CN120408820A - A design method for horizontal bearing capacity of variable-section anchor groups considering anchor rod utilization coefficient - Google Patents
A design method for horizontal bearing capacity of variable-section anchor groups considering anchor rod utilization coefficientInfo
- Publication number
- CN120408820A CN120408820A CN202510906756.0A CN202510906756A CN120408820A CN 120408820 A CN120408820 A CN 120408820A CN 202510906756 A CN202510906756 A CN 202510906756A CN 120408820 A CN120408820 A CN 120408820A
- Authority
- CN
- China
- Prior art keywords
- horizontal
- anchor
- bearing capacity
- section
- anchor rod
- 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.)
- Granted
Links
Classifications
-
- G—PHYSICS
- G06—COMPUTING OR CALCULATING; 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
-
- G—PHYSICS
- G06—COMPUTING OR CALCULATING; COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
-
- G—PHYSICS
- G06—COMPUTING OR CALCULATING; COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/02—Reliability analysis or reliability optimisation; Failure analysis, e.g. worst case scenario performance, failure mode and effects analysis [FMEA]
-
- G—PHYSICS
- G06—COMPUTING OR CALCULATING; 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
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Theoretical Computer Science (AREA)
- Computer Hardware Design (AREA)
- General Physics & Mathematics (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Piles And Underground Anchors (AREA)
Abstract
本发明公开一种考虑锚杆发挥系数的变截面群锚水平承载力设计方法，群锚基础水平承载力为锚杆群水平抗力及承台立柱水平抗力之和；假定水平影响深度范围内地基土水平抗力分布函数f(x)；根据地基土水平抗力分布函数f(x)计算承台立柱极限水平承载力；将变截面段锚杆看作嵌岩桩，采用m法计算变截面单锚极限水平承载力；根据承台埋深计算锚杆水平承载力发挥系数ζ；本发明方法考虑了锚杆水平抗力的作用，量化承台立柱与锚杆的水平荷载分配占比，解决传统设计方法过于保守的问题。该方法能减少冗余设计，优化结构经济性，降低工程成本，对环境保护、水土保持和适应地形条件具有显著的工程意义。
The present invention discloses a method for designing the horizontal bearing capacity of a variable-section group anchor considering the anchor rod utilization coefficient. The horizontal bearing capacity of the group anchor foundation is the sum of the horizontal resistance of the anchor rod group and the horizontal resistance of the cap column. The horizontal resistance distribution function f(x) of the foundation soil within the horizontal influence depth is assumed. The ultimate horizontal bearing capacity of the cap column is calculated based on the horizontal resistance distribution function f(x) of the foundation soil. ; Consider the variable cross-section anchor as a rock-embedded pile and use the m method to calculate the ultimate horizontal bearing capacity of a single anchor with a variable cross-section The anchor rod's horizontal bearing capacity coefficient ζ is calculated based on the burial depth of the cap. This method considers the horizontal resistance of the anchor rod and quantifies the distribution ratio of horizontal loads between the cap column and the anchor rod, addressing the overly conservative nature of traditional design methods. This method reduces redundant design, optimizes structural economics, and reduces project costs, with significant engineering significance for environmental protection, soil and water conservation, and adaptation to terrain conditions.
Description
Technical Field
The invention relates to the technical field of foundation design of transmission lines, in particular to a design method for horizontal bearing capacity of a variable-section group anchor by considering the coefficient of anchor rod exertion.
Background
The rock anchor rod foundation can fully utilize the anti-pulling bearing performance of the rock foundation, so that the construction mechanization degree is high, the construction equipment is small in size and small in environmental damage, and the rock anchor rod foundation is a 'resource-saving and environment-friendly' foundation type and is favored in the foundation selection of overhead transmission lines in recent years.
However, the power transmission line has the characteristics of wide points and multiple faces, the power transmission line inevitably passes through the areas with steep terrain and thicker covering layers, the traditional anchor rod foundation only considers the horizontal resistance of the bearing platform upright post in the design process, when the covering layers are thicker, the bearing platform side soil resistance is insufficient to resist the horizontal external force, the anchor rod foundation bearing platform is required to be subjected to rock embedding treatment so as to meet the requirement of the horizontal bearing capacity, the depth and the excavation amount of the bearing platform are greatly increased, the environmental protection advantage of the anchor rod foundation is not required, and the application of the anchor rod foundation in the thick covering layer area is limited.
