CN115422645B - Three-dimensional measurement space coordinate conversion method for large-span deformed steel truss structure - Google Patents
Three-dimensional measurement space coordinate conversion method for large-span deformed steel truss structure Download PDFInfo
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- CN115422645B CN115422645B CN202211158354.XA CN202211158354A CN115422645B CN 115422645 B CN115422645 B CN 115422645B CN 202211158354 A CN202211158354 A CN 202211158354A CN 115422645 B CN115422645 B CN 115422645B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 63
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- 238000005259 measurement Methods 0.000 title claims description 17
- 238000010276 construction Methods 0.000 claims abstract description 27
- 238000004364 calculation method Methods 0.000 claims abstract description 9
- 238000011900 installation process Methods 0.000 claims abstract description 4
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- 238000004519 manufacturing process Methods 0.000 claims description 17
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- 230000000694 effects Effects 0.000 description 3
- PCTMTFRHKVHKIS-BMFZQQSSSA-N (1s,3r,4e,6e,8e,10e,12e,14e,16e,18s,19r,20r,21s,25r,27r,30r,31r,33s,35r,37s,38r)-3-[(2r,3s,4s,5s,6r)-4-amino-3,5-dihydroxy-6-methyloxan-2-yl]oxy-19,25,27,30,31,33,35,37-octahydroxy-18,20,21-trimethyl-23-oxo-22,39-dioxabicyclo[33.3.1]nonatriaconta-4,6,8,10 Chemical compound C1C=C2C[C@@H](OS(O)(=O)=O)CC[C@]2(C)[C@@H]2[C@@H]1[C@@H]1CC[C@H]([C@H](C)CCCC(C)C)[C@@]1(C)CC2.O[C@H]1[C@@H](N)[C@H](O)[C@@H](C)O[C@H]1O[C@H]1/C=C/C=C/C=C/C=C/C=C/C=C/C=C/[C@H](C)[C@@H](O)[C@@H](C)[C@H](C)OC(=O)C[C@H](O)C[C@H](O)CC[C@@H](O)[C@H](O)C[C@H](O)C[C@](O)(C[C@H](O)[C@H]2C(O)=O)O[C@H]2C1 PCTMTFRHKVHKIS-BMFZQQSSSA-N 0.000 description 2
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Classifications
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06T—IMAGE DATA PROCESSING OR GENERATION, IN GENERAL
- G06T17/00—Three dimensional [3D] modelling, e.g. data description of 3D objects
Abstract
The application relates to the field of construction technology of large-span deformed steel truss structures, in particular to a method for three-dimensionally measuring space coordinate conversion of a large-span deformed steel truss structure. The method comprises the following steps: the whole structure is deepened; determining key control points; dividing a steel truss into a plurality of hoisting units, and determining key control points of each unit; coordinate conversion calculation; converting the coordinate values of the key control points in the space coordinates into ground relative coordinate values by calculating and utilizing the three-dimensional model; setting up a jig frame; according to the relative coordinate values of the ground, a splicing jig frame conforming to the structure of the hoisting unit is manufactured, and splicing of the hoisting unit is carried out on the ground; optimizing coordinates; and adjusting the coordinate value of the assembly jig frame of the next hoisting unit and the coordinate value of the truss interface by combining the error generated in the installation process of the previous hoisting unit. The method and the device combine the specific implementation conditions of the front hoisting unit and the rear hoisting unit in construction to dynamically correct errors caused by smaller construction, and improve the overall installation accuracy.
Description
Technical Field
The application relates to the field of construction technology of large-span deformed steel truss structures, in particular to a method for three-dimensionally measuring space coordinate conversion of a large-span deformed steel truss structure.
Background
Along with the continuous development of science and technology and the requirement of people on building multifunction, building scale is larger and larger, structural design is more complicated while the forms are diversified, steel structure patterns are also developed along with the structural design, and more large-span deformed steel truss structures are in our view. When the structure is constructed, the whole structure is divided into a plurality of hoisting units under the condition of abundant construction sites, and the whole hoisting is carried out after the ground assembly of each unit is completed.
How to mount the spatial three-dimensional structure to the designed spatial position and correct deviation in the process is one of the measurement difficulties of the engineering.
