CN113605205A - DNA type double-helix overbridge modeling construction method based on BIM - Google Patents
DNA type double-helix overbridge modeling construction method based on BIM Download PDFInfo
- Publication number
- CN113605205A CN113605205A CN202110756556.3A CN202110756556A CN113605205A CN 113605205 A CN113605205 A CN 113605205A CN 202110756556 A CN202110756556 A CN 202110756556A CN 113605205 A CN113605205 A CN 113605205A
- Authority
- CN
- China
- Prior art keywords
- arch
- steel
- spiral
- helix
- construction
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 75
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 144
- 239000010959 steel Substances 0.000 claims abstract description 144
- 238000003466 welding Methods 0.000 claims abstract description 29
- 238000000034 method Methods 0.000 claims abstract description 24
- 230000008569 process Effects 0.000 claims abstract description 17
- 238000004519 manufacturing process Methods 0.000 claims abstract description 16
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 10
- 238000012545 processing Methods 0.000 claims abstract description 8
- 230000011218 segmentation Effects 0.000 claims abstract description 5
- 238000004140 cleaning Methods 0.000 claims abstract description 4
- 238000009434 installation Methods 0.000 claims description 35
- 238000005516 engineering process Methods 0.000 claims description 6
- 238000012544 monitoring process Methods 0.000 claims description 4
- 238000007789 sealing Methods 0.000 description 5
- 239000000463 material Substances 0.000 description 4
- 230000002093 peripheral effect Effects 0.000 description 4
- 238000001514 detection method Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 230000008859 change Effects 0.000 description 2
- 238000006243 chemical reaction Methods 0.000 description 2
- 238000004891 communication Methods 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 230000008520 organization Effects 0.000 description 2
- 239000010426 asphalt Substances 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention relates to a DNA type double-helix overpass modeling construction method based on BIM, belonging to the technical field of pedestrian overpass construction. The DNA type double-helix overbridge modeling construction method based on BIM comprises the following steps of lower spiral steel arch construction and upper double-helix steel net rack construction, wherein the lower spiral steel arch construction process flow of the steel box girder is as follows: assembling jig ground processing → jig manufacturing → ground beam manufacturing → lower spiral steel arch assembling and welding → combining the actual road traffic condition to carry out segmentation and truncation processing on the lower spiral steel arch → carrying pole beam manufacturing → lifting jig manufacturing and reinforcing → tank reinforcing → sliding pavement cleaning → mechanical single machine lifting and steering → dragging the tank to move to the designated position horizontally → lifting and in-place lifting → welding the lower spiral steel arch and the bridge body; the process flow of the construction process of the double-spiral steel net frame is as follows: the temporary support is erected on the upper portion of the steel box girder → the internal spiral arch is installed → the external spiral arch is installed → the internal and external spiral arch connection rod pieces are installed → the temporary support is dismantled, and construction cost and safety can be considered at the same time.
Description
Technical Field
The invention relates to the technical field of pedestrian overpass construction, in particular to a DNA type double-helix overpass modeling construction method based on BIM.
Background
With the wide popularization of large-span steel mesh frame structures, construction methods such as steel mesh frame high-altitude bulk loading, integral hoisting, lifting and the like are gradually mature. The space statically indeterminate structure is adopted as the grid structure, and the rod pieces are tension and compression rods; most of the rod pieces are connected through bolt balls or welding balls, the requirements of different construction sites on construction technology are higher and higher, and particularly for municipal bridges, so that the number of the bridges adopting the complex modeling steel structure form in China is small, and detailed and referential construction methods are small; secondly, too many factors need to be considered in areas with dense population and complicated traffic organization, which causes higher construction cost.
