CN113062197B - Assembly type stiffening large cantilever corrugated steel web PC combined box girder and construction method thereof - Google Patents
Assembly type stiffening large cantilever corrugated steel web PC combined box girder and construction method thereof Download PDFInfo
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- CN113062197B CN113062197B CN202110346442.1A CN202110346442A CN113062197B CN 113062197 B CN113062197 B CN 113062197B CN 202110346442 A CN202110346442 A CN 202110346442A CN 113062197 B CN113062197 B CN 113062197B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 357
- 239000010959 steel Substances 0.000 title claims abstract description 357
- 238000010276 construction Methods 0.000 title claims abstract description 36
- 239000004567 concrete Substances 0.000 claims abstract description 36
- 238000001727 in vivo Methods 0.000 claims abstract description 9
- 238000000338 in vitro Methods 0.000 claims abstract description 4
- 239000002131 composite material Substances 0.000 claims description 9
- 210000002435 tendon Anatomy 0.000 claims description 9
- 230000002787 reinforcement Effects 0.000 claims description 8
- 230000000149 penetrating effect Effects 0.000 claims description 6
- 238000010008 shearing Methods 0.000 claims description 4
- 239000011372 high-strength concrete Substances 0.000 claims description 3
- 238000000034 method Methods 0.000 claims description 3
- 230000008859 change Effects 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 7
- 230000037303 wrinkles Effects 0.000 abstract description 5
- 238000003466 welding Methods 0.000 description 5
- 238000005336 cracking Methods 0.000 description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
- 230000008901 benefit Effects 0.000 description 3
- 238000005266 casting Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000000926 separation method Methods 0.000 description 2
- 208000010392 Bone Fractures Diseases 0.000 description 1
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- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
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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
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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
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for 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
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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
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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
- E01D2101/30—Metal
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Abstract
The invention discloses an assembled stiffened large cantilever corrugated steel web PC combined box girder and a construction method thereof. The combined box girder consists of a corrugated steel web longitudinal beam, a corrugated steel rib cantilever beam, a prefabricated top plate, a prefabricated bottom plate, an upper supporting plate, a lower supporting plate, a transverse support, a top plate joint, a bottom plate joint, reserved hole post-cast concrete, transverse in-vivo prestressed steel bars and longitudinal in-vitro prestressed steel bars. The corrugated steel web longitudinal beam comprises a double-layer corrugated steel web, a web upper steel wing plate, a web lower steel wing plate and a longitudinal nail group. The corrugated steel rib plate cantilever beam comprises a double-layer corrugated steel rib plate, a rib plate upper steel wing plate, a rib plate lower steel wing plate and a transverse nail group. The double-layer corrugated steel web plate and the double-layer corrugated steel rib plate are only connected with the steel wing plate through bolts at the straight plate section, so that the wrinkle effect can be fully exerted, and the prestress application efficiency is improved; the corrugated steel rib plate cantilever beam can obviously reduce the stress level of the root part of the cantilever and improve the upper limit of the length of the cantilever; the construction method of the prefabricated assembly not only ensures the construction quality, but also greatly shortens the construction period.
Description
Technical Field
The invention mainly relates to the field of bridge engineering and composite structure design, in particular to an assembled stiffening large cantilever corrugated steel web PC combined box girder and a construction method thereof.
Background
At present, the steel-concrete composite structure is widely applied to bridge construction in China. The corrugated steel web PC combined box girder has the advantages of light dead weight, attractive appearance, high construction speed and the like as a novel steel-concrete combined structure form, and can improve the prestress efficiency and eliminate the web cracking disease common in the traditional PC box girder. But the existing corrugated steel web PC combined box girder has the following defects: the corrugated steel web is connected with the steel wing plate by the through long welding seam along the span direction, so that the full play of the corrugated steel plate fold effect is limited, and the prestress application efficiency is reduced; due to the use of the corrugated steel web, the torsion resistance and the distortion resistance of a beam body are weaker, so that the beam width generally cannot meet the requirement of large traffic; the construction comprises a large amount of welding, erection of a bracket and a template, binding of reinforcing steel bars, casting of concrete and the like, and the construction quality is difficult to ensure. Therefore, the corrugated steel web PC combined box girder which fully exerts the corrugated steel plate folding effect, is suitable for large traffic volume and is rapid and simple to construct is urgently needed to be developed.
Disclosure of Invention
The invention aims to provide an assembled stiffened large cantilever corrugated steel web PC combined box girder and a construction method thereof, aiming at the problems that the existing corrugated steel web box girder does not fully utilize the wrinkle effect, is not suitable for large traffic, has large workload of on-site stud welding and concrete pouring, has long construction period and the like. The defects of the existing corrugated steel web box girder are overcome by improving the connection mode of the corrugated steel plate and the steel wing plate, enhancing the rigidity of the cantilever plate, improving the proportion of prefabricated components and adjusting the construction process.
