CN117182461A - Manufacturing and construction control method for small-curvature high-pier continuous steel box girder - Google Patents
Manufacturing and construction control method for small-curvature high-pier continuous steel box girder Download PDFInfo
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Abstract
The invention provides a method for manufacturing and constructing a small-curvature high-pier continuous steel box girder, which belongs to the technical field of curve steel box girder processing and comprises the following steps: step 1: dividing steel box girder single elements; step 2: after the step 1 of dividing the single elements is completed, steel inspection and test are carried out, welding materials are determined according to the welding process evaluation test result, and coating materials are selected; step 3: after finishing the selection of steel, welding and coating according to the specification, adopting a computer three-dimensional lofting technology, and establishing a three-dimensional model of the steel box girder by using computer-aided design, and accurately lofting each component of the steel box girder; step 4: after the step 3 is completed, cutting steel materials and evaluating flame cutting processes in a numerical control and automatic mode according to lofting data; step 5: a BIM technology is adopted to establish a steel box girder installation process diagram, plate units are cut and welded into plate elements in a back field and then transported to an on-site assembly site for assembly welding operation, and the block units are integrally assembled on an assembly jig frame; step 6: and pushing and installing the steel box girder.
Description
Technical Field
The invention relates to the technical field of processing and installation of curved steel box girders, in particular to a method for manufacturing and constructing a small-curvature high-pier continuous steel box girder.
Background
In the construction of roads, railways or urban bridge roads, the steel box girder is widely applied to the upper structure of the bridge due to the excellent mechanical properties, prefabrication and other factors, and the advantages of the mechanical properties of the steel box girder mainly include: the self weight is light, the elastic modulus is high, the bearing capacity is high, and the manufacturing cost is low; and the construction is convenient to be carried out by adopting a plurality of different construction methods.
The construction condition of the bridge construction project is gradually complicated nowadays, the site construction is restricted by the construction environment, and the construction method not only meets the requirements of bridge quality, but also meets the requirements of construction progress and cost. For a small-curvature high-pier continuous steel box girder bridge with complex bridge type and high construction difficulty, the linear control of each section is particularly important, and the integrity of a small-radius curve box girder can be ensured only by ensuring the accuracy of the linear curvature of each section. The radius of the plane curve of the steel box girder is too small, the pushing synchronization performance is required to be high, and the deviation correcting measure in the pushing process is a construction difficulty. Therefore, the invention designs a construction and installation method for the steel box girder controlled from two aspects of manufacture and construction, which aims to solve the problems.
Disclosure of Invention
Aiming at the problems, the invention provides a method for manufacturing and constructing a small-curvature high-pier continuous steel box girder, which accurately controls the linearity of each section of steel box girder by means of BIM technology from the initial single element division to the manufacture and installation of the whole box girder, and solves the problems of large manufacturing error and difficult control of the whole linearity of a small-radius curve continuous steel box girder bridge.
The technical scheme adopted by the invention is as follows:
the invention provides a method for manufacturing and constructing a small-curvature high-pier continuous steel box girder, which comprises the following steps:
step 1: dividing steel box girder single elements;
step 2: after the step 1 of dividing the single elements is completed, steel inspection and test are carried out, welding materials are determined according to the welding process evaluation test result, and coating materials are selected;
step 3: after finishing the selection of steel, welding and coating according to the specification, adopting a computer three-dimensional lofting technology, and establishing a three-dimensional model of the steel box girder by using computer-aided design, and accurately lofting each component of the steel box girder;
step 4: after the step 3 is completed, cutting steel materials and evaluating flame cutting processes in a numerical control and automatic mode according to lofting data;
Step 5: a BIM technology is adopted to establish a steel box girder installation process diagram, plate units are cut and welded into plate elements in a back field and then transported to an on-site assembly site for assembly welding operation, and the block units are integrally assembled on an assembly jig frame;
step 6: and pushing and installing the steel box girder.
In the above technical solution, further, in step 1, a computer is used to build a steel box girder single element model to perform precise single element division:
(1) The top plate of each section of the ramp is divided into four single elements, the bottom plate is divided into two single elements, the web plate and the diaphragm plates are respectively single elements, and the cantilever beams are respectively parts; the single element comprises a panel unit, a cornice unit, a bottom plate unit, a partition plate unit, a web plate unit, a U-rib unit and a T-rib unit;
(2) The top plate of each stage of the main bridge is divided into five single elements, the bottom plate is divided into three single elements, the web plate and the diaphragm plates are respectively single elements, and the cantilever beams are respectively parts; the single element comprises a top plate unit, a partition plate unit, a web plate unit, a bottom plate unit and a cantilever beam.
In the above technical scheme, further, after the steel box girder unit element is divided according to the step 1, the lofting process is as follows:
step 301: the theoretical size of blanking of the part which is not loaded is processed through computer mathematical lofting, and then the technological size of blanking processing is determined according to the joint processing requirement and the welding shrinkage;
Step 302: then, carrying out grouping analysis to determine a blanking mode, then analyzing the material utilization rate, and starting blanking for the parts meeting the conditions;
(1) Panel, bottom plate and web blanking
When the panel, the bottom plate and the web are in a straight line form, the blanking dimension allows deviation: the allowable error of the lengths and the width dimensions of the single-piece panel, the bottom plate and the web plate is plus or minus 0.5mm, the panel and the bottom plate are the process welding shrinkage of 3mm in the width direction of the middle plate unit, and the process welding shrinkage of 1.5mm is added to the panel units on the two sides of the panel and the bottom plate; when the panel, the bottom plate and the web are in a curve form, the allowable deviation of blanking size is shown in the following table:
(2) Discharging a main beam diaphragm plate and a cornice diaphragm plate:
the allowable error of the length and width dimensions of the main beam diaphragm plate and the cornice diaphragm plate is plus or minus 0.5mm, the peripheral area is deburred and polished, and a semi-automatic cutting machine is adopted to cut a groove according to the technological specification;
(3) U rib unit blanking
And (3) blanking by adopting a semi-automatic cutting machine, wherein the size deviation is +/-1.0 mm, the diagonal deviation is less than 1.5mm, deburring and polishing the peripheral area.
In the above technical scheme, further, in step 5, the steel box girder assembling process is as follows:
step 501: performing steel box girder sectional assembly simulation by BIM technology to obtain mounting coordinates of the jig frame and girder sections;
Step 502: marking lines for positioning each unit, a board center line, a beam section center line and an angle positioning control line are drawn on the ground.
