CN111539061A - Reinforcing steel bar processing method of beam column node reinforcing steel bar avoiding structure based on BIM - Google Patents
Reinforcing steel bar processing method of beam column node reinforcing steel bar avoiding structure based on BIM Download PDFInfo
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Abstract
The invention discloses a steel bar processing method of a beam column node steel bar avoidance structure based on BIM, and relates to the technical field of building design. The method comprises the steps of processing cross steel ribs and beam steel bars according to a beam steel bar lofting drawing, performing cross steel rib column beam node steel bar construction according to a BIM model, processing the steel bars by a prefabricating method, performing anti-seismic detection on the processed steel bars by using an anti-seismic analysis system, performing fusion calculation on strong limit time, common limit time and weak limit time by using a primary processing unit to obtain fusion time, transmitting the fusion time to a processor by using the primary processing unit, and driving a display unit to display a 'current simulation passing' word eye when the fusion time exceeds the processor; otherwise, the display unit is driven to display that the current seismic strength does not pass, please check, the seismic resistance detection is carried out on the steel bars by combining the seismic analysis system, the steel bars are reasonably processed, and the reasonable seismic resistance is ensured.
Description
Technical Field
The invention belongs to the technical field of building design, and particularly relates to a steel bar processing method of a beam column node steel bar avoidance structure based on BIM.
Background
The patent that application number is (CN201810032846.1) discloses a structure is dodged to beam column node reinforcing bar relates to the architectural design field for stretch into the problem that the anchor muscle in the node can bump when solving prefabricated beam installation in the assembly type structure, including node and prefabricated beam, be equipped with in the prefabricated beam along the one row of muscle of indulging that prefabricated beam length direction set up, its characterized in that: the longitudinal ribs comprise a first longitudinal rib and a second longitudinal rib, a horizontal bending portion is arranged before the first longitudinal rib extends out of the precast beam, a first anchoring rib parallel to the first longitudinal rib is connected to the front end of the horizontal bending portion, an upward vertical bending portion is arranged before the second longitudinal rib extends out of the precast beam, a second anchoring rib parallel to the second longitudinal rib is connected to the front end of the vertical bending portion, and the first longitudinal rib and the second longitudinal rib are alternately arranged.
But it is a problem to ensure reasonable shock resistance of the steel bars by dealing with the steel bars and to check the shock resistance.
Disclosure of Invention
The invention aims to provide a steel bar processing method of a beam-column node steel bar avoidance structure based on BIM, which comprises the steps of obtaining a beam steel bar lofting drawing, processing cross steel ribs and beam steel bars according to the beam steel bar lofting drawing, performing cross steel rib-column beam node steel bar construction according to a BIM model, processing the steel bars by a prefabricating method, and performing anti-seismic detection on the processed steel bars by an anti-seismic analysis system, wherein the anti-seismic analysis system comprises a model establishing unit, a vibration simulating unit, a data monitoring unit, a primary processing unit, a processor, a display unit, a storage unit, a simulation unit and a management unit, and the problem that the reasonable anti-seismic performance can be ensured only when the existing steel bars are specifically processed is solved.
