CN113136793A - Novel steel structure capping beam and construction method - Google Patents
Novel steel structure capping beam and construction method Download PDFInfo
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- CN113136793A CN113136793A CN202110483402.1A CN202110483402A CN113136793A CN 113136793 A CN113136793 A CN 113136793A CN 202110483402 A CN202110483402 A CN 202110483402A CN 113136793 A CN113136793 A CN 113136793A
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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
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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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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Abstract
The invention discloses a novel steel structure capping beam and a construction scheme, wherein the capping beam comprises a steel ferrule, a top plate and a web plate, the top plate is connected with one end of the steel ferrule, and the web plate is simultaneously connected with the steel ferrule and the top plate; the steel hoop further comprises a first stiffening rib for enhancing the connection strength between the steel hoop and the top plate and a web reinforcing rib for enhancing the connection strength between the top plate and the web. The construction method comprises the following steps: the method comprises the following steps: building a construction platform; step two: mounting a cover beam; step three: mounting a cushion support and a support; step four: and (5) dismantling the construction platform. The steel support formed by the top plate and the first stiffening rib and the friction force between the steel ferrule and the original pier stud are combined to provide vertical bearing capacity, the anchor bolt connection between the conventional steel bent cap and the original pier stud is cancelled, no hole needs to be drilled on the original pier stud, the damage to the original pier stud and the steel bar in the original pier stud is avoided, the construction quality of the bent cap is improved, and the situation that the hole position of the steel ferrule is difficult to align with the anchor bolt of the original pier stud, so that the hole waste rate is high, the hole is opened again and the workload is increased is avoided.
Description
Technical Field
The invention relates to the field of bridge construction, in particular to a novel steel structure capping beam and a construction method.
Background
The cast-in-place box girder structure is a common bridge structure form and is widely applied to road ramps, municipal elevated buildings and overpasses. In the early cast-in-place box girder design, for the cast-in-place box girder with a narrow bridge deck width, the lower pier is commonly in the form of single-column piers, and a plurality of single-column piers are continuously arranged in part of the bridge even in the midspan. Since 2007, a plurality of single-column pier bridge overturning and collapsing accidents occur in succession in China, the influence is severe, and wide social public opinion is brought. In view of this, the relevant scholars begin to research the overturning and collapsing mechanism of the bridge, and research finds that the general outline of the influence factors of the bridge overturning resistance is as follows: (1) the transverse distance of the supports; (2) anti-torque span; (3) the radius of the flat curve of the bridge. Aiming at the bridge needing transverse anti-overturning reinforcement, the radius of the flat curve of the bridge cannot be changed, and the anti-overturning capability can be improved by increasing the distance of the existing support or reducing the anti-torsion span. The cap beam is additionally arranged at the single-column pier, and the support is additionally arranged, so that the torsion-resistant span can be reduced, and the anti-overturning reinforcing effect can be achieved. The capping beam is additionally arranged at the position of the single pier, two modes of the concrete capping beam and the steel capping beam can be considered, the concrete capping beam needs to scabble and plant ribs on an original pier, in order to meet the stress requirement, the mode of tensioning prestress needs to be adopted by the newly-added concrete capping beam to enable the newly-added capping beam to be effectively combined with the original pier, the size of the concrete capping beam is usually large, the reinforcing mode cannot be adopted for the pier limited by the building boundary, from the construction angle, the ribs are planted, the processes such as the tensioning prestress are relatively complex, the construction period is long, and the construction cost is high. Compared with a concrete cover beam, the steel cover beam can be prefabricated in a factory and can be installed and welded when being transported to the site, the whole construction process is relatively simple and rapid, the cover beam and a pier stud are anchored by an anchor bolt in the traditional steel cover beam generally to provide vertical bearing capacity, and hole positions of the anchor bolts on the steel cover beam can be drilled by using a detecting instrument to find out the positions of main ribs before the anchor bolts are implanted. This process needs the construction that becomes more meticulous, if the hole site on pier stud and the steel bent cap can not the center be adjusted well then need carry out the trompil again, consequently this process needs extremely high construction accuracy, also is the key process that influences steel bent cap construction quality, progress simultaneously.
