CN116882029A - Pulling-pressing composite anchor rod anti-pulling bearing capacity calculation method - Google Patents

Pulling-pressing composite anchor rod anti-pulling bearing capacity calculation method Download PDF

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CN116882029A
CN116882029A CN202311054687.2A CN202311054687A CN116882029A CN 116882029 A CN116882029 A CN 116882029A CN 202311054687 A CN202311054687 A CN 202311054687A CN 116882029 A CN116882029 A CN 116882029A
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anchor rod
pulling
composite anchor
length
bearing
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涂兵雄
贾金青
郑金伙
许国平
张天亮
翁秀荣
李志伟
程强
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Huaqiao University
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    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
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    • 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
    • G—PHYSICS
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    • 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
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Abstract

The application relates to a method for calculating the pulling and pressing composite anchor rod pulling and pressing bearing capacity, which comprises the following steps of: step A, determining the critical length-diameter ratio n of the stratum according to the rock-soil body elastic modulus E of the stratum where the tension-compression composite anchor rod is located cr The method comprises the steps of carrying out a first treatment on the surface of the Step B, according to the length L of the preset total anchoring section of the pull-press composite anchor rod a And diameter D, determining an initial aspect ratio n, such that la=nd=m 1 n cr D, a step of performing the process; step C, determining the position of the bearing body to obtain the length L of the bearing anchoring section ac And a tensile anchor length L at Let m 2 ＝L at /L a Determining a collaborative bearing coefficient K of the pull-press composite anchor rod: step D, determining according to the physical and mechanical properties of the stratum where the tension-compression composite anchor rod is positionedLimit side friction resistance q between stratum and pressure bearing anchoring section and tension anchoring section sc 、q st Calculating ultimate pulling and pressing bearing capacity P of composite anchor rod u The method for calculating the pulling and pressing composite anchor rod pulling and bearing capacity has the characteristics of clear concept and clear mechanism.