In order to solve the technical problems, the invention is realized by the following technical scheme:
the invention relates to a steel bar processing method of a beam-column joint steel bar avoidance structure based on BIM, which comprises the following steps:
step SS 01: acquiring a beam steel bar lofting drawing, processing cross steel ribs and beam steel bars according to the beam steel bar lofting drawing, performing cross steel rib column beam node steel bar construction according to a BIM model, and processing the steel bars by adopting a prefabricating method;
step SS 02: the method comprises the following steps of carrying out earthquake resistance detection on the processed steel bars by means of an earthquake resistance analysis system, wherein the earthquake resistance analysis system comprises a model establishing unit, an earthquake simulation unit, a data monitoring unit, a primary processing unit, a processor, a display unit, a storage unit, a simulation unit and a management unit;
the model establishing unit is used for establishing a processed steel bar node arrangement model and transmitting the steel bar node arrangement model to the simulation unit;
the earthquake simulation unit is used for inputting earthquake information to simulate earthquake, the earthquake information comprises earthquake intensity, and the earthquake information is transmitted to the simulation unit; the simulation unit is used for carrying out vibration simulation according to the reinforcing steel bar node arrangement model and the seismic information, and carrying out data acquisition by combining the data monitoring unit, wherein the specific data acquisition mode is as follows:
the method comprises the following steps: acquiring a reinforcing steel bar node arrangement model and seismic information by means of a simulation unit;
step two: acquiring an experiment numerical value corresponding to the seismic intensity in the seismic information, wherein the experiment numerical value comprises a strong seismic simulation value, a common simulation value and a weak simulation value;
step three: acquiring a strong seismic simulation value corresponding to the seismic intensity;
step four: vibrating the arrangement model according to the seismic intensity of the strong seismic simulation value, and starting timing while vibrating; and judging the bending value of the steel bar, wherein the concrete judging process of the bending value of the steel bar is as follows:
s01: selecting two reinforcing steel bars optionally, and continuously monitoring longitudinal bending values and transverse bending values of the two reinforcing steel bars, wherein the longitudinal bending values are the deformation of the reinforcing steel bars in the vertical direction, and the transverse bending values are the deformation of the reinforcing steel bars in the horizontal direction; and acquiring a comprehensive influence value P according to the longitudinal bending value and the transverse bending value, wherein the acquisition mode of the comprehensive influence value P is as follows:
s011: firstly, acquiring a real-time longitudinal bending value, wherein the longitudinal bending value is the length of all the steel bars which deform in the vertical direction, and the longest value of the longitudinal bending value is marked as a longitudinal bending value Zq;
s012: then acquiring a real-time transverse bending value which is the maximum value of the deformation length of the steel bar in the horizontal direction, and marking the transverse bending value as a transverse bending value Hq;
s013: calculating a comprehensive influence value P, wherein P is 0.437 Zq +0.563 Hq, and 0.437 and 0.563 are preset weights;
s02: when the comprehensive influence value P exceeds X1, generating a timing stop signal, otherwise, continuously monitoring; wherein X1 is a preset value;
s03: acquiring timing time and marking the timing time as a strong time limit Qx;
step five: acquiring a common quasi value and a weak quasi value, and acquiring a corresponding common time limit Px and a corresponding weak time limit Rx according to the principle of the step four;
the data monitoring unit is used for transmitting the strong time limit Qx, the common time limit Px and the weak time limit Rx to the primary processing unit, the primary processing unit is used for performing fusion calculation on the strong time limit Qx, the common time limit Px and the weak time limit Rx to obtain a fusion time Rt, and the specific calculation formula is as follows:
Rt＝X2*Qx+X3*Px+X4*Rx；
in the formula, X2, X3 and X4 are all preset weights; and 1> X2> X3> X4; x2+ X3+ X4 ═ 1;
the initial processing unit is used for transmitting the melting time Rt to the processor, and the processor drives the display unit to display the current simulation passing word eye when the melting time Rt exceeds X5; otherwise, driving the display unit to display that the current anti-seismic strength does not pass, please verify, wherein X5 is a preset value.
Further, the management unit is used for recording preset values X1, X2, X3, X4, X5 and preset weights 0.437 and 0.563.
Further, the processor is further configured to timestamp the fused time Rt to the storage unit for storage.
Further, the mode of acquiring the experimental value corresponding to the seismic intensity in the seismic information in the second step is as follows:
s1: dividing the earthquake into three ranges of strong earthquake, common earthquake and weak earthquake according to the earthquake intensity, wherein the ranges are preset values of managers;
s2: respectively taking a numerical value which is 0.75 times of the maximum earthquake intensity in strong earthquake, common earthquake and weak earthquake, and marking the numerical value as an experimental numerical value; and marking the three experimental values as a strong earthquake simulation value, a common simulation value and a weak simulation value in sequence.
