CN116306069B - Digital collaborative automatic design method and system for rectangular open cut tunnel - Google Patents
Digital collaborative automatic design method and system for rectangular open cut tunnel Download PDFInfo
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Abstract
The invention relates to the technical field of open cut tunnel design, in particular to a digital collaborative automatic design method and system for a rectangular open cut tunnel, wherein the method comprises the following steps: s1, acquiring site parameters and structure size parameters of an open cut tunnel; s2, obtaining a design result according to the site parameter and the structural dimension parameter of the open cut tunnel, wherein the design result comprises a general structural design drawing of the open cut tunnel and a construction point design drawing of the open cut tunnel; s3, calculating the internal force of the open cut tunnel according to the design result, wherein the internal force of the open cut tunnel comprises bending moment, axial force and shearing force; s4, carrying out reinforcement calculation on the open cut tunnel structure according to the internal force of the open cut tunnel to obtain a reinforcement calculation result; s5, adjusting the size of the open cut tunnel structure according to the reinforcement calculation result; s6: and receiving the two-dimensional rectangular open cut tunnel design data on a BIM platform, and automatically establishing a rectangular open cut tunnel three-dimensional information model by using BIM automatic modeling software. Based on the method, the automatic design of the rectangular open cut tunnel and the automatic output of the design result can be realized.
Description
Technical Field
The invention relates to the technical field of open cut tunnel design, in particular to a digital collaborative automatic design method and system for a rectangular open cut tunnel.
Background
At present, the rectangular open cut tunnel design is characterized in that firstly, the design size of the open cut tunnel is preliminarily calculated by a designer according to the design requirement and experience, then the internal force of the open cut tunnel is calculated by means of structural calculation software according to the backfill condition and foundation condition of the open cut tunnel, the designer extracts the axial force, bending moment and shearing force of the open cut tunnel through a post processor of the calculation software, the structural reinforcement calculation is carried out based on the concrete structural design principle by utilizing the internal force and the structural size obtained through calculation, the dangerous section is selected by the designer through a structural internal force diagram, and the reinforcement calculation is carried out based on the internal force of the section (the reinforcement calculation respectively comprises bending resistance and shearing reinforcement calculation under the action of limit load and crack width checking calculation under the action of normal use load). If the reinforcement calculation does not meet the specification requirements, the structural size needs to be modified again, and the reinforcement calculation is carried out again by repeating the process. And after the reinforcement calculation is completed, drawing a rectangular open cut tunnel design diagram in two-dimensional drawing software based on the reinforcement result and the corresponding structure size. Therefore, the existing rectangular open cut tunnel design needs to manually determine dangerous sections and develop manual reinforcement design based on the sections, the rectangular open cut tunnel generally has multiple dangerous sections, reinforcement results of different sections are inconsistent, the design efficiency is low, the design results are mainly text and files, the informatization degree of the design results is low, and the follow-up informatization application and utilization are difficult.
Disclosure of Invention
The invention aims to solve the problems of low design efficiency and low digitization degree of design results of the existing rectangular open cut tunnel, and the problems of large design optimization workload, complicated reinforcement calculation, difficult informatization application of the design results and the like caused by separation of design drawing, structural calculation and reinforcement calculation, and provides an automatic design method and system of the rectangular open cut tunnel.
In order to achieve the above object, the present invention provides the following technical solutions:
a digital collaborative automatic design method for a rectangular open cut tunnel comprises the following steps:
s1, acquiring site parameters and structure size parameters of an open cut tunnel;
s2, obtaining a design result according to the site parameter and the structural dimension parameter of the open cut tunnel, wherein the design result comprises an open cut tunnel general structural design drawing and an open cut tunnel working point design drawing;
s3, calculating the internal force of the open cut tunnel according to the design result, wherein the internal force of the open cut tunnel comprises bending moment, axial force and shearing force;
s4, carrying out reinforcement calculation on the open cut tunnel structure according to the open cut tunnel internal force to obtain a reinforcement calculation result;
s5, according to the reinforcement calculation result, if the reinforcement situation is normal reinforcement, the adjustment is not needed, a general open cut tunnel structural design drawing and an open cut tunnel working point design drawing are directly drawn according to the reinforcement calculation result, and final two-dimensional rectangular open cut tunnel design data are stored in a collaborative database; if the reinforcement is constructed, the structural size of the corresponding part is reduced, and the redesign from S2 to S4 is repeated; if the reinforcement situation is excess reinforcement, adjusting and increasing the structural size of the corresponding part, and repeating the redesign of S2-S4; in the cyclic adjustment of the structural dimension, the cyclic adjustment amount and the maximum and minimum dimension of the structural dimension are set by a designer;
s6: and receiving the two-dimensional rectangular open cut tunnel design data on a BIM platform, and automatically establishing a rectangular open cut tunnel three-dimensional information model by using BIM automatic modeling software.