Description

Pulling-pressing composite anchor rod anti-pulling bearing capacity calculation method
Technical Field
The application relates to the technical field of building design and construction, in particular to a method for calculating the pulling and pressing composite anchor rod pulling and bearing capacity.
Background
The pulling and pressing composite anchor rod is gradually popularized and applied in engineering, and how to calculate the pulling-resistant bearing capacity of the composite anchor rod is a key problem to be solved urgently. The anchoring section of the tension-compression composite anchor rod consists of a pressure-bearing anchoring section and a tension anchoring section, and the anchoring mechanism is mainly embodied in three aspects: (1) The load on the anchor head is decomposed into two smaller loads after being transmitted to the bearing plate through the rib body of the bearing anchoring section, one is to pull the tension anchoring section Duan Lali, the other is to extrude the pressure of the bearing anchoring section, and the load decomposition can greatly reduce the concentrated stress of the grouting body and the soil body interface section; (2) The tension-compression composite anchor rod bears load through the tension anchoring section and the pressure bearing anchoring section, and the bearing effect can be better exerted through deformation coordination at the bearing plate; (3) The short anchoring effect, the longer total anchoring section of the pulling-pressing composite type consists of a relatively shorter bearing anchoring section and a tension anchoring section, and the shorter the anchoring length is, the more sufficient the grouting body and soil body interface section side resistance is exerted, and the higher the bearing capacity is. Therefore, the traditional anchor rod anti-pulling bearing capacity calculation method cannot be suitable for the pull-press composite anchor rod.
In actual engineering, because the pull-press composite anchor rod has good bearing performance and high anti-pulling bearing capacity, the total anchoring length of the anchor rod is shorter than that of the conventional anchor rod, and under most conditions, the property of soil layers where the anchoring sections are positioned is not greatly different. Therefore, how to calculate the pulling and pressing bearing capacity of the pulling and pressing composite anchor rod which is arranged on the stratum relatively uniformly is a key difficulty in popularization and application of the pulling and pressing composite anchor rod. In view of this, the present inventors have conducted intensive studies on the above problems, and have produced the present application.
Disclosure of Invention
Aiming at the actual problems and the defects of the prior art, the application provides a pull-press composite type anchor rod anti-pulling bearing capacity calculation method, wherein the critical anchoring length can be determined through a convenient table lookup, and then the pull-press composite type anchor rod cooperative bearing coefficient is calculated according to the bearing body position and the length of the pull-press composite type anchor rod anchoring section, so that the pull-press composite type anchor rod anti-pulling bearing capacity can be rapidly calculated; the method fully embodies the anchoring mechanism of the tension-compression composite anchor rod, and has simple and efficient calculation method.
In order to solve the technical problems, the application provides a pull-press composite anchor rod anti-pulling bearing capacity calculating method, which adopts the following technical scheme:
the method for calculating the pulling and pressing composite anchor rod pulling and bearing capacity comprises the following steps of:
step A, determining the critical length-diameter ratio n of the stratum according to the rock-soil body elastic modulus E of the stratum where the tension-compression composite anchor rod is located cr ；
Step B, according to the length L of the preset total anchoring section of the pull-press composite anchor rod a And diameter D, determining an initial aspect ratio n, such that la=nd=m 1 n cr D；
Step C, determining the position of the bearing body to obtain the length L of the bearing anchoring section ac And a tensile anchor length L at Let m 2 ＝L at /L a And determining a collaborative bearing coefficient K of the tension-compression composite anchor rod according to the following conditions:
1) When 0 is less than or equal to m 1 ≤1，0≤m 2 When less than or equal to 1, K= (2 m) 1 /(2－m 1 ))(m 2 －m 2 2 )+1；
2) When 1 is less than or equal to m 1 ≤2，0≤m 2 ≤1－1/m 1 When k=1-m 1 2 m 2 2 +2m 1 m 2 ；
3) When 1 is less than or equal to m 1 ≤2，1-1/m 1 ≤m 2 ≤1/m 1 When k=2m 2 m 1 2 －2m 1 2 m 2 2 －m 1 2 +2m 1
4) When 1 is less than or equal to m 1 ≤2，1/m 1 ≤m 2 When less than or equal to 1, K=1-m 1 2 m 2 2 +2m 2 m 1 2 －m 1 2 －2m 1 m 2 +2m；
Step D, determining the limit side friction resistance q between the stratum and the pressure-bearing anchoring section and between the stratum and the tension anchoring section according to the physical and mechanical properties of the stratum where the tension-compression composite anchor rod is positioned sc 、q st Calculating ultimate pulling and pressing bearing capacity P of composite anchor rod u ：P u ＝KπD(L ac q sc +L at q st )。
In a preferred embodiment, the pull-press composite anchor rod comprises a rib body, a heat-shrinkable sleeve, a supporting body and a guide cap; a supporting body is arranged on the area of the rib body placed in the grouting body;
the rib body between the supporting body and the ground is wrapped in the heat-shrinkable sleeve, a grease strip is wrapped between the heat-shrinkable sleeve and the rib body of the corresponding length section, and the guide cap is fixed at the bottom end of the rib body.
In a preferred embodiment, the tensile bearing capacity of the connection between the bearing body and the rib body is greater than or equal to 80% of the tensile bearing capacity of the rib body.