In order to solve the problems, engineering technicians put forward a solution of a novel variable-section anchor rod, the variable-section anchor rod foundation improves the horizontal resistance of the anchor rod by increasing the diameter of the anchor rod section in the upper covering layer and resists horizontal load together with a bearing platform, so that the requirement of bearing platform rock embedding is eliminated, the bearing platform burial depth and the excavation amount are reduced, and the variable-section anchor rod foundation can be used under the geological condition that the thickness of the covering layer is 3-5 m, and the application range of the anchor rod foundation is greatly expanded.
However, the calculation method of the horizontal bearing capacity of the variable-section anchor rod foundation is not studied at present, the existing calculation and evaluation method mainly comprises the step of simply adding the horizontal resistance of the variable-section anchor rod to the horizontal resistance of the bearing platform upright post, the method overestimates the contribution of the variable-section anchor rod to the horizontal resistance, the foundation design is deviated from unsafe, and a more accurate and reliable variable-section group anchor foundation design method is necessary to be provided.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides the design method for the horizontal bearing capacity of the variable cross section group anchor by considering the anchor rod play coefficient.
The technical scheme of the invention is as follows:
s1) the design method of the horizontal bearing capacity of the variable cross section group anchor considering the anchor rod play coefficient comprises two parts of the horizontal bearing capacity of the upright post of the basic bearing platform and the horizontal bearing capacity of the variable cross section group anchor, wherein the calculation formula is as follows:
;
wherein: Representing the horizontal ultimate bearing capacity (kN) of the group anchor foundation;
Representing the horizontal ultimate bearing capacity (kN) of the variable cross section single anchor;
Representing the ultimate horizontal ultimate bearing capacity (kN) of the bearing platform upright post;
Zeta represents the anchor rod horizontal bearing capacity exertion coefficient and is related to the bearing platform burial depth;
n represents the number of anchors.
S2) when calculating the horizontal ultimate bearing capacity of the variable-section single anchor, only considering the contribution of the variable-section of the anchor rod to the horizontal bearing capacity, and considering the variable-section anchor rod as a rock-socketed pile, calculating the horizontal ultimate bearing capacity by adopting an m method, wherein the calculating method is as follows:
;
wherein:
Representing the horizontal ultimate bearing capacity (kN) of the variable cross section single anchor;
representing a variable cross section single anchor horizontal bearing capacity characteristic value (kN);
Gamma represents the horizontal deformation coefficient of the variable section anchor rod;
EI represents bending stiffness of the variable section anchor rod;
Represents the elastic modulus of concrete;
The section moment of inertia of the anchor rod is represented, and the section moment of inertia comprises two parts of anchor bars and grouting bodies;
Representing the allowable displacement (m) of the top of the anchor rod, and taking 6mm for the variable cross-section anchor rod foundation;
The coefficient of the roof water Ping Weiyi of the anchor rod can be determined by referring to the 5.7.2 th section of the building pile foundation standard (JGJ 94-2008), namely, the top constraint of the anchor rod is assumed to be fixedly connected, and the length of a variable section of the anchor rod is taken by the embedded depth h;
m represents the proportionality coefficient of the anchor rod side soil horizontal resistance coefficient, and can be determined by referring to 5.7.5 th item of building pile foundation technical Specification (JGJ 94-2008);
representing the calculated width (m) of the anchor rod, and calculating the diameter of the anchor rod;
represents the bolt diameter (m).
S3) the bearing platform upright post limit horizontal bearing capacity calculating method is shown in the following formula:
;
wherein:
Representing the horizontal ultimate bearing capacity (kN) of the bearing platform upright post;
representing the bearing platform burial depth (m);
f (x) represents a theoretical distribution function of horizontal resistance of foundation soil at the side edge of the bearing platform upright post;
w represents the width (m) of the bearing platform or the upright post;
dx represents the differentiation.
S4) the theoretical distribution function of the horizontal resistance of the foundation soil at the side edge of the bearing platform upright post is shown as follows:
;
wherein:
f (x) represents a theoretical distribution function of horizontal resistance of foundation soil at the side edge of the bearing platform upright post;
represents the saturated non-drainage shear strength (kPa) of foundation soil;
Representing foundation soil at side surface of bearing platform upright post horizontal force affects thickness (m);
representing the bearing platform burial depth (m);
x represents the calculated point-to-ground distance (m).
S5) the anchor rod horizontal bearing capacity exertion coefficient values are shown in table 1:
table 1 anchor rod horizontal bearing capacity coefficient
The beneficial effects of the invention are as follows:
1. the method provided by the invention takes the action of horizontal resistance of the anchor rod into consideration, quantifies the horizontal load distribution ratio of the bearing platform upright post and the anchor rod, and solves the problem that the traditional design method is too conservative. The method can reduce redundant design, optimize structure economy, reduce engineering cost, and has remarkable engineering significance for environmental protection, water and soil conservation and adaptation to terrain conditions.
2. The method supports the design of the variable cross-section anchor rod foundation, promotes engineering application of the novel anchor rod foundation, and can expand application scenes of the anchor rod foundation under complex terrain and soil layer conditions.
3. The design method for the horizontal bearing capacity of the variable cross section group anchor considering the anchor rod play coefficient can relatively accurately evaluate and determine the horizontal bearing capacity of the group anchor foundation, has the total error of not more than 8% compared with a field true test, and has excellent calculation precision and anastomosis.
Drawings
FIG. 1 is a flow chart of the calculation method of the present invention.
FIG. 2 is a schematic diagram of a variable cross-section group anchor infrastructure of the present invention.
FIG. 3 is a cross-sectional view of a variable cross-section group anchor base of the present invention;
FIG. 4 is a diagram of a finite element simulation model of a variable cross-section group anchor basis.
Fig. 5 is a finite element simulation result diagram of variable cross section group anchor foundation load distribution under different bearing platform burial depths.
Fig. 6 is a schematic diagram of horizontal stress distribution of foundation soil at the side of a bearing platform in the variable cross-section anchor rod foundation.
The anchor rod comprises a bearing platform upright post 1, an anchor rod variable cross section 2, an anchor rod constant cross section 3, a ground line 4 and a rock line 5.
Detailed Description
The present invention will be further described with reference to the accompanying drawings for the purpose of making the objects, technical solutions and advantages of the present invention more apparent.
According to the invention, the contribution of the bearing platform and the anchor rod to the horizontal bearing capacity is considered, the cooperative action of the bearing platform and the anchor rod is analyzed, and the method has excellent calculation precision and practicality.
The novel variable cross-section group anchor foundation disclosed by the invention is shown in figure 2, and comprises three parts of a bearing platform upright post 1, an anchor rod variable cross-section 2 and an anchor rod equal cross-section 3. The diameter of the variable section of the anchor rod is larger than that of the constant section, the anchor rod with the constant section is arranged in the rock stratum, the anchor rod with the variable section is mostly arranged in the covering layer, the small part is subjected to rock embedding treatment, the large part of the bearing platform upright post is arranged in the covering layer, and only the top end of the bearing platform upright post protrudes out of the ground line 4.
The invention relates to a design method for horizontal bearing capacity of a variable cross section group anchor by considering an anchor rod play coefficient, which comprises the following steps:
s1) as shown in FIG. 2, the horizontal bearing capacity of the variable cross section group anchor considering the anchor rod play coefficient considers two components, namely the horizontal resistance of foundation soil at the side surface of the bearing platform upright post and the horizontal resistance of the anchor rod group. The calculation formula is as follows:
;
wherein: -group anchor foundation horizontal ultimate bearing capacity (kN);
-variable cross section single anchor horizontal ultimate bearing capacity (kN);
-bearing platform upright post limit horizontal limit bearing capacity (kN);
zeta-anchor rod horizontal bearing capacity exerting coefficient, which is related to bearing platform burial depth;
n is the number of anchor rods.
S2) when calculating the horizontal ultimate bearing capacity of the variable-section single anchor, only considering the contribution of the variable-section of the anchor rod to the horizontal bearing capacity, regarding the variable-section anchor rod as an end rock block, and calculating the horizontal ultimate bearing capacity by adopting an m method, wherein the calculating method is as follows:
;
wherein:
Representing the horizontal ultimate bearing capacity (kN) of the variable cross section single anchor;
representing a variable cross section single anchor horizontal bearing capacity characteristic value (kN);
Gamma represents the horizontal deformation coefficient of the variable section anchor rod;
EI represents bending stiffness of the variable section anchor rod;
Represents the elastic modulus of concrete;
The section moment of inertia of the anchor rod is represented, and the section moment of inertia comprises two parts of anchor bars and grouting bodies;
Representing the allowable displacement (m) of the top of the anchor rod, and taking 6mm for the variable cross-section anchor rod foundation;
The coefficient of the roof water Ping Weiyi of the anchor rod can be determined by referring to the 5.7.2 th section of the building pile foundation standard (JGJ 94-2008), namely, the top constraint of the anchor rod is assumed to be fixedly connected, and the length of a variable section of the anchor rod is taken by the embedded depth h;
m represents the proportionality coefficient of the anchor rod side soil horizontal resistance coefficient, and can be determined by referring to 5.7.5 th item of building pile foundation technical Specification (JGJ 94-2008);
representing the calculated width (m) of the bolt, the calculated width being defined by the diameter of the bolt Calculating to obtain;
represents the bolt diameter (m).
S3) the bearing platform upright post limit horizontal bearing capacity calculating method is shown in the following formula:
;
wherein:
Representing the horizontal ultimate bearing capacity (kN) of the bearing platform upright post;
representing the bearing platform burial depth (m);
f (x) represents a theoretical distribution function of horizontal resistance of foundation soil at the side edge of the bearing platform upright post;
w represents the width (m) of the bearing platform or the upright post;
dx represents the differentiation.
S4) establishing variable cross section group anchor foundation finite element simulation models of different bearing platform burial depths for determining the theoretical distribution function of the horizontal resistance of the foundation soil at the side edge of the bearing platform upright post, as shown in figure 4.
As shown in fig. 5, as the bearing platform burial depth increases from 1m to 2m, the horizontal load borne by the bearing platform upright post is significantly improved, and as the bearing platform burial depth continues to increase to 3m, the horizontal load borne by the bearing platform upright post is almost unchanged. It can be considered that when bearing horizontal load, the resistance of the bearing platform upright post is only resisted by a soil layer with a certain thickness, the thickness is defined as the thickness influenced by horizontal force of foundation soil on the side surface of the bearing platform upright post, and the thickness is 2m for cohesive soil in the example.
The ultimate horizontal bearing capacity of the bearing platform upright post is calculated by adopting an ultimate foundation counterforce method, and an assumed foundation soil horizontal resistance distribution function f (x) is shown as shown in figure 6, wherein the foundation soil horizontal resistance is uniformly distributed within the range of the horizontal influence thickness of foundation soil on the side surface of the bearing platform upright post, namely the embedded depth of 2m, and takes the value asA part with a burial depth exceeding 2m, and horizontal resistance is formed byThe linear decrease is 0 at the bottom of the anchor. The theoretical distribution function of the horizontal resistance of the foundation soil at the side edge of the bearing platform upright post is shown as follows:
;
wherein:
f (x) represents a theoretical distribution function of horizontal resistance of foundation soil at the side edge of the bearing platform upright post;
representing saturated non-drainage shear strength (kPa) of foundation soil, and determining according to a geotechnical geological survey report of a specific tower position;
The thickness (m) of the foundation soil horizontal force on the side surface of the bearing platform upright post can be determined through finite element simulation or field test research, and the thickness (m) can be 2m for powdery clay;
representing the bearing platform burial depth (m);
x represents the vertical distance (m) from the calculation point to the ground, wherein the calculation point is a point between the bottom surface of the bearing platform and the ground.
S5) when the variable cross section group anchor foundation bears horizontal load, the load duty ratio borne by the anchor rods is related to the embedded depth of the bearing platform. In order to determine the anchor rod horizontal bearing capacity exertion coefficient zeta, a variable cross section group anchor foundation finite element simulation model with different bearing platform burial depths is established, as shown in fig. 4.
As shown in fig. 5, as the bearing platform burial depth increases from 1m to 3m, the anchor rod horizontal bearing capacity coefficient linearly decreases from 96.7% to 23.5%. Therefore, the anchor rod horizontal bearing capacity exertion coefficient can be subjected to a conservative value, and the value is shown in a table 1:
table 1 anchor rod horizontal bearing capacity coefficient
In the invention, the anchor rod horizontal bearing capacity exertion coefficient zeta is interpolated according to a table to take a value.
