CN117888455A - Linear control construction method for large-span ultra-wide steel box girder self-anchored suspension bridge - Google Patents
Linear control construction method for large-span ultra-wide steel box girder self-anchored suspension bridge Download PDFInfo
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Abstract
The invention relates to the technical field of bridge engineering construction, and discloses a linear control construction method of a self-anchored suspension bridge of a large-span ultra-wide steel box girder, which comprises the following steps: establishing a pushing construction numerical model, drawing and structural design according to stress situation analysis data, and planning an installation flow; dividing the sections of the steel box girder according to the drawing, and processing the sections in a factory; transporting the manufactured sections of the steel box girder to a construction site; installing pushing equipment, connecting a control system and debugging; hoisting the steel box girder segments to an assembly platform through a gantry crane for assembly; and after the steel box girder segments are accepted, pushing the steel box girder segments to a proper position by adopting a walking pushing method according to an installation process, and repeating the girder assembling and pushing steps until all the steel girders are pushed. The linear control construction method of the self-anchored suspension bridge of the large-span ultra-wide steel box girder can adapt to the linear change of the girder body, effectively control the horizontal force of a bridge pier, has high construction efficiency and high construction quality, and has high safety.
Description
Technical Field
The invention relates to the technical field of bridge engineering construction, in particular to a linear control construction method of a self-anchored suspension bridge of a large-span ultra-wide steel box girder.
Background
Self-anchored suspension bridges have been rapidly developed in recent years in China due to their esthetic appearance, strong adaptability and satisfactory economic performance. Unlike traditional ground anchored suspension bridge, the main cable of the self-anchored suspension bridge is anchored to the main beam instead of being "rooted" underground, and the main cable can be constructed only after the construction of the upper main beam is completed, and is generally constructed by adopting a beam-first-cable-second method. Since the ultra-wide steel box girder self-anchored suspension bridge is a bridge type developed in recent years, the research results on the self-anchored suspension bridge are less in various domestic researches, and the research on construction is less. The self-anchored suspension bridge is different from a general ground-anchored suspension bridge, because of the special anchoring of the main cable on the main girder, the stress of the main girder is different from that of the general ground-anchored suspension bridge, the construction sequence is completely opposite to that of the main girder, the main girder is constructed before the main cable, and a full framing is usually adopted for construction, after the main cable and the suspender are installed, the suspender is tensioned in a grading way, the brackets are gradually removed, and the construction of the self-anchored suspension bridge is always difficult in line control.
Because the main river crossing needs to keep navigation throughout the year, the steel girder adopts a walking type pushing construction process, temporary piers are erected for auxiliary construction, and the girder adopts a bidirectional pushing process, namely, the girder segment assembly and pushing construction are carried out on pushing platforms at 1 position on each of two banks. And 1 cross-pier gantry crane of 50t is arranged on each assembly platform, and a temporary pier bracket and pushing equipment are arranged. The bridge belongs to a large-span bridge, has complex structural form, longer construction period, is easy to be influenced by wind power, water power and other environments in the construction process, and if the line type is controlled by adopting the traditional means in the construction process, the line type of the bridge is difficult to ensure that the line type of the bridge meets the design requirement.
Disclosure of Invention
The invention aims to overcome the defects of the technology, and provides a linear control construction method for a self-anchored suspension bridge of a large-span ultra-wide steel box girder, which can adapt to the linear change of a girder body, effectively control the horizontal force of a bridge pier, has high construction efficiency and high construction quality and has high safety.
In order to achieve the above purpose, the invention provides a linear control construction method of a self-anchored suspension bridge of a large-span ultra-wide steel box girder, which comprises the following steps:
a) Establishing a pushing construction numerical model, performing simulation analysis on pushing construction working conditions and temporary support stress conditions, drawing and structural design according to stress condition analysis data, and planning an installation flow;
b) Dividing the sections of the steel box girder according to the drawing, and processing the sections in a factory;
c) Transporting the manufactured sections of the steel box girder to a construction site;
d) Installing pushing equipment, connecting a control system and debugging;
e) Hoisting the steel box girder segments to an assembly platform through a gantry crane for assembly;
f) And after the steel box girder segments are accepted, pushing the steel box girder segments to a proper position by adopting a walking type pushing method according to an installation process, repeating the steps of girder assembly and pushing until all the steel box girders are pushed, and automatically rectifying the steel box girders through a rectifying displacement sensor during pushing.
Preferably, in the step a), a pushing construction numerical model is established by using Midas Civil software, when the pushing construction numerical model is established, a Q345 steel material is selected as a steel girder modeled by a girder, an elastic modulus is 2.06×108kN/M2, a section type is a general section, a poisson ratio is 0.31, a concrete girder is selected as C50 concrete, an elastic modulus is 3.45×107kN/M2, a section type is a general section, a poisson ratio is 0.3, a prestressed tendon of the tensioned concrete girder is equivalent by using a miadas section characteristic calculator SPC, the steel box girder and a support are elastically connected, a rigid connection simulation is adopted between the steel guide girder and the steel box girder, a boundary condition considers water pressure brought by water flow, a triangular girder unit load simulation is adopted by four directions, pile bottom soil pressure is simulated by an M method, a calculated width of a pile is 1.53M, and a height is calculated as a unit of 0.5M.
