CN108660903B - Steel tube concrete arch bridge and construction method - Google Patents

Steel tube concrete arch bridge and construction method Download PDF

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Publication number
CN108660903B
CN108660903B CN201810636205.7A CN201810636205A CN108660903B CN 108660903 B CN108660903 B CN 108660903B CN 201810636205 A CN201810636205 A CN 201810636205A CN 108660903 B CN108660903 B CN 108660903B
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arch
cast
span
rib
steel
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CN108660903A (en
Inventor
吴德胜
夏永红
周树标
丁贵生
宇汝平
汪传福
王子龙
冯晓见
吴杨
关峰
梁辉
余国凯
杨帆
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Anhui Gourgen Traffic Construction Co Ltd
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Anhui Gourgen Traffic Construction Co Ltd
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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
    • 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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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

本发明涉及一种钢管混凝土拱桥，包括边拱肋、主拱肋、吊杆、系杆和桥梁墩台结构；边跨结构包括边拱支座、边跨现浇钢筋混凝土拱肋、现浇边拱端横梁、边跨现浇肋间横梁、现现浇边拱肋系梁、浇边立柱、柔性预应力系杆和现浇桥面板；中跨结构包括拱座、中跨钢管混凝土拱肋、主拱空心肋间横梁、预制空心纵梁、柔性预应力系杆、系杆钢板箱、桁架式永久上风撑、K形永久中风撑、临时风撑、拱脚预埋段、内侧钢绞线整束挤压拉索吊杆和外侧钢绞线整束挤压拉索吊杆。本发明的有益效果是：本发明涉及的钢管拱肋固定支架，提高钢管拱肋安装施工作业中的稳定性，有效保证对接精度。

The present invention relates to a steel tube concrete arch bridge, comprising side arch ribs, main arch ribs, hangers, tie rods and bridge pier structures; the side span structure comprises side arch supports, side span cast-in-place reinforced concrete arch ribs, cast-in-place side arch end beams, side span cast-in-place inter-rib beams, cast-in-place side arch rib tie beams, cast-in-place side columns, flexible prestressed tie rods and cast-in-place bridge decks; the middle span structure comprises arch seats, middle span steel tube concrete arch ribs, main arch hollow inter-rib beams, prefabricated hollow longitudinal beams, flexible prestressed tie rods, tie rod steel plate boxes, truss-type permanent upper wind support, K-shaped permanent middle wind support, temporary wind support, arch foot embedded section, inner steel strand bundle extruded cable hanger and outer steel strand bundle extruded cable hanger. The present invention has the beneficial effects that the steel tube arch rib fixing bracket provided by the present invention improves the stability of the steel tube arch rib installation construction operation and effectively ensures the docking accuracy.

Description

Steel pipe concrete arch bridge and construction method
Technical Field
The invention relates to a steel tube concrete arch bridge and a construction method thereof, belongs to the field of bridge engineering, and is suitable for construction of a delphinium type steel tube concrete arch bridge.
Background
The construction of large span bridges requires the use of high strength, lightweight and construction-friendly engineering materials, and it is desirable that the structure have good ductility and recovery properties. The steel pipe concrete composite material is used in arch bridge, and can reduce the dead weight of bridge greatly and improve the dynamic performance of structure to a great extent. The rib of a concrete filled steel tube arch bridge is a member mainly under pressure, and the stability of the rib is always a concern of bridge engineers. The lateral rigidity of the large-span arch bridge is generally smaller, and larger displacement is generated under the action of wind load, so that the normal operation of the bridge structure can be influenced, even the structure is damaged, and certain potential safety hazard is caused. The large-span concrete arch bridge can adopt hollow arch rib members, but the cross section outline dimension of the large-span concrete arch bridge enables the wind resistance area to be large, and the wind load can still have a great influence on lateral stability. The transverse wind brace can ensure that the rib of the steel pipe concrete is not locally unstable before the whole rib is unstable, and is an important guarantee of transverse stability. The arrangement mode of the cross braces directly influences the stability of the steel tube concrete arch bridge, and is one of factors to be considered in design. However, too many cross braces are unreasonable from the aspects of design and construction, and meanwhile, the upper space of the arch is messy and complicated, and the aesthetic feeling of the arch bridge is weakened.
The horizontal thrust of the flying swallow-type tied-arch bridge under the action of constant load is mainly balanced by the tie bars, and the thrust at the arch feet caused by the actions of temperature load, live load and the like is mainly counteracted by the foundation. The flying swallow-type tied-arch bridge is typically arranged as an upper bearing at the side span and as a middle bearing at the main span. Reasonable structural forms are generally that side spans are made of materials with larger load concentration (such as reinforced concrete) and smaller sagittal ratio (the smaller sagittal ratio is, the larger horizontal component force generated by axial pressure in an arch is). This form tends to balance the thrust forces generated by the main rib at the abutment, and is also more economical. The underlayment of a flying swallow-type tied-arch bridge is typically a suspension system that is relatively flexible and affects ride comfort. The integral rigidity of the bridge deck system can be improved by prolonging the length of the upper bearing type bridge deck system, so that the deformation of the main girder in an operation state is reduced, and the vibration of the bridge deck is weakened. The longitudinal rigidity of the oblique suspension rod can also be improved by arranging the oblique suspension rod. The transverse rigidity of the flying swallow-tied arch bridge can be ensured by a certain number of transverse struts, and the flying swallow-tied arch bridge can also be arranged as a basket arch bridge, and the transverse rigidity of the bridge is indirectly improved through the transverse inclination of the suspender.