Further, the step of obtaining the beam steel bar lofting drawing in the step SS01 is as follows:
step S001: preliminarily designing the sizes and the positions of the supporting plate at the flange of the crossed steel rib, the connecting plate between the cross steel rib webs and the reserved holes of the webs on the cross steel rib webs, and manufacturing a preliminary design drawing of the cross steel rib;
step S002: building a BIM model of the cross steel ribs, the beam steel bars and the column steel bars by using BIM according to the primary design drawing of the cross steel ribs and the beam-column construction drawing;
step S003: calculating and obtaining collision parameters of the supporting plate at the flange of the cross steel rib, the beam steel bar and the column steel bar according to the established BIM model; detecting the relative positions of the beam steel bars, the supporting plate, the connecting plate and the web reserved hole, and analyzing a problem source which cannot be normally operated;
step S004: according to the BIM, the collision parameters and the problem source, the size of the supporting plate and the positioning of the reserved holes of the connecting plate and the web plate are optimized and adjusted again, the beam steel bars are arranged again, and the BIM is updated;
step five: and generating a beam steel bar lofting drawing by using the updated BIM model.
Further, the method for calculating the collision parameters between the supporting plate at the flange of the cross steel rib and the beam steel bar and the column steel bar according to the established BIM model in the step S003 is as follows:
SS 1: calculating to obtain the maximum allowable size of the supporting plate at the flange of the cross steel rib according to the established BIM model;
SS 2: and deducing the maximum allowable diameters of the beam steel bars and the column steel bars welded on the supporting plate at the flange of the cross steel rib to obtain the collision parameters of the supporting plate at the flange of the cross steel rib, the beam steel bars and the column steel bars.
Further, the concrete step of rearranging the beam reinforcing steel bars in the step S004 is as follows:
SSS 1: according to the deduced maximum allowable diameters of the beam steel bars and the column steel bars welded on the supporting plate at the flange of the cross steel rib, welding the beam steel bars with the diameters smaller than the maximum allowable diameters above the supporting plate;
SSS 2: and welding the beam steel bars with the diameter reaching the maximum allowable diameter at the connecting plate or penetrating through the reserved hole of the web plate.
The invention has the following beneficial effects:
the method comprises the steps that cross steel ribs and beam steel bars are processed according to a beam steel bar lofting drawing, cross steel rib column beam node steel bar construction is conducted according to a BIM model, the steel bars are processed by a prefabricating method, the processed steel bars are subjected to anti-seismic detection by means of an anti-seismic analysis system, a data monitoring unit transmits a high-limit time Qx, a normal-limit time Px and a low-limit time Rx to a primary processing unit, the primary processing unit performs fusion calculation on the high-limit time Qx, the normal-limit time Px and the low-limit time Rx to obtain a fusion time Rt, the primary processing unit is used for transmitting the fusion time Rt to a processor, and when the fusion time Rt exceeds X5, the processor drives a display unit to display that current simulation passes through a word eye; otherwise, the display unit is driven to display that the current anti-seismic strength does not pass, please check, the anti-seismic analysis system is combined to detect the anti-seismic performance of the steel bars, the processed steel bars are evaluated, and the reasonable anti-seismic performance of the steel bars is ensured.
Of course, it is not necessary for any product in which the invention is practiced to achieve all of the above-described advantages at the same time.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art that other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a schematic structural view of the seismic analysis system of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it is to be understood that the terms "open," "upper," "lower," "inner," and the like are used in an orientation or positional relationship only for the convenience of describing the present invention and for simplicity of description, and are not intended to indicate or imply that the referenced components or elements must have a particular orientation, be constructed and operated in a particular orientation, and therefore should not be taken as limiting the present invention.
