CN112989467A - Simplified Bischot-based soil slope deep-buried shear pile support structure design method - Google Patents
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- 238000000034 method Methods 0.000 title claims abstract description 31
- 239000002689 soil Substances 0.000 title claims abstract description 14
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 29
- 239000010959 steel Substances 0.000 claims abstract description 29
- 210000002435 tendon Anatomy 0.000 claims abstract description 7
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 4
- 238000004873 anchoring Methods 0.000 claims description 24
- 241000212384 Bifora Species 0.000 claims description 5
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 239000011435 rock Substances 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 6
- 230000002349 favourable effect Effects 0.000 abstract 1
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 239000011083 cement mortar Substances 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 150000001875 compounds Chemical class 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
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- 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
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- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
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- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
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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 sliding body part of the calculation unit into n strips according to a sliding surface form, using i to represent any one of the strips, setting the number of the shear piles to be m rows, and representing the strips containing the shear piles when i is 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 FsCross-sectional area A of reinforcing bar bundle needed by shear pilespThereby performing the arrangement of the tendons. The inventionThe method has better operability, takes economic efficiency into consideration on the premise of ensuring safety, is favorable for saving the construction period and reduces the possibility of disaster occurrence.
Description
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 Bishou 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 simplified Bischu-process-based soil slope deep-buried shear pile support structure design method, which adopts shear piles poured by steel bar bundles and cement mortar to support, and provides anti-sliding force by utilizing the shear resistance of the cross section of the steel bar bundles; 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 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: 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 formulasCross-sectional area A of reinforcing bar bundle needed by shear pilespThereby performing the tendon deployment;
Pi＝Ei-1+Nisinθi-Ei-Ticosθi
wherein,
in the formula, FsThe safety coefficient of the side slope is set; piThe remaining slip force for the ith bar; p is the total remaining slip force of the n bars; ppThe gliding force which is born by a single shear pile; ei-1、EiIs the acting force between the horizontal bars,
Tithe strip bottom has anti-sliding force; n is a radical ofiThe normal acting force of the strip bottom is adopted; thetaiThe sliding surface inclination angle of the ith strip block; wiIs the weight of the ith bar; liThe length of the sliding surface of the ith strip block is; c. CiThe cohesive force of the sliding surface of the ith strip block;
the sliding surface internal friction angle of the ith strip block; f. ofvThe 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;
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 pile diameter; 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 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 diagram 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 formulasCross-sectional area A of reinforcing bar bundle needed by shear pilespThereby performing the tendon deployment;
according to the satisfaction of a safety factor FsThe ultimate equilibrium conditions of (c) can be:
considering the balance of forces in the vertical direction of the bar:
Nicosθi+Tisinθi＝Wi (2)
the formula (1) and (2) can be used for obtaining:
as shown in FIG. 3, the remaining sliding force P of the bar iiThe analytical expression of (a) is as follows:
Pi＝Ei-1+Nisinθi-Ei-Ticosθi (5)
calculating the integral remaining sliding force of the slope sliding body in the unit as follows:
it is known that
Substituting formulae (1), (3) and (4) into (6) can result in:
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:
the cross-sectional area configuration of the shear pile tendon requires the following formula:
in the formula, FsThe safety coefficient of the side slope is set; piThe remaining slip force for the ith bar; p is the total remaining slip force of the n bars; ppThe gliding force which is born by a single shear pile; ei-1、EiIs the acting force between the horizontal bars,
Tithe strip bottom has anti-sliding force; n is a radical ofiThe normal acting force of the strip bottom is adopted; thetaiThe sliding surface inclination angle of the ith strip block; wiIs the weight of the ith bar; liThe length of the sliding surface of the ith strip block is; c. CiThe cohesive force of the sliding surface of the ith strip block;
the sliding surface internal friction angle of the ith strip block; f. ofvThe 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.
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 pile diameter; 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.
The invention provides a design method of a deep-buried shear pile supporting structure aiming at a soil slope with an arc sliding surface, which considers the anti-sliding force provided by the shearing resistance of a steel bar, calculates the integral residual sliding force by a simplified Bishop method, distributes the integral residual sliding force to each row of piles, determines the section area of each row of shear pile steel bar bundles required by meeting the limit balance state of the 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 method for designing a deep-buried shear pile supporting structure of a soil slope based on a simplified Bixiao universal 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 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 formulasCross-sectional area A of reinforcing bar bundle needed by shear pilespThereby performing the tendon deployment;
Pi＝Ei-1+Nisinθi-Ei-Ticosθi
wherein,
in the formula, FsThe safety coefficient of the side slope is set; piThe remaining slip force for the ith bar; p is the total remaining slip force of the n bars; ppThe gliding force which is born by a single shear pile; ei-1、EiIs the acting force between the horizontal bars,
Tithe strip bottom has anti-sliding force; n is a radical ofiThe normal acting force of the strip bottom is adopted; thetaiThe sliding surface inclination angle of the ith strip block; wiIs the weight of the ith bar; liThe length of the sliding surface of the ith strip block is; c. CiThe cohesive force of the sliding surface of the ith strip block;
the sliding surface internal friction angle of the ith strip block; f. ofvThe design value of the shear strength of the steel bar is obtained;
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.
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 pile diameter; 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.
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Cited By (2)
| 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 |
| CN115198735A (en) * | 2022-07-29 | 2022-10-18 | 山西机械化建设集团有限公司 | Construction method of SDDC (Standard deviation DC) slide-resistant pile in open-pit mining disordered backfill area |
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| 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 | Method for determining most dangerous sliding surface of push type landslide and optimal pile position of slide-resistant pile |
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| 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 | Method for determining most dangerous sliding surface of push type landslide and optimal pile position of slide-resistant pile |
Non-Patent Citations (3)
| Title |
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| JOSÉ MILTON DE ARAÚJO等: "Design of rigid pile caps through an interactive strut-and-tie model", 《JOURNAL OF ADVANCED CONCRETE TECHNOLOGY》 * |
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Cited By (3)
| 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 |
| CN115198735A (en) * | 2022-07-29 | 2022-10-18 | 山西机械化建设集团有限公司 | Construction method of SDDC (Standard deviation DC) slide-resistant pile in open-pit mining disordered backfill area |
| 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 |
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