In the construction process of the steel pipe concrete arch bridge, the installation and fixation of the arch springing templates are often difficult. In the construction process of the steel pipe concrete arch bridge, the problems that the butt joint precision of the steel pipe arch ribs is difficult to guarantee, the structural stability is difficult to control in the construction process, the manual investment is large in the installation process of the steel pipe arch ribs, the economical efficiency is poor, the safety is poor in the construction process and the like are often encountered. The conventional steel tube concrete arch bridge tie rod system and the suspender construction method cannot meet the construction requirements, the traditional falling frame technology is complex in construction steps, and organization is difficult.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a steel tube concrete arch bridge and a construction method.
The steel tube concrete arch bridge comprises side arch ribs, main arch ribs, suspenders, tie bars and bridge pier structures, wherein the side span structures comprise side arch supports, side span cast-in-situ reinforced concrete arch ribs, cast-in-situ side arch end beams, side span cast-in-situ inter-rib beams, cast-in-situ side arch rib tie bars, cast-in-situ side columns, flexible prestress tie bars and cast-in-situ bridge decks;
The cast-in-situ side arch rib tie beam is arranged between two side span cast-in-situ reinforced concrete arch ribs, the cast-in-situ side upright post is arranged above the side span cast-in-situ reinforced concrete arch ribs and the arch base for supporting the T-shaped prestressed cross beam, the arch base embedded section is connected with the arch base through arch base outsourcing concrete, the arch base is arranged above a bearing platform of a main span, the main arch hollow inter-rib cross beam is arranged between two middle span steel tube concrete arch ribs, the upper parts of an inner side steel strand whole-strand extrusion cable boom and an outer side steel strand whole-strand extrusion cable boom are connected with the middle span steel tube concrete arch ribs, the lower parts of the inner side steel strand whole-strand extrusion cable boom and the outer side steel strand whole-strand extrusion cable boom are connected with the boom cross beam, and the truss permanent windward-up support, the K-shaped permanent wind-up support and the temporary wind-support are arranged between the two middle span steel tube concrete arch ribs.
The cast-in-situ side arch end beam is arranged above the end part of the side span cast-in-situ reinforced concrete arch rib, and the side span cast-in-situ intercostal beam is arranged above the side span cast-in-situ reinforced concrete arch rib.
Preferably, the flexible prestress tie rod is arranged through the tie rod steel plate box, and the end of the flexible prestress tie rod is anchored at the top of the side span cast-in-situ reinforced concrete arch rib.
Preferably, the bearing platform is arranged above the pile foundation, the upright post is arranged above the bearing platform of the side span, and the side arch support is arranged above the upright post.
As preferable: one end of the side span cast-in-situ reinforced concrete arch rib is connected with the arch base, the other end is placed on the side arch support.
Preferably, one end of the arch base is connected with the side span cast-in-situ reinforced concrete arch rib, the other end of the arch base is provided with an arch foot embedded section, and the middle span reinforced concrete arch rib is fixedly connected with the arch foot embedded section through arch foot outsourcing concrete.
Preferably, the upper tensioning ends of the inner steel strand whole-bundle extrusion inhaul cable suspenders and the outer steel strand whole-bundle extrusion inhaul cable suspenders are connected with the middle-span steel pipe concrete arch rib through suspender anchor head holes, and the lower fixing section is connected with the suspender beam through a suspender end embedded part.
Preferably, the midspan steel pipe concrete arch rib mounting section comprises an upstream arch rib and a K-shaped permanent wind brace, and a temporary wind brace is additionally arranged at the front part of the midspan steel pipe concrete arch rib mounting section.
Preferably, the bracket of the middle-span steel pipe concrete arch rib and the side-span cast-in-situ reinforced concrete arch rib adopts a shaping bracket system.
The construction method of the steel tube concrete arch bridge comprises the following steps:
1) Construction preparation, namely, organizing related personnel to carry out drawing consultation, then carrying out technical consultation on key working procedures, checking material equipment, making a test plan, establishing a construction measurement control network, and further knowing and implementing site construction safety measures;
2) Constructing a pile foundation and a pier abutment, namely constructing a side arch and a main arch foundation, pouring the pile foundation and the pier abutment, pouring an arch abutment at the pier abutment of the main arch, pouring a stand column on the pier abutment of the side arch, pouring an side arch support above the stand column, pre-burying embedded parts such as a arch rib arch foot steel pipe, an arch foot local bearing steel plate, an arch foot outsourcing concrete steel bar embedded part and the like when pouring a bearing platform and an arch abutment of the main arch, pre-installing a bearing platform upper bracket and installing a main arch foot empty steel pipe;
3) Main arch rib processing, namely, adopting dumbbell-shaped steel pipe concrete for arch rings of the middle-span steel pipe concrete arch ribs, and prefabricating the arch ribs in sections in a factory;
4) Setting up an arch springing integral fixing bracket, namely connecting the integral fixing bracket through an embedded steel plate, and positioning and welding the welding position of the shear pin by a positioning frame through a positioning steel plate and a positioning bolt;
5) The arch foot construction, wherein an arch abutment is arranged above a bearing platform of a main span, an arch foot embedded section is arranged, arch feet and tie beam steel bars are bound, the arch foot outsourcing concrete construction adopts outsourcing concrete attaching and fixing and shaping quick-assembly and quick-disassembly hinged opening and closing type steel mould casting technology, the outsourcing concrete of the pouring arch feet is fixedly connected, and the concrete is vibrated to be compact, and maintenance is carried out;
6) Setting up arch rib brackets, namely carrying out foundation reinforcement stabilization treatment of the brackets before setting up the brackets, arranging corresponding drainage facilities around the bracket foundation, and constructing the brackets of the middle-span steel pipe concrete arch ribs and the side-span cast-in-situ reinforced concrete arch ribs by adopting a shaping bracket system;