Preferably, in the step a), during the simulation analysis, under the most unfavorable working condition, according to the established pushing construction numerical model, calculation analysis is performed on each construction stage of the steel box girder walking type pushing construction to obtain the vertical displacement and the maximum combined stress of the steel box girder under each construction stage, and the vertical displacement and the maximum combined stress of the steel box girder, the temporary pier support counter force, the maximum compressive stress and the maximum vertical displacement of the steel box girder are all in the safety range, so that the maximum vertical displacement and the maximum combined stress of the steel box girder, the maximum supporting counter force of the temporary pier, the maximum compressive stress and the maximum vertical displacement are all in the safety range, and the stress safety, the assembly line shape and the structural safety of the steel box girder during the construction are reasonably ensured during the pushing construction process.
Preferably, the temporary support belongs to a slender rod piece, and is mainly based on axial pressure, the cross bridge is the least favorable working condition when the cross bridge falls to several beams simultaneously, and the least favorable working condition comprises when the steel box beam and the steel guide beam are hoisted in place, when the steel box beam and the steel guide beam are positioned at the maximum cantilever and are close to the temporary pier, and when the steel guide beam is positioned at the temporary pier.
Preferably, in the step a), bridge towers, longitudinal beams and cross beams in the pushing construction numerical model are simulated by adopting beam units, the connection among the main beams, bridge piers, main beams, temporary piers and bridge towers is general elastic connection, and a separated I-shaped steel section is adopted in the simulation of the steel guide beams.
Preferably, in the step a), an independent pushing construction numerical model is built for each working condition to realize the pushing method process, and an independent dead weight load is applied to each working condition according to the construction steps.
Preferably, in the step a), a calculation result having practical significance for the pushing construction period and the stress state is found through multiple calculation and analysis.
Preferably, in the step D), a pressure sensor for monitoring the load of each stress point is installed in a pushing hydraulic system in the pushing device, and the pressure difference between two sides of the pier body is controlled within 10%; the sliding box is provided with a horizontal inclination angle sensor for controlling the balance degree of the main beam, when the inclination angle of the horizontal inclination angle sensor in the X-axis or Y-axis direction exceeds a set value, the system stops the alarm, starts a horizontal inclination angle calibration program, and continues pushing action after calibration and adjustment are completed.
Preferably, in the step F), the lifting and pushing are alternately performed, after 1-3 sections are assembled, a distance is pushed, after the assembled platform is emptied, the assembled pushing is continued, the steps are sequentially circulated until the full-bridge steel box girder lifting is completed, the main girder lifting sequence is that the sections close to the tower are firstly lifted, the sections far away from the tower are sequentially lifted, during lifting, the transverse bridge is lifted from the middle to two sides, and the next section lifting is started after the lifting is completed to a full section.
Preferably, in the step F), when the walking pushing method is adopted, the method includes the following steps:
f1 Hoisting a steel-concrete section adjacent to the main tower and its immediate adjacent section;
f2 Connecting the segments with the guide beam and adjusting the line type;
f3 Pushing in the direction of the main tower;
f4 Continuing to assemble the subsequent 1-3 sections on the assembly platform;
f5 Continuously pushing the tower to the main tower direction;
f6 And F4) circulating the steps F4) to F5) until pushing is in place.
Compared with the prior art, the invention has the following advantages:
1. the method comprises the steps of establishing an ultra-wide steel box girder self-anchored suspension bridge pushing construction refined finite element model, performing refined numerical analysis on the supporting reaction force received by a temporary pier in the pushing construction process and the stress and deformation received by a steel box girder steel guide girder, and obtaining the stress and deformation rule of the steel box girder of the steel guide girder in the pushing construction process through the numerical analysis so as to be used as a basis for subsequent construction;
2. in the pushing equipment, the pushing force and the friction force are both internal forces of the pushing equipment, so that the pushing force and the friction force can be mutually offset, the horizontal force of the pushing method on the temporary piers is small, the method can adapt to the linear change of the beam body, and the fulcrum counterforce can be adjusted, so that the counterforce at each pier is relatively uniform;
3. the walking type pushing device can effectively control the horizontal force of the bridge pier, can be suitable for flexible piers, is convenient to vertically adjust, can effectively control the counter force, is high in construction efficiency and construction quality, and has high safety.