Step 503: positioning a jig frame on the bottom plate unit: positioning the middle reference base plate unit, positioning the positioning lines of the base plate units at two sides, aligning the longitudinal and transverse positioning reference lines of the base plate unit with the corresponding lines on the ground sample line, and fixing the base plate unit and the assembly jig frame by adopting code plates;
step 504: and (3) assembling a diaphragm plate unit: determining the positions of diaphragm units according to diaphragm positioning lines of the bottom plate units, firstly assembling diaphragm units in the middle positions during assembling, finally assembling diaphragm units on two sides, temporarily supporting the diaphragm units by using angle steel after assembling, and spot welding seams between the diaphragm units and the bottom plate units after the diaphragm units are integrally assembled to be qualified;
step 505: and (3) assembling a web plate unit: positioning and assembling according to the web positioning lines of the bottom plate units, assembling one side of the web, spot welding the web with the bottom plate units and the welding seams of the partition plate units, continuously assembling the web units on the other side, inserting web longitudinal ribs from the partition plate holes after the web units are assembled, and controlling the perpendicularity of the longitudinal ribs and the web units;
step 506: and (3) assembling a top plate unit: assembling the top plate units by taking longitudinal baselines and transverse baselines of the bottom plate units as references, ensuring the alignment precision of the transverse baselines and the offset value of the longitudinal baselines, sequentially assembling other top plate units by taking middle bottom plates as references, and starting to weld the connecting weld joints of the top plate and the adjacent components after the size of the box body is detected to be qualified;
Step 507: and after the weld joints at all parts of the steel box girder block are qualified in flaw detection, the welding deformation of the girder segment block is trimmed.
In the above technical scheme, further, the welding of key procedures in the steel box girder assembling process is as follows:
(1) Welding of panels, base plates and web units
Semi-automatic CO is adopted for the steel box girder panel, the bottom plate and the web plate unit 2 Welding by gas shielded welding;
(2) Diaphragm plate unit welding
The common diaphragm plate is welded with butt welds of the manhole stiffening ribs firstly, then welded with fillet welds of the periphery of the manhole stiffening ribs, and finally welded with cantilever beam pressure-bearing ribs; the fillet weld of the manhole stiffening rib is subjected to sectional relief welding by adopting small standard welding process parameters; the stiffening ribs of the diaphragm plate at the pivot are symmetrically welded in a manner of sectional relief welding or skip welding.
In the above technical scheme, further, in step 6, a distributed computer network control system is adopted to control the walking thrusters to realize forward pushing, the control system comprises 2 main control tables and 6 pump stations, corresponding to 12 walking thrusters, each pump station controls 2 sets of walking thrusters, and matched sensors, each set of walking thrusters consists of 1 vertical jacking top, 1 horizontal jacking top and 2 deviation correcting tops, and corresponding displacement sensors and pressure sensors.
In the above technical solution, further, the synchronization control flow of the distributed computer network control system is as follows:
(1) Pre-pushing: after all structures are lifted off, the following adjustments are needed: recording the positions and loads of each point; comparing the actual load and the theoretical calculation load of each point, and adjusting the load parameters of each point according to the actual load; reading and setting of a long-distance sensor; setting parameters in a control program of a main control console, and enabling the main control console to enter an automatic operation program to perform integral pushing of the steel box girder;
(2) Formal pushing: presetting a pump source pressure value according to a designed pushing load; in the pushing process, a measurer cooperates with the long-distance sensor to measure accurate data of each pushing point, and the main control desk feeds back a distance signal through the long-distance sensor to control the pushing error to be within 10mm, so as to control all jacks to synchronously push;
(3) Observing the pushing process: the synchronous displacement sensor is required to be observed, the pushing synchronous condition is monitored, the working states of the buttress and the hydraulic cylinder are monitored, the propelling force conversion value is accumulated once, and the pushing synchronism of each support is realized;
(4) And (3) angle control of the pushing device: in the pushing process, the pushing directions of all pushing positions are uniform, and the pushing directions are continuously adjusted under different working conditions, wherein the connecting line of the center of the front pushing pier and the center of the tail pushing pier is the pushing direction;
(5) Correcting and adjusting the pushing process of the main bridge and the ramp bridge: in the pushing process, the step correction amount of each pier column is manually measured, the measured value and the calculated value are rechecked and adjusted, and the adjusted data are timely input into a pushing correction system, so that the steel box girder is ensured to advance according to the design line type;
(6) And (5) preventing sliding of the pushing construction longitudinal slope.
In the above technical scheme, further, the forward pushing process of the steel box girder is as follows:
the first step: the equipment is in place and is in an initial state;
and a second step of: the vertical top returns, the vertical top is separated from the beam bottom, and the load is completely transferred to the slide box;
and a third step of: the horizontal top pushes the sliding box to drive the beam body to push forwards by one step distance;
fourth step: the vertical jack lifts the jack to separate the beam body from the slide box, so as to complete the force system conversion;
fifth step: the horizontal jack returns to the idle state and is reset and waited;
sixth step: and (3) vertically pushing and returning, namely transferring the load to the sliding box, and returning to an initial state.
In the above technical scheme, further, the deviation correction value in the pushing process of the main bridge and the ramp bridge is calculated as follows:
pushing a point A at the center of the tail of the steel box girder to a point B according to the pushing direction, wherein the point A of the steel box girder actually needs to reach a point C at a next station, and the point B and the point C are in the direction of the center normal line of the position, so that the connecting line between the point B and the point C is the deviation correcting value of the position, and the pushing is formed into AC, so that deviation correcting values L5, L4 and L3 of pushing piers at different points are obtained; the stepping amount of the adopted walking pushing equipment is 400mm, the pier column stepping correction amount=L5/(AC/400), and the AC/400 represents the step correction amount of every 1 pier.
In the technical scheme, further, the anti-slip measures of the pushing construction longitudinal slope are as follows:
and an anti-slip assembly is arranged at the position close to the inner side H-shaped steel web plate every 2m, the anti-slip assembly comprises a steel rod and a limiting piece, the upper wing plate and the lower wing plate of the H-shaped steel web plate are provided with through holes, and the steel rod penetrates through the through holes on the upper wing plate and the lower wing plate and is connected with the upper wing plate and the lower wing plate through the limiting piece.
The invention has the beneficial effects that:
1. the invention relates to a linear control manufacturing process of a curved steel box girder bridge by means of BIM technology, wherein in the manufacturing process, the single-box double-chamber section box girder and the single-box three-chamber section of a small curved steel box girder are complex in structure, and the requirements of processing linearity, pre-camber and airtightness are high in precision.