Disclosure of Invention
The invention aims to provide a novel steel structure capping beam and a construction method, which can avoid the situation that anchor bolts are implanted into original pier studs or holes are formed, improve the construction quality of the capping beam, and avoid the situation that the holes are formed again to increase the workload because the anchor bolts and anchor bolt holes cannot be matched.
The invention is realized by the following technical scheme:
the novel steel structure bent cap comprises a steel ferrule, a top plate and a web plate, wherein the top plate is connected with one end of the steel ferrule, and the web plate is simultaneously connected with the steel ferrule and the top plate;
the steel hoop further comprises a first stiffening rib for enhancing the connection strength between the steel hoop and the top plate and a web reinforcing rib for enhancing the connection strength between the top plate and the web. The novel steel coping of the invention is supported on the top surface of the original pier stud through the steel formed by the top plate and the first stiffening rib and provides vertical bearing capacity by combining the friction force between the steel ferrule and the original pier stud, the anchor bolt connection between the conventional steel coping and the original pier stud is cancelled without drilling on the original pier stud, the damage to the original pier stud and the steel bar in the original pier stud is avoided, the quality of coping construction is improved, and the condition that the hole position of the steel ferrule is difficult to align with the anchor bolt of the original pier stud to cause large waste hole rate and the increase of workload due to the re-drilling is avoided.
The further technical scheme is as follows:
the steel ferrule is vertically connected with the top plate, and the inner side of the steel ferrule and the bottom of the top plate form a clamping part used for clamping the original pier stud.
Further: the two webs are arranged in parallel between the top plate and the steel ferrule, one side of each web is connected with the steel ferrule, and the other side of each web adjacent to the steel ferrule is connected with the top plate.
Further: the second stiffening rib is connected with the top plate and the web simultaneously, and the second stiffening rib is perpendicular to the top plate and the web simultaneously.
Further: the first stiffening ribs comprise upper first stiffening ribs and lower first stiffening ribs, the upper first stiffening ribs are arranged along the annular direction of the clamping part, and the plate surface of each upper first stiffening rib is perpendicular to the top plate and faces to the axis of the original pier stud;
further: the lower first stiffening rib is arranged along the steel hoop in the circumferential direction, and the surface of the lower first stiffening rib is perpendicular to the top plate and faces to the axis of the original pier stud.
Further: and a bottom plate is arranged at the bottom of the web plate.
A construction method of a novel steel structure bent cap comprises the following construction steps:
the method comprises the following steps: building a construction platform, specifically comprising tamping the ground, building a scaffold and building a scaffold ladder step;
step two: installing the cover beam, specifically comprising the treatment of a contact platform, the arrangement of a lifting device, the lifting of the cover beam, the welding of the cover beam, the filling and the surface corrosion prevention;
step three: the method comprises the following steps of installing a base and a support, specifically pouring the base, arranging a temporary rigid support, installing the support and removing the temporary rigid support;
step four: and (5) dismantling the construction platform. The construction method is suitable for the novel steel structure bent cap, the two bent caps are lifted to a preset position by a lifting device and then aligned and then welded, in the method, a clamping part formed by a steel hoop and a top plate is convenient for positioning the bent caps during lifting, the two bent caps are connected in a welding mode, then pressure grouting is carried out on a gap between the original pier stud and the steel hoop, and the filling material in the gap can be ensured to be full and compact in a pressure grouting mode, so that the effect of connecting the bent caps and the original pier stud is achieved;
the further construction method comprises the following steps:
in the first step, a scaffold structure is adopted to build a construction platform at the position of 1.6-2 m of the bottom of a box girder for construction conveniently, the ground at the position where a scaffold is built needs to be tamped before the scaffold is built, and a drainage slope is made to prevent water from accumulating at the bottom;
further: after the scaffold is erected, the scaffold and the original pier stud are fixed to ensure the stability of the scaffold;
further: the step is arranged on the erected scaffold, so that the construction personnel can conveniently go up and down and transport raw materials.