The purpose of the invention is realized by the following technical scheme: an assembled stiffening large cantilever corrugated steel web PC combined box girder comprises corrugated steel web longitudinal beams, corrugated steel rib plate cantilever beams, a prefabricated top plate, a prefabricated bottom plate, an upper supporting plate, a lower supporting plate, a transverse support, a top plate joint, a bottom plate joint, reserved holes, post-cast concrete, transverse in-vivo prestressed steel bars and longitudinal in-vitro prestressed steel bars;
the corrugated steel web longitudinal beam consists of a double-layer corrugated steel web, a web upper steel wing plate, a web lower steel wing plate and a longitudinal nail group; the web plate upper steel wing plate and the web plate lower steel wing plate are only connected with the straight plate section of the double-layer corrugated steel web plate through the T-shaped steel connecting piece by passing through the screw holes by bolts; the web upper steel wing plate and the web lower steel wing plate are arranged in a longitudinally disconnected mode, and the disconnected positions are consistent with the position of the longitudinal joint of the double-layer corrugated steel web; longitudinal nail groups are arranged on the web plate upper steel wing plate and the web plate lower steel wing plate at intervals;
the cantilever beam with the corrugated steel rib plates consists of double-layer corrugated steel rib plates, upper steel wing plates of the rib plates, lower steel wing plates of the rib plates and transverse nail groups; the double-layer corrugated steel rib plate is designed by adopting height change; the rib plate upper steel wing plate and the rib plate lower steel wing plate are fixedly connected with the straight plate section of the double-layer corrugated steel rib plate only through a T-shaped steel connecting piece by bolts penetrating through screw holes; transverse nail groups are arranged on the rib plate upper steel wing plate and the rib plate lower steel wing plate at intervals;
the prefabricated top plate and the prefabricated bottom plate are respectively made of prefabricated concrete plates with joint steel bars extending out of the top plate joint and the bottom plate joint; the prefabricated top plate is provided with a top plate longitudinal preformed hole and a top plate transverse preformed hole, and the prefabricated bottom plate is provided with a bottom plate longitudinal preformed hole; the prefabricated top plate is sleeved on the longitudinal nail group and the transverse nail group by utilizing a top plate longitudinal preformed hole and a top plate transverse preformed hole, the prefabricated bottom plate is sleeved on the longitudinal nail group by utilizing a bottom plate longitudinal preformed hole and is respectively positioned and installed on the upper surfaces of the web plate upper steel wing plate and the web plate lower steel wing plate; pouring concrete through the reserved holes to connect the prefabricated top plate and the prefabricated bottom plate with the corrugated steel web longitudinal beams and the corrugated steel rib cantilever beams into a whole;
the upper supporting plate and the lower supporting plate are respectively connected with the web plate upper steel wing plate and the web plate lower steel wing plate through bolts, and the widths of the upper supporting plate and the lower supporting plate are respectively slightly larger than the top plate seam and the bottom plate seam; the transverse support is connected with the upper supporting plate and the web plate lower steel wing plate through bolts;
the transverse in-vivo prestressed steel bars are only installed at the seams of the top plate and anchored by flat anchors; and longitudinal external prestressed reinforcements are arranged in the cavity of the box girder.
Furthermore, the double-layer corrugated steel web plate and the double-layer corrugated steel rib plate are formed by mutually and correspondingly connecting wave crests, wave troughs and wave troughs of two corrugated steel plates; the double-layer corrugated steel web plate can adopt a 1600-type corrugated steel plate, and the double-layer corrugated steel rib plate can adopt a 1000-type corrugated steel plate; the thickness of the double-layer corrugated steel web plate and the thickness of the corrugated steel plate in the double-layer corrugated steel rib plate are selected according to the shear stress level in the plate.
Furthermore, the double-layer corrugated steel rib plate, the upper steel wing plate of the rib plate and the lower steel wing plate of the corrugated steel rib plate cantilever beam are all connected with the corrugated steel web longitudinal beam through bolts; the length of the double-layer corrugated steel rib plate is 4-8m, and the longitudinal distance is 2-4 m.
Furthermore, the thickness of the web plate upper steel wing plate, the web plate lower steel wing plate, the rib plate upper steel wing plate and the rib plate lower steel wing plate is not less than 16mm, and the width of the web plate upper steel wing plate and the rib plate lower steel wing plate is ensured to be not less than 25mm from the edge of the steel wing plate.
Furthermore, the longitudinal distance between the longitudinal nail groups is 1-2m, the transverse distance between the transverse nail groups is 0.5-2m, and the thread bolt nail distance inside the longitudinal nail groups and the transverse nail groups is 50-150 mm.
Further, the longitudinal nail group and the transverse nail group adopt large-diameter threaded studs, and the diameter of 22mm can be adopted generally; the height of the threaded studs is determined according to the thicknesses of the prefabricated top plate and the prefabricated bottom plate, and the number of the threaded studs is determined according to the required shear-resistant connection degree; the threaded stud is fixed on the steel plate by a stud screw and a stud nut.
Further, the length of the prefabricated top plate and the prefabricated bottom plate is 5-10m, and the thickness of the prefabricated top plate and the prefabricated bottom plate is 25-30 cm; the sizes of the transverse reserved holes of the top plate, the longitudinal reserved holes of the top plate and the longitudinal reserved holes of the bottom plate are determined according to the arrangement of transverse group nails and longitudinal nail groups; the shape of the transverse preformed hole of the top plate, the longitudinal preformed hole of the top plate and the longitudinal preformed hole of the bottom plate is a reversed frustum pyramid with a big top and a small bottom.
Furthermore, the width of the top plate joint and the bottom plate joint is 0.4-0.6m, and the thickness of the top plate joint and the bottom plate joint is respectively the same as that of the prefabricated top plate and the prefabricated bottom plate; and the precast top plate, the precast bottom plate, the top plate joint, the bottom plate joint and the post-cast concrete of the prepared hole all adopt light high-strength concrete.
Further, the transverse in-vivo prestressed steel bar is composed of a plurality of steel strands; the longitudinal external prestressed reinforcement consists of a plurality of steel strands, and the section area and the tensile stress of the longitudinal external prestressed reinforcement are determined according to the structure constant load and live load; wherein, the standard value of the tensile strength of the steel strand is not less than 1860 MPa.