Disclosure of Invention
Aiming at the technical problems in the prior art, the invention aims to provide a DNA type double-helix overpass modeling construction method based on BIM, so as to consider the cost and the safety of the construction of a pedestrian overpass with a complex modeling steel structure.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
a DNA type double-helix overpass modeling construction method based on BIM comprises the following steps of steel box girder lower portion spiral steel arch frame construction and steel box girder upper portion double-helix steel net frame construction, wherein the steel box girder lower portion spiral steel arch frame construction process flow is as follows: assembling jig ground processing → jig manufacturing → ground beam manufacturing → lower spiral steel arch assembling and welding → combining the actual road traffic condition to carry out segmentation and truncation processing on the lower spiral steel arch → carrying pole beam manufacturing → lifting jig manufacturing and reinforcing → tank reinforcing → sliding pavement cleaning → mechanical single machine lifting and steering → dragging the tank to move to the designated position horizontally → lifting and in-place lifting → welding the lower spiral steel arch and the bridge body;
the double-helix steel net rack on the upper part of the steel box girder is in a DNA shape and consists of an inner helix arch, an outer helix arch and a connection rod piece, the helical directions of the inner helix arch and the outer helix arch are opposite, and the construction process flow of the double-helix steel net rack is as follows: erecting a temporary support on the upper part of the steel box girder → installing an inner spiral arch → installing an outer spiral arch → installing an inner spiral arch and an outer spiral arch connection rod piece → dismantling the temporary support, monitoring the whole process by using a level gauge and a total station when the inner spiral arch and the outer spiral arch are installed, controlling the coordinate of each control point, firstly adopting spot welding, re-measuring by using the level gauge and the total station after the installation, and adding welding after the control point is error-free;
the inner spiral arch and the outer spiral arch share a temporary support during installation, and a sectional installation mode is adopted, before the temporary support is installed, central projection lines of the inner spiral arch and the outer spiral arch are set out on the upper plane of the steel box girder through a theodolite, and the sectional inner spiral arch and the sectional outer spiral arch are installed in one-to-one correspondence with the sectional lower spiral steel arches;
the steel member fine scheduling and real-time tracking technology based on the BIM, the Internet of things and the two-dimensional codes is adopted to calculate the angle size of each member and simulate installation, and the position of each member is monitored in real time during construction.
Further, the current condition of actual road includes lane width, roadside pavement width, will ensure that two-way at least respectively has a lane can normally pass when the construction, and the tank track setting that slides is on the pedestrian passageway to green vegetation and trees on the path of sliding are transplanted, adopt the artificial mode of mechanical cooperation to level the unevenness position, and lay the steel sheet on the track of sliding, guarantee that adjacent steel sheet connects stubble department smooth-going excessively, in the same direction as the smooth-going.
Furthermore, the lifting jig frame is a square tube supporting jig frame, the bottom of the lifting jig frame is welded on the shoulder pole beam, the height of the top of the lifting jig frame is determined according to the distance between the bottom of the steel arch frame to be reinforced and the shoulder pole beam, at least 5 jig frame supporting points are arranged along the connecting main beam of a single shoulder pole beam, and at least 1-3 jig frame supporting points are arranged on the connecting secondary beam.
Further, after the lower spiral steel arch is integrally lifted and hoisted in place, a temporary hanging bracket is welded on the steel box girder right above each lifting and hoisting position of the lower spiral steel arch, and a chain block is used in a matching manner to adjust the position and the angle of the lower spiral steel arch.
Furthermore, the installation of the inner spiral arch, the installation of the outer spiral arch, the installation of the connection rod piece and the installation of the lower spiral steel arch frame all adopt the penetration welding.
Furthermore, when the lower spiral steel arch frame is welded with the steel box girder, a temporary support is erected, the top of the temporary support supports the steel box girder, and a construction platform is arranged on the temporary support.
The BIM-based DNA type double-helix overbridge modeling construction method has the beneficial effects that: the method of the invention can assemble the lower spiral steel arch centering as a whole in a limited field, and the shoulder pole and the jig frame are arranged below the spiral steel arch centering, and the tank is arranged, and the shoulder pole and the jig frame are mutually welded to form a ground sliding device, and the positions of the components are changed by a single machine, meanwhile, by combining the ground sliding technology, the problem that the hoisting thought is difficult to construct by adopting the traditional steel member flow operation due to the fact that the project is in a densely populated downtown area and the surrounding environment is complex can be well solved, and adopt the single-machine transform and combine ground slip technique can directly reduce municipal administration communication pressure and cost, reduce the influence to peripheral underground line, peripheral resident life-span, increase construction safety coefficient, change high-altitude operation into ground installation, easily operation, adopt and pass through the welding between each component, the appearance is pleasing to the eye and can guarantee to assemble welding quality, whole assembly speed is fast shortens construction cycle.