2. The invention adopts a distributed computer network control system to realize the pushing installation of the steel box girder, wherein the pushing control is mainly controlled by displacement and the pushing force is assisted; the horizontal pushing on different piers is synchronously controlled, and when the displacement difference of each pier jack exceeds a set value (3 mm), the corresponding flow is reduced or increased; the vertical jacking jack jacks the main beam away from the bolster and keeps synchronous when the main beam descends and falls back to the bolster when retracting; and each set of pushing device (vertical jack) is provided with a pressure transmitter, and a computer can monitor the load change condition of each stress point and accurately coordinate the load distribution of the whole system. The highest pressure of each stress point and the maximum pressure difference between the stress points on the same pier can be set by a site controller and a main control console. The control core adopts PLC to collect sensor data, process logic operation and output control signals, thereby realizing coordination control of the hydraulic jack. The man-machine interaction adopts an industrial touch screen, so that the actions of each jack can be monitored in real time, control parameters are set and data information is recorded.
3. In the installation stage of the steel box girder, the construction control is performed from the aspects of pre-pushing, formal pushing, pushing process observation, pushing equipment angle control and main bridge pushing process deviation correction adjustment, so that the structural stability and safety of the pushing main body are ensured.
4. According to the invention, an anti-slip structure is arranged on a pushing construction longitudinal slope, a 95mm steel rod is limited on an upper wing plate and a lower wing plate of an H-shaped steel web through a limiting piece, and 30 tons of force can be resisted through calculation. Can reach effective anti-slip purpose, prevent that swift current spare is connected through the bolt simultaneously, and the operation is fast, can in time dismantle, and transfer to the next anti-slip position, used repeatedly can not cause the influence to dragging stroke, can realize dragging measure high efficiency progress.
Drawings
In order to more clearly illustrate the embodiments of the invention or the technical solutions in the prior art, the drawings that are required in the embodiments or the description of the prior art will be briefly described, it being obvious that the drawings in the following description are only some embodiments of the invention, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic view of a steel box girder element composition;
FIG. 2 is a steel box girder blanking flow chart;
FIG. 3 is a steel box girder assembly manufacturing process;
FIG. 4 is a schematic diagram of a floor unit block assembly;
FIG. 5 is a schematic view of a bulkhead unit assembly;
FIG. 6 is a schematic view of a web unit assembly;
fig. 7 is a schematic diagram of the assembly of the roof unit.
FIG. 8 is an elevational view of the main bridge pushing front and back; (a) before main bridge ejection; (b) after the main bridge is pushed.
FIG. 9 is a schematic diagram of a main bridge after adjustment; (a) an elevation view; (b) plan view.
FIG. 10 shows a condition where the pushing is not corrected.
Fig. 11 is a flow chart of forward pushing of a steel box girder.
Fig. 12 is a schematic view of a passive stop device.
Fig. 13 is a top view of the passive stop device.
FIG. 14 is a schematic view of a slip resistant construction.
Fig. 15 is a schematic view of a stop member.
Wherein, 1, a bottom plate unit; 2. a diaphragm plate unit; 3. a web unit; 4. a top plate unit; 5. cantilever beam; 6. a central floor unit locating line; 7. a side bottom plate unit positioning line; 8. a diaphragm positioning line; 9. web positioning lines; 10. a longitudinal and transverse positioning line of the top plate unit; 11. a bottom plate unit top plate longitudinal and transverse positioning line; 12. a steel bar; 13.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments of the present invention. The components of the embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the invention, as presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
Referring to fig. 1, the invention specifically provides a method for manufacturing and controlling construction of a small-curvature high-pier continuous steel box girder, which comprises the following steps:
step 1: dividing steel box girder single elements;
step 2: after the step 1 of dividing the single elements is completed, steel inspection and test are carried out, welding materials are determined according to the welding process evaluation test result, and coating materials are selected;
step 3: after finishing the selection of steel, welding and coating according to the specification, adopting a computer three-dimensional lofting technology, and establishing a three-dimensional model of the steel box girder by using computer-aided design, and accurately lofting each component of the steel box girder;
step 4: after the step 3 is completed, cutting steel materials and evaluating flame cutting processes in a numerical control and automatic mode according to lofting data;
step 5: a BIM technology is adopted to establish a steel box girder installation process diagram, plate units are cut and welded into plate elements in a back field and then transported to an on-site assembly site for assembly welding operation, and the block units are integrally assembled on an assembly jig frame;
Step 6: and pushing and installing the steel box girder.
In the step 1, a computer is used for establishing a steel box girder single element model to carry out precise single element division:
(1) The top plate of each section of the ramp is divided into four single elements, the bottom plate is divided into two single elements, the web plate and the diaphragm plates are respectively single elements, and the cantilever beams are respectively parts; the single element comprises a panel unit, a cornice unit, a bottom plate unit, a partition plate unit, a web plate unit, a U-rib unit and a T-rib unit;
(2) The top plate of each stage of the main bridge is divided into five single elements, the bottom plate is divided into three single elements, the web plate and the diaphragm plates are respectively single elements, and the cantilever beams are respectively parts; the unit elements thereof include a top plate unit, a partition plate unit, a web plate unit, a bottom plate unit and a cantilever beam, as shown in fig. 1.
After the steel box girder single element is divided according to the step 1, the lofting process is as follows (as shown in the figure):
step 301: the theoretical size of blanking of the part which is not loaded is processed through computer mathematical lofting, and then the technological size of blanking processing is determined according to the joint processing requirement and the welding shrinkage;
step 302: then, carrying out grouping analysis to determine a blanking mode, then analyzing the material utilization rate, and starting blanking for the parts meeting the conditions;
Wherein, the compensation amount is determined according to the following steps: welding manufacturability test, part processing requirements; group analysis content: part blanking mode, part processing mode, part requirement of a unit element and component requirement of a unit element; and (3) material utilization rate analysis: the numerical control blanking parts are automatically analyzed by numerical control programming software, and the non-numerical control blanking parts are implemented after approval of general workers of the suite report items which do not meet the conditions by taking the computer lofting area proportion as a judgment basis.