In the past, the precision control for the ground assembly is mostly carried out according to the self overall dimension of each sectional structure so as to lead the sectional dimension to be in line with the detailed drawing of each structure, but the welding deformation exists when the independent module is installed, so that the precision cannot be controlled when the independent module is in multipoint butt joint with the last module in the high air, and the coordinate control of each node is imprecise by the measuring method, so that the error with larger difference from the theoretical value occurs in the hoisting construction process of the steel structure, the butt joint fault edge is extremely easy to be caused, and the accumulated error of the whole structure is increased.
In order to reduce errors caused by the original measurement method on the structure and errors caused by welding deformation during ground assembly, the inventor develops a method for converting the three-dimensional measurement space coordinates of a large-span deformed steel truss structure, and effectively reduces errors caused by incapability of controlling the space coordinates of the structure and dynamic deviation correction in construction and controlling the size of a segmented structure during ground assembly.
Disclosure of Invention
In order to effectively reduce errors caused by incapability of controlling structural space coordinates and dynamic deviation correction in construction and only controlling the size of a segmented structure during ground assembly, the application provides a method for converting three-dimensional measurement space coordinates of a large-span deformed steel truss structure.
The method for converting the three-dimensional measurement space coordinates of the large-span deformed steel truss structure adopts the following technical scheme:
a method for three-dimensionally measuring space coordinate conversion of a large-span deformed steel truss structure comprises the following steps:
the whole structure is deepened; carrying out three-dimensional deepening design on the steel truss structure according to the construction blueprint and the site coordinate control points, and deepening the whole structure into a space geometric structure;
determining key control points; dividing the steel truss into a plurality of hoisting units according to actual construction conditions, and determining key control points of the units;
coordinate conversion calculation; converting the coordinate values of the key control points in the space coordinates into ground relative coordinate values by calculation and using a three-dimensional model;
setting up a jig frame for assembling, and manufacturing the jig frame which accords with the structure of the hoisting unit on the ground according to the converted ground relative coordinate value so as to assemble the hoisting unit on the ground;
optimizing coordinates; and adjusting the coordinate value of the assembly jig frame of the next hoisting unit and the coordinate value of the truss interface by combining the error generated in the installation process of the previous hoisting unit.
By adopting the technical scheme, firstly, a large-span deformed steel truss structure to be constructed is constructed through a three-dimensional model, hoisting units are detached, key control points of the hoisting units are determined, then, through determining a construction surface, conversion of coordinates in the construction surface and conversion of coordinates on the ground are sequentially carried out, then, a jig frame and the hoisting units are manufactured on the ground according to the converted coordinates, and real-time monitoring is carried out in the manufacturing process, so that the manufacturing accuracy is ensured; real-time monitoring is carried out in the hoisting process, so that the accuracy of hoisting butt joint is improved; after the hoisting welding of the former hoisting unit is finished, the actual coordinates are detected, and then the coordinates of the latter hoisting unit are optimized, so that the accuracy of the position of the butt joint interface of the latter hoisting unit and the former hoisting unit is further improved, namely, the accuracy of the space coordinates is controlled from a plurality of links, and the correction is dynamically carried out in combination with the specific implementation conditions of the former hoisting unit and the latter hoisting unit in construction, so that the error caused by the construction is reduced, and the overall installation accuracy is improved.
Optionally, selecting a plane which is a non-bending surface of the first hoisting unit steel truss structure space and has the greatest number of rods as a horizontal plane during ground assembly;
selecting the lowest point of four corner points on the plane as a fixed point, and keeping unchanged;
the elevation of the other three points is reduced to be the same as the fixed point, and the coordinates on the plane are obtained;
lowering the elevation of a control point on the first hoisting unit to the height of the assembling horizontal plane of the ground jig frame;
and calculating the coordinate values of all control points of other hoisting units through the model, deducing the coordinates of the control points on the plane, and further deducing the relative coordinate values of the control points when the ground jig frame is assembled to form the horizontal plane.
By adopting the technical scheme, the conversion step of the construction surface and the conversion step of the ground coordinates are disclosed. Through two-step conversion, the space coordinate of the first hoisting unit is converted into the coordinate for ground assembly, so that the manufacturing of the jig frame and the manufacturing of the first hoisting unit are conveniently carried out on the ground. And the conversion of other hoisting units is obtained in the same way.
Optionally, building a jig frame according to the ground relative coordinates, and setting a plurality of high-precision total stations for real-time positioning measurement when assembling the jig frame and assembling each hoisting unit on the jig frame so as to check whether the relative coordinate values of each control point deviate.