In step S5, after the maximum amounts of the top and bottom reinforcing bars are obtained, if the amounts of the reinforcing bars are less than or equal to the structural reinforcing bars, the structural reinforcing bars are determined; if the amount of the reinforcing steel bars is greater than or equal to the excess reinforcing steel bars, judging that the excess reinforcing steel bars are excessive; other conditions are normal reinforcement.
As a preferred embodiment of the present invention, the step S4 specifically includes the following steps:
s401, bending resistance reinforcement calculation is carried out on each unit, bending moment, axial force and shearing force in all units of the top plate are calculated, the required reinforcement amount at the top and the bottom of the top plate of each unit is calculated, and the maximum reinforcement amount of the top plate reinforcement is obtained respectively; judging the reinforcement type according to the maximum reinforcement quantity, and determining the arrangement interval of the reinforcement;
s402, traversing the shearing force of all units of the top plate, comparing the sizes, and obtaining the maximum shearing force and the corresponding position; if the maximum shearing force is less than the stirrup shearing strength plus the concrete shearing strength, the stirrup encryption is not needed; if the maximum shearing force is equal to the shearing strength of the stirrups and the shearing strength of the concrete, the stirrups are encrypted by 1 time, and the stirrup encryption area is positioned at the maximum shearing force to the distance of two times of the stirrup distance without the stirrup encryption extension; if the maximum shearing force is greater than the shearing strength of the encrypted stirrup and the shearing strength of the concrete, gradually increasing the diameter of the stirrup for arrangement until the shearing resistance meets the requirement; otherwise, shearing and overrating reinforcement is realized.
As a preferred embodiment of the present invention, step S3 includes the steps of:
s31, establishing a calculation geometric model according to the size of the open cut tunnel, and dividing the calculation units according to the length of the preset calculation units;
s32, adding open cut tunnel calculation boundary conditions according to the two-dimensional rectangular open cut tunnel work point design data;
s33, calculating bending moment, axial force and shearing force of each calculation unit based on the open cut tunnel calculation boundary conditions, unit length, backfill soil pressure at the top and two sides of the tunnel and the rebound coefficient around the open cut tunnel.
As a preferred embodiment of the present invention, in step S32, the open cut tunnel calculating boundary condition includes: surrounding rocks around the open cut tunnel structure are simulated by adopting the combin39 units in the ANSYS platform, when the open cut tunnel structure deforms towards the inside of the open cut tunnel, the stress of the corresponding combin39 units is 0, and when the open cut tunnel structure deforms towards the outside of the open cut tunnel, the stress of the corresponding combin39 units is deformation amount.
As a preferred embodiment of the present invention, the step S2 specifically includes the following steps:
s21, inputting route data;
s22, inputting the inner outline size of the open cut tunnel, and drawing up the thickness of the open cut tunnel structure;
s23, inputting open cut tunnel start-stop pile numbers, and designating open cut tunnel backfill material parameters, backfill thickness and backfill slope rate;
s24, automatically drawing a open cut tunnel worker point diagram according to the user specified drawing base points and the entered base data by using a one-key drawing function;
s25, drawing a corresponding open cut tunnel section chart according to the pile number specified by the user;
s26, repeatedly adjusting route data, open cut tunnel size, open cut tunnel start-stop pile numbers, backfill material parameters, backfill thickness and backfill slope rate according to user design intention, repeating the steps S24 and S25, and re-drawing an open cut tunnel working point design drawing;
s27, storing open cut tunnel work point design data to a collaborative database;
s28, acquiring reinforcement calculation conditions corresponding to the design data in the step S27 from a collaborative database, adjusting the structure size, repeating the steps S26 and S27 until the reinforcement meets the design requirement, and outputting a general open cut tunnel structural design drawing by using the open cut tunnel general drawing function, wherein the general open cut tunnel structural design drawing comprises a structural section drawing, a structural elevation drawing, a reinforcing steel bar section drawing, a reinforcing steel bar elevation drawing, a reinforcing steel bar skeleton drawing, a reinforcing steel bar large sample drawing and a general engineering scale;
s29, storing open cut tunnel general design data into a collaborative database.
As a preferred scheme of the invention, the inner profile parameters recorded in the step S22 comprise width, height, left top chamfer size, right top chamfer size, left bottom chamfer size, right bottom chamfer size, side wall burial depth and center axis offset.