A construction method of an assembled stiffened large cantilever corrugated steel web PC combined box girder comprises the following steps:
(1) and installing a simple movable construction support between adjacent bridge pier platforms, and conveying all prefabricated construction parts to the bridge site.
(2) And (3) a stud screw penetrates through a reserved stud hole and is fixed on the upper surfaces of the web plate upper steel wing plate, the web plate lower steel wing plate, the rib plate upper steel wing plate, the upper support plate and the lower support plate through stud nuts to form a longitudinal stud group, a transverse stud group and a distributed thread stud.
(3) The two corrugated steel plates are spliced to form a double-layer corrugated steel web, and the bolts penetrate through the screw holes to fixedly connect the straight plate section of the double-layer corrugated steel web with the upper steel wing plate of the web and the lower steel wing plate of the web through the T-shaped steel connecting piece to form the corrugated steel web longitudinal beam.
(4) The two variable-height corrugated steel plates are spliced to form a double-layer corrugated steel rib plate, and a bolt penetrates through a screw hole to fixedly connect a straight plate section of the double-layer corrugated steel rib plate with an upper steel wing plate of the rib plate and a lower steel wing plate of the rib plate through a T-shaped steel connecting piece to form the corrugated steel rib plate cantilever beam.
(5) Two corrugated steel web longitudinal beams are hung on the simple movable construction support and are positioned, and a plurality of upper supporting plates, lower supporting plates and transverse supports are arranged between the two corrugated steel web longitudinal beams.
(6) And a plurality of corrugated steel rib cantilever beams are hung on the simple movable construction support, and bolts penetrate through the screw holes to fixedly connect the corrugated steel rib cantilever beams with the corrugated steel web longitudinal beams.
(7) And hoisting a plurality of prefabricated bottom plates to the upper surface of the steel wing plate under the web plate, and ensuring that the longitudinal nail group is sleeved in the longitudinal preformed hole of the bottom plate.
(8) And pouring concrete at the longitudinal preformed hole of the bottom plate and the seam of the bottom plate.
(9) And hoisting a plurality of prefabricated top plates to the upper surface of the steel wing plate on the web plate, so that the longitudinal nail group and the transverse nail group are respectively sleeved in the longitudinal preformed hole of the top plate and the transverse preformed hole of the top plate.
(10) And installing and tensioning the transverse internal prestressed tendons at the seams of the top plate.
(11) Concrete is poured at the longitudinal preformed hole of the top plate, the transverse preformed hole of the top plate and the joint of the top plate, when the concrete strength of the joint of the top plate reaches 90% of the design strength, the transverse internal prestressed tendons can be released.
(12) And installing and tensioning the longitudinal external prestressed tendons, and then paving the bridge deck and constructing the auxiliary facilities.
The invention has the following beneficial effects:
1. the double-layer corrugated steel web plate and the double-layer corrugated steel rib plate are only connected with the steel wing plate through bolts at the straight plate section of the corrugated steel plate, so that the wrinkle effect of the corrugated steel plate can be fully exerted, and the application efficiency of prestress is improved.
2. The corrugated steel rib plate cantilever beam is introduced, so that the self weight is reduced, the transverse rigidity of the beam body is enhanced, the stress level of the root part of the cantilever is obviously reduced, and the length of the cantilever can be increased to meet the requirement of large traffic volume.
3. The corrugated steel web and the corrugated steel rib plates are obtained by splicing double-layer corrugated steel plates, so that the cooperative working capacity of the double-layer corrugated steel plates is improved, and the shearing resistance and the buckling resistance of the structure are greatly enhanced.
4. The bottom plate is arranged under the web plate on the steel wing plate, the latter can be used as a permanent template for the installation of the former, the nail group connecting area between the two has simple structure and reasonable stress, the concrete pouring space of the preformed hole is large, and the construction quality is easy to ensure.
5. The steel wing plate under the web plate is positioned below the bottom plate, so that the hidden danger of bottom plate separation is eliminated, the advantage of good tensile property of steel can be fully exerted, and the early cracking of the concrete of the bottom plate is prevented, thereby improving the bearing capacity, rigidity and durability of the structure.
6. The transverse prestressed steel bars are tensioned in the top plate joint, so that the design thickness of the top plate can be obviously reduced, the compressive stress reserve of concrete is increased, and the risk of concrete cracking is reduced.
7. The upper supporting plate, the lower supporting plate and the transverse support are adopted to connect the two corrugated steel web longitudinal beams, so that the construction stability is improved, the torsion resistance and distortion resistance of the finished structure are greatly enhanced, a bearing structure and a permanent template for top plate and bottom plate construction can be formed, the erection and dismantling work of the support template is reduced, and the influence on traffic under a bridge is avoided.
8. By improving the proportion of prefabricated components and designing the nail group-preformed hole structure, the workload of mounting and dismounting the support template, binding the reinforcing steel bars and pouring and maintaining concrete is reduced, stud welding work is avoided, and the construction period is greatly shortened. In addition, the prefabricated components can be produced in a factory in a standardized manner, so that the quality can be guaranteed, the cost can be saved, and the transportation is convenient.