Drawings
FIG. 1 is a flow chart of a linear control construction method of a self-anchored suspension bridge of a large-span ultra-wide steel box girder of the invention;
FIG. 2 is a schematic view of a first step of the pusher arrangement provided by an embodiment of the present invention;
FIG. 3 is a schematic view of a second step of pusher arrangement provided by an embodiment of the present invention;
FIG. 4 is a schematic view of a third step of the pusher arrangement provided by the embodiment of the present invention;
FIG. 5 is a schematic view of a fourth step of the pusher arrangement provided by the present embodiment;
FIG. 6 is a schematic cross-sectional view of a standard section of a steel box girder provided by an embodiment of the present invention;
FIG. 7 is a diagram of the overall structural arrangement of a bridge provided by an embodiment of the present invention;
FIG. 8 is a view of an assembly platform and temporary pier arrangement provided by an embodiment of the present invention;
FIG. 9 is a general model of the pushing construction process of the steel girder provided by the embodiment of the invention;
FIG. 10 is a graph of maximum vertical displacement of a steel box girder provided by an embodiment of the present invention;
FIG. 11 is a graph of the maximum vertical displacement of the temporary pier provided by an embodiment of the present invention;
FIG. 12 is a schematic illustration of a completed pushing provided by an embodiment of the present invention;
FIG. 13 is a sectional view of a steel beam provided by an embodiment of the present invention;
FIG. 14 is a reference diagram of a pushing step 1 according to an embodiment of the present invention;
FIG. 15 is a reference diagram of a pushing step 2 according to an embodiment of the present invention;
FIG. 16 is a reference diagram of a pushing step 3 according to an embodiment of the present invention;
FIG. 17 is a reference diagram of the pushing step 4 according to the embodiment of the present invention;
FIG. 18 is a reference diagram of a pushing step 5 according to an embodiment of the present invention;
FIG. 19 is a reference diagram of a pushing step 6 according to an embodiment of the present invention;
FIG. 20 is a reference diagram of a pushing step 7 according to an embodiment of the present invention;
FIG. 21 is a reference diagram of a pushing step 8 provided by an embodiment of the present invention;
fig. 22 is a reference diagram of the pushing step 9 according to the embodiment of the present invention.
Detailed Description
The invention will now be described in further detail with reference to the drawings and to specific examples.
As shown in FIG. 1, the linear control construction method of the self-anchored suspension bridge of the large-span ultra-wide steel box girder comprises the following steps:
a) Establishing a pushing construction numerical model, performing simulation analysis on pushing construction working conditions and temporary support stress conditions, drawing and structural design according to stress condition analysis data, and planning an installation flow;
b) Dividing the sections of the steel box girder according to the drawing, and processing the sections in a factory;
c) Transporting the manufactured sections of the steel box girder to a construction site;
d) Installing pushing equipment, connecting a control system and debugging;
e) Hoisting the steel box girder segments to an assembly platform through a gantry crane for assembly;
f) And after the steel box girder segments are accepted, pushing the steel box girder segments to a proper position by adopting a walking type pushing method according to an installation process, repeating the steps of girder assembly and pushing until all the steel box girders are pushed, and automatically rectifying the steel box girders through a rectifying displacement sensor during pushing.
In the step a), a pushing construction numerical model is established by using Midas Civil software, when the pushing construction numerical model is established, referring to fig. 6, 7, 8 and 9, a steel girder modeled by a girder is selected from Q345 steel, an elastic modulus is selected from 2.06×108kN/M2, a section type is a general section, a poisson ratio is selected from 0.31, a concrete girder is selected from C50 concrete, an elastic modulus is selected from 3.45×107kN/M2, a section type is a general section, a poisson ratio is selected from 0.3, a prestressed rib of the tensioned concrete girder is obtained, the section is equivalent by adopting a dawster section characteristic calculator SPC, a steel box girder and a support are elastically connected, a rigid connection simulation is adopted between the steel girder and the steel box girder, a boundary condition is considered to water pressure caused by water flow, a pile bottom soil pressure is simulated by adopting an M method, a pile calculation width is 1.53M, and a height is calculated as a unit according to 0.5M.
In addition, in the step A), during simulation analysis, under the most unfavorable working condition, according to the established pushing construction numerical model, calculation analysis is carried out on each construction stage of steel box girder walking type pushing construction, so as to obtain the vertical displacement and the maximum combined stress of the steel box girder under each construction stage, and the vertical displacement and the maximum combined stress of the steel box girder, the temporary pier support counter force, the maximum compressive stress and the maximum vertical displacement of the steel box girder, so that the maximum vertical displacement and the maximum combined stress of the steel box girder, the maximum pier support counter force, the maximum compressive stress and the maximum vertical displacement are all in a safe range, and the pushing construction process reasonably ensures the stress safety, the assembly line shape and the structure safety of the steel box girder in construction.
As shown in fig. 10 and 11, the stress rule of some components (steel box girder and steel guide girder) in the pushing process can be obtained, the vertical displacement of the steel guide girder before the steel box girder in the pushing construction process changes regularly, the displacement of the steel guide girder is 19cm different from that when the steel guide girder approaches to the temporary pier and reaches to the temporary pier, the maximum value of the vertical displacement usually occurs after the front steel guide girder is about to reach to the temporary pier or pushes the temporary pier for a certain distance, and the minimum value occurs when the front steel guide girder just reaches to the temporary pier; the analysis of the maximum combined stress of the pushing of the steel box girder shows that the maximum combined stress changes periodically along with the pushing, the maximum combined stress shows a change which is firstly increased and then decreased and finally tends to be stable, and the stress safety, the assembly line shape, the structure safety and the like of the steel box girder in the construction can be ensured by carrying out finite element numerical simulation analysis and guiding the actual pushing construction on the walking type pushing construction process of the ultra-wide steel box girder, and the rationality of the walking type pushing method adopted by the ultra-wide steel box girder is also ensured.