By adopting the technical scheme, the real-time positioning measurement is performed by adopting the total station in the manufacturing process of the jig frame and the hoisting unit, the deviation generated by manufacturing is found in real time, the deviation is corrected in time, and the accumulation of the existence of the deviation is avoided.
Optionally, when the latter hoisting unit is assembled, comparing the actual relative coordinate value of the previous hoisting unit at the reserved butt joint, comparing the error with the calculated relative coordinate value of the corresponding butt joint of the calculated latter hoisting unit, adjusting the corrected relative coordinate value of the butt joint of the latter hoisting unit according to the error, and assembling the assembly jig frame and the hoisting unit of the latter hoisting unit based on the corrected relative coordinate value.
By adopting the technical scheme, a coordinate correcting process is disclosed.
Optionally, the assembling jig frame adopts an adjustable assembling jig frame and comprises a bottom supporting rod, a top supporting rod, a vertical supporting rod and a diagonal supporting rod, wherein the vertical supporting rod is arranged between the bottom supporting rod and the top supporting rod, and the diagonal supporting rod is arranged among the bottom supporting rod, the top supporting rod and the vertical supporting rod;
the vertical support rod can move in the vertical direction; and/or the number of the groups of groups,
the bottom support rod can move horizontally; and/or the number of the groups of groups,
the top struts are capable of horizontal movement.
Through adopting above-mentioned technical scheme, disclose an adjustable group and piece together bed-jig, it can realize moving, realization flexible in the single direction of three-dimensional space to the length direction adjustment to hoisting unit.
Optionally, the vertical support rod comprises two sections of vertical support rods arranged up and down and a locking hoop sleeved at the butt joint part of the two sections of vertical support rods, the locking hoop comprises two locking plate bodies provided with lug plates, and the locking plate bodies are connected through bolts and nuts through screw holes arranged on the lug plates; at least a plurality of holding bolts are arranged at the locking plate body close to the upper edge and the lower edge.
By adopting the technical scheme, the structure capable of realizing up-and-down movement of the vertical support rod is disclosed.
Optionally, the adjacent bottom struts of the jig frame can rotate relatively; and/or the number of the groups of groups,
the adjacent top struts are capable of relative rotation.
By adopting the technical scheme, the adjustable assembly jig frame is disclosed, and can rotate in a three-dimensional space, so that the circumferential direction of the hoisting unit can be conveniently adjusted.
Optionally, the ends of the adjacent bottom struts or top struts are connected by hinge supports, so that the adjacent bottom struts or top struts can rotate relatively;
a limiting plate is fixedly arranged at the end part of the bottom supporting rod or the top supporting rod, a channel is formed between the limiting plate and the side wall of the bottom supporting rod or the top supporting rod, and movable limiting strips are arranged in the channels of the two adjacent end parts in a penetrating way; the limiting strip is provided with a limiting jack, and the limiting plate is provided with a limiting hole communicated with the channel; and a limiting pin arranged in the limiting hole can be inserted into the limiting jack to limit the movement of the limiting strip.
By adopting the technical scheme, the structure capable of realizing the rotation of the bottom support rod or the top support rod is disclosed.
Optionally, the limit bar adopts a high-strength rod piece with certain elasticity.
By adopting the technical scheme, the structural performance of the limit strip is disclosed.
The application comprises at least one of the following beneficial technical effects:
1. the method comprises the steps of constructing a large-span deformed steel truss structure to be constructed through a three-dimensional model, disassembling hoisting units, determining key control points of each hoisting unit, sequentially converting coordinates in a construction plane and converting ground coordinates through determining the construction plane, and then manufacturing a jig frame and the hoisting units on the ground according to the converted coordinates, wherein real-time monitoring is carried out in the manufacturing process to ensure the manufacturing accuracy; and real-time monitoring is carried out in the hoisting process, so that the accuracy of hoisting butt joint is improved.
2. After the hoisting welding of the previous hoisting unit is finished, the actual coordinates are detected, and then the coordinates of the next hoisting unit are optimized, so that the accuracy of the position of the butt joint interface between the manufacturing of the next hoisting unit and the previous hoisting unit is further improved. In the manufacturing and installing process of the whole large-span deformed steel truss structure, the front and rear installation manufacturing is related and corresponds to each other through real-time monitoring and coordinate correction, namely, the accuracy of space coordinates is controlled from a plurality of links, and the dynamic correction is performed in combination with the specific implementation conditions of the front and rear hoisting units in construction, so that errors caused by construction are reduced, and the overall installation accuracy is improved.
