CN109056536B - Cast-in-place box girder construction method based on combined hoop support - Google Patents
Cast-in-place box girder construction method based on combined hoop support Download PDFInfo
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- CN109056536B CN109056536B CN201810903920.2A CN201810903920A CN109056536B CN 109056536 B CN109056536 B CN 109056536B CN 201810903920 A CN201810903920 A CN 201810903920A CN 109056536 B CN109056536 B CN 109056536B
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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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Abstract
The invention relates to a construction method of a cast-in-place box girder based on a combined hoop bracket, which is characterized in that a built-in ring plate is arranged on the inner side of a pier stud reinforcement cage; after a first prestressed lacing wire is arranged in the transverse laying body, two semicircular fastening hoop plates are arranged on the upper surface of the transverse laying body and the outer side of the pier stud; a platform supporting body is arranged on the outer side of the fastening hoop plate, and a second prestressed lacing wire and a third prestressed lacing wire are fastened respectively; arranging an elevation adjusting device on the transverse bearing plate; arranging a pier top leveling layer, a hanger bottom plate, a pull rod and a longitudinal beam at the top of the pier stud; after the main beam is installed, the Bailey beam and the distribution beam are integrally slid and hoisted to the upper part of the main beam, and then beam formwork installation and concrete pouring are carried out. The invention can improve the construction quality of the cast-in-place box girder formwork, improve the efficiency of Bailey girder hoisting and formwork installation construction, and reduce the difficulty of formwork dismantling.
Description
Technical Field
The invention relates to a cast-in-place box girder construction method, in particular to a cast-in-place box girder construction method based on a combined hoop support, which is convenient for template field installation, high in template erecting strength, convenient for Bailey girder hoisting and high in formwork falling efficiency, belongs to the field of bridge engineering and is suitable for cast-in-place box girder casting construction engineering.
Background
With the continuous development of modern bridge construction technology, the cast-in-place box girder becomes a main method for bridge construction with the advantages of convenient construction, simple technology, wide applicability, no need of a prefabricated site and the like. However, during the cast-in-place construction of the box girder, the problems that the hoisting of the bracket and the bailey girder is difficult, the formwork supporting quality is difficult to control and the like exist, the on-site construction efficiency is seriously influenced, and the cast-in-place construction cost of the box girder is increased to a certain extent.
In the prior art, a cast-in-place box girder template tool and a construction method for dismantling a cast-in-place girder template are provided, wherein a bottom die is arranged on a temporary support, and two sides of the bottom die are respectively connected with a side die; the side die is supported by a bracket, and a traction system is arranged between two end parts of the side die in the length direction and the cross beam; the drawing system comprises a sliding rail arranged along the length direction of the cross beam, a drawing assembly which slides along the sliding rail and is detachably connected with the side die, and a traction device which drives the drawing assembly to slide. When the die is disassembled, the temporary support is lowered to separate from the bottom die; the traction assembly is connected with the side mold and driven by the traction device to slide along the slide rail, and the side mold is separated from the cast-in-place beam. Although the construction method solves the problem of dismounting the cast-in-place box girder template, a full support needs to be erected, the cast-in-place box girder with the large beam bottom clearance height has low on-site construction efficiency, and the template supporting precision is not easy to control.
In summary, although the existing construction method obtains a better construction effect under a proper working condition, the existing construction method has the defects of reducing the installation difficulty of a bracket system, improving the field construction efficiency and the like. In view of this, in order to effectively reduce the hoisting difficulty of the support system, improve the accuracy of the height control of the box girder template, and improve the on-site hoisting construction efficiency, the invention provides a composite hoop support-based cast-in-place box girder construction method which can not only improve the cast-in-place box girder formwork construction quality, but also improve the bailey girder hoisting and template installation construction efficiency, and can also improve the template removal construction speed.
Disclosure of Invention
The invention aims to provide a composite hoop bracket-based cast-in-place box girder construction method which can improve the construction quality of a cast-in-place box girder formwork, improve the efficiency of Bailey girder hoisting and formwork installation construction, and improve the construction speed of formwork removal.