7) Installing a flexible supporting net, namely leveling the elevation-adjustable arc-shaped lattice type steel supporting plate, and then placing the flexible supporting net on the elevation-adjustable arc-shaped lattice type steel supporting plate;
8) And (3) loading and prepressing a bracket: the support prepressing of the middle-span steel pipe concrete arch rib and the side-span cast-in-situ reinforced concrete arch rib adopts the combined prepressing technology of counterforce prepressing of an anchor bottom beam of an assembled step anchor cable frame and water injection weight prepressing of a bag;
9) Monitoring deformation of the bracket, namely measuring vertical elastic deformation of the finalized bracket system, and counting pre-camber of sinking deformation of the temporary bracket due to construction when the arch rib is erected;
10 Unloading the arch rib support, namely unloading the finalized support system after the pre-arch is set;
11 Erecting a triangular area girder, namely erecting the triangular area girder on the shaping support system and pouring a main arch hollow intercostal girder;
12 The flexible prestress tie bar construction adopts a tie bar stay cable nondestructive traction paying-off system, a fixed disc frame is erected, the tie bar finished product rope disc is placed on a disc frame base plate, a stay cable bracket is erected, a vertical guide groove with a roller is installed, a traction steel wire rope is led out, a winch is started, the speed of the traction process is kept at a uniform speed, enough working length is reserved after traction is in place, the elevation of a guide wheel frame is adjusted to meet the design, and a tie bar anchor head is installed;
13 Setting a middle-span steel pipe concrete arch rib and a side-span cast-in-situ reinforced concrete arch rib, adopting a separated hinged reinforced steel plate and a set integral arc reinforced channel steel combined temporary reinforcement technology, setting a set support system for the middle-span steel pipe concrete arch rib, and fixing a steel pipe and a reinforced support steel plate at the upper part of the set support system through a reinforced steel pipe;
14 Installing side span arch rib templates, end beam templates and intercostal beam templates on a shaping support system, binding steel bars, pouring side span cast-in-situ reinforced concrete arch ribs, side span cast-in-situ intercostal beams and cast-in-situ side arch rib tie beams, pouring side arch rib concrete, pouring end beam concrete, stretching end beam prestressed steel beams after reaching more than 90% of design strength, and pouring cast-in-situ side upright posts on the side span cast-in-situ reinforced concrete arch ribs;
15 The middle span main arch rib steel pipe is installed, the hollow steel pipe sections are connected by temporary bolts, the hollow steel pipe is folded, the wind brace, the main arch hollow rib cross beam and the suspender are avoided at the steel pipe sections, after the arch axis is adjusted, the seam between the sections is welded, the arch top vent hole is welded or bolted, the truss type permanent wind brace, the K-shaped permanent wind brace and the temporary wind brace are installed;
16 The concrete pumping procedure of the middle span main arch rib comprises the steps of completing one-time pouring of arch rib concrete, independently pouring upper, middle and lower cavities, simultaneously pumping concrete from arch feet at two sides to a vault, continuing pumping the concrete at two sides until the steel pipes are filled with the concrete, removing the exhaust pipe when the strength of the concrete reaches the requirement, and sealing and welding by using the same steel plate;
17 Folding the side arch, namely folding side span cast-in-situ reinforced concrete arch ribs, and pouring arch foot folding joint concrete after the side arch ribs are cured for 7-10 days;
18 The method comprises the steps of (1) symmetrically pouring a main arch hollow intercostal cross beam, pouring a cast-in-situ side stand column of a side arch, installing the main arch stand column, hoisting a T-shaped prestress cross beam, hoisting a side arch end cross beam on one side of a side span, installing a side span longitudinal beam, installing a side span prefabricated bridge deck, and pouring a side span cast-in-situ bridge deck;
19 The construction platform comprises a construction platform bottom plate, a sliding rail and a bottom plate sliding rail groove, and a platform truss is built;
20 The tie bar tensioning step comprises the steps of installing a longitudinal flexible prestress tie bar inhaul cable, installing a side span prestress tie bar support frame and a tie bar steel plate box, tensioning an inner tie bar and an outer tie bar respectively, wherein the tie bar tensioning step adopts symmetrical, graded and circular tensioning;
21 Removing the navigation Kong Zhongkua main arch ring bracket and reserving the bracket below the main arch rib intercostal cross beam;
22 The construction of the arch rib suspender of the concrete arch rib of the middle span steel pipe adopts a movable construction platform with fixed slide rails for attaching the arch rib, and symmetrically installs the cross beam of the middle span prefabricated suspender to the 1/4 direction of the arch rib from the middle span arch foot and installs the side cross beam on one side of the main span;
23 The upper tensioning ends of the inner steel strand whole-bundle extrusion inhaul cable suspenders and the outer steel strand whole-bundle extrusion inhaul cable suspenders are connected with the middle span steel pipe concrete arch rib through suspender anchor head holes, and the lower fixing section is connected with a suspender beam through a suspender end embedded part;
24 Removing all the rest brackets, installing a main span prefabricated bridge deck, and pouring the main span cast-in-situ bridge deck;
25 According to the balance of the three spans of the full bridge, symmetrically pouring bridge deck pavement and anti-collision guardrails, and installing expansion joints;
26 After the full bridge is completed, measuring the cable force of all the inner steel strand whole extrusion cable suspenders, all the outer steel strand whole extrusion cable suspenders and the flexible prestress tie rod anchor cable, properly adjusting the initial tension cable force of the suspenders by combining the analysis result of the design elevation control of the cross beam in construction, and correspondingly adjusting the cable force of the tie rod tension cable force, wherein the error between the actually measured cable force and the design cable force is not more than 8 percent, otherwise.