In the open cut tunnel cross-section drawn in the step S25, the designated drawing base point is the design elevation point in the open cut tunnel inner contour parameter map, and the left top coordinate of the inner contour of the cross-section is (-contour width/2, contour height-side wall burial depth-left top chamfer width).
As a preferred embodiment of the present invention, the site parameters in step S1 include topography, geology, and route; the structural dimension parameters comprise the inner outline dimension of the open cut tunnel, the road width, the structural dimension of the open cut tunnel and the dimension of an accessory component thereof.
Based on the same conception, a rectangular open cut tunnel digital collaborative automatic design system is also provided, which comprises at least one processor and a memory in communication connection with the at least one processor; the memory stores instructions executable by the at least one processor to enable the at least one processor to perform a rectangular open cut tunnel digital collaborative automatic design method as described in any one of the above.
Compared with the prior art, the invention has the beneficial effects that:
according to the invention, a two-dimensional design platform is developed, open cut tunnel design is carried out on the two-dimensional design platform, and two-dimensional rectangular open cut tunnel design data corresponding to a design result are output; developing rectangular open cut tunnel calculation software on a structure calculation platform, directly importing two-dimensional rectangular open cut tunnel design data into the rectangular open cut tunnel calculation software to automatically perform internal force calculation, and outputting rectangular open cut tunnel calculation internal force data corresponding to a design result; the reinforcement calculation software is developed through a reinforcement calculation method based on the concrete structure design principle, the reinforcement calculation internal force data is received in the software, reinforcement calculation is automatically carried out, reinforcement results corresponding to the design results are output, if the reinforcement fails, the information is sent to the open cut tunnel design software to modify the wall thickness of the open cut tunnel for redesign, otherwise, the reinforcement calculation result is fed back to the open cut tunnel design software, an open cut tunnel design diagram is automatically drawn, and two-dimensional rectangular open cut tunnel design data corresponding to the design results are output; and developing automatic modeling software of the rectangular open cut tunnel based on the BIM platform, and receiving two-dimensional rectangular open cut tunnel design data based on the software to perform automatic modeling.
Drawings
FIG. 1 is a flowchart of a method for digitized collaborative design of a rectangular open cut tunnel according to an exemplary embodiment 1 of the present invention;
FIG. 2 is a block diagram of a rectangular open cut tunnel section according to exemplary embodiment 1 of the present invention;
FIG. 3 is a block diagram of a rectangular open cut tunnel elevation of an exemplary embodiment 1 of the present invention;
FIG. 4 is a diagram of a rectangular open cut tunnel BIM model according to exemplary embodiment 1 of the present invention;
FIG. 5 is a flow chart of collaborative design data for a rectangular open cut tunnel according to exemplary embodiment 1 of the present invention;
fig. 6 is a schematic view of an open cut tunnel inner profile parameter according to an exemplary embodiment 1 of the present invention;
FIG. 7 is a cross-sectional view of an open cut tunnel worksite according to exemplary embodiment 1 of the present invention;
FIG. 8 is a plan view of an open cut tunnel structure according to an exemplary embodiment 1 of the present invention;
FIG. 9 is a diagram of a calculation model of a rectangular open cut tunnel structure according to an exemplary embodiment 1 of the present invention;
FIG. 10 is a rectangular open cut tunnel bending moment diagram of an exemplary embodiment 1 of the present invention;
fig. 11 is a diagram of a main body reinforcement cage according to an exemplary embodiment 1 of the present invention.
Detailed Description
The present invention will be described in further detail with reference to test examples and specific embodiments. It should not be construed that the scope of the above subject matter of the present invention is limited to the following embodiments, and all techniques realized based on the present invention are within the scope of the present invention.
Example 1
Fig. 1 shows a rectangular open cut tunnel digital collaborative design method according to an exemplary embodiment of the present invention, including:
step 1, a designer inputs engineering design conditions, basic data and design standards through a two-dimensional design platform, and simulates the size of an open cut tunnel structure according to experience, and uploads the data to a collaborative database.
Specifically, the step 1 includes: the method comprises the steps of inputting engineering design conditions, basic data and open cut tunnel arrangement positions, wherein the basic data required by engineering design are created based on a two-dimensional design platform (a design platform obtained based on CAD secondary development), and the input engineering design conditions and the basic data mainly comprise site parameters and structure size parameters of an engineering; the site parameters mainly comprise parameters such as terrain, geology, routes and the like, and the structure size parameters mainly comprise open cut tunnel structure types, open cut tunnel inner outline sizes, road widths, open cut tunnel structure sizes and accessory component sizes. The route parameters are mainly weft insertion data and are used for obtaining information such as coordinates, gao Chengji pile numbers and the like required by design. The geological parameters are mainly geological achievements provided by geological professions, and the achievements comprise foundations, corresponding elastic modulus and geological profile; the side pressure backfill soil and the corresponding elastic modulus, side pressure coefficient and gravity; the top backfill and the corresponding elastic modulus, side pressure coefficient and gravity. The geological parameters are used as main basis for calculating the internal force of the open cut tunnel, and directly influence the structural support parameters of the open cut tunnel.