(1) Panel, bottom plate and web blanking
(1) When the panel, the bottom plate and the web are in a straight line form, a numerical control cutting machine or a semiautomatic cutting machine is adopted for blanking. Dimensional tolerance at blanking: the allowable error of the length and width dimensions of the single-piece surface bottom plate and the web plate is plus or minus 0.5mm. The surface bottom plate is formed by adding 3mm of process welding shrinkage to the width direction of the middle plate unit, and adding 1.5mm of process welding shrinkage to the two side plate units of the surface bottom plate.
(2) When the panel, the bottom plate and the web are in a curve form, a numerical control cutting machine is adopted for blanking. The dimensional tolerances during the blanking are shown in the following table:
TABLE 1 blanking size tolerance values
(2) Discharging a main beam diaphragm plate and a cornice diaphragm plate:
the allowable error of the length and width dimensions of the main beam diaphragm plate and the cornice diaphragm plate is plus or minus 0.5mm, the peripheral area is deburred and polished, and a semi-automatic cutting machine is adopted to cut a groove according to the technological specification;
(3) U rib unit blanking
And (3) blanking by adopting a semi-automatic cutting machine, wherein the size deviation is +/-1.0 mm, the diagonal deviation is less than 1.5mm, deburring and polishing the peripheral area.
And (3) feeding the lengthening sections of the surface bottom plates and the web plates according to the lengthening calculation of about 100 mm. The tolerance of the plate width is less than 2mm. After blanking, the wave deformation is more than 3mm/m, the horizontal bending is within 6m, the bending amount is more than 3mm, and the correction is needed; the height deviation of the corresponding positions is less than 1.0mm when the left web plate and the right web plate are fed, and the pre-camber is set according to the design.
The cut portions were as follows:
(1) For the steel material which has been subjected to shot blasting pretreatment and sprayed with primer before cutting, the test piece which is subjected to flame cutting process evaluation should also be coated with the same primer.
(2) The test piece for flame cutting process evaluation is also applicable to steel materials with various thicknesses smaller than 20mm when the thickness is 20 mm; the process evaluation result is also applicable to steel materials with various thicknesses of more than 20mm and less than 40mm when the thickness is 40 mm; when the thickness is greater than 40mm, the process evaluation should be carried out according to the order of 5 mm.
(3) Beveling and backing plate processing
(1) Beveling
a. The groove processing is formed by cutting by adopting a small automatic beveling machine cutting method. After the processing, the angle of the groove is preferably positive and negative, and the depth of the groove is also preferably positive and negative for partial penetration weld joint.
b. The groove surface should be smooth and flat, and the excessive deep processing lacks the arris, should be polished smooth in advance or polished first, then repair welding with qualified welding materials, then the method of polishing is carried out.
c. The full penetration butt welding line with the groove requires a special ceramic gasket for welding or a technical method for adding a steel gasket on the back surface during backing welding, so that the welding quality of the full penetration welding line is ensured.
d. The groove size and groove type are detailed in the steel box girder welding process file.
(2) Backing plate processing
a. Checking the size of the material.
b. And (5) blanking by a semi-automatic cutting machine, and polishing the periphery to be smooth.
c. And (3) planing an inclined plane, namely planing a support base plate (the joint surface with the steel box girder) into an inclined plane closely attached to the bottom plate of the steel box girder, and planing the other surface into a plane. (the inclined plane can also be milled by a horizontal milling machine)
d. Check the accuracy of the dimensions and the slope of the bevel.
e. After the processing of the support base plate is completed, an oily pen is used for marking.
The general assembly flow of the steel box girder is shown in fig. 3, and firstly, the steel girder sectional assembly simulation is carried out by BIM technology to obtain the installation coordinates of the jig frame and the girder section. The jig frame area is matched by using a total station, marking lines (longitudinal and transverse) for positioning each element, a plate center line, a beam section center line, an angle positioning control line and the like are drawn on the ground, the marking lines are called ground marking lines, and the template is installed by firstly sweeping the level by using a level gauge and then welding.
The assembly process is as follows:
step 501: performing steel box girder sectional assembly simulation by BIM technology to obtain mounting coordinates of the jig frame and girder sections;
step 502: marking lines for positioning each unit, a board center line, a beam section center line and an angle positioning control line are drawn on the ground.
Step 503: positioning a jig frame on the bottom plate unit: positioning the central base plate unit positioning lines, positioning the base plate unit positioning lines on two sides, aligning the longitudinal and transverse positioning reference lines of the base plate unit with the corresponding lines on the ground sample line, and fixing the base plate unit and the assembly jig frame by adopting code plates;
step 504: and (3) assembling a diaphragm plate unit: determining the positions of diaphragm units according to diaphragm positioning lines of the bottom plate units, firstly assembling diaphragm units in the middle positions during assembling, finally assembling diaphragm units on two sides, temporarily supporting the diaphragm units by using angle steel after assembling, and spot welding seams between the diaphragm units and the bottom plate units after the diaphragm units are integrally assembled to be qualified;
step 505: and (3) assembling a web plate unit: positioning and assembling according to the web positioning lines of the bottom plate units, assembling one side of the web, spot welding the web with the bottom plate units and the welding seams of the partition plate units, continuously assembling the web units on the other side, inserting web longitudinal ribs from the partition plate holes after the web units are assembled, and controlling the perpendicularity of the longitudinal ribs and the web units;
Step 506: and (3) assembling a top plate unit: the positions of the top plate units are aligned and assembled according to the longitudinal and transverse positioning lines of the top plate units and the longitudinal and transverse positioning lines of the top plate of the floor unit, so that the alignment precision of the transverse base line and the deviation value of the longitudinal base line are ensured, other top plate units are assembled in sequence by taking the middle top plate as a reference, and after the size of the box body is detected to be qualified, the welding seam between the top plate and the adjacent member is welded;
step 507: and after the weld joints at all parts of the steel box girder block are qualified in flaw detection, the welding deformation of the girder segment block is trimmed.
In the assembly stage, in order to ensure the overall linearity of the steel box girder and the matching property among the blocks, when the plate units are cut and welded into plate elements in a back field, the plate elements are transported to an assembly field for assembly welding operation, and the following contents are determined according to a welding process evaluation test: selecting welding material marks and specifications according to steel materials adopted by the steel box girder body components; determining a welding method, welding positions and welding sequences; determining reasonable welding process parameters; determining a reasonable groove form and a reasonable groove size; and determining the length, the spacing and the height of welding toes of welding segments of different steel types and corresponding welding joint types.