The beneficial effects of the invention are as follows:
1. The steel pipe arch rib fixing support improves the stability in the steel pipe arch rib installation construction operation and effectively ensures the butt joint precision.
2. The construction method combining counter-force pre-pressing of the assembled step anchor cable lattice anchoring bottom beam and water injection weight pre-pressing of the bag reduces an unnecessary construction procedure, saves construction period and can effectively save cost.
3. The attaching, fixing and shaping quick-dismantling hinged opening and closing steel mould disclosed by the invention improves the installation and construction speed of the arch springing template and effectively ensures the structural size.
4. According to the boom installation platform truss, the boom installation platform truss adopts the finalized sliding rail movable type construction platform, so that the boom construction efficiency is greatly improved, and the construction mechanization degree is greatly improved.
5. The tie rod installation in the invention effectively avoids possible damage of the tie rod in the installation process through the tie rod stay cable nondestructive traction paying-off system, ensures the construction integrity of the tie rod, and effectively reduces the friction resistance.
Drawings
FIG. 1 is a detail elevation view of a concrete filled steel tube arch bridge;
FIG. 2 is a plan view of a rib structure;
FIG. 3 is a cross-sectional view of a main arch rib boom cross-beam;
FIG. 4 is a cross-sectional view of a main rib intercostal beam and side beams;
FIG. 5 is a cross-sectional view of a side arch rib column cross beam;
FIG. 6 is a cross-sectional view of an arch end beam;
FIG. 7 is a plan view of a deck system;
FIG. 8 is a schematic diagram of a patterned stent system;
Fig. 9 is a view of the structure of the concrete-filled steel tube arch bridge outer cladding concrete arch foot;
FIG. 10 is a block diagram of a shear pin welding spacer;
FIG. 11 is a block diagram of a steel tube concrete arch bridge rib sizing fixture;
FIG. 12 is a construction diagram of the concrete filled steel tube external prestress tie bar installation;
FIG. 13 is a diagram of a replaceable locking tie rod anchor;
FIG. 14 is a construction diagram of a steel pipe concrete arch bridge rib boom hoist;
Fig. 15 is a cross-sectional view of the vent and feed holes.
The reference numerals indicate 1-pile foundation, 2-bearing platform, 3-arch seat, 4-side arch support, 5-upright post, 6-middle span steel pipe concrete arch rib, 7-side span cast-in-situ reinforced concrete arch rib, 8-side cast-in-situ arch end beam, 9-side span cast-in-situ intercostal beam, 10-side cast-in-situ arch rib tie beam, 11-side cast-in-situ upright post, 12-T-shaped prestressed beam, 13-main arch hollow intercostal beam, 14-prefabricated hollow longitudinal beam, 15-shelf bracket, 16-prefabricated bridge panel, 17-cast-in-situ bridge panel, 18-flexible prestressed tie rod, 19-inner steel strand whole bundle extrusion cable suspender, 20-outer steel strand whole bundle extrusion cable suspender, and, 21-boom anchor head hole, 22-upper tensioning end, 23-lower fixing section, 24-boom end embedded part, 25-chord steel pipe, 26-middle batten plate, 27-self-compacting concrete, 28-feeding hole, 29-exhaust hole, 30-exhaust pipe, 31-arch foot embedded section, 32-arch foot outsourcing concrete, 33-arch foot local bearing steel plate, 34-shear nail, 35-changeable locking type tie rod anchor, 36-tie rod supporting frame, 37-tie rod steel plate box, 38-truss type permanent upper wind brace, 39-K type permanent middle wind brace, 40-temporary wind brace, 41-shaping bracket system, 42-arch rib shaping reinforced groove steel frame, and, 43-side beam, 44-suspender beam, 45-outer side arch rib, 46-inner side arch rib, 47-column support, 48-left and right auxiliary inner side arch rib sharing lower foundation, 49-inner side prestress tie bar, 50-outer side prestress tie bar, 51-side beam support, 52-sidewalk, 53-non-motorized lane, 54-motorized lane, 55-crash barrier, 56-outer side main arch rib, 57-inner side main arch rib, 58-precast slab block, 59-foundation treatment pile, 60-shallow layer solidified cement soil slab, 61-assembled step anchor cable frame anchoring bottom girder, 62-anchor cable pre-embedded section, 63-main arch rib foot steel pipe, 64-reserved anchor holes, 65-frame bracket bottom plates, 66-pier fixed plate embedded parts, 67-unit type L-shaped steel plate frames, 68-elevation adjustable arc-shaped lattice type steel supporting plates, 69-flexible supporting nets, 70-bags, 71-side end plates, 72-easily detachable cavity separating plates, 73-counter-force prepressing anchor cables, 74-pier embedded anchor cable counter-force ends, 75-pressure bearing reinforcing steel bars, 76-shearing steel plates, 77-L-shaped limiting plates, 78, hole connecting end plates, 79, comb-shaped integral fixing bolts, 80-anti-cracking reinforcing steel bars, 81-arc-shaped guard plates, 82-integral fixed brackets, 83-embedded steel plates, 84-shaping steel plates, 85-shear pin welding positioning frames, 86-positioning bolts, 87-reinforced steel pipe laying steel pipes, 88-reinforced supporting steel plates, 89-jack limiting laying cavities, 90-bracket crossbrace, 91-jacks, 92-reinforced rib plates, 93-arch rib fixing steel plates, 94-steel pipe arch rib fixing brackets, 95-fastening lugs, 96-arc integral channel steel, 97-opposite pulling adjustable long screws, 98-arch rib opposite pulling temporary connecting plates, 98-steel pipe arch rib joints, 99-continuous stress testers, 100-steel pipe arch ribs, 101-lug plate fastening bolts, 102-adjustable steel plate top plates, 103-adjustable bolt groups, and, 104-adjustable steel plate base, 105-adjustable steel plate bracket, 106-hinge shaft, 107-tie bar finished rope disc, 108-fixed disc frame, 109-disc frame bottom plate, 110-roller vertical guide groove, 111-symmetrical winch, 112-cable belt buckle shoulder pole beam, 113-cable bracket, 114-tie bar cable, 115-belt transition arc supporting tie bar distributor, 116-traction steel wire rope, 117-anchor backing plate fixing rib, 118-sealing device, 119-frame vertical fixing steel plate, 120-anchor bolt, 121-compression device, 122-protective cover, 123-supporting cylinder, 124-filling mortar, and, 125-embedded pipes, 126-damping devices, 127-sliding rails, 128-construction platform bottom plates, 129-bottom plate sliding rail grooves, 130-embedded opposite-pulling brakes and 131-platform trusses.