The bridge tower, the longitudinal beams and the transverse beams in the pushing construction numerical model are simulated by adopting beam units, and the main beams are connected with the bridge piers, the main beams are connected with the temporary piers and the bridge tower in a general elastic mode.
In this embodiment, the temporary support is an elongated rod, and is mainly based on axial pressure, and the cross bridge is the least favorable working condition when several beams fall simultaneously, and the most unfavorable working conditions include when the steel box beam and the steel guide beam are hoisted in place, when the steel guide beam is at the maximum cantilever and is close to the temporary pier, and when the steel guide beam is at the temporary pier. An independent pushing construction numerical model is established for each working condition to realize the pushing method process, and independent dead weight load is applied to each working condition according to the construction steps.
In addition, under various working conditions, the internal force, deformation and temporary pier support counter force of the steel box girder and the steel guide girder are continuously changed, so that a calculation result with practical significance on the pushing construction period and the stress state is required to be found through multiple calculation and analysis.
Specifically, in the embodiment, the steel box girder adopts a whole section, the height of the center of the steel box girder is 3.0m, the standard length of a section is 9.0m, the top plate thickness of the steel box girder is 16mm, the thickness of an inclined web plate and a bottom plate is 14mm, the top plate, the inclined web plate and the bottom plate of the steel box girder mainly adopt U rib closed stiffening, the thickness of the top plate U rib is 8mm, the thickness of the inclined web plate and the thickness of the bottom plate U rib are 6mm, the middle longitudinal web plate adopts a solid web, the thickness of the plate is 24mm, 5I-shaped rib stiffening is arranged, the main structure of the steel box girder and the permanent connection structure among the sections adopt Q355MC and Q420MD steel materials, the steel box girder adopts factory manufacturing and processing, the main processing procedures comprise lofting, plate blanking, part processing, drilling, assembling, welding, rod piece manufacturing, trimming, trial assembling, factory coating, finished product packaging and the like, the standard girder Duan Quankuan m of the steel box girder is a flat streamline full-welded steel box girder with wind nozzles at two sides, the three-chamber orthotropic plate structure of a single box, the height of the center girder is 3.0m, the width ratio B/H=12, the girder top is provided with a bidirectional 2% of a horizontal slope, and the bottom surface is a horizontal slope; the beam end anchoring adopts a steel structure anchoring mode, and comprehensively considers the structural characteristics of the steel box beam, the process equipment, the feeding, the transportation, the mass production and other factors.
The full bridge is divided into three parts of a steel girder, a reinforced concrete combined section and a concrete girder by combining with the figure 13, wherein the total length of the steel girder is 184m, and the steel girders are symmetrically arranged on two sides of a main tower and are arranged on one side of 92m. The steel box girder is divided into four types according to structural types: the D section is a steel-concrete combined section, and the A, B, C section is a sling zone steel girder. The sections of the steel beams at the two sides of the main tower are consistent: the forward bridge direction is divided into 10 sections; each segment is subdivided transversely into 9 small segments, the full bridge totaling 20 large segments, 180 small segments. The steel box girders are all concentrated in a factory to be processed into sections, and when the steel box girders are manufactured in the factory, the multi-section integral matching manufacturing of the jig frame is built according to the manufacturing line type provided by a monitoring unit, so that the matching property of the line type and the ports of each section is ensured.
After the steel box girder is manufactured in a processing plant and is pre-assembled and accepted, the steel box girder is transported to the site for hoisting in a land transportation mode according to the site construction sequence. The standard length of the longitudinal bridge section of the steel box girder is 9m, the transverse bridge is divided into 3-3.9 m per section, and the single-piece transportation maximum size is 9m multiplied by 3.9m multiplied by 3m (longitudinal bridge length multiplied by transverse bridge length multiplied by girder height), and the weight is about 14.4t, as shown in figure 7.
The steel box girder is required to be reduced in sections as far as possible under the condition of transportation permission, and large sections are adopted, so that 'three super pieces' transportation needs to be focused, the sections mainly consider transportation limitation, and in addition, the on-site installation welding workload and the influence on transportation during installation are reduced; on the other hand, the transportation economy requires that the conventional and economical transportation mode be selected as much as possible on the basis of meeting the site requirements. By comprehensively considering the factors, the land transportation capacity is high, the transportation mode with high cost performance is common: and (5) transporting the large flat trailer. The steel beam is transported by adopting a 17.5m flat trailer.
