is as follows:
P i ＝E i-1 +N i sinθ i -E i -T i cosθ i (5)
calculating the integral remaining sliding force of the slope sliding body in the unit as follows:
Figure BDA0002967657190000051
it is known that
Figure BDA0002967657190000052
Substituting formulae (1), (3) and (4) into (6) can result in:
Figure BDA0002967657190000053
and one row of m shear piles commonly resist the integral downward sliding force of the slope sliding body in the calculation unit, and the residual sliding force of each shear pile bearing is as follows:
Figure BDA0002967657190000054
the cross-sectional area configuration of the shear pile tendon requires the following formula:
Figure BDA0002967657190000055
in the formula, F s The safety coefficient of the side slope is set; p i The remaining slip force for the ith bar; p is the total remaining slip force of the n bars; p p The gliding force which is born by a single shear pile; e i-1 、E i Is the acting force between the horizontal strips,
Figure BDA0002967657190000056
T i the strip bottom has anti-sliding force; n is a radical of hydrogen i The normal acting force of the strip bottom is adopted; theta i The sliding surface inclination angle of the ith strip block; w i Is the weight of the ith bar; l i The length of the sliding surface of the ith strip block is; c. C i The cohesive force of the sliding surface of the ith strip block;
Figure BDA0002967657190000057
the sliding surface internal friction angle of the ith strip block; f. of v The design value of the shear strength of the steel bar is obtained;
as shown in fig. 4, the shear piles are formed by pouring the reinforcing steel bundles and cement mortar, and the length of the embedded sliding body and the length of the embedded bedrock of each row of shear piles can be calculated according to the requirement that the anti-pulling bearing capacity of the shear piles meets the requirement, namely the bonding strength between the grouting body and the soil body of the hole wall at the anchoring section and the bonding strength between the reinforcing steel bars and the grouting body at the anchoring section meet the requirement, and can be calculated according to the following formula, and the larger value is selected.
Figure BDA0002967657190000058
Figure BDA0002967657190000059
In the formula, l a The length of the anchoring section of the shear pile; k is the anti-pulling safety coefficient of the anchoring body; f. of y The design value of the tensile strength of the steel bar is; d is the pile diameter; f. of rbk The ultimate bonding strength standard value between the rock-soil layer and the anchoring body is adopted, the ultimate bonding strength between the bedrock and the anchoring body is adopted when the embedded section length of the shear pile in the bedrock is calculated, and the ultimate bonding strength between the sliding body and the anchoring body is adopted when the embedded section length of the shear pile in the sliding body is calculated; n is the number of the steel bars contained in the steel bar bundle; d s The diameter of the steel bar; f. of b The design value of the bonding strength between the steel bar and the anchoring mortar is obtained; alpha is the reduction coefficient of the bonding strength when 2 or more than 2 steel bars are adopted and bound into the steel bar bundles.
The invention provides a design method of a deep-buried shear pile supporting structure aiming at a soil slope with a circular arc sliding surface, which considers the anti-sliding force provided by the shearing resistance of reinforcing steel bars, calculates the whole residual sliding force by a simplified Bishop method, distributes the residual sliding force to each row of piles, determines the section area of each row of shear pile reinforcing bundles required by meeting the limit balance state of the slope, and calculates the length of the shear piles embedded into bedrock and sliding bodies determined by the pulling resistance stability. The design method of the supporting structure is rapid in construction, economical and reasonable and provides for landslide emergency engineering.
The above description is only an embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions without creative efforts should be covered within the scope of the present invention.