Detailed Description
The invention is further described below with reference to examples. The following examples are presented only to aid in the understanding of the invention. It should be noted that it will be apparent to those skilled in the art that various modifications and adaptations of the invention can be made without departing from the principles of the invention and these modifications and adaptations are intended to be within the scope of the invention as defined in the following claims.
As shown in fig. 1 to 15, the steel pipe concrete arch bridge comprises side arch ribs, main arch ribs, suspenders, tie bars and bridge abutment structures; the side span structure comprises side arch supports 4, side span cast-in-situ reinforced concrete arch ribs 7, cast-in-situ side arch end beams 8, side span cast-in-situ intercostal beams 9, cast-in-situ side arch rib tie beams 10, cast-in-situ side upright posts 11, flexible prestress tie bars 18 and cast-in-situ bridge decks 17; the midspan structure comprises an arch abutment 3, a midspan steel pipe concrete arch rib 6, a main arch hollow intercostal cross beam 13, a prefabricated hollow longitudinal beam 14, a flexible prestress tie bar 18, a tie bar steel plate box 37, a truss type permanent wind bracing 38, a K-shaped permanent wind bracing 39, a temporary wind bracing 40, an arch foot embedded section 31, an inner steel strand whole bundle extrusion cable suspender 19 and an outer steel strand whole bundle extrusion cable suspender 20; the cast-in-situ side arch rib tie beam 10 is arranged between two side span cast-in-situ reinforced concrete arch ribs 7, a cast-in-situ side upright 11 is arranged above the side span cast-in-situ reinforced concrete arch ribs 7 and the arch base 3 and is used for supporting a T-shaped prestressed beam 12, an arch base embedded section 31 is connected with the arch base 3 through arch base outsourcing concrete 32, the arch base 3 is arranged above a bearing platform 2 of a main span, a main arch hollow intercostal beam 13 is arranged between two middle span steel pipe concrete arch ribs 6, an inner side steel strand whole-beam extrusion cable boom 19 and an outer side steel strand whole-beam extrusion cable boom 20 are connected with the middle span steel pipe concrete arch ribs 6, the lower parts of the inner side steel strand whole-beam extrusion cable boom 19 and the outer side steel strand whole-beam extrusion cable boom 20 are connected with a boom beam 44, and a truss type permanent upwind brace 38, a K-shaped permanent wind brace 39 and a temporary wind brace 40 are arranged between the two middle span steel pipe concrete arch ribs 6.
The cast-in-situ side arch end beam 8 is arranged above the end part of the side span cast-in-situ reinforced concrete arch rib 7, and the side span cast-in-situ intercostal beam 9 is arranged above the side span cast-in-situ reinforced concrete arch rib 7. The flexible prestressed tie bars 18 are arranged through the tie bar steel plate boxes 37, and the ends of the flexible prestressed tie bars are anchored at the tops of the side span cast-in-situ reinforced concrete arch ribs 7. The pile foundation 1 is arranged above the pile foundation 2, the upright post 5 is arranged above the side span pile foundation 2, and the side arch support 4 is arranged above the upright post 5. One end of the side span cast-in-situ reinforced concrete arch rib 7 is connected with the arch base 3, and the other end is placed on the side arch support 4. One end of the arch abutment 3 is connected with the side span cast-in-situ reinforced concrete arch rib 7, the other end is provided with an arch foot embedded section 31, and the middle span steel pipe concrete arch rib 6 is fixedly connected with the arch foot embedded section 31 through arch foot outsourcing concrete 32. The upper tensioning ends 22 of the inner steel strand whole-bundle extrusion inhaul cable suspenders 19 and the outer steel strand whole-bundle extrusion inhaul cable suspenders 20 are connected with the mid-span steel pipe concrete arch ribs 6 through suspender anchor head holes 21, and the lower fixing sections 23 are connected with suspender beams 44 through suspender end embedded parts 24. The installation section of the mid-span steel pipe concrete arch rib 6 comprises an upstream arch rib and a K-shaped permanent wind brace 39, and a temporary wind brace 40 is additionally arranged at the front part of the installation section. The bracket of the mid-span steel pipe concrete arch rib 6 and the side span cast-in-situ reinforced concrete arch rib 7 adopts a shaping bracket system 41.