Drawings
FIG. 1 is a front view of a DNA type double helix overpass constructed by the construction method of the BIM-based DNA type double helix overpass model of the present invention;
FIG. 2 is a top view of the DNA type double helix overpass constructed by the construction method of the BIM-based DNA type double helix overpass model of the present invention;
FIG. 3 is a side view of the DNA type double helix overpass constructed by the construction method of the BIM based DNA type double helix overpass model of the present invention;
FIG. 4 is a construction cross-sectional view of a DNA type double helix overpass constructed by the construction method of the BIM-based DNA type double helix overpass model of the present invention;
FIG. 5 is a plan view of a lower spiral steel arch constructed by the BIM-based DNA type double spiral overpass model construction method of the present invention;
FIG. 6 is a plan view showing the connection between the inner spiral arches, the outer spiral arches and the corresponding link members constructed by the BIM-based DNA-type double-spiral overbridge molding construction method of the present invention;
FIG. 7 is a schematic diagram of the construction of an inner spiral arch, an outer spiral arch and a connecting rod member in the construction of the BIM-based DNA type double-spiral overbridge modeling construction method of the present invention;
FIG. 8 is a schematic structural diagram of a temporary support erected on a lower spiral steel arch in the construction of the BIM-based DNA type double-spiral overpass model construction method;
FIG. 9 is a schematic diagram of an assembly jig frame arranged when a lower spiral steel arch frame is constructed in the BIM-based DNA type double-spiral overpass modeling construction method.
Reference numerals: 1-steel box girder, 2-external spiral arch, 3-internal spiral arch, 4-connection rod piece, 5-temporary support, 6-temporary support, 7-lower spiral steel arch, 8-edge sealing pipe, 9-construction platform, 10-step ladder, 11-pier, 12-conversion beam and 13-assembly jig frame.
Detailed Description
The invention is described in further detail below with reference to the drawings and the detailed description.
The structure of the pedestrian overpass constructed by the DNA type double-helix overpass modeling construction method based on the BIM is shown in figures 1, 2, 3 and 4, and the pedestrian overpass comprises a bridge body made of a steel box girder 1, piers supported at the bottom of the steel box girder 1, steps 10 connected to both ends of the steel box girder, edge sealing pipes 8 extending in the length direction of the steel box girder 1 and fixed at both sides of the steel box girder, a double-helix steel net frame welded with the edge sealing pipes 8 and positioned at the upper part of the steel box girder 1, and a lower spiral steel arch 7 welded with the edge sealing pipes 8 and positioned at the lower part of the steel box girder 1. The double-spiral steel net rack comprises an inner spiral arch 3, an outer spiral arch 2 and a connection rod member 4 connected with the inner spiral arch or the outer spiral arch, wherein the spiral direction of the inner spiral arch 3 is opposite to that of the outer spiral arch 2. The double spiral steel net frame and the lower spiral steel arch 7 form a double spiral structure with a structure like DNA.
Based on the structure of the pedestrian overpass, the DNA type double-helix overpass modeling construction method based on the BIM mainly comprises two parts, namely the construction of a spiral steel arch at the lower part of a steel box girder and the construction of a double-helix steel net rack at the upper part of the steel box girder.
The construction process flow of the spiral steel arch centering at the lower part of the steel box girder is as follows: assembling jig ground processing → jig manufacturing → ground beam manufacturing → lower spiral steel arch assembling and welding → combining the actual road traffic condition to carry out segmentation and truncation processing on the lower spiral steel arch → carrying pole beam manufacturing → lifting jig manufacturing and reinforcing → tank reinforcing → sliding pavement cleaning → mechanical single machine lifting and steering → dragging the tank to move to the designated position horizontally → lifting and in-place lifting → welding the lower spiral steel arch and the bridge body.