Step 2, developing rectangular open cut tunnel design based on a two-dimensional design platform (a design platform obtained based on CAD secondary development) and the design conditions input in the step 1 to obtain a design result (comprising an open cut tunnel general structure design drawing and an open cut tunnel work point design drawing), and storing two-dimensional rectangular open cut tunnel design data corresponding to the design result into a collaborative database according to a preset data format;
specifically, the step 2 includes: based on the general structural design drawing of the open cut tunnel in the step 1, the general structural design drawing mainly comprises a structural section drawing, a structural elevation drawing, a reinforcing steel bar section drawing, a reinforcing steel bar elevation drawing, a reinforcing steel bar framework drawing, a reinforcing steel bar large sample drawing and a general engineering scale, and the open cut tunnel engineering drawing in the step 1 mainly comprises a hole elevation drawing, a hole body section drawing, an open cut tunnel longitudinal drawing and an open cut tunnel plane drawing, wherein the general open cut tunnel drawing is automatically drawn, does not need to be interactively designed by a designer, and only needs to be drawn after final reinforcing steel bar arrangement calculation is completed. The open cut tunnel construction diagram is characterized in that a designer is required to specify open cut tunnel start-stop pile numbers and structural dimensions according to project conditions, backfill materials, backfill thicknesses and backfill slope rates on the top and two sides of the open cut tunnel are designed, a cross section diagram of a tunnel body (the cross section pile numbers are specified by the designer) to be drawn is selected according to user requirements, a typical rectangular open cut tunnel cross section structure diagram is shown in fig. 2, an open cut tunnel structure elevation diagram is shown in fig. 3, and a finally obtained rectangular open cut tunnel BIM model diagram is shown in fig. 4.
The design method of the design platform based on CAD secondary development comprises the following steps:
s21, inputting route data;
s22, inputting the outline size of the open cut tunnel, and primarily simulating the thickness of the open cut tunnel structure according to experience;
s23, inputting open cut tunnel start-stop pile numbers, and designating open cut tunnel backfill material parameters, backfill thickness and backfill slope rate;
s24, automatically drawing an open cut tunnel worker point diagram (a hole elevation diagram, an open cut tunnel plan diagram and an open cut tunnel longitudinal section diagram) according to the user specified drawing base points and the entered base data by using a one-key drawing function;
s25, drawing a corresponding open cut tunnel section chart according to the pile number specified by the user;
s26, repeatedly adjusting route data, open cut tunnel size, open cut tunnel start-stop pile numbers, backfill material parameters, backfill thickness and backfill slope rate according to user design intention, repeating the steps S24 and S25, and re-drawing an open cut tunnel working point design drawing;
s27, storing open cut tunnel work point design data to a collaborative database;
s28, acquiring reinforcement calculation conditions corresponding to the design data in the step S27 from a collaborative database, adjusting the structure size, repeating the steps S26 and S27 until the reinforcement meets the design requirement, and outputting open cut general diagrams (structure section diagrams, structure elevation diagrams, reinforcing steel bar section diagrams, reinforcing steel bar elevation diagrams, reinforcing steel bar skeleton diagrams, reinforcing steel bar large sample diagrams and general engineering scale) by using the open cut general diagram drawing function;
s29, storing open cut tunnel general design data into a collaborative database.
The digital collaborative design data flow chart is shown in fig. 5, and the data interaction among the two-dimensional design platform, the structure computing platform, the reinforcement computing platform and the BIM platform is realized through a collaborative database.
In step S22, the entered inner profile parameters include width, height, left top chamfer size (width, height), right top chamfer size (width, height), left bottom chamfer size (width, height), right bottom chamfer size (width, height), sidewall burial depth and medial axis offset, and the schematic illustration of the open cut tunnel inner profile parameters is shown in fig. 6.
Taking the open cut tunnel section as an example, in step S25, a corresponding open cut tunnel section is drawn, the user-specified drawing base point is the design elevation point in fig. 6, and the top coordinate on the left side of the profile in the section is: the key point coordinates of other parts of the inner contour are calculated similarly; the outline coordinates of the section view are calculated according to the inner outline parameters and the thickness of the open cut tunnel structure recorded in the step 22, and fig. 7 is a section view of the open cut tunnel working point.