The construction method of the steel tube concrete arch bridge comprises the following steps:
1) Construction preparation, namely, organizing related personnel to carry out drawing consultation, then carrying out technical consultation on key working procedures, checking material equipment, making a test plan, establishing a construction measurement control network, and further knowing and implementing site construction safety measures;
2) Constructing a pile foundation and a pier abutment, namely constructing a side arch and a main arch foundation, pouring the pile foundation 1 and the pier abutment 2, pouring an arch abutment 3 at the pier abutment 2 of the main arch, pouring a stand column 5 on the pier abutment 2 of the side arch, pouring a side arch support 4 above the stand column 5, pre-burying an arch rib arch foot steel pipe, an arch foot local pressure-bearing steel plate 33, an arch foot outsourcing concrete steel bar embedded part and other embedded parts when pouring a bearing platform 2 and an arch abutment 3 of the main pier, pre-installing a support on the bearing platform 2 and installing a main arch foot empty steel pipe;
3) The main arch rib is processed, wherein an arch ring of the mid-span steel pipe concrete arch rib 6 adopts dumbbell-shaped steel pipe concrete, and the arch rib is prefabricated in sections in a factory;
4) An arch springing integral fixing bracket is erected, wherein the integral fixing bracket 82 is connected through a pre-buried steel plate 33, and a locating bracket 85 is provided with a shaping steel plate 84 and a locating bolt 86 to locate and weld the welding position of the shear pin 34;
5) The arch center construction, wherein an arch center 3 is arranged above a bearing platform 2 of a main span, an arch center embedded section 31 is arranged, arch center and tie beam steel bars are bound, an outer-covered concrete 32 construction adopts an outer-covered concrete attaching and fixing shaping quick-assembly and quick-disassembly hinged opening and closing type steel mould casting technology, and the outer-covered concrete 32 of the arch center is cast for fixedly connecting, vibrating and compacting, and timely maintenance is carried out;
6) Setting up arch rib brackets, namely carrying out foundation reinforcement stabilization treatment of the brackets before setting up the brackets, arranging corresponding drainage facilities around the bracket foundation, and adopting a shaping bracket system 41 for bracket construction of the mid-span steel pipe concrete arch ribs 6 and the side-span cast-in-situ reinforced concrete arch ribs 7;
7) Installing a flexible supporting net, namely leveling the elevation-adjustable arc-shaped lattice type steel supporting plate 68, and then placing the flexible supporting net 69 on the elevation-adjustable arc-shaped lattice type steel supporting plate 68;
8) And (3) loading and prepressing a bracket: the bracket pre-pressing of the middle-span steel pipe concrete arch rib 6 and the side-span cast-in-situ reinforced concrete arch rib 7 adopts an assembling type step anchor cable frame anchoring bottom beam counter-force pre-pressing and bag water injection weight pre-pressing combined pre-pressing technology;
9) Monitoring deformation of the bracket, namely measuring vertical elastic deformation of the finalized bracket system 41, and taking pre-arching degree of sinking deformation of the temporary bracket due to construction into consideration and accounting when the arch rib is erected;
10 Unloading the arch rib bracket, namely unloading the finalized bracket system 41 after the pre-arch degree is set;
11 Erecting a triangular area girder, namely erecting the triangular area girder on the shaping bracket system 41 and pouring a main arch hollow intercostal cross beam 13;
12 The flexible prestress tie bar 18 is constructed by adopting a tie bar stay cable nondestructive traction paying-off system, winding a tie bar finished product cable disc 107, erecting a fixed disc frame 108, placing the tie bar finished product cable disc 107 on a disc frame bottom plate 109, erecting a stay cable bracket 113, installing a vertical guide groove 110 with a roller, leading out a traction steel wire rope 116, starting a winch 111, keeping the speed of the traction process not too fast, keeping a uniform speed, leaving enough working length after traction in place, adjusting the elevation of a guide wheel frame to meet the design, and installing a tie bar anchor head, namely finally installing a prestress tie bar anchor end;
13 Setting a mid-span steel pipe concrete arch rib 6 and a side span cast-in-situ reinforced concrete arch rib 7, adopting a combined temporary reinforcement technology of a separated hinged reinforced steel plate and a set integral arc reinforced channel steel, setting a set support system 41 for the mid-span steel pipe concrete arch rib 6, and fixing the upper part of the set support system 41 through a reinforced steel pipe laying steel pipe 87 and a reinforced support steel plate 88;
14 Installing side span arch rib templates, end beam templates and intercostal beam templates on a shaping bracket system 41, binding reinforcing steel bars (attention to the arrangement of embedded parts), then pouring side span cast-in-situ reinforced concrete arch ribs 7, side span cast-in-situ intercostal beams 9 and cast-in-situ side arch rib tie beams 10, pouring side arch rib concrete, pouring end beam concrete, stretching end beam prestressed steel bundles after reaching more than 90% of design strength, and pouring cast-in-situ side upright posts 11 on the side span cast-in-situ reinforced concrete arch ribs 7;
