CN110700109A - Construction process of concrete arch ring of steel pipe stiff skeleton of bridge - Google Patents
Construction process of concrete arch ring of steel pipe stiff skeleton of bridge Download PDFInfo
- Publication number
- CN110700109A CN110700109A CN201911047199.2A CN201911047199A CN110700109A CN 110700109 A CN110700109 A CN 110700109A CN 201911047199 A CN201911047199 A CN 201911047199A CN 110700109 A CN110700109 A CN 110700109A
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- steel pipe
- concrete
- stiff skeleton
- bridge
- arch ring
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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
- E01D4/00—Arch-type bridges
Abstract
The invention discloses a construction process of a steel pipe stiff skeleton concrete arch ring of a bridge, which comprises the following steps: (1) designing the length of a steel pipe stiff skeleton according to the span of the bridge, splitting the steel pipe stiff skeleton into a plurality of sections, and prefabricating the steel pipe stiff skeleton; (2) transporting the prefabricated steel pipe stiff frameworks to a construction site, and prefabricating a concrete bottom plate of each section of steel pipe stiff framework on the ground; (3) hoisting the steel pipe stiff skeleton of the prefabricated concrete bottom plate to an installation position through a hoisting system for splicing; (4) after splicing and arching, pouring self-compacting concrete into the steel pipe through a pouring hole on the steel pipe stiff skeleton, and then pouring wet joint concrete between prefabricated concrete bottom plates; (5) and after the pouring of the wet seam concrete of the bottom plate is finished, the bottom plate is used as an operation platform, and the pouring work of the concrete web plate and the concrete top plate is carried out. The construction process has the characteristics of low operation difficulty, low risk coefficient and high construction speed.
Description
Technical Field
The invention relates to a construction process of a bridge arch ring, in particular to a construction process of a steel pipe stiff skeleton concrete arch ring of a bridge.
Background
The steel pipe stiff skeleton concrete arch bridge is a reinforced concrete arch bridge formed by coating concrete on a steel pipe stiff skeleton erected into an arch to form an arch ring, and is a typical self-erecting system bridge.
Because the steel pipe stiff framework concrete arch ring is large in size and heavy in weight, and the hoisting capacity of a hoisting system is limited, the construction mode of the existing steel pipe stiff framework concrete arch ring is generally that a steel pipe stiff framework is firstly split into a plurality of sections, the sections are hoisted to installation positions and then are assembled, then a template is built, and filling of concrete in a steel pipe and pouring of a bottom plate, a web plate and a top plate are carried out.
Because the steel pipe strength nature skeleton is the skeleton of fretwork, in the template process of building, there is the operation degree of difficulty big, danger coefficient is high, construction speed is slow problem.
Disclosure of Invention
The invention aims to provide a construction process of a steel pipe stiff skeleton concrete arch ring of a bridge. The construction process has the characteristics of low operation difficulty, low risk coefficient and high construction speed.
The technical scheme of the invention is as follows: a construction process of a concrete arch ring of a steel pipe stiff skeleton of a bridge comprises the following steps:
(1) designing the length of a steel pipe stiff skeleton according to the span of the bridge, splitting the steel pipe stiff skeleton into a plurality of sections, and prefabricating the steel pipe stiff skeleton;
(2) transporting the prefabricated steel pipe stiff frameworks to a construction site, and prefabricating a concrete bottom plate of each section of steel pipe stiff framework on the ground;
(3) hoisting the steel pipe stiff skeleton of the prefabricated concrete bottom plate to an installation position through a hoisting system for splicing;
(4) after splicing and arching, pouring self-compacting concrete into the steel pipe through a pouring hole on the steel pipe stiff skeleton, and then pouring wet joint concrete between prefabricated concrete bottom plates;
(5) and after the pouring of the wet seam concrete of the bottom plate is finished, the bottom plate is used as an operation platform, and the pouring work of the concrete web plate and the concrete top plate is carried out.
According to the construction process of the concrete arch ring with the steel pipe stiff skeleton of the bridge, the section of the steel pipe stiff skeleton is in a shape like a Chinese character 'ri', and the steel pipes are located on the nodes of the Chinese character 'ri'.
In the construction process of the concrete arch ring with the steel pipe stiff frameworks of the bridge, the steel pipe stiff frameworks of adjacent sections are connected through the lining pipe, the flange plate and the bolt.