The steel box girder segment is of a full-welded structure, the generated welding deformation and residual stress are large, and in the manufacturing process, on the premise of ensuring the quality of welding seams, a high-purity gas shielded welding process with small welding deformation and small welding seam shrinkage is mainly adopted, and the CO2 gas shielded welding with the purity of more than 99.9 percent is adopted.
The welding process parameters and the web plate, the anchoring plate and the bearing plate of the steel box girder are required to be used as main force transfer components, the mutual connecting weld joints are penetration weld joints, and grooves with small deposited metal quantity and small post-welding deformation are adopted as far as possible;
performing hammering treatment on welded toes after welding for the connecting welding seam of the anchor box bearing plate and the web plate unit so as to reduce stress concentration, wherein the hammering temperature is not less than 65 ℃;
the connection welding seams of the web plate unit, the top plate unit, the bottom plate unit and the transverse partition plate at the inhaul cable are required to be penetrated according to the design requirement, and when the fillet welding seam for welding the groove is not provided with the fillet size, the fillet welding seam is generally not smaller than 1.5 (t) 1/2, the value is considered, and t is the thickness of the thicker welding piece of the two welding pieces.
The longitudinal butt welding seams of the top plate unit and the bottom plate unit, the welding seams between the outer web plate and the top plate and between the outer web plate and the inclined bottom plate are I-level penetration welding seams, and grooves with small deposited metal quantity and small deformation after welding are adopted as much as possible.
The fillet weld between the U rib unit and the top plate unit as well as between the U rib unit and the bottom plate unit is welded by adopting a single-sided V-shaped groove, and the penetration depth is not less than 0.8 times of the plate thickness. When the process evaluation or welding performance test is carried out on the welding seams, at least 10 welding seam section surfaces are cut simultaneously so as to check whether the penetration of the welding seams meets the requirements. The welding gap between the longitudinal (transverse) partition board and the top board in the range of the traffic lane is required to be less than 2mm. Before the U rib unit is manufactured by adopting cold working, a process test is required, and no crack exists on the outer edge of the round corner. Before the U rib unit is welded with the bridge deck, the inner side of the U rib unit is coated, and all manual free cutting positions are polished to be smooth; for the process hole in the construction process, the process hole must be cut at the designated position, the original state is recovered after the construction is finished, the welding seam is inspected according to the I-level penetration welding seam, and the surface is ground flat.
The preheating temperature before preheating and post-welding heat treatment welding is determined by a weldability test and a welding process evaluation, the preheating range is generally 80-100mm on each side of the welding seam, and the temperature is measured within a range of 30-50 mm from the welding seam. During repair, the preheating temperature before carbon arc gouging is the same as that during welding. In order to prevent the occurrence of lamellar tearing of the T-joint, special attention must be paid to the preheating effect on the thick plate side in the preheating before welding. And (3) carrying out localized welding on the Q345C steel plate with the thickness of more than or equal to 25mm, preheating in the formal welding, wherein the preheating temperature is about 80-120 ℃, the preheating range is two sides of a welding line, and the width is 50-80 mm.
In the step 6, a distributed computer network control system is adopted to control the walking thrusters to realize forward pushing, the control system comprises 2 main control tables and 6 pump stations, corresponding to the 12 walking thrusters, each pump station controls 2 sets of walking thrusters and matched sensors, each set of walking thrusters consists of 1 vertical jacking jack, 1 horizontal jacking jack and 2 deviation rectifying jacks, and corresponding displacement sensors and pressure sensors.
The main control console can remotely control each field controller and display the oil pressure and displacement of each jack; showing the distance of lifting on both sides of each pier. The system has the functions of data storage and fault alarm, and is automatically stopped when the preset travel or load limit is reached. The remote control device can remotely control each site controller and display the oil pressure and displacement of each roof; setting the maximum stroke and the highest pressure of the jack; the pump station can be started and stopped remotely by a user conveniently, and the pressure and the control of the pump station can complete various actions. In the on-line state, all operations are completed by the main control computer, and the site controller only performs emergency stop operation. The system also has a data storage function and a fault alarm function, and is automatically stopped when a preset travel or load limit is reached.
The synchronous control flow of the distributed computer network control system is as follows:
(1) Pre-pushing: after all structures are lifted off, the following adjustments are needed: recording the positions and loads of each point; comparing the actual load and the theoretical calculation load of each point, and adjusting the load parameters of each point according to the actual load; reading and setting of a long-distance sensor; setting parameters in a control program of a main control console, and enabling the main control console to enter an automatic operation program to perform integral pushing of the steel box girder;
(2) Formal pushing: presetting a pump source pressure value according to a designed pushing load; in the pushing process, a measurer cooperates with the long-distance sensor to measure accurate data of each pushing point, and the main control desk feeds back a distance signal through the long-distance sensor to control the pushing error to be within 10mm, so as to control all jacks to synchronously push;
(3) Observing the pushing process: the synchronous displacement sensor is required to be observed, the pushing synchronous condition is monitored, the working states of the buttress and the hydraulic cylinder are monitored, the propelling force conversion value is accumulated once, and the pushing synchronism of each support is realized;
(4) And (3) angle control of the pushing device: and after the steel box girder segment is spliced and welded, pushing construction of the steel box girder is carried out. The pushing device is characterized in that 2 sets of walking pushing equipment are arranged on each pier capping beam needing to be provided with the pushing equipment, and one main bridge 14 sets of pushing equipment work simultaneously. In order to ensure the effectiveness of pushing, the pushing directions of all pushing positions in the pushing process are uniform, and the pushing positions are continuously adjusted under different working conditions so as to reduce the deviation influence in the advancing process of the curve bridge to the maximum extent. The connecting line of the center of the front pushing pier and the center of the tail pushing pier is the pushing direction. As shown in fig. 8, the main bridge pushes front and rear elevation.
The forward pushing process of the steel box girder comprises the following steps:
the first step: the device is in place, in an initial state, as in fig. 11a;
and a second step of: vertical top return, vertical top is separated from beam bottom, load is completely transferred to slide box as shown in fig. 11b;
and a third step of: the horizontal top pushes the slide box to drive the beam body to push forwards by one step distance, as shown in fig. 11c;
fourth step: lifting the jack vertically to separate the beam body from the slide box, and completing the force system conversion as shown in fig. 11d;
fifth step: the horizontal jack returns to the idle state and is reset and waits, as shown in fig. 11e;
sixth step: and (3) vertically pushing and returning, namely transferring the load to the sliding box, and returning to an initial state.