In fig. 7, land line and design height Cheng Jiyu latitude data are calculated, top side wall is calculated based on inner profile parameters, structural dimensions and ear wall dimensions, backfill line is calculated based on inner profile parameters, structural dimensions and backfill parameters and side wall dimensions entered in step S33, and the rest are similar.
FIG. 8 is a plan view of an open cut tunnel structure, wherein a user designates a drawing base point as a route coordinate corresponding to an open cut tunnel starting point pile number, and the route coordinate of any pile number and the relative coordinate with the base point can be calculated based on weft data, so that a highway central line shown in a drawing is obtained; the inner profile parameters and the open cut tunnel structure size of the cross section can be obtained based on the open cut tunnel structure type corresponding to any pile number, the central axis offset and the latitude data in the inner profile parameters of the open cut tunnel can be used for calculating to obtain the central line of the open cut tunnel shown in fig. 8, and the side line of the open cut tunnel plane structure can be calculated through the inner profile parameters of the open cut tunnel, the open cut tunnel structure size and the latitude data.
And 3, reading the two-dimensional rectangular open cut tunnel design data obtained in the step 2 in a collaborative database in open cut tunnel calculation software (a calculation platform obtained based on ANSYS secondary development), and automatically calculating the internal force of the open cut tunnel.
Specifically, the step 3: calculating by adopting a load structure method, establishing a calculation finite element geometric model according to the size of the open cut tunnel, automatically dividing calculation units according to the length of a preset calculation unit (adopting a BEAM188 unit in an ANSYS platform to simulate the concrete structure of the open cut tunnel), adding open cut tunnel calculation boundary conditions according to two-dimensional rectangular open cut tunnel working point design data (adopting a combin39 unit in the ANSYS platform to simulate surrounding rocks around the open cut tunnel structure, enabling the stress of the corresponding combin39 unit to be 0 when the structure deforms inside the open cut tunnel, enabling the stress of the corresponding combin39 unit to be deformation amount when the structure deforms outside the open cut tunnel, namely, the elastic modulus of backfill soil pressure at the top and the two sides of the open cut tunnel, the rebound coefficient around the open cut tunnel, returning calculation results to bending moment, axial force and shearing force of each calculation unit, and storing the calculation results to a collaborative database according to a preset data format. Fig. 9 shows a structural calculation model of the open cut tunnel structure.
The automatic computing method of the computing platform based on ANSYS secondary development comprises the following steps:
1. reading in structural dimension parameters, surrounding rock rigidity and backfill soil weight in a collaborative database, and setting unit length;
2. automatically defining a BEAM element type (BEAM 188) and a surrounding rock constraint element type (combin 39);
3. defining the modulus and poisson ratio and density of the concrete material;
4. creating a section based on the structure dimensions;
5. creating open cut tunnel structure key points and surrounding rock constraint unit fixing points based on the structure size;
6. establishing an open cut tunnel structural line based on the key points and the consolidation points in the step 5;
7. based on the structural line in the step 6 and the unit length discrete open cut tunnel structural line set in the step 1, defining a section for each unit based on the section created in the step 4;
8. defining a surrounding rock constraint unit and a displacement deformation curve (a spring unit simulating surrounding rock constraint) of the surrounding rock constraint unit;
9. defining an analysis type;
10. defining a fixed node and gravity acceleration;
11. adding external load according to a load structure method (the vertical soil pressure is the soil column weight), the backfill height and the backfill side pressure coefficient (calculating the left and right side soil pressure of a rectangular open cut tunnel);
12. analysis (solve) and output the results (bending moment, axial force, shearing force).
The analysis logic is compiled into a fixed calculation template program, corresponding parameters are automatically modified according to different project sizes and boundary conditions, all operations are automatically completed by the background, and a designer only needs to confirm the input and calculation instructions of the project parameters.
And step 4, reading the internal force of the rectangular open cut tunnel calculation obtained in the step 3 in the collaborative database in the reinforcement calculation software, automatically performing reinforcement calculation of the open cut tunnel structure, and storing the reinforcement calculation result and the reinforcement condition in the collaborative database according to a preset format.