In the construction process of the concrete arch ring of the stiff skeleton of the bridge steel pipe, the concrete bottom plate, the concrete web plate and the concrete top plate are cast by concrete with the reference number of C55.
In the construction process of the concrete arch ring with the steel pipe stiff skeleton of the bridge, the self-compacting concrete is marked with the reference number of C80.
According to the construction process of the concrete arch ring of the steel pipe stiff skeleton of the bridge, the upper surface of the steel pipe at the upper part of the steel pipe stiff skeleton is provided with the exhaust hole, the upper surface of the steel pipe at the lower part of the steel pipe stiff skeleton is connected with the exhaust pipe, and the upper end of the exhaust pipe extends out of the prefabricated concrete bottom plate.
In the construction process of the concrete arch ring with the stiff skeleton of the bridge steel pipe, the exhaust pipe is a PVC pipe, and the hole diameters of the exhaust hole and the exhaust pipe are 1 cm.
In the construction process of the concrete arch ring with the stiff skeleton of the bridge steel pipe, the filling holes are filling pipes which have the same diameter as the inner diameter of the steel pipe of the stiff skeleton and are vertical to the stiff skeleton, and the lower ends of the filling pipes are communicated with the steel pipes at the upper part and the lower part of the stiff skeleton.
In the construction process of the concrete arch ring with the steel pipe stiff skeleton of the bridge, the vertical distance between the upper end of the filling pipe and the upper surface of the steel pipe stiff skeleton is 6 m.
In the construction process of the concrete arch ring with the steel pipe stiff skeleton of the bridge, the filling pipes are respectively arranged at 1/2, 3/8 and 1/4 of the arch ring, which are symmetrical on two sides.
The invention has the advantages of
According to the invention, the concrete bottom plate of the steel pipe stiff skeleton is prefabricated in a ground prefabrication field, then is hoisted and spliced into the bridge arch, and the bottom plate is used as an operation platform for construction of the web plate, the top plate and other procedures, so that the construction safety is greatly improved, and the risk coefficient is reduced; meanwhile, the procedures of formwork erecting and pouring of the aerial bottom plate are reduced, the operation difficulty is reduced, and the construction speed is accelerated. The invention is based on the selection of only prefabricated floors, since the floor is the most useful platform for aerial construction, which is not achieved if other webs or roofs are selected for prefabrication. In addition, all the concrete plates are not prefabricated, and because the bearing capacity of the hoisting system is limited, the hoisting system is overloaded after all the concrete plates are prefabricated, and safety accidents are easy to occur. Therefore, the construction process is designed based on the consideration, the burden of a hoisting system is not increased too much, partial problems caused by high-altitude operation can be solved, and the construction process is a stiff framework arch bridge arch ring construction process which is worthy of popularization.
Drawings
FIG. 1 is a schematic structural view of a stiff skeleton arch ring of the present invention;
FIG. 2 is a top view of FIG. 1;
FIG. 3 is a cross-sectional view of FIG. 1;
FIG. 4 is a schematic view of the perfusion tube;
FIG. 5 is a partial schematic view of a steel pipe at the lower part of a stiff skeleton;
FIG. 6 is a partial schematic view of a steel pipe at the upper part of a stiff skeleton.
Description of reference numerals: 1-an arch ring body, 11-an upper chord tube, 12-a lower chord tube, 2-a filling tube, 3-an exhaust tube, 4-an exhaust hole and 5-a concrete bottom plate.
Detailed Description
The present invention is further illustrated by the following examples, which are not to be construed as limiting the invention.