In order to realize the technical purpose, the invention adopts the following technical scheme:
a construction method for a cast-in-place box girder based on a composite hoop support is characterized by comprising the following construction steps:
1) the built-in ring plate is arranged: arranging a built-in ring plate on the inner side of the pier stud reinforcement cage, and welding the built-in ring plate and longitudinal reinforcements of the reinforcement cage; arranging a pressure diffusion plate and a transverse placing body outside the built-in annular plate, and enabling the outer surface of the pressure diffusion plate to be flush with the surface of the pier stud; arranging a reinforcing connecting rib between the pressure diffusion plate and the built-in annular plate, and arranging a first prestressed rib through hole in the pier stud;
2) the first prestressed lacing wire is arranged: after the pier stud concrete forms strength, sequentially penetrating a first prestressed lacing wire through the opposite transverse shelving bodies, checking that the top surface elevation of the transverse shelving bodies meets the requirement, and applying prestress to the first prestressed lacing wire;
3) installing a fastening hoop plate: two semicircular fastening hoop plates are arranged on the upper surface of the transverse shelving body and the outer side of the pier stud, a stud connector and a connecting lug plate are respectively arranged at two ends of each fastening hoop plate, and a fastening bolt penetrating hole is formed in each connecting lug plate; the two ends of the connected fastening hoop plate are respectively connected through a connecting stud and a fastening bolt;
4) installing a transverse bearing plate: arranging a platform supporting body on the outer side of the fastening hoop plate, enabling the top surface of the platform supporting body to be on the same elevation surface, respectively fastening a second prestressed lacing wire and a third prestressed lacing wire, and then arranging the transverse bearing plate on the upper surface of the platform supporting body;
5) the elevation adjusting device is arranged: after pre-pressing the transverse bearing plate to eliminate the structural clearance, arranging an elevation adjusting device on the transverse bearing plate, and after the elevation and cross slope adjustment is completed by adopting a variable displacement adjusting body, performing displacement final control through a fixed displacement adjusting body;
6) the sliding hoisting system is arranged: arranging a pier top leveling layer and a hanger bottom plate at the top of the pier stud, firmly connecting the hanger bottom plate with anchor bars preset in the pier stud through anchor bar bolts, and arranging pulleys at the top end of the pull rod and two ends of the longitudinal beam; a rod bottom reinforcing rib is arranged between the pulling rod and the hanger bottom plate, and an oblique connecting rib is arranged between the longitudinal beam and the transverse beam;
7) installing a main beam: after sequentially penetrating the lifting rope through the pulleys of the sliding hoisting system, connecting two ends of the lifting rope with the lifting equipment and the main cross beam respectively, and hoisting the main cross beam to the transverse bearing plate by adopting the sliding hoisting system on the pier stud;
8) hoisting the Bailey beam and the distribution beam: according to the spacing condition of adjacent piers, firstly, assembling the Bailey beams, then firmly connecting the Bailey beams with the distribution beams, then respectively connecting the two ends of the lifting ropes with the lifting equipment and the Bailey beams, synchronously hoisting the Bailey beams and the distribution beams onto the main cross beam by adopting a sliding hoisting system on the adjacent piers, and firmly connecting the Bailey beams and the main cross beam;
9) beam formwork installation: firstly, removing a sliding hoisting system at the top of the pier stud, then prepressing the Bailey beam and the distribution beam, hoisting the beam template onto the distribution beam, and adjusting the elevation and the gradient of the beam template through a combined elevation adjusting device;
10) pouring and maintaining concrete: concrete is poured into the box girder template by adopting concrete pumping equipment, and maintenance construction is carried out;
11) and (3) die dropping construction: when the box girder template is cast down, the fixed displacement adjusting body is taken out firstly, then the elevation of the variable displacement adjusting body is reduced, and then the template is dismantled.
Further, the built-in annular plate in the step 1) is in an annular shape, the outer diameter of the built-in annular plate is the same as the inner diameter of the pier stud reinforcement cage, and the inner side of the built-in annular plate is provided with an in-ring connecting rib which is welded with the pier stud reinforcement cage.
Step 3), the stud connecting bodies are formed by rolling steel plates, are welded with the fastening hoop plate and are uniformly distributed at intervals along the height direction of the fastening hoop plate; the cross section of the stud connector is rectangular, and a stud through hole is formed in the centroid of the stud connector.