Further: and step two, processing the contact platform: before the capping beam is installed, cleaning, leveling and leaking a new concrete surface after treatment on a concrete surface of a contact part between the top of the original pier stud and the capping beam;
further: the arrangement of the hoisting device is as follows: arranging a plurality of hoisting devices at the top of the original pier stud for hoisting the capping beam;
further: hoisting the cover beam: hoisting the two bent caps to a working height by using a hoisting device, and then carrying out centering treatment on the two bent caps;
further: and (3) welding the cover beam: after the two bent caps are centered, welding the butt joint of the two bent caps on site;
further: filling: a gap of 2-3 cm is formed between the whole formed capping beam and the original pier stud after welding is finished, then the whole capping beam and the original pier stud are sealed by sealing glue, a grouting cavity is formed between the whole capping beam and the original pier stud, a grouting hole and an exhaust hole are reserved during sealing treatment, leakage detection is carried out on the grouting cavity after sealing treatment is finished, an adhesive is pressed into the grouting cavity in a pressure filling mode after the leakage detection reaches the standard, pressurization is stopped after the adhesive appears in the exhaust hole, the exhaust hole is blocked by the sealing glue, and pressure filling is continued until the adhesive completely fills the grouting cavity after the blocking is finished;
further: surface corrosion prevention: and after the bent cap is installed, performing anticorrosive treatment on the outer surface of the bent cap.
Further: pouring the cushion stone in the third step: pouring a support base stone on the bent cap, wherein a support base mounting part for mounting the support base is pre-embedded during pouring, and a space for normal shearing deformation of the support base is reserved during pouring of the base stone;
further: setting of temporary rigid support: temporary rigid supports are arranged in the transverse bridge direction of the box girder to prevent the box girder from rotating;
further: mounting a support: after the support is installed, chiseling and cleaning the bottom of the box girder at the position opposite to the support, then installing a beam bottom leveling block and sealing a mould, and then pouring non-shrinkage epoxy resin mortar into the sealing mould to ensure that a new support is tightly attached to the beam bottom leveling block and the cushion stone, but the box girder is not jacked and the stress state of the original support is not changed;
further: dismantling of temporary rigid supports: and after the strength of the epoxy resin mortar reaches the standard, the temporary rigid support can be dismounted.
Compared with the prior art, the invention has the following advantages and beneficial effects:
1. according to the novel steel structure bent cap and the construction method, anchor bolt connection between a conventional steel bent cap and an original pier stud is omitted in installation of the novel steel structure bent cap, drilling on the original pier stud is not needed, damage to the original pier stud and steel bars in the original pier stud is avoided, and construction quality of the bent cap is improved;
2. according to the novel steel structure bent cap and the construction method, the anchor bolt connection between the conventional steel bent cap and the original pier stud is cancelled, and meanwhile, the situation that the hole is newly opened to increase the workload due to the fact that the hole waste rate is high because the steel ferrule vacancy is difficult to align with the original pier stud anchor bolt is avoided;
3. according to the novel steel structure bent cap and the construction method, the steel support formed by the top plate and the first stiffening ribs is arranged on the top surface of the original pier stud and provides vertical bearing capacity by combining the friction force between the steel ferrule and the original pier stud, and the second stiffening ribs arranged on the web plate can enhance the supporting capacity of the web plate on the top plate.
Drawings
The accompanying drawings, which are included to provide a further understanding of the embodiments of the invention and are incorporated in and constitute a part of this application, illustrate embodiment(s) of the invention and together with the description serve to explain the principles of the invention. In the drawings:
FIG. 1 is a schematic view of the construction of the bent cap of the present invention;
FIG. 2 is a first schematic view of a cover beam assembly structure;
FIG. 3 is a schematic view of a cover beam assembly structure II;
fig. 4 is a schematic diagram of the hoisting of the bent cap.