The process flow of the construction process of the double-spiral steel net frame is as follows: the method comprises the steps of erecting a temporary support on the upper portion of a steel box girder → installing an inner spiral arch → installing an outer spiral arch → installing an inner spiral arch and an outer spiral arch connection rod piece → dismantling the temporary support, monitoring the whole process by using a level gauge and a total station when the inner spiral arch and the outer spiral arch are installed, controlling the coordinate of each control point, firstly adopting spot welding, re-measuring by using the level gauge and the total station after the installation, and welding after the control point is free of errors. The inner spiral arch and the outer spiral arch share the temporary support during installation, a sectional installation mode is adopted, before the temporary support is installed, central projection lines of the inner spiral arch and the outer spiral arch are set out on the upper plane of the steel box girder through a theodolite, and the sectional inner spiral arch and the sectional outer spiral arch are installed in one-to-one correspondence with the sectional lower spiral steel arch frames.
Specifically, the construction method adopts a steel member fine scheduling and real-time tracking technology based on the BIM, the Internet of things and the two-dimensional code, the two-dimensional code (including member number, material, specification and the like) of the member information is manufactured by using a webpage, the two-dimensional code is pasted on the surface of the steel member, and the two-dimensional code is recorded into the remote positioning app. And the manager can know the cloud component list and the specific position of the construction site by logging in the app and scanning the two-dimensional code, so that real-time monitoring is realized. The bending angles and the deflections of the inner spiral arch, the outer spiral arch, the connection rod piece and the rod piece on the lower spiral steel arch 7 are calculated in advance by BIM software.
After the bridge body is installed, the lower spiral steel arch centering 7 is installed, the lower modeling structure is provided with an assembling jig frame on the ground, each span is firstly assembled into a whole, then the whole is cut off according to road traffic organization, and the lower spiral steel arch centering 7 is assembled on the ground in a positive assembling mode as shown in figure 9. The shoulder pole adopts a connecting main beam H300 x 10 x 15, a connecting secondary beam adopts a square tube with the thickness of 150mm x 5mm, the shoulder pole is spliced into a cuboid in a ladder shape, and a 10T lifting lug is welded at the lower part of the square steel at the four corners of the shoulder pole.
As shown in figure 5, the lower spiral steel arch 7 is integrally and symmetrically arranged and divided into east-west two spans, each single span is 38m long and symmetrically arranged on the north-south side, the two spans are separately hoisted in the actual construction process, the single-span steel arch is divided into 23m + split units according to the driving requirement of road vehicles, the center of the split steel arch is 10m away from the west side of the arch according to calculation, and therefore the shoulder pole ground beam is 7.5m to 12.5m away. According to central point put the division, set up the track that slides on pedestrian's passageway, level and handle the road surface, transplant green vegetation and trees on the route of will sliding, adopt the artifical mode of mechanical cooperation to level and smooth to unevenness position, have 20mm thick steel sheet in the utilization field, lay on the track that slides to guarantee that steel sheet connects stubble department smooth-going excessively, in the same direction as the water conservancy diversion.
Because the bed-jig is arranged on the existing national road asphalt pavement on site, the bed-jig upright posts, the inclined struts and the pull rods are made of Q235B material angle steel, and steel plates are required to be laid on the existing pavement for fixing the bed-jig so as to facilitate connection. After the steel plates are laid, a jig frame is erected, coordinate points and elevation of the jig frame are lofted, and then the arch frames which are bulk on the ground are assembled and welded into a whole. The lower spiral steel arch frame 7 adopts horizontal assembly, utilizes theodolite to give out the ground center projection control line of the arch bar on the assembly field, takes the arch bar segmentation (splicing) point and the intersection of the same type of arch bar pieces as control characteristic points, converts the designed three-dimensional coordinate into a relative coordinate system, and adopts a polar coordinate method to check and recheck by using a total station. The components are assembled by using the theodolite to measure, the elevation of the jig frame at the characteristic point is determined by using the level, and the jig frame is adjusted according to theoretical data so that the error is in a fine adjustment range. And after the assembly of the spiral arch is finished, rechecking and adjusting each node by using a total station, and after the rechecking and adjusting are finished, starting the welding of the spiral arch. And after welding is finished, comprehensive detection is carried out, the detection data is recorded and filed, and is contrasted and analyzed with the detection data before welding, the deformation degree is determined, and the deformation reason is analyzed, so that the assembling error can be reduced as much as possible in the next assembling. The arch frame is segmented by combining with actual road conditions, such as lane width, roadside sidewalk width and the like, to ensure that at least one lane can normally pass in two directions during construction, and under the condition of fully ensuring normal passing of a driving vehicle, no traffic safety hidden trouble exists in the actual sliding process. According to the weight of the suspended lower spiral steel arch 7, a mechanical crane meeting the conditions is selected to carry out single-machine hoisting.