Step 4), the platform supporting body consists of a first connecting body, a second prestressed lacing wire and a third prestressed lacing wire, and a reinforcing angle rib is arranged between the first connecting body and the second connecting body; the second prestressed lacing wire and the third prestressed lacing wire are respectively arranged between the first connecting bodies and between the second connecting bodies.
Step 5) the elevation adjusting device consists of a bottom bearing plate, a variable displacement adjusting body, a fixed displacement adjusting body and a top bearing plate; the elevation adjusting device is provided with 2-4 variable displacement adjusting bodies in the cross section direction of the cast-in-place box girder, and each variable displacement adjusting body adopts an independent pressure control mode.
Step 6) the sliding hoisting system consists of a hanger bottom plate, a pull rod and a support rod, and pulleys are arranged at the top end of the pull rod and two ends of the longitudinal beam; the rod bottom reinforcing rib is arranged between the pulling rod and the hanger bottom plate, and the inclined connecting rib is arranged between the longitudinal beam and the transverse beam.
The present invention has the following features and advantageous effects
(1) The inner side of the pier stud reinforcement cage is provided with the built-in ring plate, and the built-in ring plate is provided with the intra-ring connecting rib, so that the integrity of the built-in ring plate and the pier stud can be effectively improved; the pressure diffuser plate and the first prestress lacing wire can effectively improve the pressure resistance and the shearing resistance of the transverse shelving body.
(2) The second prestressed lacing wire and the third prestressed lacing wire are arranged on the platform supporting body, so that the connection strength of the supporting body and the pier stud is enhanced, and the integrity of the structure is improved.
(3) The elevation adjusting device can improve the accuracy of the height control of the box girder template and reduce the difficulty of the formwork falling construction.
(4) The sliding hoisting system can effectively reduce the hoisting difficulty of the Bailey beam and the distribution beam and improve the on-site hoisting construction efficiency.
Drawings
FIG. 1 is a schematic cross-sectional view of a cast-in-place box girder supporting system based on a composite hoop bracket according to the present invention;
FIG. 2 is a cross section of the sliding hoisting system of the invention after installation;
FIG. 3 is a cross-sectional view of the lateral rest portion of FIG. 1;
FIG. 4 is a cross-sectional view of the platform support of FIG. 1;
FIG. 5 is a schematic view of the elevation adjustment apparatus of FIG. 1;
FIG. 6 is a cross-sectional view of the fastener collar plate of FIG. 1;
FIG. 7 is a top view of the skidding and hoisting system of FIG. 2;
fig. 8 is a construction flow chart of a cast-in-place box girder based on a composite hoop bracket.
In the figure: 1-built-in ring plate; 2-pier stud reinforcement cage; 3-pier stud; 4-longitudinal steel bars of the steel bar cage; 5-a pressure diffusion plate; 6-transverse laying body; 7-reinforcing connecting ribs; 8-the first tendon passes through the hole; 9-a first pre-stressed lacing wire; 10-fastening hoop plate; 11-a peg connector; 12-a fastening bolt; 13-connecting ear plates; 14-fastening bolts pass through the holes; 15-transverse bearing plate; 16-a platform support; 17-elevation adjustment means; 18-a variable displacement adjustment body; 19-a fixed displacement adjuster; 20-a slipping hoisting system; 21-a hanger base plate; 22-anchor bars; 23-anchor bolt; 24-a pulley; 25-pulling the rod; 26-longitudinal beam; 27-a rod bottom reinforcing rib; 28-transverse beam; 29-oblique connecting ribs; 30-a main beam; 31-a lifting rope; 32-beret beam; 33-distribution beams; 34-beam formworks; 35-intra-ring connecting ribs; 36-the peg passes through the hole; 37-a first linker; 38-a second linker; 39-second pre-stressed lacing wire; 40-a third pre-stressed lacing wire; 41-reinforcing angle ribs; 42-bottom carrier plate; 43-top bearing plate; 44-a strut; 45-connecting pegs; 46-pier top leveling course.
