CN112989465A - Design method of slope deep-buried shear pile supporting structure based on plane sliding method - Google Patents

Design method of slope deep-buried shear pile supporting structure based on plane sliding method Download PDF

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CN112989465A
CN112989465A CN202110254791.0A CN202110254791A CN112989465A CN 112989465 A CN112989465 A CN 112989465A CN 202110254791 A CN202110254791 A CN 202110254791A CN 112989465 A CN112989465 A CN 112989465A
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shear
sliding
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沈志平
付君宜
尹林莉
刘慧�
余永康
彭又贤
孙秀东
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Zhengye Engineering & Investment Inc Ltd
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    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
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Abstract

The invention discloses a design method of a side slope deep-buried shear pile supporting structure based on a plane sliding method, which comprises the following implementation processes of: preliminarily determining the diameter D of the deeply buried shear pile and the arrangement position and the arrangement distance s of the deeply buried shear pile on a side slope; selecting a longitudinal row of shear piles and a side slope within the calculation width range as a calculation unit, and setting the number of the shear piles to be m rows and the horizontal projection length of a bar block containing the piles to be s according to the slide surface form. The force analysis is carried out on the computing unit by adopting a plane sliding method, the anti-sliding force provided by the shearing resistance of the steel bar is considered, and the safety coefficient of the slope is calculatedFsCross section area A of reinforcing bar bundle needed by each shear-resistant pilesThereby performing the arrangement of the tendons. And finally, calculating the length of the anchoring section of the shear-resistant pile foundation rock and the length of the embedded section of the sliding body according to the checking calculation of the uplift bearing capacity of the anchoring body. 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