The invention relates to a steel bar processing method of a beam-column joint steel bar avoidance structure based on BIM, which comprises the following steps:
step SS 01: acquiring a beam steel bar lofting drawing, processing cross steel ribs and beam steel bars according to the beam steel bar lofting drawing, performing cross steel rib column beam node steel bar construction according to a BIM model, and processing the steel bars by adopting a prefabricating method;
step SS 02: the method includes the steps that the anti-seismic performance of the processed steel bars is detected by means of an anti-seismic analysis system, and as shown in fig. 1, the anti-seismic analysis system comprises a model building unit, a vibration simulation unit, a data monitoring unit, a primary processing unit, a processor, a display unit, a storage unit, a simulation unit and a management unit;
the model establishing unit is used for establishing a processed steel bar node arrangement model and transmitting the steel bar node arrangement model to the simulation unit;
the earthquake simulation unit is used for inputting earthquake information to simulate earthquake, wherein the earthquake information comprises earthquake intensity and transmitting the earthquake information to the simulation unit; the simulation unit is used for carrying out vibration simulation according to the reinforcing steel bar node arrangement model and the seismic information, and carrying out data acquisition by combining the data monitoring unit, wherein the specific data acquisition mode is as follows:
the method comprises the following steps: acquiring a reinforcing steel bar node arrangement model and seismic information by means of a simulation unit;
step two: acquiring an experimental value corresponding to the seismic intensity in the seismic information, wherein the experimental value comprises a strong seismic simulation value, a common simulation value and a weak simulation value, and the mode of acquiring the experimental value corresponding to the seismic intensity in the seismic information is as follows:
s1: dividing the earthquake into three ranges of strong earthquake, common earthquake and weak earthquake according to the earthquake intensity, wherein the ranges are preset values of managers;
s2: respectively taking a numerical value which is 0.75 times of the maximum earthquake intensity in strong earthquake, common earthquake and weak earthquake, and marking the numerical value as an experimental numerical value; marking the three experimental values as a strong earthquake simulation value, a common simulation value and a weak simulation value in sequence;
step three: acquiring a strong seismic simulation value corresponding to the seismic intensity;
step four: vibrating the arrangement model according to the seismic intensity of the strong seismic simulation value, and starting timing while vibrating; and judging the bending value of the steel bar, wherein the concrete judging process of the bending value of the steel bar is as follows:
s01: selecting two reinforcing steel bars optionally, and continuously monitoring longitudinal bending values and transverse bending values of the two reinforcing steel bars, wherein the longitudinal bending values are the deformation of the reinforcing steel bars in the vertical direction, and the transverse bending values are the deformation of the reinforcing steel bars in the horizontal direction; and acquiring a comprehensive influence value P according to the longitudinal bending value and the transverse bending value, wherein the acquisition mode of the comprehensive influence value P is as follows:
s011: firstly, acquiring a real-time longitudinal bending value, wherein the longitudinal bending value is the length of all the steel bars which deform in the vertical direction, and the longest value of the longitudinal bending value is marked as a longitudinal bending value Zq;
s012: then acquiring a real-time transverse bending value which is the maximum value of the deformation length of the steel bar in the horizontal direction, and marking the transverse bending value as a transverse bending value Hq;
s013: calculating a comprehensive influence value P, wherein P is 0.437 Zq +0.563 Hq, and 0.437 and 0.563 are preset weights;
s02: when the comprehensive influence value P exceeds X1, generating a timing stop signal, otherwise, continuously monitoring; wherein X1 is a preset value;
s03: acquiring timing time and marking the timing time as a strong time limit Qx;
step five: acquiring a common quasi value and a weak quasi value, and acquiring a corresponding common time limit Px and a corresponding weak time limit Rx according to the principle of the step four;
the data monitoring unit is used for transmitting the strong time limit Qx, the common time limit Px and the weak time limit Rx to the primary processing unit, the primary processing unit is used for carrying out fusion calculation on the strong time limit Qx, the common time limit Px and the weak time limit Rx to obtain a fusion time Rt, and the specific calculation formula is as follows:
Rt＝X2*Qx+X3*Px+X4*Rx；
in the formula, X2, X3 and X4 are all preset weights; and 1> X2> X3> X4; x2+ X3+ X4 ═ 1;
the initial processing unit is used for transmitting the melting time Rt to the processor, and when the melting time Rt exceeds X5, the processor drives the display unit to display the word eye of 'current simulation passing'; otherwise, driving the display unit to display that the current anti-seismic strength does not pass, please verify, wherein X5 is a preset value.