Drawings
FIG. 1 is a perspective view of the present invention;
FIG. 2 is an elevational view of the present invention;
FIG. 3 is a cross-sectional view of I-I, II-II of the present invention;
FIG. 4 is an assembly view of a corrugated steel web stringer;
FIG. 5 is an assembly view of a corrugated steel rib cantilever beam;
FIG. 6 is a partial detail view of a connection portion of a corrugated steel web longitudinal beam;
FIG. 7 is a drawing of the main steps of the present invention;
in the figure, 1-corrugated steel web longitudinal beam, 1-double-layer corrugated steel web, 1-2-web upper steel wing plate, 1-3-web lower steel wing plate, 1-4-longitudinal nail group, 2-corrugated steel rib plate cantilever beam, 2-1-double-layer corrugated steel rib plate, 2-rib upper steel wing plate, 2-3-rib plate lower steel wing plate, 2-4-transverse nail group, 3-prefabricated top plate, 3-1-top plate longitudinal reserved hole, 3-2-top plate transverse reserved hole, 4-prefabricated bottom plate, 4-1-bottom plate longitudinal reserved hole, 5-upper supporting plate, 6-lower supporting plate, 7-transverse support, 8-top plate joint, 9-bottom plate joint, 10-reserved hole post-cast concrete, 11-transverse in-body prestressed steel bar, 12-longitudinal prestressed steel bar, 13-threaded nail, 13-threaded bolt, 13-1-bolt screw, 13-2-bolt nut, 14-1-bolt screw, 14-2-bolt nut and 15-T-shaped steel connecting piece.
Detailed Description
The invention is further described with reference to the following figures and specific embodiments.
As shown in fig. 1, fig. 2 and fig. 3, the assembled stiffened large cantilever corrugated steel web PC combined box girder provided by the present invention comprises a corrugated steel web longitudinal beam 1, a corrugated steel rib cantilever beam 2, a prefabricated top plate 3, a prefabricated bottom plate 4, an upper supporting plate 5, a lower supporting plate 6, a transverse support 7, a top plate joint 8, a bottom plate joint 9, a preformed hole post-cast concrete 10, a transverse in-vivo prestressed steel bar 11, and a longitudinal in-vitro prestressed steel bar 12.
As shown in fig. 4 and 6, the corrugated steel web longitudinal beam 1 consists of a double-layer corrugated steel web 1-1, a web upper steel wing plate 1-2, a web lower steel wing plate 1-3 and a longitudinal nail group 1-4; the web plate upper steel wing plate 1-2 and the web plate lower steel wing plate 1-3 are only connected with the straight plate section of the double-layer corrugated steel web plate 1-1 through a T-shaped steel connecting piece 15 by penetrating through screw holes by bolts; the web plate upper steel wing plate 1-2 and the web plate lower steel wing plate 1-3 are preferably arranged along the longitudinal direction in a disconnected mode, and the disconnected positions are preferably consistent with the position of a longitudinal joint of the double-layer corrugated steel web plate 1-1; longitudinal nail groups 1-4 are arranged on the web plate upper steel wing plate 1-2 and the web plate lower steel wing plate 1-3 at intervals. The double-layer corrugated steel web plate 1-1 is only connected with the upper web plate steel wing plate 1-2 and the lower web plate steel wing plate 1-3 at the straight plate section of the corrugated steel plate, so that the wrinkle effect of the corrugated steel plate can be fully exerted, and the application efficiency of prestress is improved.
As shown in fig. 5, the corrugated steel rib cantilever beam 2 is composed of a double-layer corrugated steel rib 2-1, a rib upper steel wing plate 2-2, a rib lower steel wing plate 2-3 and a transverse nail group 2-4; the upper steel wing plate 2-2 and the lower steel wing plate 2-3 of the rib plate are fixedly connected with the straight plate section of the double-layer corrugated steel rib plate 2-1 only by bolts penetrating through screw holes through T-shaped steel connecting pieces 15; transverse nail groups 2-4 are arranged on the rib plate upper steel wing plate 2-2 and the rib plate lower steel wing plate 2-3 at intervals; the double-layer corrugated steel rib plate 2-1, the upper steel wing plate 2-2 and the lower steel wing plate 2-3 of the corrugated steel rib plate cantilever beam 2 are all connected with the corrugated steel web longitudinal beam 1 through bolts. The double-layer corrugated steel rib plate 2-1 is connected with the upper steel wing plate 2-2 of the rib plate and the lower steel wing plate 2-3 of the rib plate only at the straight plate section of the corrugated steel plate, so that the wrinkle effect of the corrugated steel plate can be fully exerted, and the prestress application efficiency is further improved. In addition, when the corrugated steel rib plate cantilever beam 2 reduces the dead weight, the transverse rigidity of the beam body is enhanced, the stress level of the root part of the cantilever is obviously reduced, and the length of the cantilever can be increased to meet the requirement of large traffic.
The double-layer corrugated steel rib plates 2-1 are designed to be variable in height, the length is 4-8m, and the longitudinal distance is 2-4 m.
As shown in fig. 4 and 5, the double-layer corrugated steel web 1-1 and the double-layer corrugated steel rib plate 2-1 are formed by connecting two corrugated steel plate peaks, valleys and valleys correspondingly; wherein, the double-layer corrugated steel web plate 1-1 can adopt a 1600-type corrugated steel plate, and the double-layer corrugated steel rib plate 2-1 can adopt a 1000-type corrugated steel plate; the thickness of the corrugated steel plate in the double-layer corrugated steel web plate 1-1 and the double-layer corrugated steel rib plate 2-1 is selected according to the shear stress level in the plate. The double-layer corrugated steel web plate 1-1 and the double-layer corrugated steel rib plate 1-2 are obtained by splicing double-layer corrugated steel plates, so that the cooperative working capacity of the double-layer corrugated steel plates is improved, and the shearing resistance and the buckling resistance of the structure are greatly enhanced.
The thickness of the web plate upper steel wing plate 1-2, the web plate lower steel wing plate 1-3, the rib plate upper steel wing plate 2-2 and the rib plate lower steel wing plate 2-3 is not less than 16mm, and the width of the rib plate upper steel wing plate 2-2 and the rib plate lower steel wing plate is ensured to be not less than 25mm from the edge of the steel wing plate by the outermost threaded stud 13.
The longitudinal distance between the longitudinal nail groups 1-4 is 1-2m, the transverse distance between the transverse nail groups 2-4 is 0.5-2m, and the distance between the threaded studs 13 in the longitudinal nail groups 1-4 and the transverse nail groups 2-4 is 50-150 mm.
The longitudinal nail groups 1-4 and the transverse nail groups 2-4 adopt large-diameter threaded studs 13, and the diameter of the large-diameter threaded studs can be 22mm generally; the height of the threaded studs 13 is determined according to the thicknesses of the prefabricated top plate 3 and the prefabricated bottom plate 4, and the number of the threaded studs 13 is determined according to the required shearing resistance connection degree; the threaded stud 13 is fixed on the steel plate by means of a stud screw 13-1 and a stud nut 13-2.
As shown in fig. 1 and 2, the precast top plate 3 and the precast bottom plate 4 are precast concrete plates with joint steel bars extending towards a top plate joint 8 and a bottom plate joint 9 respectively, the length is 5-10m, and the thickness is 25-30 cm; the prefabricated top plate 3 is provided with a top plate longitudinal preformed hole 3-1 and a top plate transverse preformed hole 3-2, and the prefabricated bottom plate 4 is only provided with a bottom plate longitudinal preformed hole 4-1; the sizes of the transverse reserved holes 3-2 of the top plate, the longitudinal reserved holes 3-1 of the top plate and the longitudinal reserved holes 4-1 of the bottom plate are determined according to the arrangement of the transverse group nails 2-4 and the longitudinal group nails 1-4; the transverse reserved holes 3-2 of the top plate, the longitudinal reserved holes 3-1 of the top plate and the longitudinal reserved holes 4-1 of the bottom plate are inverted-prismatic tables with large upper parts and small lower parts.
The prefabricated top plate 3 is sleeved on the longitudinal nail groups 1-4 and the transverse nail groups 2-4 by utilizing a top plate longitudinal preformed hole 3-1 and a top plate transverse preformed hole 3-2, the prefabricated bottom plate 4 is sleeved on the longitudinal nail groups 1-4 by utilizing a bottom plate longitudinal preformed hole 4-1, and the prefabricated bottom plate is respectively positioned and installed on the upper surfaces of the web plate upper steel wing plate 1-2 and the web plate lower steel wing plate 1-3; and (3) casting concrete 10 through a preformed hole to connect the prefabricated top plate 3 and the prefabricated bottom plate 4 with the corrugated steel web longitudinal beam 1 and the corrugated steel rib plate cantilever beam 2 into a whole. The prefabricated bottom plate 4 is arranged on the lower steel wing plate 1-3 of the web plate, the latter can be used as a permanent template for mounting the prefabricated bottom plate, the nail group connecting area between the prefabricated bottom plate and the web plate is simple in structure and reasonable in stress, the reserved hole concrete pouring space is large, and the construction quality is easy to guarantee. Meanwhile, the steel wing plates 1-3 under the web plate are positioned below the prefabricated bottom plate 4, so that the hidden danger of bottom plate separation is eliminated, the advantage of good tensile property of steel can be fully exerted, and the early cracking of the concrete of the bottom plate is prevented, so that the bearing capacity, rigidity and durability of the structure are improved.
The width of the top plate joint 8 and the bottom plate joint 9 is 0.4-0.6m, and the thickness of the top plate joint and the bottom plate joint is respectively the same as that of the prefabricated top plate 3 and the prefabricated bottom plate 4. The prefabricated top plate 3, the prefabricated bottom plate 4, the top plate joint 8, the bottom plate joint 9 and the prepared hole post-cast concrete 10 are all made of light high-strength concrete.
The upper supporting plate 5 and the lower supporting plate 6 are respectively connected with the web plate upper steel wing plate 1-2 and the web plate lower steel wing plate 1-3 through bolts, and the widths of the upper supporting plate and the lower supporting plate are respectively slightly larger than a top plate joint 8 and a bottom plate joint 9; wherein, the upper surfaces of the upper supporting plate 5 and the lower supporting plate 6 are provided with distributed screw bolts 13; the transverse support 7 is connected with the upper supporting plate 5 and the web plate lower steel wing plate 1-3 through bolts.
The transverse in-vivo prestressed steel bar 11 consists of a plurality of steel strands, is only installed at the top plate joint 8 and is anchored through a flat anchor; the longitudinal external prestressed reinforcement 12 is composed of a plurality of strands of steel strands, and the section area and the tensile stress of the longitudinal external prestressed reinforcement are determined according to the structure dead load and live load; wherein, the standard value of the tensile strength of the steel strand is not less than 1860 MPa. Horizontal prestressing steel 11 of inside stretch-draw of roof seam 8 can show the design thickness that reduces the roof, increases concrete compressive stress deposit, reduces the concrete fracture risk.