In a preferred embodiment, the total anchoring section length L a Equal to the length L of the pressure-bearing anchoring section ac And the length L of the tension anchor section at And (3) summing.
In a preferred embodiment, the elastic modulus E of the rock-soil body is set at 0.05GP a -9.00GP a Between them;
the elastic modulus E of the rock-soil body is 0.05GP a -9.00GP a Between and critical toThe length-diameter ratio shows a certain change rule.
In a preferred embodiment, when the elastic modulus of the rock-soil body is between two adjacent rock-soil body elastic moduli E within a certain change rule, the critical length-diameter ratio is calculated and determined according to a linear interpolation method.
In summary, the application has the following beneficial effects:
1. the application aims to provide a pull-press composite type anchor rod anti-pulling bearing capacity calculation method, which can determine critical anchoring length through a convenient table lookup, and calculate the cooperative bearing coefficient of the pull-press composite type anchor rod according to the position of a bearing body and the length of an anchoring section of the pull-press composite type anchor rod, so that the pull-press composite type anchor rod anti-pulling bearing capacity can be calculated quickly. The method fully embodies the anchoring mechanism of the tension-compression composite anchor rod, and has simple and efficient calculation method.
2. After the pulling and pressing composite type anchor rod pulling and pressing bearing capacity calculation method is adopted, the pulling and pressing composite type anchor rod pulling and pressing bearing capacity calculation formula fully reflects the influence and rule of critical anchoring length on the anchor rod pulling and pressing bearing capacity, also reflects the structural form that the pulling and pressing composite type anchor rod is jointly borne by the pressure-bearing anchoring section and the tension anchoring section, and further reflects the mechanism of cooperative bearing of the pressure-bearing anchoring section and the tension anchoring section. The calculation method has the characteristics of clear concept and clear mechanism.
Drawings
Fig. 1 is a structural diagram of the construction of the pull-press composite anchor rod of the present embodiment;
FIG. 2 is a graph showing the elastic modulus of different rock and soil bodies versus the total length L a Critical aspect ratio n cr Schematic representation of the effect of (a) on the impact of (b) on the test specimen.
Reference numerals illustrate: 100. a rib body; 101. a grease strip; 102. a heat-shrinkable sleeve; 103. a carrier; 104. a guide cap; 200. grouting; 201. drilling holes; 202. ground surface; 300. a total anchoring section; 301. a pressure-bearing anchoring section; 302. and (5) tensioning the anchoring section.
Detailed Description
The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present application; it is apparent that the described embodiments are only some embodiments of the present application, not all embodiments, and that all other embodiments obtained by persons of ordinary skill in the art without making creative efforts based on the embodiments in the present application are within the protection scope of the present application.
In the description of the present application, it should be noted that the positional or positional relationship indicated by the terms such as "upper", "lower", "inner", "outer", "top/bottom", etc. are based on the positional or positional relationship shown in the drawings, are merely for convenience of describing the present application and simplifying the description, and do not indicate or imply that the apparatus or elements 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 application. Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present application, unless explicitly specified and limited otherwise, the terms "mounted," configured to, "" engaged with, "" connected to, "and the like are to be construed broadly, and may be, for example," connected to, "wall-mounted," connected to, removably connected to, or integrally connected to, mechanically connected to, electrically connected to, directly connected to, or indirectly connected to, through an intermediary, and may be in communication with each other between two elements, as will be apparent to those of ordinary skill in the art, in view of the detailed description of the terms herein.
The present application will be described in further detail with reference to fig. 1.
The embodiment of the application discloses a method for calculating the pulling and pressing composite anchor rod pulling and bearing capacity, which belongs to the technical field of building design and construction and is particularly suitable for pulling and pressing composite anchor rods with relatively uniform stratum.
In this embodiment, a pull-press composite anchor rod is provided, which includes a tendon 100, a heat shrinkage bush 102, a supporting body 103 and a guide cap 104; drilling a hole 201 on the ground 202 for pouring the grouting body 200, inserting the rib body 100 into the grouting body 200, and arranging the supporting body 103 on the area where the rib body 100 is arranged in the grouting body 200; the thermal shrinkage sleeve 102 is wrapped by the rib body 100 between the supporting body 103 and the ground 202, the grease strips 101 are wrapped between the thermal shrinkage sleeve 102 and the rib body 100 of the corresponding length section, and the guide caps 104 are fixed at the bottom ends of the rib body 100.
Specifically, the tensile bearing capacity of the connection between the supporting body 103 and the rib body 100 is greater than or equal to 80% of the tensile bearing capacity of the rib body 100.
The method for calculating the pulling and pressing composite anchor rod anti-pulling bearing capacity comprises the following steps:
step A, determining the critical length-diameter ratio n of the stratum according to the rock-soil body elastic modulus E of the stratum where the tension-compression composite anchor rod is located cr ；