Reference numbers and corresponding part names in the drawings:
1-top plate, 2-steel ferrule, 3-web plate, 4-first stiffening rib, 5-second stiffening rib, 6-bottom plate, 10-original pier stud, 20-hoisting device, 41-upper first stiffening rib and 42-lower first stiffening rib.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to examples and accompanying drawings, and the exemplary embodiments and descriptions thereof are only used for explaining the present invention and are not meant to limit the present invention.
Example 1:
as shown in fig. 1 to 3, the novel steel structure bent cap comprises a steel ferrule 2, a top plate 1 and a web plate 3, wherein the top plate 1 is connected with one end of the steel ferrule 2, and the web plate 3 is simultaneously connected with the steel ferrule 2 and the top plate 1;
the steel hoop further comprises a first stiffening rib 4 for enhancing the connection strength between the steel hoop 2 and the top plate 1 and a web reinforcing rib 5 for enhancing the connection strength between the top plate 1 and the web 3. The steel shotcrete that this embodiment constitutes through roof 1 and first stiffening rib 4 provides vertical bearing capacity at the top surface of former pier stud 10 and combines the frictional force between steel ferrule 2 and the former pier stud 10, it need not to drill on former pier stud to have cancelled the crab-bolt connection between conventional steel bent cap and the former pier stud 10, the reinforcing bar in having avoided haring former pier stud 10 and the former pier stud 10 improves the quality of bent cap construction, avoided simultaneously steel ferrule 2 hole site and former pier stud 10 crab-bolt counterpoint to lead to the fact the condition that the dead porosity is big and trompil increase work load again.
The steel ferrule 2 is vertically connected to the top plate 1, and the inner side of the steel ferrule 2 and the bottom of the top plate 1 form a clamping portion used for clamping the original pier stud 10. For the construction of easy to assemble, the joint portion in this embodiment can joint on former pier stud 10, provides the location benchmark for the installation of bent cap.
The web 3 is arranged between the top plate 1 and the steel ferrule 2 in parallel, one edge of the web 3 is connected with the steel ferrule 2, and one edge of the web 3 adjacent to the steel ferrule 2 is connected with the top plate 1. In the embodiment, the web 3 is arranged between the steel hoop 2 and the top plate 1 and used for enhancing the supporting strength of the cover beam and ensuring that the cover beam can sufficiently support the weight of the box girder.
The second stiffening rib 5 is connected with the top plate 1 and the web 3 at the same time, and the second stiffening rib 5 is perpendicular to the top plate 1 and the web 3 at the same time. In this embodiment, the web 3 is additionally provided with the second stiffening ribs 5 for enhancing the supporting capability of the web 3 to the capping beam, and in this embodiment, preferably, a plurality of second stiffening ribs 5 are arranged on the outer side surfaces of two webs 3 at regular intervals, which is better than the structure in this embodiment in which the second stiffening ribs 5 are arranged between two webs 3 for supporting the capping beam.
The first stiffening ribs 4 comprise upper first stiffening ribs 41 and lower first stiffening ribs 42, the upper first stiffening ribs 41 are arranged annularly along the clamping part, and the surface of the upper first stiffening ribs 41 is perpendicular to the top plate 1 and faces the axis of the original pier stud 10;
the lower first stiffening rib 42 is arranged along the steel hoop 2 in the circumferential direction, and the plate surface of the lower first stiffening rib 42 is perpendicular to the top plate 1 and faces the axis of the original pier stud 10. In this embodiment, a plurality of first stiffening ribs 41 are arranged at equal intervals along the circumferential direction of the clamping portion, and a plurality of first stiffening ribs 42 are arranged along the circumferential direction of the steel ferrule 2, and the upper first stiffening ribs 41 and the lower first stiffening ribs 42 are vertically aligned at intervals on the top plate 1, so that the cover beam is supported by the aligned structural form.
A bottom plate 6 is arranged at the bottom of the web plate 3. The bottom plate 6 in this embodiment is used for enhancing the stability of the structure, so that the capping beam is more stable and the supporting capability is stronger.