Examples of the invention
Example 1: a construction process of a concrete arch ring of a steel pipe stiff skeleton of a bridge comprises the following steps:
(1) designing the length of a steel pipe stiff skeleton according to the span of a bridge, wherein the section of the steel pipe stiff skeleton is in a shape of Chinese character ri, the steel pipe is positioned on a node and is prefabricated after being split into a plurality of sections, and when the steel pipe stiff skeleton is prefabricated, an exhaust hole 4 (with the aperture of 1 cm) is arranged on the upper surface of an upper steel pipe (an upper chord pipe 11 shown in figures 4 and 6) of the stiff skeleton, and a PVC exhaust pipe 3 (with the aperture of 1 cm) is arranged on the upper surface of a lower steel pipe (a lower chord pipe 12 shown in figures 4 and 5) of the stiff skeleton;
(2) transporting the prefabricated steel pipe stiff skeleton to a construction site, prefabricating the concrete bottom plate 5 of each section of the steel pipe stiff skeleton on the ground, wherein the concrete bottom plate 5 is made of concrete with the reference number of C55, and the top end of the exhaust pipe 3 extends out of the prefabricated concrete bottom plate 5 (as shown in attached figure 3) during prefabrication;
(3) hoisting the steel pipe stiff skeleton of the prefabricated concrete bottom plate to a mounting position through a hoisting system for splicing, wherein the splicing is realized by matching a lining pipe with a flange plate and a bolt;
(4) after the steel pipes are spliced into an arch (as shown in attached figures 1 and 2), self-compacting concrete with the label of C80 is poured into the steel pipes through pouring holes on the steel pipe stiff frameworks, the pouring holes are pouring pipes 2 (as shown in attached figures 1-6) with the diameter consistent with the inner diameter of the steel pipes of the stiff frameworks, the lower ends of the pouring pipes 2 are communicated with the steel pipes at the upper parts and the lower parts of the stiff frameworks (as shown in attached figure 4), the upper ends of the pouring pipes 2 are 6m higher than the upper surfaces of the steel pipe stiff frameworks, and the pouring pipes 2 are respectively arranged at 1/2, 3/8 and 1/4 (shown in figures 1 and 2) of the arch ring, and the concrete is poured from the top of the pouring pipes during pouring, filling the inner space of the steel pipe by the concrete fully through the height difference, reducing the void ratio, and then pouring the wet joint concrete between the prefabricated concrete bottom plates;
(5) and after the pouring of the wet joint concrete of the bottom plate is finished, the bottom plate is used as an operation platform, and the concrete web and the concrete top plate are poured by using the concrete with the reference number of C55.
The processes of example 1, not described in detail, were carried out according to conventional techniques in the art.
Example 2: the method comprises the following steps of constructing the grand bridge of the fishing pond in the project from the G352 Zhengan county Greens to the big yard subroad expansion project, wherein the grand bridge of the fishing pond grand bridge adopts a net-200 upper bearing type reinforced concrete rigid framework box arch, two side column type bent frames are arranged on the arch, the web hole is 19.3m, 1-span 30m fabricated prestressed concrete T-beam guide holes are respectively arranged on two banks, and the main arch ring is designed by a steel pipe rigid framework.
The main arch ring main hole net vector span ratio is 1/5, the main arch axis is a catenary, and the arch axis coefficient is m = 1.988. The arch axis range is equal section, the arch ring height is 360cm, the arch ring width is 850cm, the single-box two-chamber section, the arch ring top and bottom plate thickness are 35cm, the side and middle web plate thickness are 35cm, the bottom plate is prefabricated, the box chamber upper and lower chamfers are 45 x 45cm, the arch ring diaphragm plate is provided with 1 40cm thick web plate at the corresponding upright post position, and the full-bridge diaphragm plate is 21. The arch ring is arched by adopting a stiff skeleton process, and the arch ring concrete is high-performance concrete with the designation of C55. The tube was filled with C80 self-compacting concrete. The division of the main arch ring segments is controlled according to the transport length and the hoisting weight of the components, the main arch ring segments are divided into 9 segments from the arch springing to the arch crown, the full bridge segments are divided into 18 hoisting segments, and the hoisting weight of the largest segment is 154 t.
The arch springing joint: the rigid framework is connected from the hoisting arch foot section to the arch top section, and the arch feet are hinged. The design realizes the hinge taking the end part of the lower chord as a rotating fulcrum by embedding the upper and lower chord steel sleeves with different depths in the arch center. The design is that in order to increase the rigidity of the end part of the lower chord, a back cover steel plate and a cross stiffening rib within the range of 50cm are additionally arranged. After the arch ring is closed, the chord pipe and the steel sleeve are welded at the stable time of the temperature environment, and the stiffening ribs are welded at the same time to form arch foot consolidation. The arch springing is fixed at the rear of the arch springing and can be disassembled.