Detailed Description
The technical requirements of pier column pouring construction, pier column reinforcement cage binding and hoisting construction, field welding construction, concrete mix proportion design and pouring construction, prestressed lacing wire arrangement and tensioning construction and the like are not repeated in the embodiment, and the embodiment of the method is mainly explained.
Fig. 1 is a schematic sectional view of a cast-in-place box girder supporting system based on a composite hoop bracket of the invention, fig. 2 is a sectional view of a slip hoisting system of the invention after installation, fig. 3 is a schematic sectional view of a transverse resting body part of fig. 1, fig. 4 is a schematic sectional view of a platform supporting body of fig. 1, fig. 5 is a schematic sectional view of an elevation adjusting device of fig. 1, fig. 6 is a schematic sectional view of a fastening hoop plate of fig. 1, and fig. 7 is a top view of the slip hoisting system of fig. Referring to fig. 1 to 7, an internal ring plate 1 is arranged on the inner side of a pier stud reinforcement cage 2; after arranging a first prestressed lacing wire 9 in the transverse laying body 6, arranging two semicircular fastening hoop plates 10 on the upper surface of the transverse laying body 6 and the outer side of the pier stud 3; the platform supporting body 16 is arranged on the outer side of the fastening hoop plate 10, and a second prestressed lacing wire 39 and a third prestressed lacing wire 40 are respectively fastened; an elevation adjusting device 17 is arranged on the transverse bearing plate 15; arranging a pier top leveling layer 46, a hanger bottom plate 21, a pulling rod 25 and a longitudinal beam 26 on the top of the pier stud 3; after the main beam 30 is installed, the bailey beam 32 and the distribution beam 33 are integrally slid and hoisted to the upper part of the main beam 30, and then beam formwork 34 installation and concrete pouring are performed.
The built-in annular plate 1 is cylindrical, has the height of 0.5m, has the diameter the same as the inner diameter of the longitudinal steel bar 4 of the steel reinforcement cage, and is formed by rolling a steel plate with the thickness of 1cm, and the strength grade of the steel plate is Q235B.
The diameter of the pier stud reinforcement cage 2 is 700mm, and the longitudinal reinforcement 4 of the reinforcement cage adopts HRB335 reinforcement and has the diameter of 32 mm; the diameter of the pier stud 3 is 800mm, and the concrete strength grade is C40.
The pressure diffusion plate 5 is made of Q235B steel plate, the thickness is 1cm, the length is 0.5m, and the width is 15cm, so that the outer surface of the pressure diffusion plate 5 is flush with the surface of the pier stud 3.
The transverse shelving body 6 is arc-shaped, the inner surface of the transverse shelving body is flush with the outer surface of the pier stud 3, the transverse shelving body is prefabricated by adopting a steel plate with the thickness of 2cm, the length of the transverse shelving body is 20cm, and the width of the transverse shelving body is 20 cm.
The reinforcing connecting rib 7 is formed by cutting a twisted steel bar with the diameter of 25mm, and the length of the reinforcing connecting rib is 15 cm.
The first prestressed lacing wire 9 adopts HRB400 hot-rolled ribbed steel bars, the diameter is 32mm, and the length is 1 m; the first tendon passes through the hole 8 with an internal diameter of 40 mm.
Two semicircular fastening hoop plates 10 are arranged on the upper surface of the transverse shelving body 6 and the outer side of the pier stud; the two ends of the connected fastening hoop plate 10 are respectively connected through a connecting stud 45 and a fastening bolt 12; a stud connecting body 11 and a connection lug plate 13 are respectively arranged at two ends of the fastening hoop plate 10, and a fastening bolt through hole 14 is arranged on the connection lug plate 13.
The cross section of the fastening hoop plate 10 is semicircular, the diameter is 800mm, the height is 60cm, the fastening hoop plate is formed by pressing a steel plate with the thickness of 2cm, and the strength of the steel plate is Q235B.
The stud connector 11 is arranged on the outer side of the fastening hoop plate 10 and is formed by rolling a steel plate with the thickness of 10mm and the strength grade of Q235, and the plane size is 100mm multiplied by 100 mm; the connecting stud 45 is a screw rod with the diameter of 30mm and the length of 80 cm; the peg through aperture 36 is sized to match the attachment peg 45.