In this embodiment, the pushing device mainly includes a sliding surface structure, an upper sliding structure, a lower supporting structure, a supporting cylinder, a lateral adjustment cylinder, and a pushing cylinder, and realizes combination and sequential actions through computer control and hydraulic driving, so as to meet construction requirements. The pushing equipment is used as an executing part of pushing action, each pushing equipment is provided with an independent pump station for providing hydraulic power, and can work simultaneously or independently, so that the reliability of the system is improved, and the fluid control valve blocks are all arranged at the outlets of the pump stations in a centralized manner and are connected with the equipment through high-pressure oil pipes. The control system comprises a main control, sub-control, a communication line, various displacement, angle, pressure sensors and the like, wherein the sub-control is integrally arranged on a pump station and is mainly responsible for signal acquisition and oil cylinder action control, the sub-control is connected with the main control through the communication line, and the main control performs unified coordination control on each sub-control so as to meet the requirements of multi-point synchronization and remote centralized control.
In the pushing process, the frequency of a frequency converter of a pump station and the flow of each proportional valve are controlled, so that the synchronous precision of each pier of the horizontal pushing jack can be controlled within 5mm, the synchronous precision of the lifting and falling of each pier can be controlled within 1mm, the synchronous precision of the lifting and falling of each pier can be controlled within 4mm, a pressure sensor for monitoring the load of each stress point is arranged in a pushing hydraulic system in pushing equipment, and the pressure difference of two sides of a pier body is controlled within 10%; the sliding box is provided with a horizontal inclination angle sensor for controlling the balance degree of the main beam, when the inclination angle of the horizontal inclination angle sensor in the X-axis or Y-axis direction exceeds a set value, the system stops the alarm, starts a horizontal inclination angle calibration program, and continues pushing action after calibration and adjustment are completed.
In the embodiment, the top of the jacking jack is machined into a ball hinge mode, so that the rotation angle can be adjusted by a small amount, and the axial stress is ensured when the vertical curve changes slope.
In step F) of this embodiment, lifting and pushing are alternately performed, after 1-3 segments are assembled, pushing is performed for a distance, after the assembled platform is emptied, assembling and pushing are continued, and the steps are sequentially circulated until the full-bridge steel box girder lifting is completed, the main girder lifting sequence is that the segments close to the tower are lifted firstly, the segments far away from the tower are sequentially lifted, during lifting, the transverse bridge is lifted from the middle to two sides, and the next segment lifting is started after the lifting is completed for a full section.
As shown in fig. 2, 3, 4 and 5, in this embodiment, steel beams of the steel-concrete joint sections JH1 and JH2 are scattered and spliced into a whole by adopting a gantry crane on a cast-in-situ bracket, and concrete beam construction is performed after positioning. Other sections of steel box girders are pushed to the main tower from the shoreside at two sides by adopting a walking pushing process. A temporary steel buttress is arranged between the main bridge side pier and the main tower, meanwhile, a steel beam assembly support platform is arranged beside the main bridge side pier, and pushing equipment is arranged on the assembly support platform and the temporary pier. After the steel box girder segments are transported to the site, the steel box girder segments are hoisted to an assembly platform through a gantry crane to be assembled, and are pushed to a proper position after being accepted, main girder assembly and pushing steps are repeated until all the steel main girders are pushed, and pushing equipment is removed.
According to construction requirements of lifting, installing and pushing the steel box girder segments, the lifting and the lifting of the steel box girder segments are to be completed by adopting a 50t gantry crane. The working range of the gantry crane along the bridge direction meets the assembly requirement of a span steel box girder, the transverse bridge direction span of the gantry crane is preliminarily planned to be 41m, the width of the steel box girder is covered, and meanwhile, a space is reserved for fine adjustment. The lifting height of the gantry crane comprises pier height, support cushion height, steel box girder rotating body height, lifting appliance height and the like, and 29m is planned. In the embodiment, the gantry crane is arranged across the whole steel box girder, and one gantry crane is respectively arranged on the bank side of the original side and the Wenchang side. The technological process of the door machine matched with the pushing method is as follows: foundation construction, bracket installation, steel box girder transportation and positioning, gantry crane hoisting segment, pushing the assembled girder Duan segment hoisting and girder falling and positioning.
In the step F), when the walking pushing method is adopted for construction, the method comprises the following steps:
f1 Hoisting a steel-concrete section adjacent to the main tower and its immediate adjacent section;
f2 Connecting the segments with the guide beam and adjusting the line type;
f3 Pushing in the direction of the main tower;
f4 Continuing to assemble the subsequent 1-3 sections on the assembly platform;
f5 Continuously pushing the tower to the main tower direction;
f6 Step F4) to step F5) are circulated until the pushing is in place as shown in fig. 12.
The general principle is that the two sides of the main tower are simultaneously constructed, and pushing is carried out from the anchoring section to the main tower, so that the sections close to the main tower are firstly hoisted during hoisting, and the subsequent sections are hoisted sequentially along with the pushing. Pushing is started after 1-3 sections are hoisted each time, and the steps are circulated after the splicing platform is vacated.