Design method of slope deep-buried shear pile supporting structure based on plane sliding method
Technical Field
The invention relates to a design method of a side slope supporting structure, in particular to a design method of a side slope deep-buried shear pile supporting structure based on a plane sliding method.
Background
Along with the expansion of various construction scales, the frequent occurrence of geological disasters such as 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 operation is economic and reasonable in landslide prevention and particularly landslide emergency rescue, the requirements of existing treatment means such as load reduction, back pressure, anchor cables, anti-slide piles and other retaining forms on site conditions are high, the construction period is generally long, and the application has certain limitation. The invention provides a design method of a side slope deep-buried shear pile supporting structure based on a plane sliding method, which is characterized in that a shear pile poured by reinforcing steel bar bundles and cement mortar is adopted for supporting, and the shear resistance of the cross section of the reinforcing steel bar bundles is utilized to provide the anti-sliding force; and calculating the residual sliding force according to a plane sliding method, distributing the residual sliding 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 of the shear piles, and checking the anti-pulling stability to obtain the lengths of the shear piles embedded into the bedrock and the sliding body. This stake of shearing has better maneuverability, and the site operation is convenient, can effectively provide the cling compound power to the sliding surface, compromises 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 took place.
Disclosure of Invention
Aiming at the problems, the technical problems to be solved by the invention are as follows: the design method of the slope deep-buried shear pile supporting structure based on the plane sliding method is provided, and aims to solve the problems that the 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 design method of a side slope deep-buried shear pile supporting structure based on a plane sliding method comprises the following steps:
the method comprises the following steps: preliminarily determining the diameter D of each row of deeply buried shear piles, and the arrangement positions and the transverse and longitudinal arrangement spacing s of the deeply buried shear piles on the side slope;
step two: selecting a row of longitudinal shear piles and a side slope within the range of the calculation width (namely the pile spacing s) of the shear piles as a calculation unit, and setting the number of the shear piles to be m rows and the horizontal projection length of a bar block containing the piles to be s according to the form of a sliding surface. (ii) a
Step three: the stress analysis is carried out on the calculation unit by adopting a plane sliding method, and the safety coefficient of the slope is calculated to be F according to the following formulasCross section area A of reinforcing bar bundle needed by each shear-resistant pilesThereby performing the tendon deployment;
Figure BDA0002967650900000021
Figure BDA0002967650900000022
P＝R-T
wherein the content of the first and second substances,
Figure BDA0002967650900000023
T＝W sinθ
in the formula, FsThe safety coefficient of the side slope is set; n is the gliding force which each shear pile should bear; f. ofvThe design value of the shear strength of the steel bar is obtained; p is the residual sliding force of the sliding mass; t is the gliding force caused by gravity and other external forces in the width calculated by the gliding body; r is smoothCalculating the anti-sliding force caused by gravity and other external forces in the width; c is the cohesive force of the sliding surface;
Figure BDA0002967650900000025
is the internal friction angle of the sliding surface; l is the length of the sliding surface; theta is the inclination angle of the sliding surface; w is the self weight of the slider.
Step four: and 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 BDA0002967650900000024
Figure BDA0002967650900000031
In the formula, laThe length of the anchoring section of the shear pile; k is the anti-pulling safety coefficient of the anchoring body; f. ofyThe design value of the tensile strength of the steel bar is; d is the drilling diameter of the shear pile; f. ofrbkThe 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; dsThe diameter of the steel bar; f. ofbThe 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 diagram illustrating force analysis of a slider according to an embodiment of the present invention;
fig. 2 is a schematic plan view of a shear pile according to an embodiment of the present invention;
fig. 3 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 design method of a side slope deep-buried shear pile supporting structure based on a plane sliding method comprises the following specific implementation processes: in a slope sliding along a plane, m rows of shear-resistant piles are arranged at appropriate positions, the pile diameter of each row of shear-resistant piles is D, the transverse and longitudinal spacing of the piles is s, and a longitudinal row of shear-resistant piles and a slope sliding body within the range of the calculation width (i.e. the pile spacing s) of the shear-resistant piles are taken as a calculation unit for analysis, as shown in fig. 1 and 2.
According to the plane sliding method, the safety coefficient of the side slope is FsWhen in use, the remaining sliding force of the sliding body is as follows:
P＝R-T (1)
wherein the content of the first and second substances,
Figure BDA0002967650900000032
T＝W sinθ
after a plurality of rows of shear piles are arranged, the slip body is distributed to each row of piles in an average manner of the remaining slip force, and the slip force born by each shear pile can be obtained according to a formula (1):
Figure BDA0002967650900000041
from the formula (2), the cross-sectional area of the tendon of each shear pile is:
Figure BDA0002967650900000042
in the formula, N is the gliding force to be borne by each shear pile, AsThe cross-sectional area of each shear pile tendon.
The shear piles are formed by pouring the reinforcing steel bundles and cement mortar, as shown in fig. 3, 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 pulling resistance 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, the shear piles can be calculated according to the following formula, and the larger value of the shear piles is selected.
Figure BDA0002967650900000043
Figure BDA0002967650900000044
The invention provides a design method of a deep-buried shear pile supporting structure for a plane sliding side slope, which considers the anti-sliding force provided by the shearing resistance of steel bars, calculates the residual sliding force by a plane sliding method, uniformly distributes the residual sliding force to each row of piles, determines the section area of each shear pile tendon required by the limit balance state of the side slope, and calculates the length of the shear pile embedded in bedrock and a sliding body 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 design method of a side slope deep-buried shear pile supporting structure based on a plane sliding method is characterized by comprising the following steps: the method comprises the following steps:
the method comprises the following steps: preliminarily determining the diameter D of each row of deeply buried shear piles, and the arrangement positions and the transverse and longitudinal arrangement spacing s of the deeply buried shear piles on the side slope;
step two: selecting a longitudinal row of shear piles and a side slope within the range of the calculation width (namely the pile spacing s) of the shear piles as a calculation unit, and setting the number of the shear piles as m rows and the horizontal projection length of a bar block containing the piles as s according to the form of a sliding surface;
step three: the stress analysis is carried out on the calculation unit by adopting a plane sliding method, and the safety coefficient of the slope is calculated to be F according to the following formulasCross section area A of reinforcing bar bundle needed by each shear-resistant pilesThereby performing the tendon deployment;
Figure FDA0002967650890000011
Figure FDA0002967650890000012
P＝R-T
wherein the content of the first and second substances,
Figure FDA0002967650890000013
T＝W sinθ
in the formula, FsThe safety coefficient of the side slope is set; n is the gliding force which each shear pile should bear; f. ofvThe design value of the shear strength of the steel bar is obtained; p is the residual sliding force of the sliding mass; t is the gliding force caused by gravity and other external forces in the width calculated by the gliding body; r is the anti-sliding force caused by gravity and other external forces in the calculated width of the sliding body; c is the cohesive force of the sliding surface;
Figure FDA0002967650890000014
is the internal friction angle of the sliding surface; l is the length of the sliding surface; theta is the inclination angle of the sliding surface; w is the self weight of the sliding body;
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 FDA0002967650890000021
Figure FDA0002967650890000022
in the formula, laThe length of the anchoring section of the shear pile; k is the anti-pulling safety coefficient of the anchoring body; f. ofyThe design value of the tensile strength of the steel bar is; d is the drilling diameter of the shear pile; f. ofrbkIs the ultimate bonding strength standard between rock-soil layer and anchoring bodyThe value is that the ultimate bonding strength of the bedrock and the anchoring body is adopted when the length of the embedded section of the shear pile in the bedrock is calculated, 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; dsThe diameter of the steel bar; f. ofbThe 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.
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Cited By (4)

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Publication number Priority date Publication date Assignee Title
CN114892688A (en) * 2022-05-13 2022-08-12 中铁二院工程集团有限责任公司 Three-dimensional design method and system for side slope anchor rod frame beam
CN115506383A (en) * 2022-10-23 2022-12-23 重庆敏思岩土工程有限公司 Rotary spraying replacement method for soil band rib of sliding band
CN116305414A (en) * 2023-01-19 2023-06-23 安徽省交通控股集团有限公司 Shear design method and device based on wedge-shaped section shear model
CN116305414B (en) * 2023-01-19 2024-05-28 安徽省交通控股集团有限公司 Shear design method and device based on wedge-shaped section shear model

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114892688A (en) * 2022-05-13 2022-08-12 中铁二院工程集团有限责任公司 Three-dimensional design method and system for side slope anchor rod frame beam
CN115506383A (en) * 2022-10-23 2022-12-23 重庆敏思岩土工程有限公司 Rotary spraying replacement method for soil band rib of sliding band
CN116305414A (en) * 2023-01-19 2023-06-23 安徽省交通控股集团有限公司 Shear design method and device based on wedge-shaped section shear model
CN116305414B (en) * 2023-01-19 2024-05-28 安徽省交通控股集团有限公司 Shear design method and device based on wedge-shaped section shear model

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