The fastening bolt 12 is a hexagon bolt having a diameter of 20 mm.
The connecting ear plate 13 is made of a steel plate with the thickness of 2cm and the thickness of 10cm multiplied by 10cm, and is welded at two ends of the fastening hoop plate 10; the fastening bolt passes through the hole 14 with a diameter of 50 mm.
The transverse bearing plate 15 is made of a 20cm × 30cm steel plate with a thickness of 2 cm.
The platform support 16 is formed by welding steel plates with the thickness of 2cm, and the bottom surface and the side surface are not closed.
The elevation adjusting means 17 is constituted by the variable displacement adjusting body 18, the fixed displacement adjusting body 19, the bottom bearing plate 42 and the top bearing plate 43.
The variable displacement adjusting body 18 is an oil jack, and the maximum jacking tonnage is 20 tons.
The fixed displacement adjusting body 19 is formed by rolling a section steel beam; the bottom bearing plate 42 and the top bearing plate 43 are both made of 50cm × 50cm steel plates, and the thickness is 1 cm.
The sliding hoisting system 20 is arranged on the pier stud 3, a pier top leveling layer 46 and a hanger bottom plate 21 are arranged at the top of the pier stud 3, the hanger bottom plate 21 is firmly connected with an anchor bar 22 preset in the pier stud 3 through an anchor bar bolt 23, and pulleys 24 are arranged at the top ends of the pulleys 24 and the pull rod 25 and at the two ends of the longitudinal beam 26; a rod bottom reinforcing rib 27 is arranged between the pulling rod 25 and the hanger bottom plate 21, and an oblique connecting rib 29 is arranged between the longitudinal cross beam 26 and the transverse cross beam 28.
The hanger bottom plate 21 is formed by cutting a steel plate with the diameter of 800mm, the thickness of the steel plate is 2cm, and the strength of the steel plate is Q235B.
The anchor bars 22 are threaded reinforcing steel bars with the diameter of 25mm and the length of 60 cm.
The anchor bolt 23 is a hexagon bolt with an inner diameter of 25 mm.
The pulley 24 is a U-shaped track pulley, the width of a U-shaped groove is 22mm, and the diameter of the pulley is 80mm.
The pulling rod 25, the longitudinal beam 26 and the transverse beam 28 are all square steel pipes with the thickness of 4mm and the strength of Q235B, and the square steel pipes are 50mm multiplied by 80mm.
The rod bottom reinforcing rib 27 and the oblique connecting rib 29 are both made of threaded steel bars with the diameter of 25 mm.
The main beam 30 is H-shaped steel with the thickness of 150mm multiplied by 150mm, and the thickness of a web plate is 10 mm.
The lifting rope 31 is a steel wire rope with the diameter of 18.5 mm.
The Bailey beam 32 adopts a 321 type 3000mm multiplied by 1500mm multiplied by 176mm steel frame.
The distribution beam 33 is an I-steel, and the size of a specific component is calculated according to the actual working condition.
The beam template 34 is formed by rolling a steel plate, and the thickness of the steel plate is 2 mm.
The intra-ring connecting rib 35 adopts a threaded steel bar with the diameter of 32mm and the length of 10 cm.
The first connecting body 37 and the second connecting body 38 are both cut from a steel plate with a thickness of 2 cm.
The second prestressed lacing wire 39 and the third prestressed lacing wire 40 both adopt HRB400 hot rolled rib steel bars, the diameter is 32mm, and the lengths are 1.5m and 2m respectively.
The reinforcing angle bar 41 adopts a threaded steel bar with the diameter of 25mm and the length of 30 cm.
The stay bar 44 is made of H-shaped steel, and has the dimensions of 150mm multiplied by 150mm, the web plate thickness of 10mm and the length of 0.5 m.
The pier top leveling layer 46 is a mortar layer with the strength grade of M20 and the thickness of 2 cm.
