CN114438896A - Assembling construction method for assembled segmental beam of 100t span-pier gantry crane - Google Patents
Assembling construction method for assembled segmental beam of 100t span-pier gantry crane Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/10—Cantilevered erection
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
Abstract
The invention discloses a construction method for assembling a 100t cross-pier gantry crane assembled sectional beam, which is used for a municipal rapid engineering viaduct, wherein the prefabricated sectional beam assembly is implemented by adopting 2 100t cross-pier gantry cranes for symmetrical cantilever assembly construction; the use cost of mechanical equipment for beam unloading and beam storage is reduced, and the construction period of stage beam erection is shortened.
Description
Technical Field
The invention belongs to the field of bridge construction, and particularly relates to a construction method for assembling a 100t span-pier gantry crane assembled type segmental beam.
Background
In 1990, the bridge is firstly constructed by segment prefabrication and assembly, and the segment assembly construction process is gradually applied to highway, railway and municipal engineering, but the bridge is assembled by universal rod pieces or a bridge erecting machine step by step to form the bridge. The method is not matched with the development trend, the research carried out by China on the bridge of section suspension splicing is less, and the corresponding standards for the bridge prefabricated and constructed by sections in the specification are not comprehensive. Meanwhile, the development of large-scale equipment required by segmental prefabrication and assembly construction is delayed, the construction process is slow in development, the control precision of matching prefabrication technology and bridge assembly linearity is required to be improved, and the development of segmental assembly glued beams is restricted.
With the gradual improvement of the comprehensive national power of China, the development speed of urban roads is rapidly increased, more and more people are rushed into the cities, and great pressure is caused on the existing urban traffic systems, so that the rapid transformation and assembly of the existing roads are a great development direction. But the method is not matched with the development trend, the research carried out by China on the bridge of assembled section suspension assembly is less, and the corresponding standard of the bridge for section prefabrication construction in the specification is not comprehensive. Meanwhile, the development of large-scale equipment required by segment prefabrication and assembly construction is delayed, the construction process is slow to develop, the control precision of matching prefabrication technology and bridge assembly linearity is still required to be improved, and the development of segment assembly glued beams is restricted. Therefore, the popularization prospect of the segmental beam assembling construction process is very wide. At present, most of the construction market adopts bridge erecting machines and falsework methods for construction, but the cost is higher and the occupied area is large by adopting the scheme. Municipal works generally have the characteristics of high construction technical standard, high construction difficulty, short construction period and busy traffic. Therefore, it is necessary to further optimize the construction process by deeply researching the key construction method and the matched equipment for the segment splicing construction technology.
Disclosure of Invention
In view of the above, the main objective of the present invention is to provide a construction method for assembling a 100t span pier gantry crane assembled segmental beam.
In order to achieve the purpose, the technical scheme of the invention is realized as follows:
the embodiment of the invention provides a construction method for assembling a 100t cross-pier gantry crane assembled segmental beam, which is used for a municipal rapid engineering viaduct, wherein the prefabricated segmental beam assembly is implemented by adopting 2 symmetrical cantilever assembly constructions of 100t cross-pier gantry cranes and comprises the following steps:
step 101: after the pouring of the cast-in-place 0# block on the pier top is finished, a 1# block bracket is erected, the 1# blocks at the corresponding parts on the two sides of the 0# block are installed on the bracket, the position of the 1# block is accurately positioned, then 0.15m wet joint concrete between the 0# block and the 1# block is poured, and after the strength of the wet joint concrete reaches a tensioning condition, the 1# block steel bundles are tensioned to enable the 0# block and the 1# block to form a whole as a reference of T-structure overhanging splicing;
step 102: the girder transporting vehicle transports the 2# section girder to the position below the corresponding construction cross-bridge, the gantry crane hoists and adjusts the space position of the 2# section girder through a matched 360-degree rotatable lifting tool, epoxy resin glue between matching surfaces of the 1# section and the 2# section is coated, a temporary anchoring mechanism between the 1# section and the 2# section is tensioned, the epoxy resin glue is extruded, and temporary tensioning is finished;
step 103: mounting and tensioning prestressed steel bundles among the 2# sections, and completing the assembly of the 2# section beam after the tensioning of the steel bundles is completed;
step 104: step 102 and step 103 are repeated, the 3# -7 # section beams are symmetrically assembled in sequence, and the corresponding sections are symmetrically tensioned, so that all prefabricated sections of the T-shaped structure are assembled;
step 105: the gantry crane moves to the next T-shaped structure for construction, the construction method of mid-span cantilever assembly is the same, the side span is assembled on the support, the method of prefabricated section assembly is basically the same as that of suspension assembly, only after the assembly is completed, 4 jacks of 50T are arranged at the corresponding positions below the assembled section beams, and the weight of the section beams is transmitted to the support;
step 106: after the connecting section beam is completely installed, binding side span and middle span closure section steel bars and supporting templates, pouring closure section concrete, penetrating and tensioning a through long continuous steel bundle in the main beam to complete the construction of the main body structure of the connecting section;
step 107: and finally, removing the bracket and transporting to the next construction set.