Claims (1)

1. A method for designing a soil slope deep-buried shear pile supporting structure based on a simplified Bixiao method is characterized by comprising the following steps of: the method comprises the following steps:
the method comprises the following steps: preliminarily determining that m rows of deeply buried shear piles are arranged in a direction parallel to the trend direction of the side slope, wherein the row spacing and the pile spacing are both s, and the pile diameter is D;
step two: selecting a row of shear piles and the calculated width thereof, namely a side slope within a pile spacing s range as a calculation unit, dividing a sliding body part of the calculation unit into n strips from the rear edge to the front edge of the sliding body according to a sliding surface form in a sequence of 1-n, wherein the horizontal projection length of each strip is s, i is used for representing the number of any one strip, the value range of i is 1-n, the number of the strip containing the shear piles in the strips 1-n is k + 1-k + m, k is the number of the previous strip containing the shear pile strip in the first row, k +1 is the number of the strip containing the shear pile in the first row, k +2 is the number of the strip containing the shear pile in the second row, and so on, k + m is the number of the strip of the shear pile in the last row;
step three: based on the simplified Bischo method, the stress of each block is analyzed, and the safety factor of the slope F is calculated according to the following formula s Cross-sectional area A of reinforcing bar bundle needed by shear pile sp Thereby performing tendon deployment;
P i ＝E i-1 +N i sinθ i -E i -T i cosθ i
Figure FDA0003878111200000011
Figure FDA0003878111200000012
Figure FDA0003878111200000013
wherein, the first and the second end of the pipe are connected with each other,
Figure FDA0003878111200000014
Figure FDA0003878111200000015
Figure FDA0003878111200000016
in the formula, F s The safety coefficient of the side slope is set; p i The remaining slip force for the ith bar; p is the total remaining slip force of the n bars; p is p The gliding force which is born by a single shear pile; e i-1 、E i Is the acting force between the horizontal bars,
Figure FDA0003878111200000021
T i the strip bottom has anti-sliding force; n is a radical of i The normal acting force of the strip bottom is adopted; theta i The sliding surface inclination angle of the ith strip block; w is a group of i Is the weight of the ith bar; l i The length of the sliding surface of the ith strip block is; c. C i The cohesive force of the sliding surface of the ith strip block;
Figure FDA0003878111200000022
the sliding surface internal friction angle of the ith strip block; f. of v The design value of the shear strength of the steel bar is obtained; m is θi Calculating parameters for the anti-slip force of the ith strip;
step four: calculating the length of the anchoring section of the shear-resistant pile foundation rock and the length of the embedded sliding body section according to the following formula by checking the uplift bearing capacity of the anchoring body;
Figure FDA0003878111200000023
Figure FDA0003878111200000024
in the formula, l a The length of the anchoring section of the shear pile; k is the anti-pulling safety coefficient of the anchoring body; f. of y The design value of the tensile strength of the steel bar is; d is the pile diameter; f. of rbk Calculating the limit bonding strength standard value between the rock-soil layer and the anchoring body when the shear pile is in the bedrockThe ultimate bonding strength of the bedrock and the anchoring body is adopted when the length of the middle embedded section is long, and the ultimate bonding strength of the sliding body and the anchoring body is adopted when the length of the embedded section of the shear pile in the sliding body is calculated; n is the number of the steel bars contained in the steel bar bundle; d s The diameter of the steel bar; f. of b The design value of the bonding strength between the steel bar and the anchoring mortar is obtained; alpha is the reduction coefficient of the bonding strength when 2 or more than 2 steel bars are adopted and bound into the steel bar bundles.
CN202110254794.4A 2021-03-09 2021-03-09 Simplified Bischot-based soil slope deep-buried shear pile support structure design method Active CN112989467B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202110254794.4A CN112989467B (en) 2021-03-09 2021-03-09 Simplified Bischot-based soil slope deep-buried shear pile support structure design method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202110254794.4A CN112989467B (en) 2021-03-09 2021-03-09 Simplified Bischot-based soil slope deep-buried shear pile support structure design method

Publications (2)

Publication Number Publication Date
CN112989467A CN112989467A (en) 2021-06-18
CN112989467B true CN112989467B (en) 2022-11-22

Family

ID=76336097

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202110254794.4A Active CN112989467B (en) 2021-03-09 2021-03-09 Simplified Bischot-based soil slope deep-buried shear pile support structure design method

Country Status (1)

Country Link
CN (1) CN112989467B (en)