Specifically, the step 4:
the software presets standard stirrup model (diameter 8mm, HPB300 type), standard stirrup spacing (40 cm), standard erection steel bar model (12 mm, HRB400 type), standard erection steel bar spacing (20 cm), standard main steel bar model (20 mm, HRB400 type). The top plate is taken as an example for reinforcement calculation:
step 401: firstly, bending resistance reinforcement calculation of each unit is carried out, bending moment and axial force of all units of the top plate are traversed, the required reinforcement amount of the top and the bottom of each unit top plate is calculated, and the maximum reinforcement amount of the top and the bottom is obtained respectively. The "unit" here is a finite element unit of the open cut tunnel automatically divided according to the preset calculation unit length when the calculation geometric model is established according to the open cut tunnel size in step S3, as shown in fig. 9, when the unit division is performed, the top plate and the floor can be equally divided according to the total width of the rectangular open cut tunnel and the preset unit length. After the maximum reinforcing bar amounts at the top and the bottom are obtained respectively, if the reinforcing bar amounts are smaller than or equal to the structural reinforcing bars (minimum reinforcing bar rate specified by the specification), judging that the main reinforcing bar is the structural reinforcing bars; if the amount of the reinforcing bars is larger than or equal to the excess reinforcing bars (the maximum reinforcing bar rate specified by the specification), judging that the main bars are excess reinforcing bars; otherwise, the main reinforcement is normally reinforced. After the main reinforcement structure reinforcement, the main reinforcement excess reinforcement and the main reinforcement normal reinforcement are divided, preparation work is made for the subsequent processing of step S5. After the required steel bar amounts of the top and the bottom of the top plate are calculated, the top steel bar amount and the bottom steel bar amount are compared, and the control section of the side with smaller steel bar amount adopts the sum of the steel bar bending of the side with larger steel bar amount and the steel bar of the side as the steel bar amount.
Fig. 10 is a rectangular open cut tunnel bending moment diagram, fig. 11 is a main body reinforcement cage diagram, the bottom of the center of a top plate is larger than the bending moment of the tops of the two sides of the top plate, the axial force of the top plate is smaller, and calculated, the required reinforcement amount of the bottom of the center of the top plate is greater than the required reinforcement amount of the tops of the two sides of the top plate, the final reinforcement amount of the bottom of the center of the top plate is the sum of the total sectional areas of the reinforcements of N5a+N3, and the final reinforcement amount of the tops of the two sides of the top plate is the sum of the total sectional areas of the reinforcements of N5a+N1.
The amount of reinforcing bars on the side = the maximum amount of reinforcing bars required on the side-the amount of reinforcing bars bent to the side on the larger side
(N1 in FIG. 11 is the amount of the reinforcing bars on the side, N5a in FIG. 11 is the amount of the reinforcing bars bent from the larger side to the side)
The control section of the side with less reinforcement is the place with the largest reinforcement amount needed by the side with less reinforcement amount (the bending number of the reinforcement adopts three modes of bending-free, bending-1/3 and bending-1/2, when the reinforcement of the side with less reinforcement only needs to be constructed, the bending-free is selected, otherwise, the bending-1/3 and bending-1/2 are selected, and if the bending-1/2 still can not meet the reinforcement at the tops of the two sides of the top plate, the diameter of the top construction reinforcement is gradually increased until the reinforcement meets the requirement). The calculation method of the arrangement space of the reinforcing steel bars comprises the following steps: according to the calculated steel bar quantity and steel bar diameter, the number of the steel bars can be obtained, then according to the width of the open cut tunnel and the number of the steel bars, the steel bar arrangement distance can be calculated, if the steel bar arrangement distance does not meet the standard requirement (the condition that the standard requirement is not met here means that the minimum distance requirement of the steel bars of one main steel bar exists in the reinforced concrete design standard when the highway tunnel is designed, the minimum distance requirement is distinguished according to the difference of the steel bar diameters, if the minimum distance requirement is not met, the standard requirement is not met), the main steel bar diameter is gradually increased to be arranged (the steel bar diameter is fixed to be 20mm, 22mm, 25mm and 28 mm) until the steel bar distance meets the requirement, the steel bar arrangement and arrangement are generally carried out by adopting single steel bars, if the requirement is still not met, the steel bar quantity is particularly large, the two steel bars are bundled together to be used as one steel bar, and the steel bar is rearranged and arranged in a double-bar bundling mode.
Step 402: shear reinforcement calculations were performed for each cell, each cell calculating three forces: bending moment, axial force and shearing force (three parameters are obtained based on ANSYS software kernel processing), traversing the shearing force of all units of the top plate, comparing the sizes to obtain maximum shearing force and corresponding positions, and if the maximum shearing force is less than the stirrup shearing strength and the concrete shearing strength, not needing stirrup encryption; if the maximum shearing force is equal to the shearing strength of the stirrups and the shearing strength of the concrete, the stirrups are encrypted by 1 time, and the stirrup encryption area is positioned at the maximum shearing force to the distance of two times of the stirrup distance without the stirrup encryption extension; if the maximum shearing force is greater than the shearing strength of the encrypted stirrup and the shearing strength of the concrete, gradually increasing the diameters of the stirrups to arrange (the diameters of the stirrups are fixed to be 8mm, 10mm and 12 mm) until the shearing resistance meets the requirements; otherwise, shearing and overrating reinforcement is realized.