The first hoisted segment is a reference for positioning the subsequent segment, and the accurate positioning is important. The method is characterized in that the datum point returned to the distribution beam is firstly measured in advance to be aligned with the datum point on the box girder, the datum point is utilized to return to the Liang Bianyan datum point according to the girder width, the crane is unhooked after the box girder is roughly positioned during hoisting, the box girder falls onto an adjusting steel pipe to finish preliminary positioning, fine adjustment and accurate positioning are finished through a jack, the transverse bridge of the subsequent section is positioned in the direction of the datum point to finish preliminary positioning, the accurate positioning of the subsequent section can be adjusted on a panel by adopting a screw tensioner, a positioning code plate positioning method is adopted after the adjustment is in place, a positioning code plate is installed at the joint of the hoisted section, 6mm gaps between the sections are ensured, and a code plate is arranged at each interval of about 0.5 m. And the forward bridge direction is sequentially hoisted and positioned by taking the hoisted large section as a reference.
In particular to the embodiment, when the walking pushing method is adopted for construction, the method comprises the following steps:
1) Referring to fig. 14, installing a gantry crane, an assembly bracket and a temporary pier, installing pushing equipment on the assembly bracket and the temporary pier, debugging, assembling and positioning a steel-concrete joint section JH1/JH2 on a cast-in-place bracket, and then constructing a concrete girder;
2) Referring to fig. 15, guide beams are installed, and the guide beams are integrally hoisted to the spliced bracket after a single guide beam is spliced on the ground;
3) Referring to fig. 16, the steel box girder GL11 segments are assembled;
4) Referring to fig. 17, pushing the steel box girder GL11 segment, assembling the steel box girder GL10 segment;
5) Referring to fig. 18, the steel box girder GL11 segment and the steel box girder GL10 segment are pushed, and the steel box girder GL09 segment is assembled;
6) Referring to FIG. 19, repeating the step 5) to complete the assembly and pushing construction of the segments GL 08-GL 02 of the steel box girder;
7) Referring to fig. 20, the steel box girder is continuously pushed, after the girder passes through the 4# temporary pier, the front girder is removed in sections, and the rear girder is synchronously installed;
8) Referring to fig. 21, pushing the steel box girder to a design position for elevation and axis adjustment;
9) Referring to fig. 22, the Y-shaped steel structure is assembled on the ground in a scattered manner, the whole body is hoisted, the steel box girder GL01 sections are assembled in a scattered manner according to the design position, and the steel box girder GL11 sections and the steel-concrete combination section are connected.
Finally, in this embodiment, the pushing construction mainly adopts the following method:
(1) pushing equipment installation
The pushing device arrangement principle is that two sets of pushing devices are arranged on an assembly bracket and a temporary pier, wherein the assembly bracket is required to be provided with pushing equipment, the two sets of pushing devices are symmetrically arranged at the upper and lower streams of the pier top, 1 pushing pier is arranged at the assembly platform, and the pushing piers also serve as supporting piers in assembly;
(2) debugging pushing equipment
After the pushing equipment is installed, the oil way and the circuit of the system are connected, debugging is carried out to ensure that the executive component operates according to a set motion mode under manual and automatic mode operation, a pump station is started during online debugging, a manual operation mode is selected, the cylinder extending or contracting action of the executive component is controlled on an operation panel of a main control desk, whether the action carried out by the executive component is correct or not is checked, the detection component of a stroke detection device is regulated, so that the contact and detection of the detection device are normal, an automatic mode system is selected after the manual test of the system is completed, the action coordination and synchronism of each jack of the system are checked, if the design requirement is not met, the cause is carefully found, the fault is eliminated, and the system is normally and qualified after the action of the system is completely coordinated;
(3) pushing construction
The total length of the single-side pushing of the bridge is 101m, a manual mode is selected firstly, and whether an oil pump, a jacking jack, a deviation correcting jack, a jacking jack, a pressure gauge, a sensor and the like are abnormal or not is checked;
starting pushing equipment on each pier, converting a pressure value detected by a pressure sensor arranged on the jacking system into a counter-force value, setting pressure for the pushing cylinders by the converted value of the counter-force value, providing pushing force by the pushing cylinders under the required pressure, and controlling the pushing cylinders on two sides of the temporary pier to synchronously push. After one stroke is completed, all pushing cylinders retract to the starting point of the next stroke, and then the pushing of the next stroke can be performed;
after the traction main beam of the manual operation pushing system is started in a sliding way, the manual operation pushing system is switched to an automatic operation mode to automatically and continuously push the main beam. In the automatic pushing process, the maximum and minimum oil pressure values in the pushing process are recorded;
in order to avoid out-of-tolerance transverse deviation of the steel beam in the pushing process, the control system is structurally integrated with an active central axis monitoring system, and the central axis of the steel beam is monitored in real time in the pushing process, so that the deviation of the steel beam is always limited in an error range by adjusting the limiting device in time;
(4) vertical adjustment
The stress state of the steel box girder in the pushing process is completely different from the stress state in the bridge formation process, and the monitoring of the whole pushing process is performed by taking support reaction force control as a main and elevation control as an auxiliary principle; therefore, before each pushing round, according to the monitoring instruction, the change range of the vertical curve (namely the elevation change value) of the abutment through which the steel box girder is pushed by the round is defined, and the change range of the allowable support counter force (namely the allowable compressive stress of the abutment) of the steel box girder is defined;
(5) dismantling guide beam
After the steel box girder is pushed to the last temporary pier of the guide girder, the guide girder is removed by sections by adopting a crane;
(6) folding and closing
The steel-concrete combined section JH1/JH2 is spliced in a cast-in-situ bracket in a scattered way and adjusted to a design position, and then a concrete girder is constructed; pushing the steel box girders of the sections GL 02-GL 11 (GL 12-GL 21) to a proper position, adjusting the steel box girders to a designed position, hoisting a Y-shaped steel structure of a 9# pier (11#)' of an edge pier, splicing the girder sections GL01 (GL 22) in sections, and connecting the girder sections GL11 (GL 12) with the steel box girders of the steel-concrete combined section after the installation of all the girder sections is completed.