Before lifting, combining a ground assembled arch truss linear type on the shoulder pole beam along the arrangement range of the shoulder pole beam, additionally arranging an independent square pipe support jig which is a lifting jig, wherein the bottom of the square pipe support jig is welded on the shoulder pole beam, and the top of the square pipe support jig is determined according to the distance between the bottom of a lower spiral steel arch truss to be reinforced and the shoulder pole beam; at least 5 jig support points are arranged along a connecting main beam of a single shoulder pole beam, at least 1-3 jig support points are arranged on a connecting secondary beam, the bottom and the top of a reinforcing jig are firmly welded, and the arch centering can not be scattered or obliquely slide integrally in the hoisting process. After the whole arch frame is segmented, and the shoulder pole beam upper tire frame reinforcing measure is completed, a field machine is adopted to lift and install the sliding tank. Transplanting the green vegetation and the trees on the sliding path, leveling the uneven parts by adopting a mechanical cooperation manual mode, laying the steel plates with the thickness of 20mm on the sliding track by utilizing the existing steel plates in the field, and ensuring the steel plate joint to be smooth, excessive and smooth. After the whole assembly and shoulder pole reinforcement are finished, whether the welding of each component is infirm, not welded, missed welded and the like is checked, the running condition of large machinery is checked, surrounding residents are informed of construction operation danger points in advance, and partial road sealing is carried out (two lanes are guaranteed to run normally according to relevant requirements); after the preparation work is finished, the integral arch center is directly lifted from the direction parallel to the road by adopting a truck crane to be converted into the direction vertical to the road, and is drawn close to the west side sliding field and finally placed to a preset position. After the single machine of the arch frame is lifted and changed into place, the tank is adopted and no soft soil exists on the sliding path, so that the field truck crane is used as traction equipment to horizontally pull the whole arch frame to the position under the steel box girder. After the lower spiral steel arch is integrally lifted and hoisted in place, two truck cranes are symmetrically lifted and hoisted, a temporary hanger is welded on a steel box girder right above each lifting and hoisting position of the lower spiral steel arch, and a chain block is matched for adjusting the position and the angle of the lower spiral steel arch. The temporary hanging frame is made of H300X 10X 15 section steel, and the bottom of the temporary hanging frame is directly welded with the steel box girder 1. Before the lower spiral steel arch frame is welded with the steel box girder, a temporary support 6 (shown in figures 4 and 8) erected during construction of the steel box girder 1 is adopted, the main structure of the temporary support 6 is a lattice tower, a distribution girder is arranged on the temporary support, and an adjusting upright post is arranged on the distribution girder so as to accurately adjust the elevation of each fulcrum; the top of temporary support 6 supports steel box girder 1, is equipped with construction platform 9 on the temporary support 6, and constructor stands and can carry out welding operation on construction platform 9.
As shown in fig. 6 and 7, the inner spiral arch 3 and the outer spiral arch 2 need to be provided with temporary supports 5 on the upper surface of the steel box girder 1 during construction, and the inner spiral arch 3 and the outer spiral arch 2 share the same temporary support 5 during installation for saving materials. The temporary support 5 includes an inner spiral arch support portion and an outer spiral arch support portion connected together. The inner spiral arch supporting part adopts front and back 273 x 16 steel pipes to support above the transfer beam 12, and the outer spiral arch supporting part adopts plane steel pipe columns to support, and 16 groups are arranged. The steel pipe column is divided into the front and the back 114X 6 steel pipes, the conversion beam 12 specification HW 300X 10X 12 section steel, the inclined strut is divided into the front and the back 89X 5, and the material is Q345B.