3. The jig frame structure is designed through assembling, and adjustment of the hoisting unit is achieved in an auxiliary mode, so that manufacturing accuracy is conveniently controlled and adjusted, and accuracy in a manufacturing link is guaranteed.
Drawings
FIG. 1 is a schematic view of a steel truss of the present application in space
Fig. 2 is a schematic diagram of the steel truss hoisting unit of the present application after the lowest point plane conversion is completed.
Fig. 3 is a schematic representation of the planar ABCD coordinate conversion of the steel truss hoisting unit of the present application.
Fig. 4 is a schematic view of the assembly of the steel truss hoisting unit on the jig frame.
Fig. 5 is a schematic view of a steel truss hoisting unit assembled on a jig frame.
Fig. 6 is a schematic view of a steel truss hoisting unit assembled on a jig frame.
Fig. 7 is a schematic view of a steel truss hoisting unit assembled on a jig frame.
1, a steel truss; 2. a jig frame; 21. a bottom support rod; 211. a limiting plate; 212. a limit bar; 213. a limiting pin; 22. a top strut; 23. a vertical support rod; 231. locking the plate body; 232. ear plates; 233. a bolt and a nut; 234. tightly holding the bolt; 24. and (5) pulling the strut to one side.
Detailed Description
The present application is described in further detail below with reference to the accompanying drawings.
For the large-span deformed steel truss 1 structure, due to the characteristics of large size and large weight, if the whole hoisting installation is performed, the requirement on hoisting machinery is very high, the construction unit may not have machinery with the hoisting capability, and even may not have hoisting machinery with the hoisting capability for selection; and the large-span deformed steel truss 1 structure may have complexity in terms of composition, and in the process of installation, the large-span deformed steel truss 1 structure is generally divided into a plurality of hoisting units according to structural characteristics and hoisting capacity of hoisting equipment, and each hoisting unit is manufactured and hoisted respectively. In the past, the precision control for the ground assembly is mostly to measure according to the self overall dimension of each sectional structure so as to be in line with the sectional dimension of each structural detail drawing, but the welding deformation exists when the independent module is installed, so that the precision cannot be controlled when the independent module is in multipoint butt joint with the previous module in the high altitude, and the problem that the deviation and the misplacement of the butt joint position or the error of the integral structure after continuous accumulation are larger can occur when the dimension of a single hoisting unit is in line with the designed theoretical value. The embodiment of the application discloses a method for three-dimensional measurement space coordinate conversion of a large-span deformed steel truss 1 structure.
The method for converting the three-dimensional measurement space coordinates of the large-span deformed steel truss 1 structure comprises the following steps.
The whole structure is deepened; and carrying out three-dimensional deepening design on the steel truss 1 structure according to the construction blueprint and the site coordinate control points, and deepening the whole structure into a space geometric structure. Aiming at the large-span deformed steel truss 1 structure to be constructed, the large-span deformed steel truss 1 structure is converted into a simulated simulation diagram in a three-dimensional space according to a construction design diagram, a space three-dimensional structure is formed, and the space shape, the position and the coordinates of the large-span deformed steel truss 1 structure on the whole can be accurately determined.
Determining key control points; and dividing the steel truss 1 into a plurality of hoisting units according to actual construction conditions, and determining key control points of the units. The division of the hoisting units is the same as the existing division mode. The key control point determination mainly considers the structural characteristics of each hoisting unit, the characteristics of the butt joint positions of the adjacent hoisting units and the like.
Coordinate conversion calculation; the coordinate values (x 0, y0, z 0) of the key control points in the space coordinates are converted into the relative coordinate values (x 2, y2, z 2) of the ground by calculation and using a three-dimensional model. Through coordinate conversion, the coordinates of each hoisting unit of the large-span deformed steel truss 1 structure in the high-altitude space are converted into coordinates of ground assembling positions, so that the assembling on the ground is facilitated.
And setting up a assembling jig frame 2, and manufacturing the assembling jig frame 2 which accords with the hoisting unit structure on the ground according to the converted ground relative coordinate values (x 2, y2 and z 2) so as to assemble the steel truss 1 structure on the ground. In order to adapt to the adjustment of the local assembly control points in the later period, the assembly jig frame 2 can be adjusted when assembling the hoisting units, and the jig frame 2 with the adjustment capability can also be adopted.