In the scheme, C60 micro-expansion early strength concrete is adopted for the wet joint in the step 101, the maximum particle size of the concrete coarse aggregate is less than 25mm, the concrete is mixed by a mixing plant and is conveyed to a nearby pier through a conveying vehicle, and the thickness of the concrete is 1.5m3The hopper is hung to the bridge floor through the truck crane of 25t, and artifical cloth, bayonet vibrating rod vibrate closely, and after concrete placement, box girder inner web, bottom plate and roof keep moist, and the adjacent segment of wet joint both sides is watered and is cooled down simultaneously.
In the scheme, the components are combined in sequence before the cyclic curing adhesive is used in the step 102, and are uniformly mixed by a special stirring gun within a specified time; when stirring, the rotating speed of the stirring gun is controlled to prevent air from entering; and adding the B group of epoxy resin into the A group, and stirring for 2-3 minutes at about 400 revolutions per minute until the color is uniform.
In the above scheme, the step 105 specifically includes: the beam sections are lifted by two gantry crane lifting appliances to the same height as the assembled beam sections and then stopped, the gantry cranes are slowly drawn close to the assembled beam sections, and when the assembled beam sections are quickly drawn close, a temporary pad is filled between joints of the two beam sections by using a wooden wedge, so that the beam sections are prevented from being damaged by collision; after the beam sections are stable, the position of the hoisting beam section is adjusted through the three-way adjusting function of the hoisting tool, so that the hoisting beam section is matched with the end faces of the spliced beam sections; the longitudinal position of the beam section is adjusted by the forward or backward movement of a gantry crane, the transverse position is adjusted by the transverse movement of a gantry crane crown block, and the height is adjusted by the lifting or descending of a gantry crane lifting appliance and two sets of hydraulic systems; taking out the skid, slowly driving the crown block to splice the lifted beam section and the spliced beam section, observing whether upper and lower joints are tight or not after the upper and lower joints are in place, judging whether staggered platforms exist or not, during trial assembly, finely adjusting the elevation of the section to be spliced through a three-way adjusting function of a lifting appliance, drawing close to the splicing surface of the section, ensuring that the splicing surface of the section is completely matched, checking the conditions of the elevation, the central line and the matching surface of the section of the box beam, checking the alignment condition of the prestressed duct joint, eliminating or reducing the existing deviation to meet the requirements, checking whether temporary prestressed steel bars and tensioning equipment are perfect or not, moving the body of the beam to be spliced by 0.4-0.5 m after the trial assembly is completed, and adjusting the elevation and the inclination of the section except translation.
In the above scheme, in step 106, wet joints with widths of 40cm or 60cm are folded at the mid-span of the cantilever, and construction is performed according to a construction sequence: before the closure beam section is hoisted, a measurer detects the relative height difference of the beam sections on two sides of the closure beam section, and if the requirement of linear control precision is not met, the measurement is adjusted by a method of ballasting at a cantilever end or reverse jacking of a jack; the box girder closure adopts a stiff skeleton for positioning, the closure section and the box girders on two sides of the closure section are locked before concrete is poured, the stiff skeleton utilizes section girder hoisting holes to connect a steel anchor block and a double-spliced 20-channel steel into a whole, and the box girder closure is dismantled after the closure section concrete pouring meets the design requirements.
In the above scheme, in the step 106, the hoisting process of the closure section template is as follows: after the closing block template is hoisted in place by a gantry crane hoisting crane, fixing the template by adopting a support construction process, placing the template on a bearing beam, ensuring firm and reliable placement, and then loosening a hook of a hoisting crane hoisting tool to finish hoisting the closing section template; and after the closure beam section template is hoisted in place, adjusting the elevation of the closure section through 4 jacks at the upper part of the support for 20t until the elevation of the beam section reaches a target value, fixing the template, and pouring concrete.
In the above scheme, in the step 106, in the box girder segment assembling process, the assembling control measuring points are the same as the geometric control measuring points used in the prefabrication process, when the box girder is prefabricated in the prefabricated part factory, geometric data according to the overall coordinate system is obtained through calculation, and the stage-type target geometric data according to the overall coordinate system is obtained when the prefabricated box girder is assembled: pre-lifting value of the pier column structure and the foundation, deformation value of the pier column structure and the foundation according to the construction stage, and deformation value of the upper bridge structure in stages.