The invention relates to a linear control construction method of a self-anchored suspension bridge of a large-span ultra-wide steel box girder, which establishes a refined finite element model for pushing construction of the self-anchored suspension bridge of the ultra-wide steel box girder, performs refined numerical analysis on the supporting reaction force received by a temporary pier in the pushing construction process and the stress and deformation received by a steel guide girder of the steel box girder, and obtains the stress and deformation rule of the steel box girder of the steel guide girder in the pushing construction process through the numerical analysis so as to be used as a basis for subsequent construction; in the pushing equipment, the pushing force and the friction force are both internal forces of the pushing equipment, so that the pushing force and the friction force can be mutually offset, the horizontal force of the pushing method on the temporary piers is small, the method can adapt to the linear change of the beam body, and the fulcrum counterforce can be adjusted, so that the counterforce at each pier is relatively uniform; the walking type pushing device can effectively control the horizontal force of the bridge pier, can be suitable for flexible piers, is convenient to vertically adjust, can effectively control the counter force, is high in construction efficiency and construction quality, and has high safety.
Here, it should be noted that the description of the above technical solution is exemplary, and the present specification may be embodied in different forms and should not be construed as being limited to the technical solution set forth herein. Rather, these descriptions will be provided so that this disclosure will be thorough and complete, and will fully convey the scope of the disclosure to those skilled in the art. Furthermore, the technical solution of the invention is limited only by the scope of the claims.
The disclosure of aspects of the present specification and claims is merely an example and, therefore, the specification and claims are not limited to the details shown. In the above description, when a detailed description of related known functions or configurations is determined to unnecessarily obscure the gist of the present specification and claims, the detailed description will be omitted.
Finally, it should be noted that the above description of the invention in connection with the specific embodiments is not to be considered as limiting the practice of the invention to these descriptions, and that simple alternatives, which would be apparent to one of ordinary skill in the art to which the invention pertains without departing from its spirit, are deemed to be within the scope of the invention. The above embodiments are merely representative examples of the present invention. Obviously, the invention is not limited to the above-described embodiments, but many variations are possible. Any simple modification, equivalent variation and modification of the above embodiments according to the technical substance of the present invention should be considered to be within the scope of the present invention.
Claims (10)
1. A linear control construction method for a self-anchored suspension bridge of a large-span ultra-wide steel box girder is characterized by comprising the following steps: the method comprises the following steps:
a) Establishing a pushing construction numerical model, performing simulation analysis on pushing construction working conditions and temporary support stress conditions, drawing and structural design according to stress condition analysis data, and planning an installation flow;
b) Dividing the sections of the steel box girder according to the drawing, and processing the sections in a factory;
c) Transporting the manufactured sections of the steel box girder to a construction site;
d) Installing pushing equipment, connecting a control system and debugging;
e) Hoisting the steel box girder segments to an assembly platform through a gantry crane for assembly;
f) And after the steel box girder segments are accepted, pushing the steel box girder segments to a proper position by adopting a walking type pushing method according to an installation process, repeating the steps of girder assembly and pushing until all the steel box girders are pushed, and automatically rectifying the steel box girders through a rectifying displacement sensor during pushing.
2. The linear control construction method for the self-anchored suspension bridge of the large-span ultra-wide steel box girder according to claim 1, which is characterized by comprising the following steps: in the step A), a pushing construction numerical model is established by utilizing Midas Civil software, when the pushing construction numerical model is established, Q345 steel is selected as a steel girder modeled by a girder, the elastic modulus is 2.06 multiplied by 108kN/M < 2 >, the section type is a general section, the Poisson ratio is 0.31, the concrete girder is C50 concrete, the elastic modulus is 3.45 multiplied by 107kN/M < 2 >, the section type is a general section, the Poisson ratio is 0.3, the prestressed tendons of the tensioned concrete girder are equivalent by adopting a Midas section characteristic calculator SPC, the steel box girder and the support are in elastic connection, rigid connection simulation is adopted between the steel guide girder and the steel box girder, the boundary condition is realized by considering the water pressure brought by water flow, the load simulation is realized by adopting a triangular girder unit load in four directions, the pile bottom soil pressure is simulated by adopting an M method, the calculated width of the pile is 1.53M, and the height is calculated as a unit according to 0.5M.