Optimizing coordinates; and adjusting the coordinate value of the assembly jig frame 2 of the next hoisting unit and the coordinate value of the truss interface by combining the error generated in the installation process of the previous hoisting unit. Because the welding deformation may occur inevitably in the process of installation and welding, the hoisting units assembled on the ground jig frame 2 originally have correct theoretical values, but cannot be exactly installed on the previous hoisting unit which is already installed, and at this time, the next hoisting unit must be properly optimized and updated to meet the actual needs. And then hoisting and installing the optimized and adjusted later hoisting unit.
Referring to fig. 1, a schematic view of a steel truss 1 in space is shown, and fig. 2 is a schematic view of a hoisting unit of the steel truss 1 after the lowest point plane conversion is completed. Fig. 4 is a schematic diagram of the assembly of the hoisting unit of the steel truss 1 on the jig frame 2.
In the implementation process, the space structure is positioned through the steel structure three-dimensional modeling software, theoretical value coordinates (x 0, y0 and z 0) of each key control coordinate point are calculated, and then the coordinates (x 0, y0 and z 0) of each key control point in the high altitude are converted into ground low altitude relative coordinate points (x 2, y2 and z 2). In order to achieve the accuracy and operability of the high-altitude truss during ground assembly, the coordinates (x 0, y0 and z 0) of a control point of a high-altitude subsection opening are obtained through three-dimensional software by measuring and positioning installation measurement subsection points (butt joints) of steel structure truss subsection hoisting, then the space coordinates are converted into relative coordinates (x 2, y2 and z 2) of a ground assembly port through three-dimensional modeling software calculation, an effective assembly jig frame 2 is established according to the relative coordinates of the ground so as to assemble the steel truss 1 on the ground, and the coordinate values of the ground assembly jig frame 2 are adjusted by combining errors generated by welding deformation of a previous module in the construction process so as to ensure the accuracy of the high-altitude butt joint.
In the implementation process, according to structural characteristics, a plane which is the non-bending surface of the structural space of the first hoisting unit steel truss 1 and has the greatest rod members is selected as a horizontal plane during ground assembly by utilizing a mathematical method. Referring to fig. 3, the plane is selected as the plane in which ABCD is located, and four corner points are points a, B, C, and D, and coordinates are theoretical coordinate values (x 0, y0, and z 0) at this time, such as a (400,0,1000), B (400,300,1000), C (0,300,1300), and D (0,0,1300). Selecting the lowest point A of four corner points on the plane as a fixed point, and keeping unchanged; the elevation of the other three points is reduced to be the same as the fixed point, the coordinates of the plane are obtained, a first step of coordinate conversion is formed, the coordinates are the coordinates (x 1, y1 and z 1) of the plane converted to the lowest point, the coordinates (x 1, y1 and z 1) of the point A of the lowest point are equal to the coordinates (x 0, y0 and z 0), and the elevation of the other three points is reduced to be equal to the elevation of the point A of the lowest point, such as A '(400,0,1000), B' (400,300,1000), C '(-100,300,1000) and D' (-100,0,1000). And then the elevation of the control point on the first hoisting unit is lowered to the assembling level height of the ground jig frame 2, so that the relative coordinate values (x 2, y2 and z 2) of each control point when the ground jig frame 2 is assembled in the assembling level are obtained. The relative coordinate values (x 2, y2 and z 2) are used as the basis for measuring whether the assembly is correct or not in the subsequent assembly process. If the elevation of the assembling horizontal plane of the ground jig 2 is set to be 0, the relative coordinate values are A "(400,0,0), B" (400,300,0), C "(-100,300,0) and D" (-100, 0) at the moment. And calculating the coordinate change value of each control point of other hoisting units through the model, deducing the coordinates of the control points on the plane, and further deducing the relative coordinate values of the control points when the ground jig frame 2 is assembled to the horizontal plane. The control points are derived in the same way, and this push to the calculation process can be implemented by simulation software.