Before installation, the central projection lines of the upper spiral arch and the lower spiral arch are firstly set out on the upper plane of the steel box girder 1, and then the temporary support is installed. When in formal installation, the inner spiral arch 3 is firstly installed and divided into installation of spiral rod pieces of the inner spiral arch and installation of connection rod pieces of the inner spiral arch, the whole process of installation is monitored by a level and a total station, the coordinates of each control point are strictly controlled, spot welding is firstly adopted, after the installation is finished, the level and the total station are used for retesting, after the control points are correct, welding is added, the construction is repeated, and the outer spiral arch 2 is installed until the inner spiral arch 3 is finished, and the installation method of the outer spiral arch 2 is the same as that of the inner spiral arch 3; finally, a connecting rod piece 4 between the inner spiral arch and the outer spiral arch is installed; after the installation is finished, the anticorrosion is finished, and the temporary support 5 is removed.
The inner spiral arch installation, the outer spiral arch installation, the connection rod installation and the lower spiral steel arch installation all adopt the intersecting welding mode. After all the installation, the corresponding spiral rod piece on the inner spiral arch and the corresponding spiral rod piece of the lower spiral steel arch form an ellipse, the corresponding spiral rod piece on the outer spiral arch and the corresponding spiral rod piece of the lower spiral steel arch form an ellipse, and finally a double-spiral structure similar to a DNA type is formed.
The method of the invention can assemble the lower spiral steel arch centering as a whole in a limited field, and the shoulder pole and the jig frame are arranged below the spiral steel arch centering, and the tank is arranged, and the shoulder pole and the jig frame are mutually welded to form a ground sliding device, and the positions of the components are changed by a single machine, meanwhile, by combining the ground sliding technology, the problem that the hoisting thought is difficult to construct by adopting the traditional steel member flow operation due to the fact that the project is in a densely populated downtown area and the surrounding environment is complex can be well solved, and adopt the single-machine transform and combine ground slip technique can directly reduce municipal administration communication pressure and cost, reduce the influence to peripheral underground line, peripheral resident life-span, increase construction safety coefficient, change high-altitude operation into ground installation, easily operation, adopt and pass through the welding between each component, the appearance is pleasing to the eye and can guarantee to assemble welding quality, whole assembly speed is fast shortens construction cycle.
The above-described embodiments of the present invention do not limit the scope of the present invention. Any modification, equivalent replacement, and improvement made within the spirit and principle of the present invention should be included in the scope of the claims of the present invention.
Claims (6)
1. The DNA type double-helix overpass modeling construction method based on BIM is characterized by comprising the following steps of steel box girder lower part spiral steel arch frame construction and steel box girder upper part double-helix steel net frame construction, wherein the steel box girder lower part spiral steel arch frame construction process flow is as follows: assembling jig ground processing → jig manufacturing → ground beam manufacturing → lower spiral steel arch assembling and welding → combining the actual road traffic condition to carry out segmentation and truncation processing on the lower spiral steel arch → carrying pole beam manufacturing → lifting jig manufacturing and reinforcing → tank reinforcing → sliding pavement cleaning → mechanical single machine lifting and steering → dragging the tank to move to the designated position horizontally → lifting and in-place lifting → welding the lower spiral steel arch and the bridge body;
the double-helix steel net rack on the upper part of the steel box girder is in a DNA shape and consists of an inner helix arch, an outer helix arch and a connection rod piece, the helical directions of the inner helix arch and the outer helix arch are opposite, and the construction process flow of the double-helix steel net rack is as follows: erecting a temporary support on the upper part of the steel box girder → installing an inner spiral arch → installing an outer spiral arch → installing an inner spiral arch and an outer spiral arch connection rod piece → dismantling the temporary support, monitoring the whole process by using a level gauge and a total station when the inner spiral arch and the outer spiral arch are installed, controlling the coordinate of each control point, firstly adopting spot welding, re-measuring by using the level gauge and the total station after the installation, and adding welding after the control point is error-free;
the inner spiral arch and the outer spiral arch share a temporary support during installation, and a sectional installation mode is adopted, before the temporary support is installed, central projection lines of the inner spiral arch and the outer spiral arch are set out on the upper plane of the steel box girder through a theodolite, and the sectional inner spiral arch and the sectional outer spiral arch are installed in one-to-one correspondence with the sectional lower spiral steel arches;
the steel member fine scheduling and real-time tracking technology based on the BIM, the Internet of things and the two-dimensional codes is adopted to calculate the angle size of each member and simulate installation, and the position of each member is monitored in real time during construction.