Stirrup shear:
concrete shear: v (V) c ＝0.7f t bh 0 ；
f yv -stirrup tensile strength design value;
f t -design values of tensile strength of the concrete;
b, calculating the width of the section;
h 0 -calculating the effective height of the cross section;
A sv -the total cross-section of each limb of the stirrup arranged in the same cross-section;
the method for reinforcing bars of the bottom plate and the side plates is consistent with that of the top plate.
And 5, reading the reinforcement result obtained in the step 4 by rectangular open cut tunnel design software based on the CAD platform. If the reinforcement situation is normal reinforcement, directly drawing a general diagram of the open cut tunnel structure according to the reinforcement calculation result without adjustment, keeping a construction point diagram unchanged, and storing final two-dimensional rectangular open cut tunnel design data into a collaborative database. If the reinforcement is constructed, the structural size of the corresponding part is reduced, and the steps 2 to 4 are repeated for redesign; if the reinforcement is excessive reinforcement, the structural size of the corresponding part is adjusted and increased, the steps 2-4 are repeated for redesigning, and the structural size circulation adjustment amount and the maximum and minimum size are set by a designer.
And 6, reading two-dimensional rectangular open cut tunnel design data in a collaborative database in rectangular open cut tunnel automatic modeling software (based on the secondary development of Revit), and automatically establishing a rectangular open cut tunnel three-dimensional information model.
Example 2
Based on the same conception, a rectangular open cut tunnel digital collaborative automatic design system is also provided, which comprises at least one processor and a memory in communication connection with the at least one processor; the memory stores instructions executable by the at least one processor to enable the at least one processor to perform a rectangular open cut tunnel digital collaborative automatic design method as described in any one of the above.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.
Claims (8)
1. The digital collaborative automatic design method for the rectangular open cut tunnel is characterized by comprising the following steps of:
s1, acquiring site parameters and structure size parameters of an open cut tunnel;
s2, obtaining a design result according to the site parameter and the structural dimension parameter of the open cut tunnel, wherein the design result comprises an open cut tunnel general structural design drawing and an open cut tunnel working point design drawing;
s3, calculating the internal force of the open cut tunnel according to the design result, wherein the internal force of the open cut tunnel comprises bending moment, axial force and shearing force;
s4, carrying out reinforcement calculation on the open cut tunnel structure according to the open cut tunnel internal force to obtain a reinforcement calculation result;
s5, according to the reinforcement calculation result, if the reinforcement situation is normal reinforcement, the adjustment is not needed, a general open cut tunnel structural design drawing and an open cut tunnel working point design drawing are directly drawn according to the reinforcement calculation result, and final two-dimensional rectangular open cut tunnel design data are stored in a collaborative database; if the reinforcement situation is to construct reinforcement, the structural size of the corresponding part is reduced, and the redesign of S2-S4 is repeated; if the reinforcement situation is excess reinforcement, adjusting and increasing the structural size of the corresponding part, and repeating the redesign of S2-S4; in the cyclic adjustment of the structural dimension, the cyclic adjustment amount and the maximum and minimum dimension of the structural dimension are set by a designer;
s6: receiving the two-dimensional rectangular open cut tunnel design data on a BIM platform, and automatically establishing a rectangular open cut tunnel three-dimensional information model by using BIM automatic modeling software;
the step S2 specifically comprises the following steps:
s21, inputting route data;
s22, inputting the inner outline size of the open cut tunnel, and drawing up the thickness of the open cut tunnel structure;
s23, inputting open cut tunnel start-stop pile numbers, and designating open cut tunnel backfill material parameters, backfill thickness and backfill slope rate;
s24, automatically drawing a open cut tunnel worker point diagram according to the user specified drawing base points and the entered base data by using a one-key drawing function;
s25, drawing a corresponding open cut tunnel section chart according to the pile number specified by the user;
s26, repeatedly adjusting route data, open cut tunnel size, open cut tunnel start-stop pile numbers, backfill material parameters, backfill thickness and backfill slope rate according to user design intention, repeating the steps S24 and S25, and re-drawing an open cut tunnel working point design drawing;
s27, storing open cut tunnel work point design data to a collaborative database;