In the implementation process, after three-dimensional measurement coordinate conversion is completed, the assembly jig frame 2 is established according to ground relative coordinates so as to ensure the accuracy of the coordinates of supporting points of the assembly jig frame 2 and reduce errors, then a plurality of high-precision total stations are matched for positioning measurement, assembly of each unit steel truss 1 is carried out on the jig frame 2 erected in a site coordinate control network, in the process, whether the relative coordinate values of each control point deviate from theoretical values is checked at all times, and high-altitude hoisting butt joint is carried out after assembly is completed and key control point coordinate values are monitored. By building the jig frame 2 according to the ground relative coordinates, when the jig frame 2 is assembled and each hoisting unit is assembled on the jig frame 2, a plurality of high-precision total stations are arranged for real-time positioning measurement, so that the accuracy of the coordinates of the jig frame 2 is ensured, the accuracy of the hoisting units assembled on the jig frame 2 is ensured, and the installation accuracy is controlled.
In the implementation process, in the hoisting process of each section of truss hoisting unit, a plurality of high-precision total stations are arranged for real-time positioning measurement so as to control the accuracy of the installation position and ensure the reliability and effectiveness of installation. And after the installation welding is finished, carrying out welding stress relief treatment on the welding seam. And at the moment, measuring the actual coordinates of the reserved pair interface of the truss hoisting unit of the section and the truss hoisting unit of the next section again, and installing the coordinate conversion method to calculate the actual relative coordinate values of the reserved pair interface.
In the implementation process, when the next section of truss hoisting unit is assembled, comparing the actual relative coordinate value of the reserved butt joint of the last section of truss hoisting unit with the calculated relative coordinate value of the corresponding butt joint of the next section of truss hoisting unit obtained through calculation, comparing the deviation of the actual relative coordinate value, determining whether the deviation is in the allowable range of installation, determining whether the calculated relative coordinate value needs to be adaptively adjusted, and the like. At this time, the calculated relative coordinate values (x 2, y2, z 2) of the control points of the next truss hoisting unit are corrected according to the judgment, and corrected relative coordinate values (x 3, y3, z 3) are obtained. If no correction is required, the relative coordinate values (x 2, y2, z 2) are calculated to be equal to the corrected relative coordinate values (x 3, y3, z 3), and if correction is required, the relative coordinate values are not equal. After the corrected relative coordinate values are determined, the next section of truss hoisting unit assembly is carried out, and the coordinate values of the subsequent hoisting unit assembly jig frame 2 and the coordinate values of the truss interface are adjusted according to the corrected relative coordinate values (x 3, y3 and z 3) so as to ensure the integral installation accuracy of the truss.
The method can also be suitable for the installation and construction of various large-span deformed steel truss structures such as industrial and civil buildings.
In this embodiment, in order to facilitate the adjustment of the truss hoisting unit, an adjustable splice jig frame 2 is used. For example, an existing structure of the jig frame 2 with precision adjustment, such as the precisely adjustable steel truss 1 assembled jig frame 2 disclosed in application publication number CN107939053a, can be adopted. Of course, due to the specificity in terms of the large size and heavy weight of the large-span profiled steel truss 1 structure, the use of CN107939053a discloses that the jig frame 2 is required to have a sufficiently large supporting capacity and strength. The inventor also designs a jig frame 2 which is designed to be in a full-support mode and has larger bearing capacity and structural strength, is suitable for assembling hoisting units of a large-span special-shaped steel truss 1 structure, and can enable the size of a single hoisting unit to be larger, so that the number of assembling butt joints of the whole steel truss 1 structure can be reduced, the workload of high-altitude butt joint and welding is reduced, more assembling work is completed on the ground jig frame 2, the deformation generated by low-altitude butt joint welding can be effectively avoided, the whole structure is ensured, the amount of high-altitude operation can be reduced, and the safety of the work is improved.
Referring to fig. 4, in the present embodiment, the assembly jig frame 2 includes a bottom support bar 21, a top support bar 22, a vertical support bar 23, and a diagonal support bar 24, the vertical support bar 23 is disposed between the bottom support bar 21 and the top support bar 22, and the diagonal support bar 24 is disposed between the bottom support bar 21, the top support bar 22, and the vertical support bar 23. Thereby building a moulding bed 2 with stable and reliable structure and strong bearing capacity.
Referring to fig. 5 and 6, in the present embodiment, in order to facilitate adjustment of the truss hoisting unit on the jig frame 2, the vertical strut 23 can be moved in the vertical direction. The vertical support rod 23 comprises two sections of vertical support rods 23 which are arranged up and down, and a locking hoop sleeved at the butt joint part of the two sections of vertical support rods 23, wherein the locking hoop comprises two locking plate bodies 231 provided with lugs 232, and the locking plate bodies 231 are connected through screw holes arranged on the lugs 232 through bolts and nuts 233. The two locking plates 231, the ear plates 232 and the bolts and nuts 233 together form a locking band. The locking band may form a hollow space into which two upright struts 23 arranged one above the other respectively enter and are clamped. In order to ensure the clamping effect of the two sections of vertical struts 23 when the truss hoisting unit is placed on the jig frame 2, a plurality of holding bolts 234 are arranged at the position, close to the upper edge and the lower edge, of the locking plate 231, and a plurality of groups of holding bolts 234 can be arranged. Of course, a layer of anti-slip interlayer can be arranged between the locking hoop and the vertical support rod 23 to further improve the clamping effect.
In this embodiment, in order to facilitate adjustment of the truss hoisting unit on the jig frame 2, the bottom struts 21 can be moved in the horizontal direction, and the top struts 22 can be moved in the horizontal direction. The structure can be the same as that of the vertical support rod 23, and the vertical support rod can be conveniently installed, detached and telescopic. The shape of the bottom struts 21, top struts 22, and upright struts 23 may be circular, rectangular, I-shaped, T-shaped, and other shapes.
In this embodiment, the diagonal strut 24 may be a fixed rod, or may be a structure that is convenient for installation, disassembly, and expansion.
Referring to fig. 7, in the present embodiment, since the truss hoisting unit may be deformed during the high-altitude installation welding, the direction of the deformation may be along the length or width direction of the truss or may be other directions. Therefore, when the latter hoisting unit is adjusted, the adjustment may be performed along the directions of the bottom support bar 21, the top support bar 22 and the vertical support bar 23, and the rotation adjustment may be required. A version of the bottom strut 21, top strut 22 is thus also disclosed. Can adapt to the small-range relative rotation of the adjacent bottom support rod 21 and top support rod 22 of the assembly jig frame 2. The ends of the adjacent bottom support rods 21 or top support rods 22 are connected through hinge supports, so that the adjacent bottom support rods 21 or top support rods 22 can rotate relatively, and the requirements for rotation adjustment are met. It will be appreciated that the amplitude of the rotational adjustment of the jig frame 2 and truss hoisting unit is very limited. If the rotation range is too large, the stress condition of the whole structure of the large-span deformed steel truss 1 may be changed greatly, so that the judgment of the correction coordinates cannot be performed, and the installation of the installed previous hoisting unit is problematic. A limiting plate 211 is fixedly arranged at the end part of the bottom supporting rod 21 or the top supporting rod 22, a channel is formed between the limiting plate 211 and the side wall of the bottom supporting rod 21 or the top supporting rod 22, and movable limiting strips 212 are arranged in the channels of the adjacent two end parts in a penetrating way; the limiting bar 212 is provided with a limiting jack, and the limiting plate 211 is provided with a limiting hole communicated with the channel; the limiting pin 213 provided in the limiting hole can be inserted into the limiting insertion hole to limit the movement of the limiting bar 212. The limit bar 212 adopts a high-strength bar with certain elasticity, and can adapt to the rotation requirement in the elastic range, and also adapt to the adjustment requirement in the length direction due to the high-strength performance. That is, the elastic high-strength rod member can rotate or move the end connection of the adjacent bottom support rod 21 and the top support rod 22.
The foregoing are all preferred embodiments of the present application, and are not intended to limit the scope of the present application in any way, therefore: all equivalent changes in structure, shape and principle of this application should be covered in the protection scope of this application.