2. The BIM-based DNA type double-helix overpass modeling construction method of claim 1, wherein actual road traffic conditions comprise lane width and roadside sidewalk width, at least one lane in two directions is ensured to normally run during construction, a tank sliding track is arranged on a pedestrian path and used for transplanting green vegetation and trees on the sliding path, uneven parts are leveled in a mechanical and manual matching mode, and steel plates are laid on the sliding track to ensure that the stubbles of adjacent steel plates are smoothly excessive and smooth.
3. The BIM-based DNA type double helix overpass model construction method according to claim 1, wherein the lifting jig is a square tube support jig, the bottom of the lifting jig is welded on the shoulder pole beam, the top height of the lifting jig is determined according to the distance between the bottom of the steel arch frame to be reinforced and the shoulder pole beam, at least 5 jig support points are arranged along the connection main beam of a single shoulder pole beam, and at least 1-3 jig support points are arranged on the connection secondary beam.
4. The BIM-based DNA type double-helix overpass modeling construction method of any one of claims 1-3, wherein after the lower helical steel arch is integrally lifted and hoisted into position, a temporary hoisting bracket is welded on the steel box girder right above each lifting and hoisting position of the lower helical steel arch, and the position and angle of the lower helical steel arch are adjusted by using a chain block.
5. The BIM-based DNA type double helix overpass model construction method of any one of claims 1-3, wherein the inner spiral arch installation, the outer spiral arch installation, the connection rod installation and the lower spiral steel arch installation are all through welding.
6. The BIM-based DNA type double helix overpass modeling construction method of any one of claims 1-3, wherein a temporary support is set up when the lower spiral steel arch frame is welded with the steel box girder, the steel box girder is supported at the top of the temporary support, and a construction platform is arranged on the temporary support.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110756556.3A CN113605205A (en) | 2021-07-05 | 2021-07-05 | DNA type double-helix overbridge modeling construction method based on BIM |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110756556.3A CN113605205A (en) | 2021-07-05 | 2021-07-05 | DNA type double-helix overbridge modeling construction method based on BIM |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113605205A true CN113605205A (en) | 2021-11-05 |
Family
ID=78337261
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110756556.3A Pending CN113605205A (en) | 2021-07-05 | 2021-07-05 | DNA type double-helix overbridge modeling construction method based on BIM |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113605205A (en) |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101253275A (en) * | 2005-06-20 | 2008-08-27 | 法国原子能委员会 | Method for fixing a supercoiled DNA and the use for analysing the dna repair |
| JP2014077267A (en) * | 2012-10-10 | 2014-05-01 | Koichi Suchi | Manufacturing method of composite integrated structure in accordance with vital principle of plants, material and application |
| KR20160049287A (en) * | 2014-10-27 | 2016-05-09 | 휴먼이엔씨주식회사 | Hanger, sidewalk for a bridge using hanger and construction method thereof, footbridge for landscape using hanger and construction method thereof |
| US20180100311A1 (en) * | 2015-09-02 | 2018-04-12 | Moritz O. Bergmeyer | Curved pathway |
| CN109024234A (en) * | 2018-09-10 | 2018-12-18 | 华东交通大学 | A kind of single-screw arch and suspension cable combined bridge structural system |
| CN211780002U (en) * | 2020-03-14 | 2020-10-27 | 广西工业职业技术学院 | Electromechanical mounting structure based on BIM |
-
2021