As shown in fig. 4, 5 and 7, the construction method of the fabricated stiffened large cantilever corrugated steel web PC combined box girder provided by the invention comprises the following steps:
(1) installing a simple movable construction support between adjacent bridge pier platforms, and conveying all prefabricated construction parts to bridge sites;
(2) a stud screw 13-1 penetrates through a reserved stud hole and is fixed on the upper surfaces of a web plate upper steel wing plate 1-2, a web plate lower steel wing plate 1-3, a rib plate upper steel wing plate 2-2, an upper supporting plate 5 and a lower supporting plate 6 through a stud nut 13-2 to form a longitudinal stud group 1-4, a transverse stud group 2-4 and a distributed threaded stud 13;
(3) splicing the two corrugated steel plates to form a double-layer corrugated steel web plate 1-1, wherein a bolt penetrates through a screw hole and fixedly connects a straight plate section of the double-layer corrugated steel web plate 1-1 with an upper web plate steel wing plate 1-2 and a lower web plate steel wing plate 1-3 through a T-shaped steel connecting piece 15 to form a corrugated steel web plate longitudinal beam 1;
(4) splicing the two variable-height corrugated steel plates to form a double-layer corrugated steel rib plate 2-1, wherein a bolt penetrates through a screw hole to fixedly connect a straight plate section of the double-layer corrugated steel rib plate 2-1 with an upper rib plate 2-2 and a lower rib plate 2-3 through a T-shaped steel connecting piece 15 to form a corrugated steel rib plate cantilever beam 2;
(5) two corrugated steel web longitudinal beams 1 are hung on a simple movable construction support and are positioned, and a plurality of upper supporting plates 5, lower supporting plates 6 and transverse supports 7 are arranged between the two corrugated steel web longitudinal beams 1;
(6) a plurality of corrugated steel rib cantilever beams 2 are hung on the simple movable construction support, and bolts penetrate through screw holes to fixedly connect the corrugated steel rib cantilever beams 2 with the corrugated steel web longitudinal beams 1;
(7) hoisting a plurality of prefabricated base plates 4 to the upper surfaces of the lower steel wing plates 1-3 of the web plates, and ensuring that the longitudinal nail groups 1-4 are sleeved in longitudinal preformed holes 4-1 of the base plates;
(8) pouring concrete at the longitudinal preformed hole 4-1 and the seam 9 of the bottom plate;
(9) hoisting a plurality of prefabricated top plates 3 to the upper surfaces of steel wing plates 1-2 on the web plates, and respectively sleeving longitudinal nail groups 1-4 and transverse nail groups 2-4 in longitudinal reserved holes 3-1 and transverse reserved holes 3-2 of the top plates;
(10) installing and tensioning a transverse internal prestressed tendon 11 at the top plate joint 8;
(11) pouring concrete at the top plate longitudinal preformed hole 3-1, the top plate transverse preformed hole 3-2 and the top plate joint 8, and releasing the transverse internal prestressed tendons 11 when the concrete strength at the top plate joint 8 reaches 90% of the design strength;
(12) and installing and tensioning the longitudinal external prestressed tendons 12, and then paving the bridge deck and constructing the accessory facilities.
According to the invention, the proportion of prefabricated components is improved, and a nail group-preformed hole structure is designed, so that the workload of mounting and dismounting the support template, binding the reinforcing steel bars and pouring and maintaining concrete is reduced, the stud welding work is avoided, and the construction period is greatly shortened. Meanwhile, the prefabricated components can be produced in a factory in a standardized manner, so that the quality can be guaranteed, the cost can be saved, and the transportation is convenient. In addition, the upper supporting plate 5, the lower supporting plate 6 and the transverse support 7 are adopted to connect the two corrugated steel web longitudinal beams 1, so that the construction stability is improved, the torsion resistance and distortion resistance of the finished structure are greatly enhanced, a bearing structure and a permanent template for top plate and bottom plate construction can be formed, the erection and dismantling work of the support template is reduced, and the influence on the traffic under the bridge is avoided.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. An assembled stiffened large cantilever corrugated steel web PC combined box girder is characterized by comprising a corrugated steel web longitudinal beam (1), a corrugated steel rib cantilever beam (2), a prefabricated top plate (3), a prefabricated bottom plate (4), an upper supporting plate (5), a lower supporting plate (6), a transverse support (7), a top plate seam (8), a bottom plate seam (9), reserved hole post-cast concrete (10), transverse in-vivo prestressed steel bars (11) and longitudinal in-vitro prestressed steel bars (12);
the corrugated steel web longitudinal beam (1) consists of a double-layer corrugated steel web (1-1), a web upper steel wing plate (1-2), a web lower steel wing plate (1-3) and a longitudinal nail group (1-4); the web plate upper steel wing plate (1-2) and the web plate lower steel wing plate (1-3) are only connected with a straight plate section of the double-layer corrugated steel web plate (1-1) through a T-shaped steel connecting piece (15) by penetrating through screw holes by bolts; the web plate upper steel wing plate (1-2) and the web plate lower steel wing plate (1-3) are arranged along the longitudinal direction in a disconnected mode, and the disconnected positions are consistent with the position of a longitudinal joint of the double-layer corrugated steel web plate (1-1); longitudinal nail groups (1-4) are arranged on the web plate upper steel wing plate (1-2) and the web plate lower steel wing plate (1-3) at intervals;
the corrugated steel rib plate cantilever beam (2) consists of a double-layer corrugated steel rib plate (2-1), a rib plate upper steel wing plate (2-2), a rib plate lower steel wing plate (2-3) and a transverse nail group (2-4); the double-layer corrugated steel rib plate (2-1) is designed by adopting height change; the rib plate upper steel wing plate (2-2) and the rib plate lower steel wing plate (2-3) are fixedly connected with the straight plate section of the double-layer corrugated steel rib plate (2-1) only through a T-shaped steel connecting piece (15) by bolts penetrating through screw holes; transverse nail groups (2-4) are arranged on the rib plate upper steel wing plate (2-2) and the rib plate lower steel wing plate (2-3) at intervals;
the prefabricated top plate (3) and the prefabricated bottom plate (4) are respectively made of prefabricated concrete plates with joint steel bars extending out of a top plate joint (8) and a bottom plate joint (9); the prefabricated top plate (3) is provided with a top plate longitudinal preformed hole (3-1) and a top plate transverse preformed hole (3-2), and the prefabricated bottom plate (4) is provided with a bottom plate longitudinal preformed hole (4-1); the prefabricated top plate (3) is sleeved on the longitudinal nail group (1-4) and the transverse nail group (2-4) through a top plate longitudinal preformed hole (3-1) and a top plate transverse preformed hole (3-2), the prefabricated bottom plate (4) is sleeved on the longitudinal nail group (1-4) through a bottom plate longitudinal preformed hole (4-1), and the prefabricated bottom plate is respectively positioned and installed on the upper surfaces of the web plate upper steel wing plate (1-2) and the web plate lower steel wing plate (1-3); the prefabricated top plate (3) and the prefabricated bottom plate (4) are connected with the corrugated steel web longitudinal beam (1) and the corrugated steel rib plate cantilever beam (2) into a whole through the preformed hole post-cast concrete (10);
the upper supporting plate (5) and the lower supporting plate (6) are respectively connected with the web plate upper steel wing plate (1-2) and the web plate lower steel wing plate (1-3) through bolts, and the widths of the upper supporting plate and the lower supporting plate are respectively slightly larger than a top plate joint (8) and a bottom plate joint (9); the transverse support (7) is connected with the upper supporting plate (5) and the lower steel wing plate (1-3) of the web plate by bolts;
the transverse in-vivo prestressed steel bars (11) are only installed at the top plate joint (8) and are anchored by flat anchors; and longitudinal external prestressed reinforcements (12) are arranged in the cavity of the box girder.