Claims (6)
1. The method for converting the three-dimensional measurement space coordinates of the large-span deformed steel truss structure is characterized by comprising the following steps of:
the whole structure is deepened; carrying out three-dimensional deepening design on the steel truss structure according to the construction blueprint and the site coordinate control points, and deepening the whole structure into a space geometric structure;
determining key control points; dividing the steel truss (1) into a plurality of hoisting units according to actual construction conditions, and determining key control points of the units;
coordinate conversion calculation; converting the coordinate values of the key control points in the space coordinates into ground relative coordinate values by calculation and using a three-dimensional model;
setting up a jig frame (2), and manufacturing a jig frame (1) conforming to the structure of the hoisting unit on the ground according to the converted ground relative coordinate values to assemble the hoisting unit on the ground;
optimizing coordinates; the coordinate value of the assembling jig frame (2) of the next hoisting unit and the coordinate value of the truss interface are adjusted by combining the error generated in the installation process of the previous hoisting unit;
when the latter hoisting unit is assembled, comparing the actual relative coordinate value of the reserved butt joint of the former hoisting unit with the calculated relative coordinate value of the corresponding butt joint of the obtained latter hoisting unit, and adjusting the corrected relative coordinate value of the butt joint of the latter hoisting unit according to the error, and assembling the assembly jig frame (2) and the hoisting unit of the latter hoisting unit based on the corrected relative coordinate value;
the assembly jig frame (2) adopts an adjustable assembly jig frame (2) and comprises a bottom supporting rod (21), a top supporting rod (22), a vertical supporting rod (23) and a diagonal supporting rod (24), wherein the vertical supporting rod (23) is arranged between the bottom supporting rod (21) and the top supporting rod (22), and the diagonal supporting rod (24) is arranged between the bottom supporting rod (21), the top supporting rod (22) and the vertical supporting rod (23);
the vertical support rod (23) can move in the vertical direction; and/or the number of the groups of groups,
the bottom support rod (21) can move horizontally; and/or the number of the groups of groups,
the top strut (22) is capable of moving in a horizontal direction;
the adjacent bottom support rods (21) of the assembly jig frame (2) can rotate relatively; and/or the number of the groups of groups,
the adjacent top struts (22) are capable of relative rotation.
2. The method for three-dimensionally measuring space coordinate transformation of a large-span deformed steel truss structure according to claim 1, wherein the method comprises the following steps of:
selecting a plane which is a non-bending surface of the structural space of the first hoisting unit steel truss (1) and has the greatest number of rod pieces as a horizontal plane during ground assembly;
selecting the lowest point of four corner points on the plane as a fixed point, and keeping unchanged;
the elevation of the other three points is reduced to be the same as the fixed point, and the coordinates on the plane are obtained;
lowering the elevation of a control point on the first hoisting unit to the assembling horizontal plane height of the ground jig frame (2);
and calculating the coordinate values of all control points of other hoisting units through the model, deducing the coordinates of the control points on the plane, and further deducing the relative coordinate values of the control points when the ground jig frame (2) is assembled to the horizontal plane.
3. The method for three-dimensionally measuring space coordinate transformation of a large-span deformed steel truss structure according to claim 2, wherein the method comprises the following steps of:
and building a jig frame (2) according to the ground relative coordinates, and setting a plurality of high-precision total stations for real-time positioning measurement when assembling the jig frame (2) and assembling each hoisting unit on the jig frame (2) so as to check whether the relative coordinate values of all control points deviate.
4. The method for three-dimensionally measuring space coordinate transformation of a large-span deformed steel truss structure according to claim 1, wherein the method comprises the following steps of:
the vertical support rod (23) comprises two sections of vertical support rods (23) which are arranged up and down, and a locking hoop sleeved at the butt joint part of the two sections of vertical support rods (23), wherein the locking hoop comprises two locking plate bodies (231) provided with lug plates (232), and the locking plate bodies (231) are connected through screw holes arranged on the lug plates (232) through bolts and nuts (233); a plurality of holding bolts (234) are arranged at least near the upper edge and near the lower edge of the locking plate body (231).
5. The method for three-dimensionally measuring space coordinate transformation of a large-span deformed steel truss structure according to claim 1, wherein the method comprises the following steps of:
the ends of the adjacent bottom support rods (21) or top support rods (22) are connected through hinged supports, so that the adjacent bottom support rods (21) or top support rods (22) can rotate relatively;
a limiting plate (211) is fixedly arranged at the end part of the bottom supporting rod (21) or the top supporting rod (22), a channel is formed between the limiting plate (211) and the side wall of the bottom supporting rod (21) or the top supporting rod (22), and movable limiting strips (212) are arranged in the channels of the two adjacent end parts in a penetrating way; the limiting strip (212) is provided with a limiting jack, and the limiting plate (211) is provided with a limiting hole communicated with the channel; a limiting pin (213) disposed in the limiting hole can be inserted into the limiting insertion hole to limit movement of the limiting bar (212).
6. The method for three-dimensionally measuring space coordinate transformation of a large-span deformed steel truss structure according to claim 5, wherein the method comprises the following steps of:
the limit bar (212) adopts a high-strength bar with certain elasticity.
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