15 The middle span main arch rib steel pipe is installed, the sections of the hollow steel pipe are connected by temporary bolts, the hollow steel pipe is folded, the sections of the steel pipe are avoided from being supported by wind, the main arch hollow rib cross beam 13 and the suspender, after the arch axis is adjusted, the joints between the sections are welded, the arch top exhaust hole 29 is welded or bolted, the truss type permanent wind supporting 38, the K-shaped permanent wind supporting 39 and the temporary wind supporting 40 are installed;
16 The concrete pumping procedure of the midspan main arch rib comprises the steps of completing one-time concrete pumping procedure of the arch rib, independently pumping upper, middle and lower cavities in the order of a lower chord member, an upper chord member and a middle batten plate 26, pumping concrete from arch feet at two sides to the arch crown at the same time, continuing pumping the concrete from the two sides to the arch crown until the steel pipes are filled with the concrete in a scheduling period, inserting a vibrating rod for vibrating for two minutes, removing the exhaust pipe 30 when the strength of the concrete meets the requirement, and sealing and welding by using the same steel plate;
17 Folding the side arch, namely folding the side span cast-in-situ reinforced concrete arch rib 7, and pouring arch foot folding joint concrete (folding arch feet) after the side arch rib is cured for 7-10 days;
18 Symmetrically pouring a main arch hollow intercostal cross beam 13, pouring a cast-in-situ side stand column 11 of a side arch, and installing the main arch stand column, hoisting a T-shaped prestress cross beam 12, hoisting a side arch end cross beam 8 on one side of a side span, installing a side span longitudinal beam, installing a side span prefabricated bridge deck 17, and pouring a side span cast-in-situ bridge deck 17;
19 A boom construction platform is erected, wherein the construction platform comprises a construction platform bottom plate 128, a laying slide rail 127 and a bottom plate slide rail groove 129, and a platform truss 131 is erected;
20 Tension of tie bars, namely, installing a longitudinal flexible prestress tie bar 18 inhaul cable, installing a side span prestress tie bar support frame 36 and a tie bar steel plate box 37, and respectively tensioning an inner tie bar and an outer tie bar, wherein the tie bar tension adopts symmetrical, graded and cyclic tension;
21 Removing the navigation Kong Zhongkua main arch ring bracket and reserving the bracket below the main arch rib intercostal cross beam;
22 The construction of the middle span steel pipe concrete arch rib 6 arch rib boom adopts a movable construction platform with an attached arch rib fixed slide rail, a middle span prefabricated boom beam 44 is symmetrically arranged from the middle span to the arch rib 1/4 direction according to the arch feet, a side beam 43 on one side of a main span is arranged, a prefabricated hollow longitudinal beam 14 is arranged, a tie bar steel plate box 37 is arranged, the middle span prefabricated boom beam 44 is constructed according to the beam bottom installation elevation after the pre-arch degree is considered in a middle span arch rib boom structural diagram, and after all the prefabricated beams are arranged in place, the adjustment of the total boom cable length or cable force is carried out again according to the beam bottom installation elevation;
23 The upper tensioning ends 22 of the inner steel strand whole-bundle extrusion cable suspender 19 and the outer steel strand whole-bundle extrusion cable suspender 20 are connected with the mid-span steel tube concrete arch rib 6 through suspender anchor head holes 21, and the lower fixing section 23 is connected with a suspender beam 44 through a suspender end embedded part 24;
24 Removing all the rest brackets, installing a main span prefabricated bridge deck 17, and pouring a main span cast-in-situ bridge deck 16;
25 According to the balance of the three spans of the full bridge, symmetrically pouring bridge deck pavement and anti-collision guardrails 55, installing expansion joints;
26 After the full bridge is completed, measuring the cable force of all the inner steel strand whole-bundle extrusion cable suspenders 19, all the outer steel strand whole-bundle extrusion cable suspenders 20 and all the flexible prestress tie rods 18, properly adjusting the initial tension cable force of the suspenders by combining the analysis result of the design elevation control of the cross beam in construction, and otherwise, adjusting the cable correspondingly, wherein the error between the actually measured cable force and the design cable force of the tie rods tension cable force is not more than 8%.

Claims (9)