(5) Deviation rectifying and adjusting method for pushing process of main bridge and ramp bridge
Correcting and adjusting in the pushing process of the main bridge: after the main bridge capping beam is widened, the whole main bridge is regarded as approximately linear pushing, two sections are to be pushed each time, correction is not needed when 6-8 spans are pushed, pushing is suspended when the guide beam is fast to 5# piers, the whole main bridge rotates, the guide beam end moves to the left side by 1.5m (the advancing direction), and GL17 moves to the right side by 1.5m. And (3) adjusting and rectifying the deviation until the pushing is completed. Specific fig. 9: (1) because the walking pushing is in the construction process, the steel box girder needs to be pushed to advance along with a designed circular curve; but the performance characteristics of the walking jack can only be that the walking jack can longitudinally push for one stroke and then transversely push for correcting deviation so as to realize the linear advance of the steel box girder according to the design of a curve bridge in the pushing process.
(2) Deviation rectifying and adjusting in pushing process
In the pushing process, the step correction amount of each pier column is required to be measured manually, the measured value and the calculated value are rechecked and adjusted, and the adjusted data are timely input into a pushing deviation correcting system, so that the steel box girder is ensured to advance according to the design line type.
Correcting and adjusting the ramp bridge pushing process: as shown in the specific figure 10, as the walking pushing is performed in the construction process, the steel box girder needs to be pushed and advanced along with the designed circular curve; but the performance characteristics of the walking jack can only be that the walking jack can longitudinally push for one stroke and then transversely push for correcting deviation so as to realize the linear advance of the steel box girder according to the design of a curve bridge in the pushing process.
In addition, because the pushing sections of the ramp and the main bridge are longer and more than two sections of curves exist, the bent cap needs to be widened. And the pushing system needs to be moved transversely in the pushing process. The movable pushing system is matched with a manual hoist.
Table 2 BK0+505 ramp bridge pier column pushing working condition deviation correction values
Note that: when the deviation correction value is negative, the deviation correction direction is the normal outward direction.
Table 3 dk0+516 ramp bridge pier column pushing working condition deviation correcting value
Table 4 BK0+014 ramp bridge pier column pushing working condition deviation correction value
Table 5 K0+674 ramp bridge pier column pushing working condition deviation correction value pushing equipment moving data table
(1) Method for calculating deviation correction value of pushing working condition of each pier column
As shown in FIG. 10, the center A of the tail of the box girder is pushed to the point B according to the pushing direction (shown by blue lines) under the working condition that the deviation is not corrected by pushing. However, the requirement is that the point A of the box girder is the point C to the next station, and the connecting line BC between the point B and the point C is the deviation correction value of the position in the direction of the center normal line of the position. And the pushing stroke is AC, and the correction values of different pushing piers in the figure are obtained by the same method, namely L5, L4 and L3.
Because the pushing process is step-by-step, in order to enable the deviation of the box girder to be towards the minimum value in the pushing process, a deviation rectifying method is adopted when each pushing step is carried out, and the deviation rectifying numerical value is evenly distributed in each step deviation rectifying.
The stepping quantity of the adopted walking pushing equipment is 400mm, so that the stepping correction quantity of the pier column position is as follows: step correction (mm) =l5/(AC/400) (step correction of 1 pier). ( Description of the formula: if the total deviation correction amount of the AC point is L5, dividing the AC by 400mm to obtain total pushing amount, the total deviation amount of a certain area is/the total pushing amount is=the step deviation correction amount )
(2) Deviation rectifying and adjusting in pushing process
In the pushing process, the step correction amount of each pier column is required to be measured manually, the measured value and the calculated value are rechecked and adjusted, and the adjusted data are timely input into a pushing deviation correcting system, so that the steel box girder is ensured to advance according to the design line type.
(6) Anti-slip measure for pushing construction longitudinal slope
According to the inquiry of a design drawing, the design longitudinal slope of the BK0+505 ramp bridge is 3.95 percent of an ascending slope, the design longitudinal slope of the DK0+516 ramp bridge (steel box girder segment) is-1.7 percent, the 1 percent of the longitudinal slope of the K0+674 main bridge steel box girder segment is an ascending slope, the first longitudinal slope of the BK0+014 main bridge is-3.95 percent, the second longitudinal slope is 1.0 percent, and the mileage of a change slope point is BK0+120 (the range of 13m of the 5 th span steel box girder) and the 1 percent of the longitudinal slope of the steel box girder segment is an ascending slope.
The pushing section of the B ramp bridge and the main bridge is constructed on an upward slope, and the traction construction of the B ramp bridge has independent anti-slip measures;
the D ramp is pushed down by 1.7%, the maximum support counter force is 2109KN, the maximum horizontal component force of a pushing single point is Sin (0.97 °). Cos (0.97 °). 2019/2=18kn; the friction force is 2109/2 x 0.05=52 KN, the friction force is 3 times of the horizontal component force, the safety coefficient is large, 1.7% of longitudinal slopes exist in the bridge after the bridge is formed, the area of the support pad is close to the area of the support seat during pushing, the bridge does not automatically slide when no large external force exists, and the pushing process is safe.
The main bridge and ramp bridge pushing process is mainly rectified by a rectifying jack, in order to prevent overlarge transverse displacement suddenly occurring in the pushing process in the transverse rectifying process, the main bridge and ramp bridge pushing process is limited by a passive limiting device, the passive limiting device is shown in fig. 12 and 13 and comprises a connecting support and a guide wheel, the connecting support is arranged on a bridge pier bent cap and positioned at the narrow side end of the bridge pier, the guide wheel is arranged at the end part of the connecting support, the rolling direction of the guide wheel is consistent with the pushing direction of a steel box girder of the curve bridge, and when the pushing offset of the curve bridge exceeds the limit offset, the side Liang Duanbian can touch the guide wheel to change the moving direction of the curve bridge.
Every mound top establishes 2 sets of hydraulic pressure and takes passive stop device of gyro wheel, and the counter-force is 60 tons. The distance between the passive limiting device and the box girder web plate is about 20cm during pushing. The guide wheels are at least four and are transversely and symmetrically arranged and can horizontally rotate; when the deflection of the curved bridge body exceeds the limit value, the side of the bridge body can touch the guide wheel to limit the movement of the bridge body in the direction, and meanwhile, the pushing movement direction of the curved bridge is changed through the rotation of the guide wheel.