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113389210A (en) * 2021-07-21 2021-09-14 重庆大学 Landslide control method combining anti-sliding key and local point type reinforcement
CN115198735B (en) * 2022-07-29 2023-11-24 山西机械化建设集团有限公司 Construction method of SDDC (Standard data Console) slide-resistant pile in disordered backfill region of open-pit mining

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2004211502A (en) * 2003-01-08 2004-07-29 Norio Takeuchi Foundation reinforcing structure
CN103225310A (en) * 2013-05-21 2013-07-31 中南大学 Structural design method for load-bearing section of miniature anti-slip compound pile
CN109598013A (en) * 2018-09-30 2019-04-09 青岛理工大学 The determination method of thrust load caused landslide most dangerous sliding surface and the optimal stake position of friction pile

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2004211502A (en) * 2003-01-08 2004-07-29 Norio Takeuchi Foundation reinforcing structure
CN103225310A (en) * 2013-05-21 2013-07-31 中南大学 Structural design method for load-bearing section of miniature anti-slip compound pile
CN109598013A (en) * 2018-09-30 2019-04-09 青岛理工大学 The determination method of thrust load caused landslide most dangerous sliding surface and the optimal stake position of friction pile

Non-Patent Citations (3)

* Cited by examiner, † Cited by third party
Title
Design of rigid pile caps through an interactive strut-and-tie model;José Milton de Araújo等;《Journal of Advanced Concrete Technology》;20161231;第14卷;397-407 *
基于 Bishop 条分法的边坡稳定分析及支护方案;何木 等;《探矿工程(岩土钻掘工程)》;20200531;第4７卷(第5 期);65-71 *
边坡预应力锚固灌浆材料应用研究;刘宏荣;《中国知网》;20190515(第5期);1-69 *

Also Published As

Publication number Publication date
CN112989467A (en) 2021-06-18

Similar Documents

Publication Publication Date Title
US10407861B2 (en) Sheet pile retaining wall system
CN112989467B (en) Simplified Bischot-based soil slope deep-buried shear pile support structure design method
CN112989465B (en) Design method of slope deep-buried shear pile supporting structure based on plane sliding method
CN111021376A (en) Three-dimensional frame pile body structure for deep landslide treatment and construction process thereof
CN113204828A (en) Integral reinforcement design method considering landslide bottom building stability
CN112989466B (en) Design method of slope deep-buried shear pile supporting structure based on simple distribution method
CN110565657A (en) Supporting structure for reinforcing landslide and construction method
CN106650118A (en) Optimum design method of side slope slide-resistant pile treatment parameter
CN101126241A (en) Scattered row piles-brad wall combination supporting method
CN104652455A (en) Soil landslide raft type lattice-anchor rod-anchor cable combined anti-skid structure and soil landslide raft type lattice-anchor rod-anchor cable combined anti-skid method
US6745421B2 (en) Abutment with seismic restraints
CN204738304U (en) An anchor rope framed bent friction pile combination fender structure
CN206418509U (en) A kind of anchored pile supporting of high gradient slope
Freitag et al. An innovative connection between a nailed slope and an MSE structure: application at Sishen mine, RSA
CN113158294B (en) Design method of slowly-inclined fold line sliding surface side slope deep-buried shear pile supporting structure
CN213086823U (en) Variable cross-section steel reinforced cantilever supporting structure
CN113463666A (en) Row pile structure for soil cutting slope and construction method thereof
CN210117729U (en) Side slope slide-resistant wall structure
CN102733354B (en) Pile-wall combined anti-sliding support managing structure
CN211816326U (en) Combined retaining structure of half H-shaped anti-slide pile and retaining plate
CN220565238U (en) Pile anchor and inner support combined supporting system suitable for large-height-difference deep foundation pit
CN218373803U (en) Foundation pile resistance to plucking reaction frame
CN217027038U (en) Pile anchor structure capable of adapting to soil filling, consolidation and settlement
CN104878770B (en) Isosceles trapezoid section anti-slide pile with vertical prestressed anchor cables
CN211446968U (en) Anti-slip device for double-side slope

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant