CN115879886A - Power transmission line assembly type rock anchor rod foundation configuration system and configuration method - Google Patents
Power transmission line assembly type rock anchor rod foundation configuration system and configuration method Download PDFInfo
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- CN115879886A CN115879886A CN202211567259.5A CN202211567259A CN115879886A CN 115879886 A CN115879886 A CN 115879886A CN 202211567259 A CN202211567259 A CN 202211567259A CN 115879886 A CN115879886 A CN 115879886A
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Abstract
The invention discloses a power transmission line assembled rock anchor rod foundation configuration system and a configuration method, which comprises a basic parameter data management module, an assembled anchor rod foundation data management module, a pole tower data management module, a construction site information acquisition module, a database module, a configuration module and a visual output module.
Description
Technical Field
The invention relates to the technical field of transmission tower foundations, in particular to a power transmission line assembly type rock anchor rod foundation configuration system and a power transmission line assembly type rock anchor rod foundation configuration method.
Background
According to the related requirements of national grid company's notice (capital construction technology [2021 ]) 10 about deep propulsion of mechanized construction of power transmission and transformation projects, the special design is deepened and optimized, the rationality, the scientificity and the feasibility of mechanized construction are improved, and the standardization, the serialization and the intellectualization of the mechanized construction technology are promoted. The assembly type is a convenient road for mechanical construction, because acting forces of towers of the transmission line are different, geology of a rock area has various forms such as slightly weathering, medium weathering and strong weathering, terrains of towers of the transmission line are different, roots of towers of the transmission line are different, and other influence factors, when a project is designed, the basic configuration design is a complex and tedious work, particularly in the process of developing the foundation towards the assembly or prefabrication direction, the basic construction is changed from traditional on-site pouring into a construction mode that each part module is prefabricated in factory processing and is transported to a construction site for assembly and assembly, so that the basic design configuration not only needs to consider the factors such as the acting forces, the terrains, the geology and the like of the previous basis, but also needs to consider the assembly mode of each part of the assembly type basis. Thus, the problems with conventional manual configuration are gradually emerging:
(1) Technical and economic indexes are not unified
For a power transmission and transformation project, there may be several incoming lines and several outgoing lines, which are not designed by the same person, and the difference of the basic consumption index per kilometer is easily large due to factors such as individual technical capability, basic design parameter selection, different design concepts, basic configuration margin control, and the like.
(2) Low efficiency
The basic design configuration is manually carried out, the basic configuration is relatively simple for projects with small engineering scale, the low efficiency is not obvious, and for projects with slightly larger scale, the basic configuration, the design, the check, the audit and the like are calculated and checked in one step according to basic acting force analysis, geological condition analysis, topographic condition analysis and other factors, so that the time and the labor are consumed, the problems are difficult to check, and the efficiency is low.
(3) Inaccurate counting of material inventory
The foundation configuration of every basic shaft tower of transmission line is different, and the basis material is clear to be registered relates to concrete volume, reinforcing bar volume, rag bolt volume, and reinforcing bar material, diameter, length kind are many in single basis very much, and it is heavy to the material manual statistics task, consuming time long, the difficult reason of looking for of data statistics mistake, finally leads to the volume to count inaccurate easily.
Disclosure of Invention
The invention aims to overcome the defects in the prior art, and provides a power transmission line assembly type rock anchor rod foundation configuration system and a power transmission line assembly type rock anchor rod foundation configuration method.
In order to achieve the purpose, the invention adopts the technical scheme that: an electric transmission line fabricated rock bolt foundation configuration system comprising:
the basic parameter data management module is mainly used for defining and digitizing professional terms, basic parameters and the like used by each module in a standard manner, so that the names and data types of the professional terms, the basic parameters and the like used by the system are unified, and data calling and operation are facilitated;
the assembly type anchor rod foundation data management module is used for importing or inputting relevant parameters of a serialized assembly type rock anchor rod foundation and converting each characteristic value of the foundation into data according to the standard, so that data calling and operation are facilitated;
the tower data management module is used for importing or inputting relevant parameters of a serialized tower, and digitizing all characteristic values of the tower according to standards so as to facilitate data calling and operation;
the construction site information acquisition module is used for acquiring relevant construction site information and digitizing each characteristic value of the construction site according to the standard, so that data calling and operation are facilitated;
the database module is connected with the basic parameter data management module, the assembly type anchor rod foundation data management module, the tower data management module and the construction site information acquisition module and is used for collecting heterogeneous system data information from each module, converting the heterogeneous system data information into homogeneous system data information and storing the homogeneous system data information;
the configuration module is interactively connected with the database module and used for reading data information in the database module, calculating, checking and comparing according to set steps and set boundary conditions and algorithms, configuring a reasonable assembly type rock anchor rod foundation for each tower and feeding back configuration result data to the database module for storage;
and the visual output module is connected with the database module and used for outputting visual data and summarizing and outputting configuration result data in the configuration module into a result data report.
Another object of the present invention is to: the method for configuring the assembled rock bolt foundation of the power transmission line comprises the following steps: s1, reading data;
s2, calculating the height of the foundation;
s3, selecting a basic acting force grade;
s4, selecting and verifying an anchor rod;
s5, selecting an assembled bearing platform;
s6, selecting a prefabricated main column;
s7, selecting an assembled rock anchor rod foundation;
and S8, outputting by a visual output module.
Further, in the step S1, the configuration module is connected to the database module, and data of each input sub-module of the basic parameter data management module, the assembly anchor rod foundation data management module, the tower data management module, and the construction site information acquisition module is read.
Further, in the step S2, whether tower legs are high or low legs is determined by analyzing tower leg data in the construction site acquisition module, and the base height is calculated according to the determination result and the set boundary condition and algorithm.
Further, in step S2, if the four-leg lengths ht are equal, the tower is determined to be a flat-leg tower, and the basic height value hj can be calculated according to the following two boundary conditions: the first boundary condition is as follows: the ground elevation hf of the bedrock after excavation, the height hc of the foundation cushion cap and the height hz of the foundation main column must be equal, and the boundary condition is two: according to the design requirement of the exposed soil body of the main column, the height hc of a foundation bearing platform and the height hz of the foundation main column (the elevation of a central pile is h 0-the ground elevation of the excavated bedrock) = the height hl of the foundation exposed soil body;
if the lengths ht of the four legs are not equal, the tower is judged to be a high-low leg tower, and the basic height value hj can be calculated according to the following two boundary conditions: the first boundary condition is as follows: the height hc of a foundation cushion cap of the four foundations, the height hz of a foundation main column and the length ht of a tower leg (the elevation of a central pile is h 0-the ground elevation hf of the bedrock) must be equal, and the boundary condition is two: according to the design requirement of the exposed soil body of the main column, the height hc of a foundation cushion cap and the height hz of the foundation main column (ground elevation hq before excavation-ground elevation hf of bedrock after excavation) = the height hl of the exposed soil body of the foundation.
Further, the step S3 includes:
(1) Setting of margin factor of base force
Configuring acting force margin setting of a foundation, and setting a geological margin coefficient of strongly weathered rock 1.3, a geological margin coefficient of moderately weathered rock 1.2 and a geological margin coefficient of slightly weathered rock 1.1;
(2) Base force additive margin value correction
Multiplying the read basic design acting force by a corresponding margin coefficient in the S3 (1) according to the geological characteristics of the tower footing, and obtaining a corrected basic acting force;
(3) According to the corrected basic acting force, the basic acting force is compared with the basic limit acting force in the assembled rock anchor rod basic data management module for selection:
if the basic limit force value-the corrected basic force value is not less than 0, the selected basic limit force value is required to be more than or equal to the corrected value obtained by multiplying the actual basic force required by the site by a margin coefficient;
if the basic limit force value-the corrected basic force value is not more than the grading range, the basic limit force value required to be selected and the corrected value obtained by multiplying the basic force required by the actual field by the margin coefficient belong to the same grade range;
the economic and reasonable foundation meeting the stress requirement can be selected according to the two conditions.
Further, the step S4 includes:
(1) Selection of diameter and number of anchor rods
Reading the corrected foundation acting force in the step S3, (2) and the geological characteristics of the tower footing in the construction site information acquisition module, wherein the formula (4.2.1) in the design rule of the anchor rod foundation of the overhead transmission line (DLT 5544-2018)
The number of anchor rods and the diameter of the anchor rods can be calculated and determined;
(2) Anchor length selection
According to the geological characteristics of the tower footing, a formula (4.2.2) is calculated according to the ultimate bonding bearing capacity between the anchor bars and the anchoring agent and between the anchor rods and rock layers
And (4.2.3)>
Respectively calculating the anchoring depth of the anchor rod, thereby calculating the length of the anchor rod;
(3) Anchor rod verification and determination
The calculation result should satisfy the formula (4.3.1)
And (4.3.2) </or>
Calculating requirements of group anchors, when the pulling-resistant bearing capacity of the anchor rod is determined by a formula (4.2.3), correcting a limit bonding bearing capacity standard value Rb between the anchor rod and a rock-soil layer, and checking that the safety coefficient of the anchor rod is not less than the lowest safety coefficient of 2.0 after correction;
(4) And (4) comparing the bases screened in the step (S3), and further selecting a screening base according to the diameter, the number and the anchoring length of the anchor rod.
Further, in the step S5, after the outer diameter, the number and the anchoring length of the anchor rod in the step S4 are determined, a matched assembled bearing platform is selected through the assembled rock anchor rod basic data management module.
Further, the step S6 includes:
(1) Prefabricated king post height determination
After the assembled bearing platform is selected, the height hc of the bearing platform is determined, and the height hz of the prefabricated main column can be calculated according to the calculation results of the step (2) and the step (3) in the step S2;
(2) Specification determination of foundation bolt in prefabricated main column
Determining the outer diameter and root opening of the foundation bolt in the prefabricated main column according to the comparison of the aperture and the pitch of the tower foot plates;
(3) Selection of prefabricated main columns
As the prefabricated main column in the serial assembled rock anchor rod is subjected to rigidity design, reinforcement design and size design according to the foundation acting force, the prefabricated main column is matched and selected according to the determined height of the prefabricated main column and the specification of the foundation bolt in the prefabricated main column.
Further, in step S7, when the outer diameter, number, anchoring length, and fabricated cap and prefabricated main column of the anchor rod are determined, a unique basic model including a connection steel plate and related accessories can be selected from the fabricated rock anchor rod basic data management module.
Further, in step S8, after all tower foundation configurations are completed, the tower foundation list and the material list are output in the visual output module in a form.
Compared with the prior art, the invention has the following advantages and beneficial effects:
(1) Efficient and accurate basic configuration
By adopting the power transmission line assembly type rock anchor rod foundation configuration system, only field information needs to be input or guided in, the required margin is standardized, the system automatically calculates and configures the assembly type rock anchor rod foundation, and a foundation detail list (including foundation excavation amount) is visually output, the materials are registered, the work is efficient and accurate, and the phenomena of heavy manual configuration task, low efficiency and inaccurate material statistics are avoided.
(2) Rational unification of technical and economic indexes
The power transmission line assembly type rock anchor rod foundation configuration system is adopted, the traditional mode that foundation configuration is carried out manually is changed, interference of factors such as manual individual thinking, emotion, technical capability, technical understanding deviation and the like is avoided, the foundation configuration is carried out according to a certain margin reserved according to actual requirements, and technical and economic indexes of engineering projects are more rationally unified.
In conclusion, the invention realizes the intelligent configuration of the assembled rock anchor rod foundation of the power transmission line by carrying out data processing on the existing drawings, terms and parameters of the assembled rock anchor rod foundation designed in series, the tower designed in series and the like, and replacing the manually selected configuration foundation process by a computer software system through construction site information acquisition and data transformation, thereby improving the design working efficiency and the material statistics accuracy, avoiding the influence of manual individual difference and ensuring the economy and rationality of the design technology.
Drawings
FIG. 1 is a schematic block diagram of a configuration system of the present invention;
FIG. 2 is a flow chart illustrating a configuration method of the present invention.
Detailed Description
The invention will be further described in detail with reference to examples of embodiments shown in the drawings to which, however, the invention is not restricted.
As shown in fig. 1, the power transmission line fabricated rock bolt foundation configuration system in this embodiment includes a basic parameter data management module 1, a fabricated bolt foundation data management module 2, a tower data management module 3, a construction site information acquisition module 4, a database module 5, a configuration module 6 and a visual output module 7, wherein:
the basic parameter data management module 1 is used for importing or inputting data such as basic terms, basic parameters and the like, and the functions of the basic parameter data management module are mainly used for standard definition and datamation of professional terms, basic parameters and the like used by each module, so that the names and data types of the professional terms, the basic parameters and the like used by the system are uniform, and data calling and operation are facilitated;
the assembly type anchor rod foundation data management module 2 is used for importing or inputting relevant parameters of a serialized assembly type rock anchor rod foundation, and digitizing all characteristic values of the foundation according to standards, such as a foundation name, a foundation acting force, sizes, models, strength grades and the like of all parts of the foundation, so that data calling and operation are facilitated;
the tower data management module 3 is used for importing or inputting relevant parameters of a seriation tower, and converting each characteristic value of the tower into data according to standards, such as the name of the tower, the call height, the flat leg length and the corresponding half-open, the high-low leg length and the corresponding half-open, the type and the root-open of foundation bolts, the weight of the tower and the like, so that data calling and operation are facilitated;
the construction site information acquisition module 4 is used for acquiring relevant information of a construction site, and converting each characteristic value of the construction site into data according to standards, such as design pile number, pole tower type, pole tower height, corner degree, center pile coordinate, tower footing terrain, tower footing geology and the like, so that data calling and operation are facilitated;
the database module 5 is connected with the basic parameter data management module 1, the assembly type anchor rod foundation data management module 2, the tower data management module 3 and the construction site information acquisition module 4 and is used for collecting heterogeneous system data information from each module, converting the heterogeneous system data information into isomorphic system data information and storing the isomorphic system data information;
the configuration module 6 is interactively connected with the database module 5 and used for reading data information in the database module 5, calculating, checking and comparing according to set steps and set boundary conditions and algorithms, so that a reasonable assembly type rock anchor rod foundation is configured for each tower, and configuration result data are fed back to the database module 5 for storage;
and the visual output module 7 is connected with the database module 6 and is used for outputting visual data, summarizing and outputting configuration result data in the configuration module into a result data report, such as a tower foundation configuration list, a material inventory and the like.
As shown in fig. 2, the configuration method of the assembled rock bolt foundation of the power transmission line comprises the following steps:
s1, data reading
The configuration module 6 is connected with the database module 5, and the data of each input submodule of the basic parameter data management module 1, the assembly type anchor rod foundation data management module 2, the tower data management module 3 and the construction site information acquisition module 4 are read for the following calculation.
S2, calculating the height of the foundation
Defining the height of a foundation as hj, the height of the prefabricated main column as hz, the height of the assembled bearing platform as hc, and setting the relationship of the height of the foundation hj = the height of the prefabricated main column as hz + the height of the assembled bearing platform as hc;
defining the data values obtained by data reading: the length ht of a tower leg, the elevation h0 of a central pile, the ground elevation hf of a bed rock after excavating covering soil and the surface layer of the weak rock, the ground elevation hq before excavating covering soil and the surface layer of the weak rock and the height hl of a foundation exposed soil body.
(1) Discrimination of flat leg and high-low leg
And analyzing tower leg data of the tower in the construction site acquisition module 4, judging the tower to be a flat leg tower if the lengths ht of the four legs are equal, and judging the tower to be a high-low leg tower if the lengths ht of the four legs are not equal.
(2) Leveling of flat leg tower foundation
The first boundary condition is as follows: the excavated bedrock ground elevations hf, the height hc of the foundation bearing platform and the height hz of the foundation main column of the four foundations must be equal;
and a second boundary condition: according to the design requirements of the exposed soil body of the main column, the height hc of a foundation bearing platform and the height hz of the foundation main column (the elevation of a central pile is h 0-the ground elevation hf of the excavated bedrock) = the height hl of the exposed soil body of the foundation,
according to the two boundary conditions, a basic height value hj or (the height hz of the prefabricated main column and the height hc of the assembled bearing platform) can be calculated.
(3) Leveling of high-low leg pole tower foundation
The first boundary condition is as follows: the height hc of a foundation cushion cap of the four foundations, the height hz of a foundation main column and the length ht of a tower leg (the elevation of a central pile is h 0-the ground elevation hf of the bedrock) must be equal;
and a second boundary condition: according to the design requirement of the exposed soil body of the main column, the height hc of a foundation cushion cap and the height hz of the foundation main column- (the ground elevation hq before excavation-the ground elevation hf of the bedrock after excavation) = the height hl of the exposed soil body of the foundation,
according to the two boundary conditions, a basic height value hj or (the height hz of the prefabricated main column and the height hc of the assembled bearing platform) can be calculated.
S3, selecting base acting force grade
(1) Base effort margin factor setting
The acting force margin setting of the configuration foundation adopts the main principle that setting is carried out according to geological characteristics, and a strongly weathered rock geological margin coefficient is 1.3, a moderately weathered rock geological margin coefficient is 1.2 and a slightly weathered rock geological margin coefficient is 1.1.
(2) Base force addition margin correction
And multiplying the read basic design acting force by the corresponding margin coefficient in the S3 (1) according to the geological characteristics of the tower footing to obtain the corrected basic acting force.
(3) And comparing and selecting the corrected basic acting force with the basic limit acting force in the assembled rock bolt basic data management module 2 according to the corrected basic acting force:
if the basic limit force value-the corrected basic force value is not less than 0, the selected basic limit force value is required to be more than or equal to the corrected value obtained by multiplying the actual basic force required by the site by a margin coefficient;
if the basic limit force value-the corrected basic force value is not more than the grading range, the selected basic limit force value and the corrected value obtained by multiplying the actual basic force required by the site by the margin coefficient belong to the same grade range;
the basis which meets the stress requirement and is economical and reasonable can be selected through the two conditions.
S4, selecting and verifying anchor rods
(1) Selection of diameter and number of anchor rods
Reading the corrected foundation acting force in the step S3 and the geological characteristics of the tower footing in the construction site information acquisition module 4, and obtaining the correction result according to a formula (4.2.1) in the design rule of the anchor rod foundation of the overhead transmission line (DLT 5544-2018)
The number of the anchor rods (4 or 9) and the diameter of the anchor rods can be calculated and determined.
(2) Anchor length selection
According to the geological characteristics of the tower footing, a formula (4.2.2) is calculated according to the ultimate bonding bearing capacity between the anchor bars and the anchoring agent and between the anchor rods and rock layers
And (4.2.3)>
And respectively calculating the anchoring depth of the anchor rod, thereby calculating the length of the anchor rod.
(3) Anchor rod verification and determination
The calculation result should satisfy the formula (4.3.1)
And (4.3.2) </or>
And (4) calculating requirements of group anchors, when the pulling-resistant bearing capacity of the anchor rod is determined by a formula (4.2.3), correcting a limit bonding bearing capacity standard value Rb between the anchor rod and a rock-soil layer, and checking that the safety coefficient of the anchor rod is not less than the lowest safety coefficient of 2.0 after correction.
(4) And (4) comparing the bases screened in the step (S3), and further selecting the screened bases according to the diameter, the number and the anchoring length of the anchor rods.
S5, selecting assembled bearing platform
After the outer diameter, the number and the anchoring length of the anchor rod are determined, a matched assembled bearing platform is selected through the assembled rock anchor rod basic data management module 2, and rigidity design, reinforcement design and size design are carried out on the matched bearing platform in the serialized assembled rock anchor rod according to basic acting force, and the matched selection is directly carried out at the position.
S6, selecting a prefabricated main column
(1) Prefabricated king post height determination
After the assembled bearing platform is selected, the height hc of the bearing platform is determined, and the height hz of the prefabricated main column can be calculated according to the calculation results of the step (2) and the step (3) in the step S2.
(2) Specification determination of foundation bolt in prefabricated main column
And determining the outer diameter and root opening of the foundation bolt in the prefabricated main column according to the comparison of the aperture and the pitch of the tower foot plates.
(3) Selection of prefabricated main columns
As the prefabricated main column in the serial assembled rock anchor rod is subjected to rigidity design, reinforcement design and size design according to the basic acting force, the prefabricated main column is matched and selected according to the determined height of the prefabricated main column and the specification of the foundation bolt in the prefabricated main column.
S7, selecting assembled rock anchor rod foundation
When the outer diameter, the number and the anchoring length of the anchor rod, the assembled bearing platform and the prefabricated main column are determined, the only basic model including the connecting steel plate and the related accessories can be selected from the assembled rock anchor rod basic data management module 2.
S8, outputting by a visual output module
And after all the tower foundations are configured, outputting the tower foundation list and the material list in a visual output module in a form for designers to use.
Claims (11)
1. The utility model provides a transmission line assembled rock stock basis configuration system which characterized in that: the method comprises the following steps:
the basic parameter data management module is mainly used for defining and digitizing professional terms, basic parameters and the like used by each module in a standard manner, so that the names and data types of the professional terms, the basic parameters and the like used by the system are unified, and data calling and operation are facilitated;
the assembly type anchor rod foundation data management module is used for importing or inputting relevant parameters of a serialized assembly type rock anchor rod foundation and converting each characteristic value of the foundation into data according to the standard, so that data calling and operation are facilitated;
the tower data management module is used for importing or inputting relevant parameters of a serialized tower, and digitizing all characteristic values of the tower according to standards so as to facilitate data calling and operation;
the construction site information acquisition module is used for acquiring relevant construction site information and digitizing each characteristic value of the construction site according to the standard, so that data calling and operation are facilitated;
the database module is connected with the basic parameter data management module, the assembly type anchor rod foundation data management module, the tower data management module and the construction site information acquisition module and is used for collecting heterogeneous system data information from each module, converting the heterogeneous system data information into isomorphic system data information and storing the isomorphic system data information;
the configuration module is interactively connected with the database module and used for reading data information in the database module, calculating, checking and comparing according to set steps and set boundary conditions and algorithms, configuring a reasonable assembly type rock anchor rod foundation for each tower and feeding back configuration result data to the database module for storage;
and the visual output module is connected with the database module and used for outputting visual data and summarizing and outputting configuration result data in the configuration module into a result data report.
2. The method for configuring the assembled rock bolt foundation of the power transmission line according to claim 1, wherein the method comprises the following steps: the method comprises the following steps:
s1, reading data;
s2, calculating the height of the foundation;
s3, selecting a basic acting force grade;
s4, selecting and verifying an anchor rod;
s5, selecting an assembled bearing platform;
s6, selecting a prefabricated main column;
s7, selecting an assembled rock anchor rod foundation;
and S8, outputting by a visual output module.
3. The method for configuring the assembled rock bolt foundation of the power transmission line according to claim 1, wherein: and the step S1 is to connect a database module through a configuration module, and read data of each input submodule of the basic parameter data management module, the assembly type anchor rod foundation data management module, the tower data management module and the construction site information acquisition module.
4. The method for configuring the assembled rock bolt foundation of the power transmission line according to claim 1, wherein: in the step S2, whether tower legs are high or low legs is judged by analyzing tower leg data in the construction site acquisition module, and the foundation height is calculated according to the judgment result and the set boundary condition and algorithm.
5. The power transmission line fabricated rock bolt foundation configuration method of claim 4, wherein: in the step S2, if the four-leg lengths ht are equal, the four-leg length ht is determined as a flat-leg tower, and the basic height value hj can be calculated according to the following two boundary conditions: the first boundary condition is as follows: the values of the excavated bedrock ground elevations hf, the height hc of the foundation bearing platform and the height hz of the foundation main column must be equal, and the boundary condition is two: according to the design requirement of the exposed soil body of the main column, the height hc of a foundation bearing platform and the height hz of the foundation main column (the elevation of a central pile is h 0-the ground elevation hf of the excavated bedrock) = the height hl of the exposed soil body of the foundation;
if the lengths ht of the four legs are not equal, the tower is judged to be a high-low leg tower, and the basic height value hj can be calculated according to the following two boundary conditions: the first boundary condition is as follows: the height hc of a foundation cushion cap of the four foundations, the height hz of a foundation main column and the length ht of a tower leg (the elevation of a central pile is h 0-the ground elevation hf of the bedrock) must be equal, and the boundary condition is two: according to the design requirement of the exposed soil body of the main column, the height hc of a foundation cushion cap and the height hz of the foundation main column (ground elevation hq before excavation-ground elevation hf of bedrock after excavation) = the height hl of the exposed soil body of the foundation.
6. The method for configuring the assembled rock bolt foundation of the power transmission line according to claim 5, wherein: the step S3 includes:
(1) Setting of margin factor of base force
Configuring acting force margin setting of a foundation, and setting a geological margin coefficient of strongly weathered rock 1.3, a geological margin coefficient of moderately weathered rock 1.2 and a geological margin coefficient of slightly weathered rock 1.1;
(2) Base force additive margin value correction
Multiplying the read basic design acting force by the corresponding margin coefficient in the S3 (1) according to the geological characteristics of the tower footing to obtain a corrected basic acting force;
(3) According to the corrected basic acting force, the basic acting force is compared with the basic limit acting force in the assembled rock anchor rod basic data management module for selection:
if the basic limit force value-the corrected basic force value is more than or equal to 0, the selected basic limit force value is required to be more than or equal to the corrected value obtained by multiplying the basic force of the actual demand of the site by a margin coefficient;
if the basic limit force value-the corrected basic force value is not more than the grading range, the selected basic limit force value and the corrected value obtained by multiplying the actual basic force required by the site by the margin coefficient belong to the same grade range;
the economic and reasonable foundation meeting the stress requirement can be selected according to the two conditions.
7. The method for configuring the fabricated rock bolt foundation of the power transmission line according to claim 6, wherein: the step S4 includes:
(1) Selection of diameter and number of anchor rods
Reading the corrected foundation acting force in the step S3, (2) and the geological characteristics of the tower footing in the construction site information acquisition module, wherein the formula (4.2.1) in the design rule of the anchor rod foundation of the overhead transmission line (DLT 5544-2018)
The number of anchor rods and the diameter of the anchor rods can be calculated and determined;
(2) Anchor length selection
According to the geological characteristics of the tower footing, a formula (4.2.2) is calculated according to the limit bonding bearing capacity between the anchor bar and the anchoring agent and between the anchor bar and the rock stratum
And (4.2.3)>
Respectively calculating the anchoring depth of the anchor rod, thereby calculating the length of the anchor rod;
(3) Anchor rod verification and determination
The calculation result should satisfy the formula (4.3.1)
And (4.3.2)/(>
Calculating requirements of group anchors, when the pulling-resistant bearing capacity of the anchor rod is determined by a formula (4.2.3), correcting a limit bonding bearing capacity standard value Rb between the anchor rod and a rock-soil layer, and checking that the safety coefficient of the anchor rod is not less than the lowest safety coefficient of 2.0 after correction;
(4) And (4) comparing the bases screened in the step (S3), and further selecting the screened bases according to the diameter, the number and the anchoring length of the anchor rods.
8. The method for configuring the fabricated rock bolt foundation of the power transmission line according to claim 7, wherein: and step S5, after the outer diameter, the number and the anchoring length of the anchor rods in the step S4 are determined, a matched assembly type bearing platform is selected through an assembly type rock anchor rod basic data management module.
9. The method for configuring the assembled rock bolt foundation of the power transmission line according to claim 8, wherein: the step S6 includes:
(1) Prefabricated king post height determination
After the assembled bearing platform is selected, the height hc of the bearing platform is determined, and the height hz of the prefabricated main column can be calculated according to the calculation results of the step (2) and the step (3) in the step S2;
(2) Specification determination of foundation bolt in prefabricated main column
Determining the outer diameter and root opening of the foundation bolt in the prefabricated main column according to the comparison of the aperture and the pitch of the tower foot plates;
(3) Selection of prefabricated main columns
As the prefabricated main column in the serial assembled rock anchor rod is subjected to rigidity design, reinforcement design and size design according to the foundation acting force, the prefabricated main column is matched and selected according to the determined height of the prefabricated main column and the specification of the foundation bolt in the prefabricated main column.
10. The method for configuring the foundation of the assembled rock bolt of the power transmission line according to claim 9, wherein: in the step S7, after the outer diameter, number, anchoring length, fabricated cap and prefabricated main column of the anchor rod are determined, a unique basic model including a connection steel plate and related accessories can be selected from the fabricated rock anchor rod basic data management module.
11. The method for configuring an assembled rock bolt foundation of an electric transmission line according to claim 10, wherein: in the step S8, after all tower foundation configurations are completed, the tower foundation list and the material list are output in the visual output module in a form.
Priority Applications (1)
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| CN117436283A (en) * | 2023-12-13 | 2024-01-23 | 青岛昊宇重工有限公司 | Computer aided design method, system and storage medium for chimney |
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| CN117436283A (en) * | 2023-12-13 | 2024-01-23 | 青岛昊宇重工有限公司 | Computer aided design method, system and storage medium for chimney |
| CN117436283B (en) * | 2023-12-13 | 2024-03-26 | 青岛昊宇重工有限公司 | Computer aided design method, system and storage medium for chimney |
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