In the scheme, the method also comprises the step of ensuring the normal position of the beam section by taking the vertical, horizontal and symmetrical tensioning as a principle under the condition that the beam section does not need to be adjusted after the geometric error of the beam section exceeds an allowable error range; when the alignment error needs to be adjusted, the tensioning sequence takes the temporary pull rod which can enable the beam section to deflect towards the control direction as the principle of tensioning first.
In the above scheme, the method further comprises that when an error occurs in the formed bridge, the monitoring unit calculates and estimates a prediction error value to the closure section according to the deformation characteristic of the bridge, and after the accumulated value of the prediction error exceeds an allowable error range, wedge-shaped epoxy resin gaskets of 2mm to 3mm are arranged at certain positions between the beam sections for adjustment through the estimation and calculation of the deformation characteristic of the upper structure and the judgment of an engineer of the monitoring unit.
Compared with the prior art, the method has the advantages that the operation is convenient, the method is safe and reliable, the construction progress is fast, the gantry crane not only serves as beam erecting equipment, but also can serve as middle transfer equipment for unloading and storing beams, and the universality of the gantry crane is well played in a narrow municipal bridge construction field; the use cost of mechanical equipment for beam unloading and beam storage is reduced, and the construction period of stage beam erection is shortened.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiment(s) of the invention and together with the description serve to explain the invention without limiting the invention. In the drawings:
fig. 1 is a schematic structural diagram of step 101 in a 100t span-pier gantry crane assembly type segmental beam splicing construction method provided by an embodiment of the invention;
fig. 2 is a schematic structural diagram of a 100t span-pier gantry crane assembled type segmental beam splicing construction method in which a gantry crane is installed in step 101;
FIG. 3 is a schematic structural diagram of step 103 in a construction method for assembling a segmental beam of a 100t span-pier gantry crane according to an embodiment of the present invention;
FIG. 4 is a schematic structural diagram of step 105 in a construction method for assembling a segmental beam of a 100t span-pier gantry crane according to an embodiment of the present invention;
FIG. 5 is a schematic structural diagram of step 106 in a construction method for assembling a segmental beam of a 100t span-pier gantry crane according to an embodiment of the present invention;
fig. 6 is a schematic structural diagram of a box beam segment assembling process in step 106 in a 100t span-pier gantry crane assembly type segment beam assembling construction method according to an embodiment of the present invention;
FIG. 7 is a schematic structural diagram of step 107 in a construction method for assembling a segmental beam of a 100t span-pier gantry crane according to an embodiment of the present invention;
fig. 8 is a schematic diagram of beam segment installation control points in a 100t span-pier gantry crane assembly type segmental beam splicing construction method according to an embodiment of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The same or similar reference numerals in the drawings of the present embodiment correspond to the same or similar components; in the description of the present invention, it is to be understood that the terms "upper", "lower", "left", "right", "inner", "outer", etc. indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the referred devices or elements must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, the terms describing the positional relationships in the drawings are only for illustrative purposes and are not to be construed as limitations of the present patent, and specific meanings of the terms may be understood by those skilled in the art according to specific situations.
It should be noted that, in this document, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other like elements in a process, article, or apparatus that comprises the element.
The embodiment of the invention provides a construction method for assembling a 100t cross-pier gantry crane assembled segmental beam, which is used for a municipal rapid engineering viaduct, wherein the prefabricated segmental beam assembly is implemented by adopting 2 symmetrical cantilever assembly constructions of 100t cross-pier gantry cranes and comprises the following steps:
step 101: after the pouring of the cast-in-place 0# block on the pier top is finished, a 1# block bracket is erected, the 1# blocks at the corresponding parts on the two sides of the 0# block are installed on the bracket, the position of the 1# block is accurately positioned, then 0.15m wet joint concrete between the 0# block and the 1# block is poured, and after the strength of the wet joint concrete reaches a tensioning condition, the 1# block steel bundles are tensioned to enable the 0# block and the 1# block to form a whole as a reference of T-structure overhanging splicing;
specifically, as shown in fig. 1, two side piers of two middle piers are erected to cast-in-situ 0# block bracket (the bracket erection takes the installation requirements of the 1# block into consideration and is erected synchronously), and 0# block template is installed, steel bars are bound, and concrete is poured.
As shown in fig. 2, a gantry crane is installed, after the installation, the gantry crane is used for hoisting a 1# block connected with a 0# block on a support, the position of the 1# block is accurately positioned on the support, then 0.15m wet joint concrete between the 0# block and the 1# block is locked and poured, after the strength of the wet joint concrete reaches a tensioning condition, the 1# block steel bundles are tensioned, and meanwhile, a side-span segmental beam assembling support is erected.