In the case of a certain extra-high voltage transmission line engineering, the covering layer is made of powdery clay, the thickness of the covering layer is 3m, 4m and 5m, the burial depths of corresponding bearing platforms are 1m, 2m and 3m, the lengths of variable-section anchor rods are 2.25m, 2m of the variable-section anchor rods are arranged in the covering layer, 0.25m of the variable-section anchor rods are embedded in rocks, and the rock stratum is made of medium-stroke sandy conglomerate.
The anchor rod base anchor bar adopts screw steel with the diameter of HRB400 of 36mm, the elastic modulus is 200GPa, the grouting body adopts high-performance grouting material, the elastic modulus and the Poisson ratio are respectively 40GPa and 0.2, the diameter of the variable section anchor rod is 250mm, the diameter of the constant section anchor rod is 110mm, and the spacing of the anchor rods is 750mm. The width of the bearing platform is 2.1m.
The horizontal bearing capacity prediction is carried out on a single variable-section anchor rod and a group anchor foundation by adopting the variable-section group anchor horizontal bearing capacity design method considering the anchor rod play coefficient, the calculation result is compared with the true test and the finite element analysis result, the accuracy of the design method is verified, and the results are shown in the table 2 and the table 3:
TABLE 2 comparison of variable section Single Anchor ultimate horizontal bearing force calculation results (Unit: kN)
In the above table 2, P Lu、Ptest、PFEM represents the variable cross section single anchor limit horizontal bearing capacity obtained by adopting theoretical method calculation, true test and finite element result, and the unit is KN.
TABLE 3 comparison of variable section group Anchor base horizontal bearing capacity calculation results (Unit: kN)
In the table 3, fy1 and Fy2 respectively represent the calculation results of finite elements of the horizontal resistance provided by the anchor rod and the upright post of the bearing platform under the action of horizontal load, the unit is kN, and Fl1 and Fl2 respectively represent the theoretical calculation results of the horizontal resistance provided by the anchor rod and the upright post of the bearing platform under the action of horizontal load, the unit is kN.
As can be seen from Table 2, under the geological conditions, the difference between the calculated variable cross section single anchor limit horizontal bearing capacity and the test and finite element results is less than 5%, and the anastomosis is good.
As can be seen from Table 3, under the geological conditions, the difference between the ultimate horizontal bearing capacity of the variable cross section group anchor obtained by calculation and the finite element result is less than 8%, and the anastomosis is good.
In conclusion, the novel variable cross section group anchor horizontal bearing capacity design method provided by the invention has clear mechanical concept, the horizontal load distribution ratio of the bearing platform upright post and the anchor rod is quantized for the first time, the formula is simple and convenient, and the calculation accuracy is good.
Finally, it should be noted that what has not been described in detail in this specification belongs to the prior art known to those skilled in the art, and the foregoing description is only a preferred embodiment of the present invention and is not intended to limit the present invention, but although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the technical solutions described in the foregoing embodiments or equivalents may be substituted for some of the technical features thereof. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (5)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202510906756.0A CN120408820B (en) | 2025-07-02 | 2025-07-02 | A design method for horizontal bearing capacity of variable-section anchor groups considering anchor rod utilization coefficient |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202510906756.0A CN120408820B (en) | 2025-07-02 | 2025-07-02 | A design method for horizontal bearing capacity of variable-section anchor groups considering anchor rod utilization coefficient |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN120408820A true CN120408820A (en) | 2025-08-01 |
| CN120408820B CN120408820B (en) | 2025-09-16 |
Family
ID=96514224
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202510906756.0A Active CN120408820B (en) | 2025-07-02 | 2025-07-02 | A design method for horizontal bearing capacity of variable-section anchor groups considering anchor rod utilization coefficient |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN120408820B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN120911136A (en) * | 2025-10-10 | 2025-11-07 | 安徽明生电力设计有限公司 | Screw anchor group arrangement and bearing platform collaborative optimization method and system based on torque window constraint |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002004275A (en) * | 2000-06-26 | 2002-01-09 | Okabe Co Ltd | Execution method of anchor for withstanding horizontal force and anchor for withstanding horizontal force |