The management unit is used for recording preset values X1, X2, X3, X4, X5 and preset weights 0.437 and 0.563, and the processor is further used for stamping a timestamp on the melting time Rt and transmitting the time Rt to the storage unit for storage.
Wherein, the step of obtaining roof beam reinforcing bar lofting drawing in step SS01 is:
step S001: preliminarily designing the sizes and the positions of the supporting plate at the flange of the crossed steel rib, the connecting plate between the cross steel rib webs and the reserved holes of the webs on the cross steel rib webs, and manufacturing a preliminary design drawing of the cross steel rib;
step S002: building a BIM model of the cross steel ribs, the beam steel bars and the column steel bars by using BIM according to a primary design drawing of the cross steel ribs and a beam column construction drawing;
step S003: calculating and obtaining collision parameters of the supporting plate at the flange of the cross steel rib, the beam steel bar and the column steel bar according to the established BIM model; the relative positions of beam reinforcements, the supporting plate, the connecting plate and the web reserved hole are detected, a problem source incapable of normal operation is analyzed, and the collision parameters of the supporting plate at the flange of the crossed steel rib, the beam reinforcements and the column reinforcements are obtained by calculation according to the established BIM model as follows:
SS 1: calculating to obtain the maximum allowable size of the supporting plate at the flange of the cross steel rib according to the established BIM model;
SS 2: deducing the maximum allowable diameters of the beam steel bars and the column steel bars welded on the supporting plate at the flange of the cross steel rib to obtain collision parameters of the supporting plate at the flange of the cross steel rib and the beam steel bars and the column steel bars;
step S004: according to BIM model, collision parameter and problem source, to the location of the size of tray and connecting plate and web reservation entrance to a cave, optimize the adjustment again, arrange the roof beam reinforcing bar again, update the BIM model, arrange the concrete step again and be:
SSS 1: according to the deduced maximum allowable diameters of the beam steel bars and the column steel bars welded on the supporting plate at the flange of the cross steel rib, welding the beam steel bars with the diameters smaller than the maximum allowable diameters above the supporting plate;
SSS 2: welding the beam steel bar with the diameter reaching the maximum allowable diameter at the connecting plate or penetrating through the reserved hole of the web plate;
step five: and generating a beam reinforcing steel bar lofting drawing by using the updated BIM model.
A steel bar processing method of a beam-column node steel bar avoidance structure based on BIM comprises the steps of processing cross steel ribs and beam steel bars according to a beam steel bar lofting drawing, performing cross steel rib-column beam node steel bar construction according to a BIM model, processing the steel bars by a prefabricating method, performing anti-seismic detection on the processed steel bars by an anti-seismic analysis system, transmitting a strong time limit Qx, a common time limit Px and a weak time limit Rx to a primary processing unit by a data monitoring unit, performing fusion calculation on the strong time limit Qx, the common time limit Px and the weak time limit Rx by the primary processing unit to obtain a fusion time Rt, transmitting the fusion time Rt to a processor by the primary processing unit, and driving a display unit to display that 'the current simulation passes' word eyes when the fusion time Rt exceeds X5 by the processor; otherwise, the display unit is driven to display that the current anti-seismic strength does not pass, please check, the anti-seismic analysis system is combined to detect the anti-seismic performance of the steel bars, the processed steel bars are evaluated, and the reasonable anti-seismic performance of the steel bars is ensured.
In the description herein, references to the description of "one embodiment," "an example," "a specific example" or the like are intended to mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above do not necessarily refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
The preferred embodiments of the invention disclosed above are intended to be illustrative only. The preferred embodiments are not intended to be exhaustive or to limit the invention to the precise embodiments disclosed. Obviously, many modifications and variations are possible in light of the above teaching. The embodiments were chosen and described in order to best explain the principles of the invention and the practical application, to thereby enable others skilled in the art to best utilize the invention. The invention is limited only by the claims and their full scope and equivalents.