The # 1 block locks, the main function is to "lock" the wet joint and its two side box beams before the concrete is poured. The double-spliced 20-channel steel is embedded at the position corresponding to the hoisting hole in the construction of the No. 0 block, the No. 1 block is connected into a whole by the hoisting hole and the steel anchor socket, and the double-spliced 20-channel steel is adopted between the No. 0 block and the No. 1 block.
The wet joint construction specifically comprises the following steps: and before the wet joint is poured, positioning the beam sections at two sides of the wet joint by using a positioning framework. The wet joint template adopts a hanging mould or support construction process, concrete is poured with artificial cloth, and an inserted vibrating rod vibrates; and (3) splicing the wet joint outer templates into a whole, putting on a split screw, lifting to a mounting position, then mounting the inner template, locking the inner and outer templates by the split screw, and finishing the mounting of the templates.
The wet joint adopts C60 micro-expansion early strength concrete and concreteThe maximum particle size of the coarse earth aggregate is less than 25 mm. The concrete is mixed by a mixing plant, conveyed to a nearby pier by a conveying vehicle and used for 1.5m3The hopper is hoisted to the bridge floor through a 25t truck crane, and the material is distributed manually and is compacted by vibration of the inserted vibrating rod.
After concrete pouring is finished, timely reinforcement and maintenance are required according to the standard requirements, the inner web plate, the bottom plate and the top plate of the box girder are kept moist, and meanwhile, adjacent sections on two sides of a wet joint are watered to reduce the temperature, so that the deformation of the box girder caused by temperature difference is reduced as much as possible.
Step 102: the girder transporting vehicle transports the 2# section girder to the position below the corresponding construction cross-bridge, the gantry crane hoists and adjusts the space position of the 2# section girder through a matched 360-degree rotatable lifting tool, epoxy resin glue between matching surfaces of the 1# section and the 2# section is coated, a temporary anchoring mechanism between the 1# section and the 2# section is tensioned, the epoxy resin glue is extruded, and temporary tensioning is finished;
specifically, as shown in fig. 3, the girder transporting vehicle transports the segmental girders to the lower part of the corresponding construction span bridge, sequentially hoists the segmental girders, coats epoxy resin glue between the segmental girders, stretches temporary anchoring devices (steel anchor seats and finish-rolled deformed steel bars) between the segmental girders, installs and stretches permanent steel bundles, removes the temporary anchoring devices after the permanent steel bundles are stretched, sequentially and symmetrically assembles 2# -6 # (or 7#) segmental girders in a cantilever manner, symmetrically stretches the segmental girders, completes cantilever assembly of the T-shaped segmental girder, then installs the 2# -6 # (or 7#) segmental girders on the side span support according to the sequence, and stretches the corresponding segmental girders, namely completes the prefabricated assembly of the half-link segmental girders.
The epoxy resin adhesive is convenient to construct, and the construction of the vertical surface and the top surface is free from sagging; the epoxy resin adhesive has the characteristics of high strength and high elastic modulus, the adhesive strength is not lower than the concrete strength of the beam body, and the adhesive body is not shrunk after being cured; it should be waterproof and chemically resistant.
Before the environment-friendly adhesive is used, all the components are combined in sequence and are uniformly mixed by a special stirring gun within a specified time; when stirring, the rotating speed of the stirring gun is controlled to prevent air from entering.
And adding the group B of epoxy resin into the group A, stirring for 2-3 minutes at about 400 revolutions per minute until the color is uniform, and avoiding introducing air as much as possible in the stirring process.
The A group material is epoxy resin, the B group material is a curing agent, and the A: and B, proportioning 3: 1.
in order to ensure that the two pairs of beams are tightly adhered under the action of the epoxy resin adhesive, when the beam section is lifted to the installation position by the gantry crane, the two matching surfaces of the spliced beam section are checked and cleaned again.
Leveling the gluing surface by using a steel wire brush and abrasive paper, cleaning and keeping dry, wherein the gluing thickness is 2-3 mm, and the gluing thickness can be controlled to be 0.5-1 mm after the beam body is extruded; in order to ensure that the temporary prestress is stretched and coated before the epoxy resin adhesive loses activity, the coating operation adopts quick operation of skilled workers, after the circulation-maintaining adhesive coating is finished, a special scraper is used for checking the coating quality, redundant epoxy resin adhesive on a coating surface is scraped, the adhesive coating is carried out again when the thickness is insufficient, the coating thickness is ensured, after the temporary prestress rib is stretched and stretched, the epoxy resin adhesive extruded at the joint is cleaned, and a corrugated pipe cleaner is used for cleaning a prestress pipeline.