The joint between the sections: the intermediate joint is bolted by adopting an inner lining pipe matched with an outer flange plate and 12M 24 multiplied by 90mm 10.9S-grade high-strength bolts. In order to facilitate construction, the joint is not welded except for bolting of the outer flange plate. The node web members are adjusted to 2 limbs L75 x 10mm angle steel on two sides of the joint from 4 limbs L75 x 10mm angle steel, and two chords are respectively arranged on two sides of the node in parallel connection and transverse connection, namely, the overhead welding work is avoided in a double-web-member, double-parallel connection and double-transverse connection mode. The clear distance between the web members at the joints is 6cm, the free length of the chord tube is very short, and the stress is not influenced.
Vault connects: the design theoretical value of the length of the arch crown closure segment is 20cm, but because of length errors caused by segment manufacturing and temperature influence, the gap length of each steel pipe is required to be accurately measured in a period of 10-15 ℃ and stable air temperature, an embedded and filled pipe with the same diameter and wall thickness as the steel pipe is processed according to the size of the embedded and filled pipe, annular steel embedded and filled sheets (such as 1mm thick, 2mm thick and the like) with the same outer diameter as the chord pipe are prepared, and gaps among the segments are tightly filled by the embedded and filled pipes and the embedded and filled sheets. Then two semicircular outer packing clamping plates with the thickness of 20mm are arranged between the closing gaps (the positions of the clamping plates are positioned by overlapping the length centers of the outer packing clamping plates and the closing gaps), 24M 24 multiplied by 90mm 10.9S-level high-strength bolts are used for bolting, and the pipe orifices of the clamping plates and the pipe walls of the chord pipes are welded.
The main construction process of the whole bridge is as follows:
the first process is as follows: the site construction mainly comprises a mixing station of the project part, a T beam of a pilot hole of a super bridge of a fishpond and a belly
The method comprises the following steps of arranging a hole T beam, a steel pipe stiff skeleton segment, an arch ring steel pipe stiff skeleton segment bottom plate concrete pouring platform, arch ring bent frame columns, arch ring bent frame cover beams, a prefabricated site and prefabricated component stacking sites, wherein the arrangement comprises equipment type selection, power supply, water supply, channel arrangement and the design of various component lifting appliances;
and a second process: finishing abutment of No. 0 and No. 3 bridge platforms of the fishing pond grand bridge and finishing installation of a cable hoisting system cable tower;
and a third process: performing main cable post-anchor construction;
and (4) a fourth process: erecting a main cable and a working cable, and installing a hoisting and traction system;
and a fifth process: according to the excavation progress of the arch foundation, 1# and 2# arches of 25-ton cranes or cable hoisting systems
A seat and a juncture pier;
and a sixth process: prefabricated guide hole T beam, steel pipe stiff skeleton segment assembly and segment bottom plate concrete prefabrication
Pouring;
a seventh process: assembling a guide hole T beam to complete the pouring of the diaphragm plate and the wet joint;
and (eight) flow: hoisting No. 1-6 segments of the arch ring stiff framework, and tensioning the buckle cable and the back cable;
the process is nine: installing a buckle tower;
and (5) a flow ten: installing No. 7-9 sections of the rigid frameworks of the arch ring steel pipes, and tensioning the buckling cables and the back cables;
eleventh, the process is as follows: the self-compacting concrete pouring of the arch ring steel pipe is carried out, C80 high-strength high-performance concrete is adopted, the self weight of the concrete is adopted for compacting, pouring steel pipes are arranged at the positions of 1/2, 3L/8 and L/4 of the arch axis, the height of each pouring pipe is 6m, and the steel pipes with the same size as the chord members are adopted and are welded perpendicular to the upper chord members;
a twelfth process: carrying out concrete wet joint of the arch ring bottom plate, removing the buckling cables and the back cables, and removing the buckling tower;
a thirteen process: pouring concrete on the web plate, the top plate and the bent base, and removing the arch ring wave wind rope;
the process is fourteen: constructing an upper arch row frame and a cover beam;
a fifteenth procedure: and hoisting and erecting the web hole T beam to complete the pouring of the transverse clapboard and the wet joint of the T beam:
sixthly, the process is as follows: and (5) dismantling the temporary cable tower facilities, and carrying out bridge deck auxiliary facility construction.
The above description is only for the purpose of illustrating the present invention and the appended claims, and the scope of the present invention is not limited thereto, and any person skilled in the art can substitute or change the technical solution and the inventive concept of the present invention within the technical scope of the present invention.