Fig. 8 is a construction flow chart of a cast-in-place box girder based on a composite hoop bracket, and referring to fig. 8, a construction method of a cast-in-place box girder based on a composite hoop bracket includes the following construction steps:
1) the built-in ring plate 1 is provided with: arranging an internal annular plate 1 on the inner side of a pier stud reinforcement cage 2, and welding the internal annular plate 1 and longitudinal reinforcements 4 of the reinforcement cage; arranging a pressure diffusion plate 5 and a transverse placing body 6 at the outer side of the built-in annular plate 1, and enabling the outer surface of the pressure diffusion plate 5 to be flush with the surface of the pier stud 3; a reinforcing connecting rib 7 is arranged between the pressure diffusion plate 5 and the built-in annular plate 1, and a first prestressed rib through hole 8 is arranged in the pier stud 3;
2) the first pre-stressed lacing wire 9 is arranged: after the pier stud 3 is formed with strength by concrete, sequentially penetrating the first prestressed lacing wires 9 through the opposite transverse shelving bodies 6, checking that the elevation of the top surfaces of the transverse shelving bodies 6 meets the requirements, and then applying prestress to the first prestressed lacing wires 9;
3) the fastening hoop plate 10 is installed: two semicircular fastening hoop plates 10 are arranged on the upper surface of the transverse shelving body 6 and the outer side of the pier stud 3, a stud connecting body 11 and a connecting lug plate 13 are respectively arranged at two ends of each fastening hoop plate 10, and a fastening bolt through hole 14 is arranged on each connecting lug plate 13; the two ends of the connected fastening hoop plate 10 are respectively connected through a connecting stud 45 and a fastening bolt 12;
4) the transverse carrier plate 15 is mounted: arranging a platform support body 16 on the outer side of the fastening hoop plate 10, respectively fastening a second prestressed lacing wire 39 and a third prestressed lacing wire 40 on the same elevation surface of the top surface of the platform support body 16, and arranging the transverse bearing plate 15 on the upper surface of the platform support body 16;
5) the elevation adjustment apparatus 17 is provided with: after pre-pressing the transverse bearing plate 15 to eliminate the structural clearance, arranging an elevation adjusting device 17 on the transverse bearing plate 15, and after the elevation and cross slope adjustment is finished by adopting a variable displacement adjusting body 18, performing displacement final control through a fixed displacement adjusting body 19;
6) the sliding hoisting system 20 is arranged: arranging a pier top leveling layer 46 and a hanger bottom plate 21 on the top of the pier stud 3, enabling the hanger bottom plate 21 to be firmly connected with an anchor bar 22 preset in the pier stud 3 through an anchor bar bolt 23, and arranging pulleys 24 on the top end of a pull rod 25 and two ends of a longitudinal beam 26; a rod bottom reinforcing rib 27 is arranged between the pulling rod 25 and the hanger bottom plate 21, and an inclined connecting rib 29 is arranged between the longitudinal beam 26 and the transverse beam 28;
7) the main beam 30 is installed: after sequentially penetrating the lifting rope 31 through the pulleys 24 of the sliding hoisting system 20, connecting two ends of the lifting rope with the lifting equipment and the main beam 30 respectively, and hoisting the main beam 30 to the transverse bearing plate 15 by adopting the sliding hoisting system 20 on the pier stud 3;
8) hoisting the Bailey beam 32 and the distribution beam 33: according to the spacing condition of adjacent piers 3, firstly, assembling the Bailey beams 32, then firmly connecting the Bailey beams 32 with the distribution beams 33, then respectively connecting the two ends of the lifting ropes 31 with the lifting equipment and the Bailey beams 32, synchronously hoisting the Bailey beams 32 and the distribution beams 33 onto the main cross beam 30 by adopting the sliding hoisting system 20 on the adjacent piers 3, and firmly connecting the Bailey beams 32 and the distribution beams with the main cross beam 30;
9) beam formwork 34 installation: firstly, removing the sliding hoisting system 20 at the top of the pier stud 3, then pre-pressing the Bailey beam 32 and the distribution beam 33, hoisting the beam template 34 to the distribution beam 33, and adjusting the elevation and the inclination of the beam template 34 through the combined elevation adjusting device 17;
10) pouring and maintaining concrete: concrete is poured into the box girder template 34 by adopting concrete pumping equipment, and maintenance construction is carried out;
11) and (3) die dropping construction: when the box girder formwork 34 is cast down, the fixed displacement adjuster 19 is taken out, the elevation of the variable displacement adjuster 18 is lowered, and the formwork is removed.