2. The fabricated stiffened large cantilever corrugated steel web PC combined box girder of claim 1, wherein the double-layer corrugated steel web (1-1) and the double-layer corrugated steel rib plate (2-1) are formed by mutually and correspondingly connecting two corrugated steel plate wave crests, wave troughs and wave troughs; the double-layer corrugated steel web plate (1-1) can adopt a 1600-type corrugated steel plate, and the double-layer corrugated steel rib plate (2-1) can adopt a 1000-type corrugated steel plate; the thickness of the corrugated steel plate in the double-layer corrugated steel web plate (1-1) and the double-layer corrugated steel rib plate (2-1) is selected according to the shear stress level in the plate.
3. The fabricated stiffened large cantilever corrugated steel web PC combined box girder as recited in claim 1, wherein the double-layer corrugated steel web (2-1), the upper rib plate steel wing plate (2-2) and the lower rib plate steel wing plate (2-3) of the corrugated steel web cantilever beam (2) are all connected with the corrugated steel web longitudinal beam (1) by bolts; the length of the double-layer corrugated steel rib plate (2-1) is 4-8m, and the longitudinal distance is 2-4 m.
4. The fabricated stiffened large cantilever corrugated steel web PC composite box girder of claim 1, wherein the thickness of the web upper steel wing plate (1-2), the web lower steel wing plate (1-3), the rib upper steel wing plate (2-2) and the rib lower steel wing plate (2-3) is not less than 16mm, and the width is ensured that the distance between the outermost threaded stud (13) and the edge of the steel wing plate is not less than 25 mm.
5. The fabricated stiffened large cantilevered corrugated steel web PC composite box beam of claim 1, wherein the longitudinal spacing between the longitudinal groups of nails (1-4) is 1-2m, the lateral spacing between the lateral groups of nails (2-4) is 0.5-2m, and the pitch of the threaded studs (13) inside the longitudinal groups of nails (1-4) and the lateral groups of nails (2-4) is 50-150 mm.
6. The fabricated stiffened large cantilevered corrugated steel web PC composite box beam of claim 1, wherein the longitudinal groups of nails (1-4) and the transverse groups of nails (2-4) employ large diameter threaded studs (13), typically 22mm in diameter; the height of the threaded studs (13) is determined according to the thicknesses of the prefabricated top plate (3) and the prefabricated bottom plate (4), and the number of the threaded studs (13) is determined according to the required shearing-resistant connection degree; the threaded stud (13) is fixed on the steel plate by a stud screw (13-1) and a stud nut (13-2).
7. The fabricated stiffened large cantilever corrugated steel web PC composite box beam of claim 1, wherein the prefabricated top plate (3) and the prefabricated bottom plate (4) have a length of 5-10m and a thickness of 25-30 cm; the sizes of the transverse reserved holes (3-2) of the top plate, the longitudinal reserved holes (3-1) of the top plate and the longitudinal reserved holes (4-1) of the bottom plate are determined according to the arrangement of the transverse group nails (2-4) and the longitudinal group nails (1-4); the shape of the top plate longitudinal preformed hole (3-1), the top plate transverse preformed hole (3-2) and the bottom plate longitudinal preformed hole (4-1) is a reversed frustum pyramid with a big top and a small bottom.
8. The fabricated stiffened large cantilever corrugated steel web PC composite box girder of claim 1, wherein the width of the top plate joint (8) and the bottom plate joint (9) is 0.4-0.6m, and the thickness is the same as the prefabricated top plate (3) and the prefabricated bottom plate (4), respectively; the prefabricated top plate (3), the prefabricated bottom plate (4), the top plate joint (8), the bottom plate joint (9) and the reserved hole post-cast concrete (10) are all made of light high-strength concrete.