In order to ensure the grouting quality and avoid the phenomenon that the vacuum degree cannot meet the requirement during vacuum grouting and the pipeline at the matching surface is subjected to grouting, all orifices of the matching surface passing through the beam are completely pasted with one layer of 10mm sponge gaskets soaked by epoxy resin clean slurry so as to prevent slurry leakage during grouting and the pipeline at the matching surface from being subjected to hole stringing, and if the joints are not closely pasted, the slurry can be prevented from flowing into the inner hole of the pore passage during grouting and joint filling, and the control on the quality of the coating of the prestressed pipeline around the periphery is paid attention to during coating.
After the gluing is finished, the beam sections are slowly drawn together by utilizing the slow walking of a gantry crane, the three-way positioning system installed on a lifting appliance is used for fine positioning, the pre-opening pedestal pre-opening holes reserved in the section beams are utilized, the anchoring steel anchor seats are installed by utilizing high-strength bolts, and the finish-rolled deformed steel bar is penetrated for temporary prestress tensioning.
And for the T-shaped structure suspended assembly part, after temporary prestress tensioning, a permanent steel strand is installed and tensioned, and then a gantry crane sling is dismounted to finish the conversion of a stress system.
For the side span support assembly part, after the gantry crane is hoisted in place, temporary prestress tensioning is carried out, 4 jacks at the top of the support are used for jacking the section of beam, 4 jacks are used for distributing the weight of the section of beam evenly, then the gantry crane sling can be disassembled, and the conversion of a stress system is completed. Because the duration of the stress of the jack is long, the safety stack is arranged on the longitudinal beam I-shaped steel along the bridge and towards the inner side of the jack, and the stability of a stress system is ensured.
If the T-shaped cantilever assembly unbalanced bending moment can be processed in the following way:
firstly, in the process of carrying out T-shaped cantilever splicing, the 1# block support is not removed, and is removed after the maximum segment is completely spliced.
Secondly, when the T-shaped section is assembled in a hanging mode, temporary supports are arranged on adjacent sections of the assembled section of the beam.
Step 103: mounting and tensioning prestressed steel bundles among the 2# sections, and completing the assembly of the 2# section beam after the tensioning of the steel bundles is completed;
step 104: step 102 and step 103 are repeated, the 3# -7 # section beams are symmetrically assembled in sequence, and the corresponding sections are symmetrically tensioned, so that all prefabricated sections of the T-shaped structure are assembled;
step 105: the gantry crane moves to the next T-shaped structure for construction, the construction method of mid-span cantilever assembly is the same, the side span is assembled on the support, the method of prefabricated section assembly is basically the same as that of suspension assembly, only after the assembly is completed, 4 jacks of 50T are arranged at the corresponding positions below the assembled section beams, and the weight of the section beams is transmitted to the support;
specifically, as shown in fig. 4, the gantry crane moves to the next span for construction, the gantry crane is used to hoist 2# -6 # (or 7#) midspan sectional beams in sequence, then the gantry crane is used to hoist 2# -6 # (or 7#) side span supports in sequence, temporary steel bundles are sequentially tensioned and accurately positioned, permanent steel bundles are installed and tensioned, and then the assembly of the full-span sectional precast beam is completed.
In order to ensure that the elevation of the splicing surface of the two sections is consistent, the inclination is kept consistent, the position adjusting time of the sections after gluing is reduced, and trial assembly is carried out before gluing and assembling.
The beam sections are lifted by two gantry crane lifting appliances to the same height as the assembled beam sections and then stopped, the gantry cranes are slowly drawn towards the assembled beam sections, and when the assembled beam sections are drawn close, temporary padding is filled between joints of the two beam sections by using wood wedges to prevent the beam sections from being damaged by collision; after the beam sections are stabilized, the positions of the hoisting beam sections are adjusted through the three-way adjusting function (longitudinal position, transverse position and height) of the lifting appliance, so that the hoisting beam sections are matched with the end faces of the spliced beam sections; the longitudinal position of the beam section is adjusted by the forward or backward movement of the gantry crane, the transverse position is adjusted by the transverse movement of a crown block of the gantry crane, and the height (including a transverse slope and a longitudinal slope) is lifted or lowered by a lifting appliance of the gantry crane and adjusted by two sets of hydraulic systems.