Example 2:
as shown in fig. 3 or 4, the construction method of the novel steel structure capping beam comprises the following construction steps:
the method comprises the following steps: building a construction platform, specifically comprising tamping the ground, building a scaffold and building a scaffold ladder step;
step two: installing the cover beam, specifically comprising the treatment of a contact platform, the arrangement of a lifting device, the lifting of the cover beam, the welding of the cover beam, the filling and the surface corrosion prevention;
step three: the method comprises the following steps of installing a base and a support, specifically pouring the base, arranging a temporary rigid support, installing the support and removing the temporary rigid support;
step four: and (5) dismantling the construction platform. The construction method is suitable for the novel steel structure bent cap, the two bent caps are lifted to the preset positions through the lifting device and then are aligned, the bent caps are welded after being aligned, the joint portion formed by the steel hoop 2 and the top plate 1 is convenient for positioning the bent caps in lifting, the two bent caps are connected in a welding mode, then pressure grouting is carried out on the gap between the original pier stud 10 and the steel hoop 2, and the filling material can be fully filled and compacted in the gap in the pressure grouting mode, so that the effect of connecting the bent caps and the original pier stud 10 is achieved.
In the first step, a scaffold structure is adopted to build a construction platform at the position of 1.6-2 m of the bottom of a box girder for construction conveniently, the ground at the position where a scaffold is built needs to be tamped before the scaffold is built, and a drainage slope is made to prevent water from accumulating at the bottom;
after the scaffold is erected, the scaffold is fixed with the original pier stud 10 so as to ensure the stability of the scaffold;
the step is arranged on the erected scaffold, so that the construction personnel can conveniently go up and down and transport raw materials. Because the construction of the bent cap is high-altitude accident operation, a high-altitude construction platform is built by adopting the scaffold, and meanwhile, the construction platform built by the scaffold can ensure long-time stability and meet the characteristic of long construction time of the bent cap; meanwhile, the ground at the erection position of the scaffold is tamped, the drainage slope is arranged and the scaffold is fixed with the original pier stud 10 so as to enhance the safety of a construction platform erected by the scaffold; wherein, for the tamping of the bottom surface, a layer of ballast with the thickness of 100mm can be paved on the ground or a layer of template can be paved after the ground is leveled; the method adopts a door type scaffold with better structural stability, and the setting sequence is as follows: preparing a foundation, placing a base plate, placing a base, erecting a portal frame, installing a cross rod and installing a scaffold board, and continuously erecting a scaffold to a preset position by repeating the procedures of erecting the portal frame, installing the cross rod and installing the scaffold board; the erection of the ladder step scaffold comprises the steps of firstly inserting two door frames on an end point base, immediately installing a cross rod for fixing, locking plates, then erecting the later door frames, and immediately installing the cross rod and the locking plates when one group is erected; and in order to ensure the stability of the scaffold, the outer side of each layer of the door-type scaffold and the original pier stud 10 are locked by steel pipes.
And step two, processing the contact platform: before installing the capping beam, cleaning, leveling and leaking a new concrete surface after treatment on the concrete surface of the contact part of the top of the original pier stud 10 and the capping beam; the treatment of the surface of the contact part in the construction method can enhance the contact between the concrete surface and the capping beam;
the arrangement of the hoisting device is as follows: arranging a plurality of hoisting devices 20 on the top of the original pier stud 10 for hoisting the bent cap; in the method, a construction platform is utilized, a temporary hoisting point is arranged at the top of a cylindrical pier 10, a hoisting device 20 is installed, three chain blocks of 5 tons are adopted as the hoisting device 20 in the method, and the three chain blocks are arranged in a triangle shape.
Hoisting the cover beam: after the two bent caps are lifted to the working height by using the lifting device 20, centering the two bent caps; the centering treatment in the method is specifically that after the two bent caps are lifted to the working height, the two bent caps are centered by adjusting the tensile force of the three lifting devices and assisting the manpower, so that the preparation is made for the welding work.