As shown in fig. 14, the pushing construction longitudinal slope anti-slip measure: the anti-slip assembly is arranged at the position close to the inner side H-shaped steel web plate at intervals of 2m and comprises a steel rod and a limiting piece, wherein the upper wing plate and the lower wing plate of the H-shaped steel web plate are provided with 100mm through holes, and the 95mm steel rod penetrates through the through holes on the upper wing plate and the lower wing plate and is connected with the upper wing plate and the lower wing plate through the limiting piece.
As shown in fig. 15, the limiting member comprises a horizontal steel plate, a semicircular cylinder limiting portion is arranged on the side edge of the upper surface of the horizontal steel plate, and a left wing plate and a right wing plate are symmetrically arranged on two sides of the semicircular cylinder limiting portion. After the steel bar runs through the upper wing plate and the lower wing plate of the H-shaped steel web, a limiting part is symmetrically arranged at the left side and the right side of the steel bar, a semicircular cylinder limiting part is attached to the outer side of the steel bar, in order to increase friction force between the semicircular cylinder limiting part and the steel bar, a layer of frosted surface or a layer of rubber pad is arranged in an arc groove of the semicircular cylinder limiting part, the two symmetrical semicircular cylinder limiting parts are symmetrically attached to each other, the steel bar is completely wrapped, the two attached left wing plates/right wing plates are fixed through a plurality of bolts, and a horizontal steel plate is connected with the H-shaped steel arc plate through the bolts, so that the vertical position of the steel bar is limited. And when the pulling stroke is 1.9m each time and reaches the position of the anti-skid measure, stopping pulling, and continuing the next pulling stroke after taking out the anti-skid measure. The bolt is fast in fixed installation speed and convenient to detach.
The foregoing is merely illustrative of the present invention and not restrictive, and other modifications and equivalents thereof may occur to those skilled in the art without departing from the spirit and scope of the present invention.
Claims (10)
1. The method for manufacturing and constructing the continuous steel box girder with the small curvature and the high pier is characterized by comprising the following steps of:
step 1: dividing steel box girder single elements;
step 2: after the step 1 of dividing the single elements is completed, steel inspection and test are carried out, welding materials are determined according to the welding process evaluation test result, and coating materials are selected;
step 3: after finishing the selection of steel, welding and coating according to the specification, adopting a computer three-dimensional lofting technology, and establishing a three-dimensional model of the steel box girder by using computer-aided design, and accurately lofting each component of the steel box girder;
step 4: after the step 3 is completed, cutting steel materials and evaluating flame cutting processes in a numerical control and automatic mode according to lofting data;
step 5: a BIM technology is adopted to establish a steel box girder installation process diagram, plate units are cut and welded into plate elements in a back field and then transported to an on-site assembly site for assembly welding operation, and the block units are integrally assembled on an assembly jig frame;
step 6: and pushing and installing the steel box girder.
2. The method for manufacturing and constructing the continuous steel box girder with the small curvature and the high pier according to claim 1, wherein in the step 1, a computer is used for establishing a steel box girder single element model to carry out precise single element division:
(1) The top plate of each section of the ramp is divided into four single elements, the bottom plate is divided into two single elements, the web plate and the diaphragm plates are respectively single elements, and the cantilever beams are respectively parts; the single element comprises a panel unit, a cornice unit, a bottom plate unit, a partition plate unit, a web plate unit, a U-rib unit and a T-rib unit;
(2) The top plate of each stage of the main bridge is divided into five single elements, the bottom plate is divided into three single elements, the web plate and the diaphragm plates are respectively single elements, and the cantilever beams are respectively parts; the single element comprises a top plate unit, a partition plate unit, a web plate unit, a bottom plate unit and a cantilever beam.
3. The method for manufacturing and constructing the continuous steel box girder with small curvature and high pier according to claim 2, wherein after the steel box girder unit element is divided according to the step 1, the lofting process is as follows:
step 301: the theoretical size of blanking of the part which is not loaded is processed through computer mathematical lofting, and then the technological size of blanking processing is determined according to the joint processing requirement and the welding shrinkage;
step 302: then, carrying out grouping analysis to determine a blanking mode, then analyzing the material utilization rate, and starting blanking for the parts meeting the conditions;
(1) Panel, bottom plate and web blanking
When the panel, the bottom plate and the web are in a straight line form, the blanking dimension allows deviation: the allowable error of the lengths and the width dimensions of the single-piece panel, the bottom plate and the web plate is plus or minus 0.5mm, the panel and the bottom plate are the process welding shrinkage of 3mm in the width direction of the middle plate unit, and the process welding shrinkage of 1.5mm is added to the panel units on the two sides of the panel and the bottom plate; when the panel, the bottom plate and the web are in a curve form, the allowable deviation of blanking size is shown in the following table:
(2) Discharging a main beam diaphragm plate and a cornice diaphragm plate:
the allowable error of the length and width dimensions of the main beam diaphragm plate and the cornice diaphragm plate is plus or minus 0.5mm, the peripheral area is deburred and polished, and a semi-automatic cutting machine is adopted to cut a groove according to the technological specification;
(3) U rib unit blanking
And (3) blanking by adopting a semi-automatic cutting machine, wherein the size deviation is +/-1.0 mm, the diagonal deviation is less than 1.5mm, deburring and polishing the peripheral area.
4. The method for manufacturing and controlling construction of the continuous steel box girder with small curvature and high pier according to claim 2, wherein in the step 5, the steel box girder assembling process is as follows:
step 501: performing steel box girder sectional assembly simulation by BIM technology to obtain mounting coordinates of the jig frame and girder sections;
step 502: marking out marking lines, a board center line, a beam section center line and an angle positioning control line for positioning each unit on the ground;
Step 503: positioning a jig frame on the bottom plate unit: positioning the central base plate unit positioning lines, positioning the base plate unit positioning lines on two sides, aligning the longitudinal and transverse positioning reference lines of the base plate unit with the corresponding lines on the ground sample line, and fixing the base plate unit and the assembly jig frame by adopting code plates;
step 504: and (3) assembling a diaphragm plate unit: determining the positions of diaphragm units according to diaphragm positioning lines of the bottom plate units, firstly assembling diaphragm units in the middle positions during assembling, finally assembling diaphragm units on two sides, temporarily supporting the diaphragm units by using angle steel after assembling, and spot welding seams between the diaphragm units and the bottom plate units after the diaphragm units are integrally assembled to be qualified;
step 505: and (3) assembling a web plate unit: positioning and assembling according to the web positioning lines of the bottom plate units, assembling one side of the web, spot welding the web with the bottom plate units and the welding seams of the partition plate units, continuously assembling the web units on the other side, inserting web longitudinal ribs from the partition plate holes after the web units are assembled, and controlling the perpendicularity of the longitudinal ribs and the web units;
step 506: and (3) assembling a top plate unit: the positions of the top plate units are aligned and assembled according to the longitudinal and transverse positioning lines of the top plate units and the longitudinal and transverse positioning lines of the top plate of the floor unit, so that the alignment precision of the transverse base line and the deviation value of the longitudinal base line are ensured, other top plate units are assembled in sequence by taking the middle top plate as a reference, and after the size of the box body is detected to be qualified, the welding seam between the top plate and the adjacent member is welded;
Step 507: and after the weld joints at all parts of the steel box girder block are qualified in flaw detection, the welding deformation of the girder segment block is trimmed.