s28, acquiring reinforcement calculation conditions corresponding to the design data in the step S27 from a collaborative database, adjusting the structure size, repeating the steps S26 and S27 until the reinforcement meets the design requirement, and outputting a general open cut tunnel structural design drawing by using the open cut tunnel general drawing function, wherein the general open cut tunnel structural design drawing comprises a structural section drawing, a structural elevation drawing, a reinforcing steel bar section drawing, a reinforcing steel bar elevation drawing, a reinforcing steel bar skeleton drawing, a reinforcing steel bar large sample drawing and a general engineering scale;
s29, storing open cut tunnel general design data into a collaborative database;
the step S4 specifically comprises the following steps:
s401, bending resistance reinforcement calculation is carried out on each unit, bending moment, axial force and shearing force in all units of the top plate are calculated, the required reinforcement amount at the top and the bottom of the top plate of each unit is calculated, and the maximum reinforcement amount of the top plate reinforcement is obtained respectively; judging the reinforcement type according to the maximum reinforcement quantity, and determining the arrangement interval of the reinforcement;
s402, traversing the shearing force of all units of the top plate, comparing the sizes, and obtaining the maximum shearing force and the corresponding position; if the maximum shearing force is less than the stirrup shearing strength plus the concrete shearing strength, the stirrup encryption is not needed; if the maximum shearing force is equal to the shearing strength of the stirrups and the shearing strength of the concrete, the stirrups are encrypted by 1 time, and the stirrup encryption area is positioned at the maximum shearing force to the distance of two times of the stirrup distance without the stirrup encryption extension; if the maximum shearing force is greater than the shearing strength of the encrypted stirrup and the shearing strength of the concrete, gradually increasing the diameter of the stirrup for arrangement until the shearing resistance meets the requirement; otherwise, shearing and overrating reinforcement is realized.
2. The digital collaborative automatic design method for the rectangular open cut tunnel according to claim 1, wherein in the step S5, after the maximum amounts of the top and bottom reinforcements are obtained respectively, if the amounts of the reinforcements are less than or equal to the structural reinforcements, the structural reinforcements are determined; if the amount of the reinforcing steel bars is greater than or equal to the excess reinforcing steel bars, judging that the excess reinforcing steel bars are excessive; other conditions are normal reinforcement.
3. The digital collaborative automatic design method for a rectangular open cut tunnel according to claim 1, wherein step S3 comprises the steps of:
s31, establishing a calculation finite element geometric model according to the size of the open cut tunnel, and dividing the calculation units according to the length of the preset calculation units;
s32, adding open cut tunnel calculation boundary conditions according to the two-dimensional rectangular open cut tunnel work point design data;
s33, calculating bending moment, axial force and shearing force of each calculation unit based on the open cut tunnel calculation boundary conditions, unit length, backfill soil pressure at the top and two sides of the tunnel and the rebound coefficient around the open cut tunnel.
4. The method for digitized collaborative automatic design of a rectangular open cut tunnel according to claim 3, wherein in step S32, the open cut tunnel calculation boundary condition comprises: surrounding rocks around the open cut tunnel structure are simulated by adopting the combin39 units in the ANSYS platform, when the open cut tunnel structure deforms towards the inside of the open cut tunnel, the stress of the corresponding combin39 units is 0, and when the open cut tunnel structure deforms towards the outside of the open cut tunnel, the stress of the corresponding combin39 units is deformation amount.
5. The method of claim 1, wherein the internal profile parameters entered in step S22 include width, height, left top chamfer dimension, right top chamfer dimension, left bottom chamfer dimension, right bottom chamfer dimension, sidewall burial depth, and medial axis offset.
6. The method of claim 5, wherein in the open cut tunnel cross-section drawn in step S25, the designated drawing base point is a design elevation point in an open cut tunnel inner contour parameter map, and the left top coordinate of the inner contour of the cross-section is (-contour width/2, contour height-side wall burial depth-left top chamfer width).
7. The method for digital collaborative automatic design of a rectangular open cut tunnel according to claim 1, wherein the site parameters in step S1 include terrain, geology, and routes; the structural dimension parameters comprise the inner outline dimension of the open cut tunnel, the road width, the structural dimension of the open cut tunnel and the dimension of an accessory component thereof.
8. The rectangular open cut tunnel digital collaborative automatic design system is characterized by comprising at least one processor and a memory which is in communication connection with the at least one processor; the memory stores instructions executable by the at least one processor to enable the at least one processor to perform a rectangular open cut tunnel digitization collaborative automatic design method according to any one of claims 1-7.
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