9. The fabricated stiffened large cantilever corrugated steel web PC composite box girder of claim 1, wherein the transverse in-vivo pre-stressed steel bars (11) are composed of a plurality of steel strands; the longitudinal external prestressed reinforcement (12) consists of a plurality of strands of steel strands, and the section area and the tensile stress of the longitudinal external prestressed reinforcement are determined according to the structure constant load and live load; wherein, the standard value of the tensile strength of the steel strand is not less than 1860 MPa.
10. A method of constructing a fabricated stiffened large cantilever corrugated steel web PC composite box beam as defined in any one of claims 1 to 9, the method comprising the steps of:
(1) installing a simple movable construction support between adjacent bridge pier platforms, and conveying all prefabricated construction parts to bridge sites;
(2) a stud screw (13-1) penetrates through a reserved stud hole and is fixed on the upper steel wing plate (1-2) of a web plate, the lower steel wing plate (1-3) of the web plate, the upper steel wing plate (2-2) of a rib plate, an upper supporting plate (5) and the upper surface of a lower supporting plate (6) through a stud nut (13-2) to form a longitudinal stud group (1-4), a transverse stud group (2-4) and a distributed threaded stud (13);
(3) splicing the two corrugated steel plates to form a double-layer corrugated steel web plate (1-1), wherein bolts penetrate through screw holes to fixedly connect a straight plate section of the double-layer corrugated steel web plate (1-1) with an upper web plate steel wing plate (1-2) and a lower web plate steel wing plate (1-3) through a T-shaped steel connecting piece (15) to form a corrugated steel web plate longitudinal beam (1);
(4) splicing the two variable-height corrugated steel plates to form a double-layer corrugated steel rib plate (2-1), wherein a bolt penetrates through a screw hole to fixedly connect a straight plate section of the double-layer corrugated steel rib plate (2-1) with an upper steel wing plate (2-2) of the rib plate and a lower steel wing plate (2-3) of the rib plate through a T-shaped steel connecting piece (15) to form a corrugated steel rib plate cantilever beam (2);
(5) two corrugated steel web longitudinal beams (1) are hung on a simple movable construction support and are positioned, and a plurality of upper supporting plates (5), lower supporting plates (6) and transverse supports (7) are arranged between the two corrugated steel web longitudinal beams (1);
(6) hoisting a plurality of corrugated steel rib plate cantilever beams (2) to a simple movable construction support, and fixedly connecting the corrugated steel rib plate cantilever beams (2) with corrugated steel web longitudinal beams (1) by bolts penetrating through screw holes;
(7) hoisting a plurality of prefabricated bottom plates (4) to the upper surfaces of the steel wing plates (1-3) under the web plates, and ensuring that the longitudinal nail groups (1-4) are sleeved in the longitudinal preformed holes (4-1) of the bottom plates;
(8) concrete is poured at the longitudinal preformed hole (4-1) of the bottom plate and the seam (9) of the bottom plate;
(9) hoisting a plurality of prefabricated top plates (3) to the upper surfaces of the steel wing plates (1-2) on the web plates, and respectively sleeving the longitudinal nail groups (1-4) and the transverse nail groups (2-4) in the longitudinal reserved holes (3-1) of the top plates and the transverse reserved holes (3-2) of the top plates;
(10) installing and tensioning a transverse internal prestressed tendon (11) at a top plate joint (8);
(11) concrete is poured at the top plate longitudinal preformed hole (3-1), the top plate transverse preformed hole (3-2) and the top plate joint (8), and when the concrete strength at the top plate joint (8) reaches 90% of the design strength, the transverse internal prestressed tendons (11) can be released;
(12) and installing and tensioning the longitudinal external prestressed tendons (12), and then paving the bridge deck and constructing the accessory facilities.
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| CN113565005B (en) * | 2021-07-16 | 2022-12-13 | 苏交科集团股份有限公司 | Prefabricated assembled bridge structure with assembled corrugated steel web cantilever and construction method |
| CN113481826B (en) * | 2021-07-21 | 2022-07-19 | 重庆大学 | Prefabricated assembled corrugated steel web plate combined box girder |
| CN113605207B (en) * | 2021-08-11 | 2022-11-25 | 长安大学 | Corrugated steel web plate combined box girder, suspension splicing nondestructive positioning device and construction method |
| CN113882236B (en) * | 2021-10-15 | 2023-05-30 | 深圳市市政设计研究院有限公司 | Corrugated steel web combined beam bridge |
| CN114561863A (en) * | 2022-02-10 | 2022-05-31 | 武汉大学 | Top plate transverse stiffening type prestressed concrete wide box girder |
| CN114855643A (en) * | 2022-06-10 | 2022-08-05 | 河南中桥重工科技有限公司 | Method for assembling prefabricated cantilever of corrugated steel web plate combined box girder |
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| JP3623899B2 (en) * | 1999-09-13 | 2005-02-23 | 新日本製鐵株式会社 | Joint structure of concrete slab and steel web in composite box girder |
| JP2001115417A (en) * | 1999-10-18 | 2001-04-24 | Hitachi Zosen Corp | Main girder structure for bridge |
| CN108221634A (en) * | 2018-03-16 | 2018-06-29 | 中交高新科技产业发展有限公司 | The Wavelike steel webplate I-shaped composite beam bridge of maximum assembling |
| CN109457590A (en) * | 2018-12-21 | 2019-03-12 | 兰州交通大学 | A kind of no templating assembled Wavelike steel webplate steel-mixes composite beam bridge and construction method |
| CN210507091U (en) * | 2019-06-18 | 2020-05-12 | 中南大学 | Assembled prestressed combined box girder |
| CN211498428U (en) * | 2019-10-18 | 2020-09-15 | 宁波市交通规划设计研究院有限公司 | Connecting structure of prefabricated corrugated steel web combined box girder top plate |
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