Step B, according to the length L of the total anchoring section 300 preset by the pull-press composite anchor rod a And diameter D, determining an initial aspect ratio n, such that la=nd=m 1 n cr D；
Step C, determining the position of the carrier 103 to obtain the length L of the pressure-bearing anchoring section 301 ac And length L of the tension anchor segment 302 at Let m 2 ＝L at /L a And determining a collaborative bearing coefficient K of the tension-compression composite anchor rod according to the following conditions:
1) When 0 is less than or equal to m 1 ≤1，0≤m 2 When less than or equal to 1, K= (2 m) 1 /(2－m 1 ))(m 2 －m 2 2 )+1；
2) When 1 is less than or equal to m 1 ≤2，0≤m 2 ≤1－1/m 1 When k=1-m 1 2 m 2 2 +2m 1 m 2 ；
3) When 1 is less than or equal to m 1 ≤2，1-1/m 1 ≤m 2 ≤1/m 1 When k=2m 2 m 1 2 －2m 1 2 m 2 2 －m 1 2 +2m 1
4) When 1 is less than or equal to m 1 ≤2，1/m 1 ≤m 2 When less than or equal to 1, K=1-m 1 2 m 2 2 +2m 2 m 1 2 －m 1 2 －2m 1 m 2 +2m；
Step D, determining a standard value q of limiting side friction resistance between the rock-soil layer and the grouting body of the pressure-bearing anchoring section and between the rock-soil layer and the grouting body of the tension anchoring section according to the physical and mechanical properties of the stratum where the tension-compression composite anchor rod is located sc ，q st Calculating ultimate pulling and pressing bearing capacity P of composite anchor rod u The calculation formula is as follows: p (P) u ＝KπD(L ac q sc +L at q st )。
Specifically, in step B, the length L of the total anchor segment 300 a Equal to the length L of the pressure-bearing anchoring section 301 ac And length L of the tension anchor segment 302 at And (3) summing.
Specifically, the elastic modulus E of the rock-soil body mentioned in step a in this embodiment is set at 0.05GP a -9.00GP a Between them;
the elastic modulus E of the rock-soil body is 0.05GP a -9.00GP a The ratio of the two to the critical length-diameter shows a certain change rule, and the specific rule is shown in table 1.
As in table 1: variation rule table of critical length-diameter ratio along with rock-soil body elastic modulus
Specifically, in step a, according to the elastic modulus E of the rock-soil body of the stratum where the pull-compression composite anchor rod is located, the critical aspect ratio n of the stratum where the pull-compression composite anchor rod is located is determined according to table 1 (the rule table of the change of the critical aspect ratio with the elastic modulus of the rock-soil body) cr 。
It should be noted that, when the elastic modulus of the rock-soil body is between two adjacent rock-soil body elastic moduli E provided in table 1 (a change rule table of the critical aspect ratio with the elastic modulus of the rock-soil body), the critical aspect ratio is calculated and determined by a linear interpolation method.
After the technical scheme of the application is adopted, the calculation formula of the pulling and pressing composite anchor rod pulling and pressing bearing capacity fully reflects the influence and rule of the critical anchoring length on the pulling and pressing bearing capacity of the anchor rod, also reflects the structural form that the pulling and pressing composite anchor rod is jointly borne by the pressure bearing anchoring section and the tension anchoring section, and further reflects the mechanism of the cooperative bearing of the pressure bearing anchoring section and the tension anchoring section. The calculation method has the characteristics of clear concept and clear mechanism.
In this example, table 1 (a table of the change rule of the critical aspect ratio with the elastic modulus of the rock-soil body) yields the following:
in order to study the influence of the elastic modulus E of a rock-soil body on the critical anchoring length of a pressure type anchor rod, the critical length-diameter ratio n is defined by taking the limit bonding strength of 1.0MPa cr Is critical anchoring total length L a And a ratio of diameter D.
Elastic modulus of different rock-soil bodies to total length L a Critical aspect ratio n cr As shown in fig. 2. As can be seen from fig. 2: total length L a Critical aspect ratio n cr The whole body is reduced along with the increase of the elastic modulus E of the rock-soil body; when the elastic modulus E of the rock-soil body is smaller (0.3-2.0 GPa and is close to soft rock), the total length L a Critical aspect ratio n cr The elastic modulus E of the rock-soil body is obviously reduced along with the increase of the elastic modulus E of the rock-soil body, and the curve is steeper; in the process of increasing the elastic modulus E of the rock-soil body from 0.3GPa to 2.0GPa, the total length L a Decreasing from 6.25m to 2.41m, critical aspect ratio n cr From 41.67 to 16.07; when the elastic modulus E of the rock-soil body is larger (2.0-9.0 GPa and is close to hard rock), the total length L a Critical aspect ratio n cr Slowly decreases along with the increase of the elastic modulus E of the rock-soil body, and tends to be stable, and the total length L is in the process that the elastic modulus E of the rock-soil body is increased from 2.0GPa to 9.0GPa a Decreasing from 2.14m to 1.15m, critical aspect ratio n cr From 16.07 to 7.68.
The reference mark code is obtained by specific calculation of the change rule of the critical length-diameter ratio along with the elastic modulus of the rock-soil body: article number a: 1000-5013 (2019) 06-0716-08, university of Chinese fuqiao report; the analytical solution of the critical anchoring length of the pressure type anchor rod is named by the authors Liu Chao, tu Bingxiong, liao Xiaoping, gu Jinqing, cai Yanyan.
The above embodiments are not intended to limit the scope of the present application, so: all equivalent changes in structure, shape and principle of the application should be covered in the scope of protection of the application.