5. The method for manufacturing and controlling construction of the continuous steel box girder with small curvature and high pier according to claim 4, wherein the welding of key procedures in the assembly process of the steel box girder is as follows:
(1) Welding of panels, base plates and web units
Semi-automatic CO is adopted for the steel box girder panel, the bottom plate and the web plate unit 2 Welding by gas shielded welding;
(2) Diaphragm plate unit welding
The common diaphragm plate is welded with butt welds of the manhole stiffening ribs firstly, then welded with fillet welds of the periphery of the manhole stiffening ribs, and finally welded with cantilever beam pressure-bearing ribs; the fillet weld of the manhole stiffening rib is subjected to sectional relief welding by adopting small standard welding process parameters; the stiffening ribs of the diaphragm plate at the pivot are symmetrically welded in a manner of sectional relief welding or skip welding.
6. The method for manufacturing and constructing the continuous steel box girder with the small curvature and the high pier according to claim 4, wherein in the step 6, a distributed computer network control system is adopted to control the walking thrusters to realize forward pushing, the control system comprises 2 main control tables and 6 pump stations, corresponding to 12 walking thrusters, each pump station controls 2 sets of walking thrusters, and matched sensors, each set of walking thrusters consists of 1 vertical jacking jack, 1 horizontal jacking jack and 2 deviation correcting jacks, and corresponding displacement sensors and pressure sensors.
7. The method for manufacturing and constructing the continuous steel box girder with small curvature and high pier according to claim 6, wherein the synchronous control flow of the distributed computer network control system is as follows:
(1) Pre-pushing: after all structures are lifted off, the following adjustments are needed: recording the positions and loads of each point; comparing the actual load and the theoretical calculation load of each point, and adjusting the load parameters of each point according to the actual load; reading and setting of a long-distance sensor; setting parameters in a control program of a main control console, and enabling the main control console to enter an automatic operation program to perform integral pushing of the steel box girder;
(2) Formal pushing: presetting a pump source pressure value according to a designed pushing load; in the pushing process, a measurer cooperates with the long-distance sensor to measure accurate data of each pushing point, and the main control desk feeds back a distance signal through the long-distance sensor to control the pushing error to be within 10mm, so as to control all jacks to synchronously push;
(3) Observing the pushing process: the synchronous displacement sensor is required to be observed, the pushing synchronous condition is monitored, the working states of the buttress and the hydraulic cylinder are monitored, the propelling force conversion value is accumulated once, and the pushing synchronism of each support is realized;
(4) And (3) angle control of the pushing device: in the pushing process, the pushing directions of all pushing positions are uniform, and the pushing directions are continuously adjusted under different working conditions, wherein the connecting line of the center of the front pushing pier and the center of the tail pushing pier is the pushing direction;
(5) Correcting and adjusting the pushing process of the main bridge and the ramp bridge: in the pushing process, the step correction amount of each pier column is manually measured, the measured value and the calculated value are rechecked and adjusted, and the adjusted data are timely input into a pushing correction system, so that the steel box girder is ensured to advance according to the design line type;
(6) And (5) pushing construction longitudinal slope anti-slip measures.
8. The method for manufacturing and constructing the continuous steel box girder with small curvature and high pier according to claim 7, wherein the forward pushing process of the steel box girder is as follows:
the first step: the equipment is in place and is in an initial state;
and a second step of: the vertical top returns, the vertical top is separated from the beam bottom, and the load is completely transferred to the slide box;
and a third step of: the horizontal top pushes the sliding box to drive the beam body to push forwards by one step distance;
fourth step: the vertical jack lifts the jack to separate the beam body from the slide box, so as to complete the force system conversion;
fifth step: the horizontal jack returns to the idle state and is reset and waited;
Sixth step: and (3) vertically pushing and returning, namely transferring the load to the sliding box, and returning to an initial state.
9. The method for manufacturing and constructing the continuous steel box girder with the small curvature and the high pier according to claim 7, wherein the deviation correction value in the pushing process of the main bridge and the ramp bridge is calculated as follows:
pushing a point A at the center of the tail of the steel box girder to a point B according to the pushing direction, wherein the point A of the steel box girder actually needs to reach a point C at a next station, and the point B and the point C are in the direction of the center normal line of the position, so that the connecting line between the point B and the point C is the deviation correcting value of the position, and the pushing is formed into AC, so that deviation correcting values L5, L4 and L3 of pushing piers at different points are obtained; the stepping amount of the adopted walking pushing equipment is 400mm, the pier column stepping correction amount=L5/(AC/400), and the AC/400 represents the step correction amount of every 1 pier.
10. The method for manufacturing and controlling construction of the continuous steel box girder with small curvature and high pier according to claim 7, wherein the anti-slip measures of the pushing construction longitudinal slope are as follows:
and an anti-slip assembly is arranged at the position close to the inner side H-shaped steel web plate every 2m, the anti-slip assembly comprises a steel rod and a limiting piece, the upper wing plate and the lower wing plate of the H-shaped steel web plate are provided with through holes, and the steel rod penetrates through the through holes on the upper wing plate and the lower wing plate and is connected with the upper wing plate and the lower wing plate through the limiting piece.
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| CN118048818A (en) * | 2024-04-09 | 2024-05-17 | 广东省建筑设计研究院有限公司 | Straight-top construction method for overspan railway curve bridge |
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| CN118048818A (en) * | 2024-04-09 | 2024-05-17 | 广东省建筑设计研究院有限公司 | Straight-top construction method for overspan railway curve bridge |
| CN118048818B (en) * | 2024-04-09 | 2024-07-05 | 广东省建筑设计研究院有限公司 | Straight-top construction method for overspan railway curve bridge |
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