- 2021-07-05 CN CN202110756556.3A patent/CN113605205A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101253275A (en) * | 2005-06-20 | 2008-08-27 | 法国原子能委员会 | Method for fixing a supercoiled DNA and the use for analysing the dna repair |
| JP2014077267A (en) * | 2012-10-10 | 2014-05-01 | Koichi Suchi | Manufacturing method of composite integrated structure in accordance with vital principle of plants, material and application |
| KR20160049287A (en) * | 2014-10-27 | 2016-05-09 | 휴먼이엔씨주식회사 | Hanger, sidewalk for a bridge using hanger and construction method thereof, footbridge for landscape using hanger and construction method thereof |
| US20180100311A1 (en) * | 2015-09-02 | 2018-04-12 | Moritz O. Bergmeyer | Curved pathway |
| CN109024234A (en) * | 2018-09-10 | 2018-12-18 | 华东交通大学 | A kind of single-screw arch and suspension cable combined bridge structural system |
| CN211780002U (en) * | 2020-03-14 | 2020-10-27 | 广西工业职业技术学院 | Electromechanical mounting structure based on BIM |
Non-Patent Citations (5)
| Title |
|---|
| 卢春亭等: "《 基于BIM的城市综合管廊设施信息集成管理研究与实践》", 《工程管理学报》 * |
| 张雷等: "《BIM技术原理及应用》", 28 February 2019, 山东科学技术出版社 * |
| 技术专栏: "《不锈钢设计:新加坡双螺旋步行桥》", 《建筑技艺》 * |
| 文图教育培训: "《https://max.book118.com/html/2021/0221/7154201021003056.shtm》", 21 February 2021 * |
| 步凡: "非常新加坡", 《中华建设》 * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110485737B (en) | BIM technology-based steel mesh frame positioning installation construction method | |
| CN102352604B (en) | Truss sheet unit of steel truss girder, steel truss girder structure and mounting method thereof | |
| CN205205635U (en) | Stride footpath bailey frame steel suspension bridge structure greatly | |
| CN1978801B (en) | Super-span steel skew arch construction method | |
| CN106978777B (en) | A kind of make-shift bridge device | |
| CN106381885B (en) | A kind of Underground Steel pipe gallery with skeleton | |
| CN111676816B (en) | Steel truss girder and frame pier steel beam construction method | |
| CN207392031U (en) | Precast segment assembly T-shaped combination beam | |
| CN109025286A (en) | A kind of construction method of large span high-altitude three-dimensional canopy of the heavens steel construction | |
| CN109629576B (en) | Suspension protection system for water supply pipe crossing foundation pit and construction method | |
| CN113463768A (en) | 120 m-span prestressed triangular steel pipe truss girder construction method | |
| CN113622316A (en) | Steel truss girder multipoint traction type pushing construction system and construction method thereof | |
| CN215760673U (en) | Temporary supporting structure for shuttle-shaped column | |
| CN209369328U (en) | A kind of removable die carrier structure of lateral wall mould | |
| CN207714155U (en) | A kind of bent cap holder | |
| CN207176731U (en) | A kind of prefabricated concrete pipe gallery support | |
| CN117488647A (en) | Combined beam suitable for upper and lower two-layer steel truss web rods of overhead in urban area and construction method | |
| CN113605205A (en) | DNA type double-helix overbridge modeling construction method based on BIM | |
| CN210766497U (en) | Left and right truss middle flange connection two-side double-column portal frame | |
| CN106869319A (en) | Large span steel truss installation method | |
| CN116090076A (en) | Gabion abutment building system under complex environment and rapid building method thereof | |
| CN204401462U (en) | For the support of pier prestressed cap beam with extra length Construction Supporting System in water | |
| CN114263114A (en) | Construction system and construction method of large-section steel box girder | |
| CN206655064U (en) | Type steel support column and overhead rail system for overhead rail system | |
| CN208685457U (en) | Cast-in-place box beam bracket device |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20211105 |
|
| RJ01 | Rejection of invention patent application after publication |