Claims (6)

1. The method for calculating the pulling and pressing composite anchor rod pulling and bearing capacity is characterized by comprising the following steps of: the calculation method comprises the following steps of:
step A, determining the critical length-diameter ratio n of the stratum according to the rock-soil body elastic modulus E of the stratum where the tension-compression composite anchor rod is located cr ；
Step B, according to the length L of the preset total anchoring section of the pull-press composite anchor rod a And diameter D, determining an initial aspect ratio n, such that la=nd=m 1 n cr D；
Step C, determining the position of the bearing body to obtain the length L of the bearing anchoring section ac And a tensile anchor length L at Let m 2 ＝L at /L a And determining a collaborative bearing coefficient K of the tension-compression composite anchor rod according to the following conditions:
1) When 0 is less than or equal to m 1 ≤1，0≤m 2 When less than or equal to 1, K= (2 m) 1 /(2－m 1 ))(m 2 －m 2 2 )+1；
2) When 1 is less than or equal to m 1 ≤2，0≤m 2 ≤1－1/m 1 When k=1-m 1 2 m 2 2 +2m 1 m 2 ；
3) When 1 is less than or equal to m 1 ≤2，1-1/m 1 ≤m 2 ≤1/m 1 When k=2m 2 m 1 2 －2m 1 2 m 2 2 －m 1 2 +2m 1
4) When 1 is less than or equal to m 1 ≤2，1/m 1 ≤m 2 When less than or equal to 1, K=1-m 1 2 m 2 2 +2m 2 m 1 2 －m 1 2 －2m 1 m 2 +2m；
Step D, determining the limit side friction resistance q between the stratum and the pressure-bearing anchoring section and between the stratum and the tension anchoring section according to the physical and mechanical properties of the stratum where the tension-compression composite anchor rod is positioned sc 、q st Calculating ultimate pulling and pressing bearing capacity P of composite anchor rod u ：P u ＝KπD(L ac q sc +L at q st )。
2. The method for calculating the pulling and pressing composite anchor rod pulling and bearing capacity according to claim 1, which is characterized in that: the pull-press composite anchor rod comprises a rib body, a heat-shrinkable sleeve, a supporting body and a guide cap; a supporting body is arranged on the area of the rib body placed in the grouting body;
the rib body between the supporting body and the ground is wrapped in the heat-shrinkable sleeve, a grease strip is wrapped between the heat-shrinkable sleeve and the rib body of the corresponding length section, and the guide cap is fixed at the bottom end of the rib body.
3. The method for calculating the pulling and pressing composite anchor rod pulling and bearing capacity according to claim 2, which is characterized in that: the tensile bearing capacity of the connection of the bearing body and the rib body is greater than or equal to 80% of the tensile bearing capacity of the rib body.
4. The method for calculating the pulling and pressing composite anchor rod pulling and bearing capacity according to claim 1, which is characterized in that: the total anchoring section length L a Equal to the length L of the pressure-bearing anchoring section ac And the length L of the tension anchor section at And (3) summing.
5. The method for calculating the pulling and pressing composite anchor rod pulling and bearing capacity according to claim 1, which is characterized in that: the elastic modulus E of the rock-soil body is set at 0.05GP a -9.00GP a Between them;
the elastic modulus E of the rock-soil body is 0.05GP a -9.00GP a The length-diameter ratio and the critical length-diameter ratio show a certain change rule.
6. The method for calculating the pulling and pressing composite anchor rod pulling and bearing capacity according to claim 1, which is characterized in that: when the elastic modulus of the rock-soil body is between two adjacent rock-soil body elastic moduli E within a certain change rule, the critical length-diameter ratio is calculated and determined according to a linear interpolation method.
CN202311054687.2A 2023-08-21 2023-08-21 Pulling-pressing composite anchor rod anti-pulling bearing capacity calculation method Pending CN116882029A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117592169A (en) * 2024-01-02 2024-02-23 中国电力工程顾问集团中南电力设计院有限公司 Horizontal bearing capacity calculation method for variable-section anchor rod foundation of power transmission line

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117592169A (en) * 2024-01-02 2024-02-23 中国电力工程顾问集团中南电力设计院有限公司 Horizontal bearing capacity calculation method for variable-section anchor rod foundation of power transmission line
CN117592169B (en) * 2024-01-02 2024-05-28 中国电力工程顾问集团中南电力设计院有限公司 Horizontal bearing capacity calculation method for variable-section anchor rod foundation of power transmission line

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