And (3) welding the cover beam: after the two bent caps are centered, welding the butt joint of the two bent caps on site;
filling: a gap of 2-3 cm is formed between the whole formed capping beam and the original pier stud after welding is finished, then the whole capping beam and the original pier stud are sealed by sealing glue, a grouting cavity is formed between the whole capping beam and the original pier stud, a grouting hole and an exhaust hole are reserved during sealing treatment, leakage detection is carried out on the grouting cavity after sealing treatment is finished, an adhesive is pressed into the grouting cavity in a pressure filling mode after the leakage detection reaches the standard, pressurization is stopped after the adhesive appears in the exhaust hole, the exhaust hole is blocked by the sealing glue, and pressure filling is continued until the adhesive completely fills the grouting cavity after the blocking is finished; in the method, the pressure is not less than 0.1MPa for ensuring the pressurizing and filling effect, and the lower pressure is adopted for continuously filling for more than 10 minutes after the vent hole is blocked.
Surface corrosion prevention: and after the bent cap is installed, performing anticorrosive treatment on the outer surface of the bent cap. The surface of the bent cap is inevitably damaged in the construction process, so finish paint is coated on the whole structure surface of the bent cap, and the steel structure and the anticorrosive coating thereof need to be regularly checked and maintained to ensure the safety and durability of the structure.
Pouring the cushion stone in the third step: pouring a support base stone on the bent cap, wherein a support base mounting part for mounting the support base is pre-embedded during pouring, and a space for normal shearing deformation of the support base is reserved during pouring of the base stone;
setting of temporary rigid support: temporary rigid supports are arranged in the transverse bridge direction of the box girder to prevent the box girder from rotating;
mounting a support: after the support is installed, chiseling and cleaning the bottom of the box girder at the position opposite to the support, then installing a beam bottom leveling block and sealing a mould, and then pouring non-shrinkage epoxy resin mortar into the sealing mould to ensure that a new support is tightly attached to the beam bottom leveling block and the cushion stone, but the box girder is not jacked and the stress state of the original support is not changed;
dismantling of temporary rigid supports: and after the strength of the epoxy resin mortar reaches the standard, the temporary rigid support can be dismounted.
The above-mentioned embodiments are intended to illustrate the objects, technical solutions and advantages of the present invention in further detail, and it should be understood that the above-mentioned embodiments are merely exemplary embodiments of the present invention, and are not intended to limit the scope of the present invention, and any modifications, equivalent substitutions, improvements and the like made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (10)
1. The novel steel structure bent cap is characterized by comprising a steel ferrule, a top plate and a web plate, wherein the top plate is connected with one end of the steel ferrule, and the web plate is simultaneously connected with the steel ferrule and the top plate;
the steel hoop further comprises a first stiffening rib for enhancing the connection strength between the steel hoop and the top plate and a web reinforcing rib for enhancing the connection strength between the top plate and the web.
2. The novel steel structure bent cap of claim 1, wherein the steel hoops are vertically connected to the top plate, and the inner sides of the steel hoops and the bottom of the top plate form clamping parts for clamping original piers.
3. The novel steel structure bent cap of claim 1, wherein the number of the webs is two, the two webs are arranged in parallel between the top plate and the steel ferrules, one side of the web is connected with the steel ferrules, and the side of the web adjacent to the steel ferrules is connected with the top plate.
4. The novel steel structural capping beam of claim 1, wherein the second stiffening rib is connected to both the top plate and the web, and the second stiffening rib is perpendicular to both the top plate and the web.
5. The novel steel structure capping beam as claimed in claim 1, wherein the first stiffening ribs comprise an upper first stiffening rib and a lower first stiffening rib, the upper first stiffening rib is arranged annularly along the clamping portion, and the surface of the upper first stiffening rib is perpendicular to the top plate and faces to the axis of the original pier stud;
the lower first stiffening rib is arranged along the steel hoop in the circumferential direction, and the surface of the lower first stiffening rib is perpendicular to the top plate and faces to the axis of the original pier stud.