3. The linear control construction method for the self-anchored suspension bridge of the large-span ultra-wide steel box girder according to claim 1, which is characterized by comprising the following steps: in the step A), during simulation analysis, under the most unfavorable working condition, according to the established pushing construction numerical model, calculation analysis is carried out on each construction stage of steel box girder walking type pushing construction to obtain vertical displacement and maximum combined stress of the steel box girder under each construction stage, and the vertical displacement and maximum combined stress of the steel box girder, temporary pier support counter force, maximum compressive stress and maximum vertical displacement are obtained, so that the maximum vertical displacement and maximum combined stress of the steel box girder, the maximum supporting counter force of the temporary pier, the maximum compressive stress and the maximum vertical displacement are all within a safety range, and the pushing construction process reasonably ensures the stress safety, the assembly alignment and the structural safety of the steel box girder in construction.
4. The linear control construction method for the self-anchored suspension bridge of the large-span ultra-wide steel box girder according to claim 3, which is characterized by comprising the following steps: the temporary support belongs to a slender rod piece, and mainly uses axial pressure, and the cross bridge is the most unfavorable working condition when falling beams to several beams simultaneously, and the most unfavorable working conditions comprise when the steel box beam and the steel guide beam are hoisted in place, when the steel box beam and the steel guide beam are positioned at the maximum cantilever and are close to a temporary pier, and when the steel guide beam is positioned at the temporary pier.
5. The linear control construction method for the self-anchored suspension bridge of the large-span ultra-wide steel box girder according to claim 1, which is characterized by comprising the following steps: in the step A), bridge towers, longitudinal beams and transverse beams in the pushing construction numerical model are simulated by adopting beam units, the connection between a main beam and a bridge pier, the connection between the main beam and a temporary pier and between the main beam and the bridge towers are general elastic connection, and a separated I-shaped steel section is adopted in the simulation of a steel guide beam.
6. The linear control construction method for the self-anchored suspension bridge of the large-span ultra-wide steel box girder according to claim 3, which is characterized by comprising the following steps: in the step A), an independent pushing construction numerical model is established for each working condition to realize the pushing method process, and independent dead weight load is applied to each working condition according to the construction steps.
7. The linear control construction method for the self-anchored suspension bridge of the large-span ultra-wide steel box girder according to claim 3, which is characterized by comprising the following steps: in the step A), a calculation result with practical significance on the pushing construction period and the stress state is found through multiple calculation and analysis.
8. The linear control construction method for the self-anchored suspension bridge of the large-span ultra-wide steel box girder according to claim 1, which is characterized by comprising the following steps: in the step D), a pressure sensor for monitoring the load of each stress point is arranged in a pushing hydraulic system in pushing equipment, and the pressure difference of the two sides of the pier body is controlled within a range of 10%; the sliding box is provided with a horizontal inclination angle sensor for controlling the balance degree of the main beam, when the inclination angle of the horizontal inclination angle sensor in the X-axis or Y-axis direction exceeds a set value, the system stops the alarm, starts a horizontal inclination angle calibration program, and continues pushing action after calibration and adjustment are completed.
9. The linear control construction method for the self-anchored suspension bridge of the large-span ultra-wide steel box girder according to claim 1, which is characterized by comprising the following steps: in the step F), hoisting and pushing are alternately carried out, 1-3 sections are assembled, then a distance is reserved, the assembled platform is emptied, then the assembled and pushed is continued, the whole bridge steel box girder hoisting is sequentially circulated until the whole bridge steel box girder hoisting is completed, the main girder hoisting sequence is that the sections close to the tower are hoisted firstly, the sections far away from the tower are hoisted sequentially, and during hoisting, the transverse bridge is hoisted from the middle to two sides, and then the next section hoisting is started after the whole section of the hoisting is completed.
10. The linear control construction method for the self-anchored suspension bridge of the large-span ultra-wide steel box girder according to claim 1, which is characterized by comprising the following steps: in the step F), when the walking pushing method is adopted for construction, the method comprises the following steps:
f1 Hoisting a steel-concrete section adjacent to the main tower and its immediate adjacent section;
f2 Connecting the segments with the guide beam and adjusting the line type;
f3 Pushing in the direction of the main tower;
f4 Continuing to assemble the subsequent 1-3 sections on the assembly platform;
f5 Continuously pushing the tower to the main tower direction;
f6 And F4) circulating the steps F4) to F5) until pushing is in place.
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| CN118094738A (en) * | 2024-04-29 | 2024-05-28 | 中国水利水电第七工程局有限公司 | Multi-span continuous rigid frame bridge top thrust calculation method and closure sequence determination method |
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| CN118094738A (en) * | 2024-04-29 | 2024-05-28 | 中国水利水电第七工程局有限公司 | Multi-span continuous rigid frame bridge top thrust calculation method and closure sequence determination method |
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