Claims (6)
1. A construction method for a cast-in-place box girder based on a composite hoop support is characterized by comprising the following construction steps:
1) the built-in ring plate (1) is provided with: arranging a built-in ring plate (1) on the inner side of the pier stud reinforcement cage (2), and welding the built-in ring plate (1) and longitudinal reinforcements (4) of the reinforcement cage; arranging a pressure diffusion plate (5) and a transverse placing body (6) at the outer side of the built-in annular plate (1), and enabling the outer surface of the pressure diffusion plate (5) to be flush with the surface of the pier stud (3); a reinforcing connecting rib (7) is arranged between the pressure diffusion plate (5) and the built-in annular plate (1), and a first prestressed rib penetrating hole (8) is arranged in the pier stud (3);
2) the first prestressed lacing wire (9) is arranged as follows: after the pier stud (3) is formed with strength, sequentially penetrating the first prestressed lacing wires (9) through the opposite transverse laying bodies (6), checking that the elevation of the top surface of the transverse laying bodies (6) meets the requirement, and applying prestress to the first prestressed lacing wires (9);
3) installing the fastening hoop plate (10): two semicircular fastening hoop plates (10) are arranged on the upper surface of the transverse shelving body (6) and the outer side of the pier stud (3), a stud connecting body (11) and a connecting lug plate (13) are respectively arranged at two ends of each fastening hoop plate (10), and a fastening bolt through hole (14) is arranged on each connecting lug plate (13); two ends of the connected fastening hoop plate (10) are respectively connected through a connecting stud (45) and a fastening bolt (12);
4) the transverse bearing plate (15) is mounted: arranging a platform supporting body (16) at the outer side of the fastening hoop plate (10), respectively fastening a second prestressed lacing wire (39) and a third prestressed lacing wire (40) by enabling the top surface of the platform supporting body (16) to be on the same elevation surface, and arranging the transverse bearing plate (15) on the upper surface of the platform supporting body (16);
5) the elevation adjustment device (17) is provided with: after pre-pressing is carried out on the transverse bearing plate (15) to eliminate the structural clearance, an elevation adjusting device (17) is arranged on the transverse bearing plate (15), and after elevation and cross slope adjustment is finished by adopting a variable displacement adjusting body (18), displacement final control is carried out through a fixed displacement adjusting body (19);
6) the sliding hoisting system (20) is arranged: arranging a pier top leveling layer (46) and a hanger bottom plate (21) at the top of the pier stud (3), enabling the hanger bottom plate (21) to be firmly connected with an anchor bar (22) preset in the pier stud (3) through an anchor bar bolt (23), and arranging pulleys (24) at the top end of a pull rod (25) and two ends of a longitudinal beam (26); a rod bottom reinforcing rib (27) is arranged between the pulling rod (25) and the hanger bottom plate (21), and an inclined connecting rib (29) is arranged between the longitudinal beam (26) and the transverse beam (28);
7) the main beam (30) is installed: after sequentially penetrating through the pulleys (24) of the sliding hoisting system (20), the hoisting ropes (31) are respectively connected with the lifting equipment and the main beam (30) at two ends, and the main beam (30) is hoisted to the transverse bearing plate (15) by adopting the sliding hoisting system (20) on the pier stud (3);
8) hoisting the Bailey beam (32) and the distribution beam (33): according to the spacing situation of adjacent piers (3), firstly, assembling the Bailey beams (32), then, firmly connecting the Bailey beams (32) with the distribution beams (33), then, respectively connecting the two ends of the lifting rope (31) with the lifting equipment and the Bailey beams (32), synchronously hoisting the Bailey beams (32) and the distribution beams (33) onto the main cross beam (30) by adopting a sliding hoisting system (20) on the adjacent piers (3), and firmly connecting the Bailey beams (32) and the distribution beams (33) with the main cross beam (30);
9) beam formwork (34) installation: firstly, dismantling a sliding hoisting system (20) at the top of a pier stud (3), then pre-pressing a Bailey beam (32) and a distribution beam (33), hoisting a beam template (34) onto the distribution beam (33), and adjusting the elevation and the inclination of the beam template (34) through a combined elevation adjusting device (17);
10) pouring and maintaining concrete: concrete is poured into the box girder template (34) by adopting concrete pumping equipment, and maintenance construction is carried out;
11) and (3) die dropping construction: when the box girder template (34) is in a formwork-dropping construction, the fixed displacement adjusting body (19) is taken out, the elevation of the variable displacement adjusting body (18) is reduced, and then the template is dismantled.