Taking out the skid, slowly driving the crown block to splice the lifted beam section and the spliced beam section, observing whether the upper and lower joints are tight or not after the upper and lower joints are in place, judging whether staggered platforms exist or not, adjusting the elevation of the section to be spliced through the three-direction adjusting function of the lifting appliance during trial splicing, drawing close to the section splicing surface to ensure that the section splicing surface is completely matched, checking the conditions of the elevation, the central line and the matching surface of the box beam section, checking the alignment condition of the prestressed duct joint, eliminating or reducing the existing deviation to meet the requirements, checking whether the temporary prestressed steel bar and the tensioning equipment are perfect or not, moving the body to be spliced by 0.4-0.5 m (to facilitate the splicing to be accurate) after the trial splicing is finished, and besides translation, the elevation and the inclination of the section should not be adjusted.
Step 106: after the connecting section beam is completely installed, binding side span and middle span closure section steel bars and supporting templates, pouring closure section concrete, penetrating and tensioning a through long continuous steel bundle in the main beam to complete the construction of the main body structure of the connecting section;
specifically, as shown in fig. 5, side span and mid-span closure segment steel bars are installed, a template is supported, closure segment concrete is poured, and after the strength of the closure segment concrete reaches a tensioning condition, a continuous beam prestressed steel strand is tensioned, so that the integral prestress construction is completed.
In order to ensure the construction quality of a closure section, construction is carried out strictly according to the following construction sequence:
before the closure beam section is hoisted, a measurer detects the relative height difference of the beam sections on two sides of the closure beam section, and if the requirement of linear control precision is not met, the height difference is adjusted by a method of ballasting at a cantilever end or reversely jacking a jack.
The box girder closure adopts a stiff framework for positioning, and the main function is to lock the closure section and the box girders on the two sides of the closure section before concrete is poured. The stiffened framework is formed by connecting a steel anchor seat and a double-spliced 20-channel steel into a whole by utilizing segment beam hoisting holes, and is dismantled after the concrete pouring of the closure segment is finished and meets the design requirements.
Hoisting the closure section template:
after the closing block template is hoisted in place by the gantry crane hoisting crane, the template is fixed by adopting a support construction process and is placed on the bearing beam, the shelving is firm and reliable, and then the hoisting crane hoisting tool loosens the hook to complete hoisting of the closing section template.
And after the closure beam section template is hoisted in place, adjusting the elevation of the closure section through 4 jacks at the upper part of the support for 20t until the elevation of the beam section reaches a target value, fixing the template, and pouring concrete.
The short bundle of the closure steel strand adopts a single reeving, and the long bundle adopts the whole bundle of reeving of the windlass.
In the box girder prefabricating process, the prestressed pipelines are inconvenient to stretch out of the girder end faces, and the prestressed pipelines need to be connected before wet joints and closure section templates are installed, wherein the connecting method comprises the following steps:
before the beam sections are transported, the corrugated pipes at the two sides of the wet joint, which are 15cm away from the end faces, are chiseled out, the wet joint prestressed connecting corrugated pipes extend into the adjacent beam sections, and the gaps between the corrugated pipes and the beam sections are sealed by using plasticine, so that the reliable sealing of the joints of the pipes is ensured.
In the process of assembling the box-shaped beam sections, the assembling control measuring points are the same as the geometric control measuring points used in prefabrication.
As shown in fig. 6, wherein: lfb 1, rfb1, lfb 2, rfb2 are used to control the facade position of the beam section; fhp1, fhp2 are used to pre-control the planar position of the beam segments.
When the box girder is prefabricated in the prefabricated part factory, geometric data according to an overall coordinate system are obtained through calculation. The completion data is considered together with the following factors, and stage-type target geometric data according to an overall coordinate system is obtained when the prefabricated box beam is assembled:
pier column structure and foundation pre-lift value (pre-arch value of elastic compression of pier body structure and foundation should be taken into consideration when forming the base stone of permanent support);
secondly, the pier stud structure and the foundation are deformed according to the construction stage;
and thirdly, deformation value of the upper bridge structure in stages.
The overall coordinate target geometric database gives a construction department a drawing form to geometrically monitor the assembly process of the whole bridge.
Step 107: and finally, removing the bracket and transporting to the next construction set.
Specifically, as shown in fig. 7, after the prestressed continuous steel strand in the adjacent next main beam is tensioned, the anchor groove concrete of the local main beam is poured, and all the supports of the local main beam are removed, so that all the construction of assembling the segmental beam of the local main beam is completed.
Furthermore, the method also comprises the step of taking the vertical, horizontal and symmetrical tensioning as a principle to ensure the normal position of the beam section as much as possible under the condition that the beam section does not need to be adjusted after the geometric error of the beam section exceeds the allowable error range; when the linear error needs to be adjusted, the stretching sequence takes the temporary pull rod which can deflect the beam section towards the control direction as the principle of first stretching, so as to be beneficial to correcting the error; such as: if the temporary pull rod of the top plate is pulled, the pre-spliced beam section tends to deflect upwards, and if the beam section is required to be tilted upwards, the temporary prestress of the top plate can be firstly pulled, or the temporary tension of the top plate is slightly increased; similarly, if the beam section is to be deflected downward, the temporary prestressing force of the bottom plate can be tensioned first, or the temporary tension force of the bottom plate can be slightly increased, and the same is true for the adjustment in the left-right direction through the tensioning sequence.