6. The novel steel structural capping beam of claim 1, wherein the web bottom is provided with a bottom plate.
7. The construction method of the novel steel structure capping beam is characterized by comprising the following construction steps of:
the method comprises the following steps: building a construction platform, specifically comprising tamping the ground, building a scaffold and building a scaffold ladder step;
step two: installing the cover beam, specifically comprising the treatment of a contact platform, the arrangement of a lifting device, the lifting of the cover beam, the welding of the cover beam, the filling and the surface corrosion prevention;
step three: the method comprises the following steps of installing a base and a support, specifically pouring the base, arranging a temporary rigid support, installing the support and removing the temporary rigid support;
step four: and (5) dismantling the construction platform.
8. The construction method of the novel steel structure bent cap as claimed in claim 7, wherein in the first step, a scaffold structure is adopted to build a construction platform at a position 1.6-2 m away from the bottom of the box girder for convenient construction, the ground at the position where the scaffold is built needs to be tamped before the scaffold is built, and meanwhile, a drainage slope is made to prevent water from accumulating at the bottom;
after the scaffold is erected, the scaffold and the original pier stud are fixed to ensure the stability of the scaffold;
the step is arranged on the erected scaffold, so that the construction personnel can conveniently go up and down and transport raw materials.
9. The construction method of the novel steel structure capping beam as claimed in claim 7, wherein the contact platform is processed in the second step: before the capping beam is installed, cleaning, leveling and leaking a new concrete surface after treatment on a concrete surface of a contact part between the top of the original pier stud and the capping beam;
the arrangement of the hoisting device is as follows: arranging a plurality of hoisting devices at the top of the original pier stud for hoisting the capping beam;
hoisting the cover beam: hoisting the two bent caps to a working height by using a hoisting device, and then carrying out centering treatment on the two bent caps;
and (3) welding the cover beam: after the two bent caps are centered, welding the butt joint of the two bent caps on site;
filling: a gap of 2-3 cm is formed between the whole formed capping beam and the original pier stud after welding is finished, then the whole capping beam and the original pier stud are sealed by sealing glue, a grouting cavity is formed between the whole capping beam and the original pier stud, a grouting hole and an exhaust hole are reserved during sealing treatment, leakage detection is carried out on the grouting cavity after sealing treatment is finished, an adhesive is pressed into the grouting cavity in a pressure filling mode after the leakage detection reaches the standard, pressurization is stopped after the adhesive appears in the exhaust hole, the exhaust hole is blocked by the sealing glue, and pressure filling is continued until the adhesive completely fills the grouting cavity after the blocking is finished;
surface corrosion prevention: and after the bent cap is installed, performing anticorrosive treatment on the outer surface of the bent cap.
10. The construction method of the novel steel structure capping beam as claimed in claim 7, wherein the step three is pouring the bolster: pouring a support base stone on the bent cap, wherein a support base mounting part for mounting the support base is pre-embedded during pouring, and a space for normal shearing deformation of the support base is reserved during pouring of the base stone;
setting of temporary rigid support: temporary rigid supports are arranged in the transverse bridge direction of the box girder to prevent the box girder from rotating;
mounting a support: after the support is installed, chiseling and cleaning the bottom of the box girder at the position opposite to the support, then installing a beam bottom leveling block and sealing a mould, and then pouring non-shrinkage epoxy resin mortar into the sealing mould to ensure that a new support is tightly attached to the beam bottom leveling block and the cushion stone, but the box girder is not jacked and the stress state of the original support is not changed;
dismantling of temporary rigid supports: and after the strength of the epoxy resin mortar reaches the standard, the temporary rigid support can be dismounted.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113846578A (en) * | 2021-10-29 | 2021-12-28 | 广州市第二市政工程有限公司 | Support bent cap reinforced damaged bracket structure of cantilever bridge and construction method thereof |
| CN114908687A (en) * | 2022-05-16 | 2022-08-16 | 中国十七冶集团有限公司 | Cylindrical pier top suspension support member |
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