Claims (8)
1. A steel bar processing method of a beam column node steel bar avoiding structure based on BIM is characterized by comprising the following steps:
step SS 01: acquiring a beam steel bar lofting drawing, processing cross steel ribs and beam steel bars according to the beam steel bar lofting drawing, performing cross steel rib column beam node steel bar construction according to a BIM model, and processing the steel bars by adopting a prefabricating method;
step SS 02: the method comprises the following steps of carrying out earthquake resistance detection on the processed steel bars by means of an earthquake resistance analysis system, wherein the earthquake resistance analysis system comprises a model establishing unit, an earthquake simulation unit, a data monitoring unit, a primary processing unit, a processor, a display unit, a storage unit, a simulation unit and a management unit;
the model establishing unit is used for establishing a processed steel bar node arrangement model and transmitting the steel bar node arrangement model to the simulation unit;
the earthquake simulation unit is used for inputting earthquake information to simulate earthquake, the earthquake information comprises earthquake intensity, and the earthquake information is transmitted to the simulation unit; the simulation unit is used for carrying out vibration simulation according to the reinforcing steel bar node arrangement model and the seismic information, and carrying out data acquisition by combining the data monitoring unit, wherein the specific data acquisition mode is as follows:
the method comprises the following steps: acquiring a reinforcing steel bar node arrangement model and seismic information by means of a simulation unit;
step two: acquiring an experiment numerical value corresponding to the seismic intensity in the seismic information, wherein the experiment numerical value comprises a strong seismic simulation value, a common simulation value and a weak simulation value;
step three: acquiring a strong seismic simulation value corresponding to the seismic intensity;
step four: vibrating the arrangement model according to the seismic intensity of the strong seismic simulation value, and starting timing while vibrating; and judging the bending value of the steel bar, wherein the concrete judging process of the bending value of the steel bar is as follows:
s01: selecting two reinforcing steel bars optionally, and continuously monitoring longitudinal bending values and transverse bending values of the two reinforcing steel bars, wherein the longitudinal bending values are the deformation of the reinforcing steel bars in the vertical direction, and the transverse bending values are the deformation of the reinforcing steel bars in the horizontal direction; acquiring a comprehensive influence value P according to the longitudinal bending value and the transverse bending value;
s02: when the comprehensive influence value P exceeds X1, generating a timing stop signal, otherwise, continuously monitoring; wherein X1 is a preset value;
s03: acquiring timing time and marking the timing time as a strong time limit Qx;
step five: acquiring a common quasi value and a weak quasi value, and acquiring a corresponding common time limit Px and a corresponding weak time limit Rx according to the principle of the step four;
the data monitoring unit is used for transmitting the strong time limit Qx, the common time limit Px and the weak time limit Rx to the primary processing unit, the primary processing unit is used for performing fusion calculation on the strong time limit Qx, the common time limit Px and the weak time limit Rx to obtain a fusion time Rt, and the specific calculation formula is as follows:
Rt＝X2*Qx+X3*Px+X4*Rx；
in the formula, X2, X3 and X4 are all preset weights; and 1> X2> X3> X4; x2+ X3+ X4 ═ 1;
the initial processing unit is used for transmitting the melting time Rt to the processor, and the processor drives the display unit to display the current simulation passing word eye when the melting time Rt exceeds X5; otherwise, driving the display unit to display that the current anti-seismic strength does not pass, please verify, wherein X5 is a preset value.
2. The reinforcing steel bar processing method of the BIM-based beam-column node reinforcing steel bar avoiding structure according to claim 1, wherein the acquisition mode of the comprehensive influence value P in the step S01 is as follows:
s011: firstly, acquiring a real-time longitudinal bending value, wherein the longitudinal bending value is the length of all the steel bars which deform in the vertical direction, and the longest value of the longitudinal bending value is marked as a longitudinal bending value Zq;
s012: then acquiring a real-time transverse bending value which is the maximum value of the deformation length of the steel bar in the horizontal direction, and marking the transverse bending value as a transverse bending value Hq;
s013: and calculating a comprehensive influence value P, wherein the P is 0.437 Zq +0.563 Hq, and 0.437 and 0.563 are preset weights.
3. The reinforcing steel bar processing method of the BIM-based beam-column node reinforcing steel bar avoiding structure is characterized in that the management unit is used for recording preset values X1, X2, X3, X4, X5 and preset weights 0.437 and 0.563.
4. The reinforcing steel bar processing method of the BIM-based beam-column node reinforcing steel bar avoiding structure is characterized in that the processor is further used for transmitting a time stamp on the melting time Rt to the storage unit for storage.
5. The reinforcing steel bar processing method of the beam-column node reinforcing steel bar avoiding structure based on the BIM as claimed in claim 1, wherein the mode of acquiring the experimental numerical value corresponding to the seismic intensity in the seismic information in the second step is as follows:
s1: dividing the earthquake into three ranges of strong earthquake, common earthquake and weak earthquake according to the earthquake intensity, wherein the ranges are preset values of managers;
s2: respectively taking a numerical value which is 0.75 times of the maximum earthquake intensity in strong earthquake, common earthquake and weak earthquake, and marking the numerical value as an experimental numerical value; and marking the three experimental values as a strong earthquake simulation value, a common simulation value and a weak simulation value in sequence.
6. The reinforcing steel bar processing method of the BIM-based beam-column joint reinforcing steel bar avoiding structure is characterized in that the step of obtaining a beam reinforcing steel bar lofting drawing in the step SS01 is as follows:
step S001: preliminarily designing the sizes and the positions of the supporting plate at the flange of the crossed steel rib, the connecting plate between the cross steel rib webs and the reserved holes of the webs on the cross steel rib webs, and manufacturing a preliminary design drawing of the cross steel rib;
step S002: building a BIM model of the cross steel ribs, the beam steel bars and the column steel bars by using BIM according to the primary design drawing of the cross steel ribs and the beam-column construction drawing;
step S003: calculating and obtaining collision parameters of the supporting plate at the flange of the cross steel rib, the beam steel bar and the column steel bar according to the established BIM model; detecting the relative positions of the beam steel bars, the supporting plate, the connecting plate and the web reserved hole, and analyzing a problem source which cannot be normally operated;
step S004: according to the BIM, the collision parameters and the problem source, the size of the supporting plate and the positioning of the reserved holes of the connecting plate and the web plate are optimized and adjusted again, the beam steel bars are arranged again, and the BIM is updated;
step five: and generating a beam steel bar lofting drawing by using the updated BIM model.
7. The reinforcement processing method of a beam-column node reinforcement avoiding structure based on BIM as claimed in claim 6, wherein the method of calculating collision parameters of the pallet at the flange of the cross-shaped steel rib, the beam reinforcements and the column reinforcements according to the built BIM model in the step S003 is as follows:
SS 1: calculating to obtain the maximum allowable size of the supporting plate at the flange of the cross steel rib according to the established BIM model;
SS 2: and deducing the maximum allowable diameters of the beam steel bars and the column steel bars welded on the supporting plate at the flange of the cross steel rib to obtain the collision parameters of the supporting plate at the flange of the cross steel rib, the beam steel bars and the column steel bars.
8. The reinforcing steel bar processing method of the BIM-based beam-column joint reinforcing steel bar avoiding structure according to claim 6, wherein the concrete step of rearranging the beam reinforcing steel bars in the step S004 is as follows:
SSS 1: according to the deduced maximum allowable diameters of the beam steel bars and the column steel bars welded on the supporting plate at the flange of the cross steel rib, welding the beam steel bars with the diameters smaller than the maximum allowable diameters above the supporting plate;
SSS 2: and welding the beam steel bars with the diameter reaching the maximum allowable diameter at the connecting plate or penetrating through the reserved hole of the web plate.
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