Further, under the condition that an error occurs in the formed bridge, the monitoring unit calculates and estimates a prediction error value to a closure section according to the deformation characteristic of the bridge, and after the accumulated value of the prediction error exceeds an allowable error range, wedge-shaped epoxy resin gaskets of 2mm to 3mm are arranged at certain positions between the beam sections for adjustment through the estimation and calculation of the deformation characteristic of the upper structure and the judgment of an engineer of the monitoring unit; such as: if the gasket is additionally arranged at the lower part of the matching surface of the beam body, the pre-spliced beam section tends to deflect upwards, and similarly, if the beam section is wanted to deflect downwards, the gasket can be additionally arranged at the upper part of the matching surface of the beam body, and the same reason is also provided for the adjustment in the left-right direction through the epoxy resin gasket.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the scope of the present invention.
Claims (9)
1. A100 t span pier gantry crane assembly type segmental beam assembling construction method is used for municipal rapid engineering viaducts and is characterized in that the prefabricated segmental beam assembling of the method adopts 2 100t span pier gantry crane symmetrical cantilever assembling construction and is realized through the following steps:
step 101: after the pouring of the cast-in-place 0# block on the pier top is finished, a 1# block bracket is erected, the 1# blocks at the corresponding parts on the two sides of the 0# block are installed on the bracket, the position of the 1# block is accurately positioned, then 0.15m wet joint concrete between the 0# block and the 1# block is poured, and after the strength of the wet joint concrete reaches a tensioning condition, the 1# block steel bundles are tensioned to enable the 0# block and the 1# block to form a whole as a reference of T-structure overhanging splicing;
step 102: the girder transporting vehicle transports the 2# section girder to the position below the corresponding construction cross-bridge, the gantry crane hoists and adjusts the space position of the 2# section girder through a matched 360-degree rotatable lifting tool, epoxy resin glue between matching surfaces of the 1# section and the 2# section is coated, a temporary anchoring mechanism between the 1# section and the 2# section is tensioned, the epoxy resin glue is extruded, and temporary tensioning is finished;
step 103: mounting and tensioning prestressed steel bundles among the 2# sections, and completing the assembly of the 2# section beam after the tensioning of the steel bundles is completed;
step 104: step 102 and step 103 are repeated, the 3# -7 # section beams are symmetrically assembled in sequence, and the corresponding sections are symmetrically tensioned, so that all prefabricated sections of the T-shaped structure are assembled;
step 105: the gantry crane moves to the next T-shaped structure for construction, the construction method of mid-span cantilever assembly is the same, the side span is assembled on the support, the method of prefabricated section assembly is basically the same as that of suspension assembly, only after the assembly is completed, 4 jacks of 50T are arranged at the corresponding positions below the assembled section beams, and the weight of the section beams is transmitted to the support;
step 106: after the connecting section beam is completely installed, binding side span and middle span closure section steel bars and supporting templates, pouring closure section concrete, penetrating and tensioning a through long continuous steel bundle in the main beam to complete the construction of the main body structure of the connecting section;
step 107: and finally, removing the support and transporting to the next construction union.
2. The construction method for assembling the segmental beam of the 100t span-pier gantry crane assembly type according to claim 1, wherein C60 micro-expansion early strength concrete is adopted for the wet joint in the step 101, the maximum particle size of concrete coarse aggregate is less than 25mm, the concrete is mixed by a mixing plant, is conveyed to a nearby pier through a conveying vehicle and is used for 1.5m3The hopper is hung to the bridge floor through the truck crane of 25t, and artifical cloth, bayonet vibrating rod vibrate closely, and after concrete placement, box girder inner web, bottom plate and roof keep moist, and the adjacent segment of wet joint both sides is watered and is cooled down simultaneously.
3. The assembling construction method for the 100t span-pier gantry crane assembled segmental beam according to claim 1 or 2, characterized in that the components are combined in sequence before the epoxy resin in step 102 is used, and are uniformly mixed by a special stirring gun within a specified time; when stirring, the rotating speed of the stirring gun is controlled to prevent air from entering; and adding the B group of epoxy resin into the A group, and stirring for 2-3 minutes at about 400 revolutions per minute until the color is uniform.