2. The construction method of the cast-in-place box girder based on the composite hoop bracket according to claim 1, characterized in that: step 1), the built-in annular plate (1) is in an annular shape, the outer diameter of the built-in annular plate is the same as the inner diameter of the pier stud reinforcement cage (2), and an in-ring connecting rib (35) is arranged on the inner side of the built-in annular plate (1) and is connected with the pier stud reinforcement cage (2) in a welding mode.
3. The construction method of the cast-in-place box girder based on the composite hoop bracket according to claim 1, characterized in that: step 3), rolling the stud connecting body (11) by adopting a steel plate, welding the stud connecting body with the fastening hoop plate (10), and uniformly distributing the stud connecting body at intervals along the height direction of the fastening hoop plate (10); the cross section of the bolt connecting body (11) is rectangular, and a bolt through hole (36) is formed in the centroid of the bolt connecting body (11).
4. The construction method of the cast-in-place box girder based on the composite hoop bracket according to claim 1, characterized in that: step 4), the platform supporting body consists of a first connecting body (37), a second connecting body (38), a second prestressed lacing wire (39) and a third prestressed lacing wire (40), and a reinforcing angle rib (41) is arranged between the first connecting body (37) and the second connecting body (38); the second prestressed lacing wire (39) and the third prestressed lacing wire (40) are respectively arranged between the first connecting bodies (37) and between the second connecting bodies (38).
5. The construction method of the cast-in-place box girder based on the composite hoop bracket according to claim 1, characterized in that: step 5) the elevation adjusting device (17) consists of a bottom bearing plate (42), a variable displacement adjusting body (18), a fixed displacement adjusting body (19) and a top bearing plate (43); the elevation adjusting device (17) is provided with 2-4 variable displacement adjusting bodies (18) in the cross section direction of the cast-in-place box girder, and each variable displacement adjusting body (18) adopts an independent pressure control mode.
6. The construction method of the cast-in-place box girder based on the composite hoop bracket according to claim 1, characterized in that: step 6), the sliding hoisting system (20) consists of a hanger bottom plate (21), a pulling rod (25) and a support rod (44), and pulleys (24) are arranged at the top end of the pulling rod (25) and two ends of a longitudinal beam (26); a rod bottom reinforcing rib (27) is arranged between the pulling rod (25) and the hanger bottom plate (21), and an inclined connecting rib (29) is arranged between the longitudinal beam (26) and the transverse beam (28).
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| CN110184934B (en) * | 2019-06-03 | 2020-11-10 | 安徽省新路建设工程集团有限责任公司 | Cast-in-place bent cap formwork system and construction method |
| CN110438911B (en) * | 2019-07-22 | 2020-12-18 | 安徽省交通建设股份有限公司 | Construction method for local ecological demolition structure of urban bridge |
| CN110593114A (en) * | 2019-09-27 | 2019-12-20 | 杭州悦为科技有限公司 | Box girder construction method based on large-span box girder multi-hoop truss support bailey bracket |
| CN111576195A (en) * | 2020-04-16 | 2020-08-25 | 中铁城建集团有限公司 | Construction method of support-free hoop for cylindrical pier |
| CN113174869A (en) * | 2021-04-16 | 2021-07-27 | 浙江交工金筑交通建设有限公司 | Construction method of large-span variable-section continuous cast-in-place box girder large-section support system |
| CN113174854B (en) * | 2021-04-20 | 2022-05-27 | 浙江交工金筑交通建设有限公司 | Construction method of large-span wide-body reserved post-cast-in-place box girder formwork system |
| CN117051705A (en) * | 2023-08-07 | 2023-11-14 | 保利长大工程有限公司 | Trestle construction method for water area |
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