Claims (10)
1. A construction process of a concrete arch ring of a steel pipe stiff skeleton of a bridge is characterized by comprising the following steps:
(1) designing the length of a steel pipe stiff skeleton according to the span of the bridge, splitting the steel pipe stiff skeleton into a plurality of sections, and prefabricating the steel pipe stiff skeleton;
(2) transporting the prefabricated steel pipe stiff frameworks to a construction site, and prefabricating a concrete bottom plate of each section of steel pipe stiff framework on the ground;
(3) hoisting the steel pipe stiff skeleton of the prefabricated concrete bottom plate to an installation position through a hoisting system for splicing;
(4) after splicing and arching, pouring self-compacting concrete into the steel pipe through a pouring hole on the steel pipe stiff skeleton, and then pouring wet joint concrete between prefabricated concrete bottom plates;
(5) and after the pouring of the wet seam concrete of the bottom plate is finished, the bottom plate is used as an operation platform, and the pouring work of the concrete web plate and the concrete top plate is carried out.
2. The construction process of the concrete arch ring with the stiff skeleton of the bridge steel pipe as claimed in claim 1, is characterized in that: the section of the steel pipe stiff skeleton is in a shape of Chinese character ri, and the steel pipes are located on the nodes of the Chinese character ri.
3. The construction process of the concrete arch ring with the stiff skeleton of the bridge steel pipe as claimed in claim 1, is characterized in that: and the steel pipe stiff frameworks of adjacent sections are connected through the lining pipe, the flange plate and the bolt.
4. The construction process of the concrete arch ring with the stiff skeleton of the bridge steel pipe as claimed in claim 1, is characterized in that: the concrete bottom plate, the concrete web plate and the concrete top plate are cast by concrete with the reference number C55.
5. The construction process of the concrete arch ring with the stiff skeleton of the bridge steel pipe as claimed in claim 1, is characterized in that: the self-compacting concrete is designated by the reference numeral C80.
6. The construction process of the concrete arch ring with the stiff skeleton of the bridge steel pipe as claimed in claim 1, is characterized in that: the upper surface of the steel pipe at the upper part of the steel pipe stiff skeleton is provided with an exhaust hole, the upper surface of the steel pipe at the lower part is connected with an exhaust pipe, and the upper end of the exhaust pipe extends out of the prefabricated concrete bottom plate.
7. The construction process of the concrete arch ring with the stiff skeleton of the bridge steel pipe as claimed in claim 6, wherein the construction process comprises the following steps: the exhaust pipe is a PVC pipe, and the hole diameters of the exhaust hole and the exhaust pipe are 1 cm.
8. The construction process of the concrete arch ring with the stiff skeleton of the bridge steel pipe as claimed in claim 1, is characterized in that: the diameter of the filling hole is consistent with the inner diameter of the steel pipe of the stiff skeleton and the filling hole is perpendicular to the stiff skeleton, and the lower end of the filling pipe is communicated with the steel pipes at the upper part and the lower part of the stiff skeleton.
9. The construction process of the concrete arch ring with the stiff skeleton of the bridge steel pipe as claimed in claim 8, wherein: the vertical distance between the upper end of the filling pipe and the upper surface of the steel pipe stiff skeleton is 6 m.
10. The construction process of the concrete arch ring with the stiff skeleton of the bridge steel pipe as claimed in claim 8, wherein: the perfusion tubes are respectively arranged at 1/2, 3/8 and 1/4 which are symmetrical on two sides of the arch ring.
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| CN201911047199.2A CN110700109A (en) | 2019-10-30 | 2019-10-30 | Construction process of concrete arch ring of steel pipe stiff skeleton of bridge |
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| CN201911047199.2A CN110700109A (en) | 2019-10-30 | 2019-10-30 | Construction process of concrete arch ring of steel pipe stiff skeleton of bridge |
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Cited By (2)
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| CN111119067A (en) * | 2020-02-27 | 2020-05-08 | 重庆交通大学 | Concrete pouring template for outer packing bottom plate of arch bridge and construction method thereof |
| CN114808757A (en) * | 2022-05-12 | 2022-07-29 | 长沙理工大学 | Large-span steel concrete arch bridge cantilever construction structure and method under combined system |
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| CN114808757A (en) * | 2022-05-12 | 2022-07-29 | 长沙理工大学 | Large-span steel concrete arch bridge cantilever construction structure and method under combined system |
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Application publication date: 20200117 |