4. The assembling construction method for the 100t span-pier gantry crane assembled segmental beam according to claim 3, wherein the step 105 is specifically as follows: the beam sections are lifted by two gantry crane lifting appliances to the same height as the assembled beam sections and then stopped, the gantry cranes are slowly drawn close to the assembled beam sections, and when the assembled beam sections are quickly drawn close, a temporary pad is filled between joints of the two beam sections by using a wooden wedge, so that the beam sections are prevented from being damaged by collision; after the beam sections are stable, the positions of the lifting beam sections are adjusted through the three-way adjusting function of the lifting appliance, so that the lifting beam sections are matched with the end faces of the spliced beam sections; the longitudinal position of the beam section is adjusted by the forward or backward movement of a gantry crane, the transverse position is adjusted by the transverse movement of a gantry crane crown block, and the height is adjusted by the lifting or descending of a gantry crane lifting appliance and two sets of hydraulic systems; taking out the skid, slowly driving the crown block to splice the lifted beam section and the spliced beam section, observing whether upper and lower joints are tight or not after the upper and lower joints are in place, judging whether staggered platforms exist or not, during trial assembly, finely adjusting the elevation of the section to be spliced through a three-way adjusting function of a lifting appliance, drawing close to the splicing surface of the section, ensuring that the splicing surface of the section is completely matched, checking the conditions of the elevation, the central line and the matching surface of the section of the box beam, checking the alignment condition of the prestressed duct joint, eliminating or reducing the existing deviation to meet the requirements, checking whether temporary prestressed steel bars and tensioning equipment are perfect or not, moving the body of the beam to be spliced by 0.4-0.5 m after the trial assembly is completed, and adjusting the elevation and the inclination of the section except translation.
5. The assembling construction method for the 100t cross-pier gantry crane assembled segmental beam according to claim 4, wherein in the step 106, wet joints with the widths of 40cm or 60cm are folded over the middle-span cantilever respectively, and construction is carried out according to a construction sequence: before the closure beam section is hoisted, a measurer detects the relative height difference of the beam sections on two sides of the closure beam section, and if the requirement of linear control precision is not met, the measurement is adjusted by a method of ballasting at a cantilever end or reverse jacking of a jack; the box girder closure adopts a stiff skeleton for positioning, the closure section and the box girders on two sides of the closure section are locked before concrete is poured, the stiff skeleton utilizes section girder hoisting holes to connect a steel anchor block and a double-spliced 20-channel steel into a whole, and the box girder closure is dismantled after the closure section concrete pouring meets the design requirements.
6. The assembling construction method for the 100t span-pier gantry crane assembled segmental beam according to claim 5, wherein the hoisting process of the closure segmental template in the step 106 is as follows: after the closing block template is hoisted in place by a gantry crane hoisting crane, fixing the template by adopting a support construction process, placing the template on a bearing beam, ensuring firm and reliable placement, and then loosening a hook of a hoisting crane hoisting tool to finish hoisting the closing section template; and after the closure beam section template is hoisted in place, adjusting the elevation of the closure section through 4 jacks at the upper part of the support for 20t until the elevation of the beam section reaches a target value, fixing the template, and pouring concrete.
7. The assembling construction method of 100t span-pier gantry crane assembled segmental beam as claimed in claim 6, wherein in the step 106, in the assembling process of the box beam section, the assembling control measuring points are the same as the geometric control measuring points used in prefabrication, when the prefabrication of the box beam in a prefabricated part factory is finished, geometric data according to an overall coordinate system are obtained through calculation, and step-by-step target geometric data according to the overall coordinate system are obtained when the prefabricated box beam is assembled: pre-lifting value of the pier column structure and the foundation, deformation value of the pier column structure and the foundation according to the construction stage, and deformation value of the upper bridge structure in stages.
8. The assembling construction method for the 100t span-pier gantry crane assembled segmental beam according to claim 7, characterized in that the method further comprises the step of ensuring the normal position of the beam section on the principle of symmetrical tension from top to bottom and from left to right under the condition that the beam section does not need to be adjusted after the geometric error of the beam section exceeds the allowable error range; when the alignment error needs to be adjusted, the tensioning sequence takes the temporary pull rod which can enable the beam section to deflect towards the control direction as the principle of tensioning first.
9. The construction method for assembling the sectional beam of the 100t span-pier gantry crane assembly type according to claim 8, wherein the method further comprises the step that when an error occurs in the formed bridge, the monitoring unit calculates and estimates a prediction error value to the closure section according to the deformation characteristic of the bridge, and after the accumulated value of the prediction error exceeds an allowable error range, wedge-shaped epoxy resin gaskets of 2mm to 3mm are arranged at certain positions among the beam sections for adjustment through the estimation and calculation of the deformation characteristic of the upper structure and the judgment of an engineer of the monitoring unit.
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