| CN114991142A (en) * | 2022-07-12 | 2022-09-02 | 国网山东省电力公司建设公司 | An assembled slab-rock bolt composite foundation and construction method |
| CN219261097U (en) * | 2023-01-17 | 2023-06-27 | 中国电力工程顾问集团中南电力设计院有限公司 | Variable cross-section type rock anchor rod foundation for overhead transmission line |
| 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 | A method for calculating the horizontal bearing capacity of variable-section anchor foundations for transmission lines |
| CN222206315U (en) * | 2024-05-09 | 2024-12-20 | 中国电建集团河北省电力勘测设计研究院有限公司 | Device for improving horizontal bearing capacity of single-anchor foundation of spiral anchor |
-
2025
- 2025-07-02 CN CN202510906756.0A patent/CN120408820B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002004275A (en) * | 2000-06-26 | 2002-01-09 | Okabe Co Ltd | Execution method of anchor for withstanding horizontal force and anchor for withstanding horizontal force |
| CN114991142A (en) * | 2022-07-12 | 2022-09-02 | 国网山东省电力公司建设公司 | An assembled slab-rock bolt composite foundation and construction method |
| CN219261097U (en) * | 2023-01-17 | 2023-06-27 | 中国电力工程顾问集团中南电力设计院有限公司 | Variable cross-section type rock anchor rod foundation for overhead transmission line |
| 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 | A method for calculating the horizontal bearing capacity of variable-section anchor foundations for transmission lines |
| CN222206315U (en) * | 2024-05-09 | 2024-12-20 | 中国电建集团河北省电力勘测设计研究院有限公司 | Device for improving horizontal bearing capacity of single-anchor foundation of spiral anchor |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN120911136A (en) * | 2025-10-10 | 2025-11-07 | 安徽明生电力设计有限公司 | Screw anchor group arrangement and bearing platform collaborative optimization method and system based on torque window constraint |
| CN120911136B (en) * | 2025-10-10 | 2025-12-02 | 安徽明生电力设计有限公司 | A Method and System for Co-optimization of Helical Anchor Group Layout and Pier Co-location Based on Torque Window Constraints |
Also Published As
| Publication number | Publication date |
|---|---|
| CN120408820B (en) | 2025-09-16 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN120408820B (en) | A design method for horizontal bearing capacity of variable-section anchor groups considering anchor rod utilization coefficient | |
| CN114091138B (en) | Deep water long trestle structure design method | |
| CN117592169B (en) | Horizontal bearing capacity calculation method for variable-section anchor rod foundation of power transmission line | |
| CN113239427B (en) | Method for enhancing lateral deformation resistance mechanical property of existing pile foundation | |
| CN115455690B (en) | Method for calculating rock embedding depth of soil-rock combined foundation pit supporting pile | |
| CN106777629B (en) | Expansive soil calculation model based on engineering boundary conditions and application method thereof | |
| Shang et al. | Bearing characteristics of long enlarged head ultra-deep T-shaped bidirectional dry jet mixing column (TDM) improved ground | |
| CN208545767U (en) | A kind of counterweight type pile plate retaining wall | |
| CN120449254B (en) | Design method for downward bearing capacity of variable-section group anchor foundation | |
| CN201512803U (en) | Structural layer used for preventing building from sinking and bottom layer structure in transformer substation | |
| CN110528556B (en) | A foundation and construction method based on root bionics | |
| CN121009599B (en) | Design method of power transmission line inclined anchor foundation | |
| SONG et al. | A calculation method for the bearing capacity of saturated soil under undrained conditions | |
| CN119538679B (en) | Simulation method for construction process of composite caisson anchor foundation under soil resistance | |
| CN113756282A (en) | A Precise Grouting Reinforcement Method for High-rise Buildings Affected by Mining | |
| CN110528564A (en) | Transmission line of electricity combines the design method of the upper plate of the double anchor slab foundation structures of plate stem | |
| CN120046221B (en) | An embedded pile foundation design method for bridges in mountainous areas, along with its storage medium and equipment. | |
| CN119466025B (en) | A greening assembled retaining wall and its structural design method | |
| Huang et al. | Mechanical behavior and influencing factors of different pile-anchor supporting structures | |
| CN119918152B (en) | Raft board building slurry ball lifting method and system based on numerical simulation | |
| CN113106998B (en) | A method for improving the seismic performance of existing pile groups with multi-section reinforcement | |
| CN110777799A (en) | Foundation pit design method based on asymmetric load | |
| CN113565122B (en) | A steel structure assembled root key foundation for power transmission lines and a construction method thereof | |
| Feng et al. | Study on the deformation mechanism of the upper overburden during the dewatering of confined water | |
| Yuan et al. | Analysis and simulation on unequal settlement of ancient masonry pagodas |
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 |