1.一种钢管混凝土拱桥的施工方法，其特征在于，钢管混凝土拱桥包括边拱肋、主拱肋、吊杆、系杆和桥梁墩台结构；边跨结构包括边拱支座（4）、边跨现浇钢筋混凝土拱肋（7）、现浇边拱端横梁（8）、边跨现浇肋间横梁（9）、现现浇边拱肋系梁（10）、现浇边立柱（11）、柔性预应力系杆（18）和现浇桥面板（17）；中跨结构包括拱座（3）、中跨钢管混凝土拱肋（6）、主拱空心肋间横梁（13）、预制空心纵梁（14）、柔性预应力系杆（18）、系杆钢板箱（37）、桁架式永久上风撑（38）、K形永久中风撑（39）、临时风撑（40）、拱脚预埋段（31）、内侧钢绞线整束挤压拉索吊杆（19）和外侧钢绞线整束挤压拉索吊杆（20）；1. A construction method for a steel tube concrete arch bridge, characterized in that the steel tube concrete arch bridge comprises side arch ribs, main arch ribs, hangers, tie rods and a bridge pier structure; the side span structure comprises side arch supports (4), side span cast-in-place reinforced concrete arch ribs (7), cast-in-place side arch end beams (8), side span cast-in-place inter-rib beams (9), cast-in-place side arch rib tie beams (10), cast-in-place side columns (11), flexible prestressed tie rods (18) and cast-in-place bridge decks (17); The mid-span structure includes an arch seat (3), a mid-span steel tube concrete arch rib (6), a main arch hollow inter-rib cross beam (13), a prefabricated hollow longitudinal beam (14), a flexible prestressed tie rod (18), a tie rod steel plate box (37), a truss-type permanent upper wind brace (38), a K-shaped permanent middle wind brace (39), a temporary wind brace (40), an arch foot embedded section (31), an inner steel strand bundle extruded cable hanger (19) and an outer steel strand bundle extruded cable hanger (20); 现浇边拱肋系梁（10）设在两片边跨现浇钢筋混凝土拱肋（7）之间；现浇边立柱（11）设在边跨现浇钢筋混凝土拱肋（7）和拱座（3）上方用于支撑T形预应力横梁（12）；拱脚预埋段（31）通过拱脚外包混凝土（32）与拱座（3）连接，拱座（3）设在主跨的承台（2）上方；主拱空心肋间横梁（13）设在两片中跨钢管混凝土拱肋（6）之间；内侧钢绞线整束挤压拉索吊杆（19）和外侧钢绞线整束挤压拉索吊杆（20）上部与中跨钢管混凝土拱肋（6）连接，内侧钢绞线整束挤压拉索吊杆（19）和外侧钢绞线整束挤压拉索吊杆（20）下部与吊杆横梁（44）连接；桁架式永久上风撑（38）、K形永久中风撑（39）、临时风撑（40）设在两片中跨钢管混凝土拱肋（6）之间；The cast-in-place side arch rib tie beam (10) is arranged between two side span cast-in-place reinforced concrete arch ribs (7); the cast-in-place side column (11) is arranged above the side span cast-in-place reinforced concrete arch rib (7) and the arch seat (3) to support the T-shaped prestressed cross beam (12); the arch foot embedded section (31) is connected to the arch seat (3) through the arch foot outer concrete (32), and the arch seat (3) is arranged above the pedestal (2) of the main span; the main arch hollow rib inter-rib cross beam (13) is arranged between the two middle span steel tube concrete arch ribs (6 ); the upper parts of the inner steel strand bundle extruded cable hanger (19) and the outer steel strand bundle extruded cable hanger (20) are connected to the middle span steel tube concrete arch rib (6), and the lower parts of the inner steel strand bundle extruded cable hanger (19) and the outer steel strand bundle extruded cable hanger (20) are connected to the hanger crossbeam (44); the truss-type permanent upper wind brace (38), the K-shaped permanent middle wind brace (39), and the temporary wind brace (40) are arranged between the two middle span steel tube concrete arch ribs (6); 钢管混凝土拱桥的施工方法，包括以下步骤：The construction method of the steel tube concrete arch bridge comprises the following steps: 1）施工准备：组织相关人员进行图纸会审，然后对关键工序进行技术交底，对物资设备进行核查，制定试验计划，建立施工测量控制网，进一步了解和落实现场施工安全措施；1) Construction preparation: organize relevant personnel to review drawings, then conduct technical briefings on key processes, check materials and equipment, formulate test plans, establish a construction measurement control network, and further understand and implement on-site construction safety measures; 2）桩基和墩台施工：对边拱和主拱基础进行施工，浇筑桩基（1）和承台（2），然后在主拱的承台（2）处浇筑拱座（3），在边拱的承台（2）上浇筑立柱（5），在立柱（5）上方浇筑边拱支座（4），浇筑主墩的承台（2）、拱座（3）时，预埋拱肋拱脚钢管、拱脚局部承压钢板（33）、拱脚外包砼钢筋预埋件等预埋件，浇筑主墩的承台（2）、拱座（3）时预先安装承台（2）上支架、安装主拱拱脚空钢管；2) Construction of pile foundation and pier: construct the foundation of the side arch and the main arch, cast the pile foundation (1) and the pedestal (2), then cast the arch seat (3) at the pedestal (2) of the main arch, cast the column (5) on the pedestal (2) of the side arch, cast the side arch support (4) above the column (5), and when casting the pedestal (2) and the arch seat (3) of the main pier, embed the arch rib arch foot steel pipe, the arch foot local pressure bearing steel plate (33), the arch foot outer concrete steel bar embedded parts and other embedded parts, and when casting the pedestal (2) and the arch seat (3) of the main pier, pre-install the pedestal (2) upper bracket and install the main arch arch foot hollow steel pipe; 3）主拱肋加工：中跨钢管混凝土拱肋（6）的拱圈采用哑铃型钢管混凝土，拱肋在厂内分段预制；3) Processing of main arch ribs: The arch ring of the middle span steel tube concrete arch rib (6) adopts dumbbell-shaped steel tube concrete, and the arch rib is prefabricated in sections in the factory; 4）搭设拱脚整体式固定支架：通过预埋钢板（83）连接整体式固定支架（82），定位架（85）设置定型钢板（84）和定位螺栓（86）对剪力钉（34）焊接位置进行定位和焊接；4) Erecting the integral fixing bracket of the arch foot: connecting the integral fixing bracket (82) through the embedded steel plate (83), setting the fixed steel plate (84) and the positioning bolt (86) on the positioning frame (85) to locate and weld the welding position of the shear stud (34); 5）拱脚施工：拱座（3）设在主跨的承台（2）上方，安装拱脚预埋段（31），绑扎拱脚、系梁钢筋，拱脚外包混凝土（32）施工采用外包混凝土附着固定定型化快装快拆铰接启闭式钢模浇筑技术，浇筑拱脚外包混凝土（32）进行固接，并振捣密实，进行养护；5) Arch foot construction: The arch seat (3) is set above the main span pedestal (2), the arch foot embedded section (31) is installed, the arch foot and tie beam steel bars are tied, and the arch foot outer concrete (32) is constructed by using the outer concrete attachment fixed fixed and standardized fast assembly and fast disassembly hinged opening and closing steel formwork casting technology, the arch foot outer concrete (32) is cast for fixing, and vibrated to make it dense, and then maintained; 6）搭设拱肋支架：在搭设支架前，进行支架的地基加固稳定处理，支架基础周围设置相应排水设施，中跨钢管混凝土拱肋（6）和边跨现浇钢筋混凝土拱肋（7）的支架施工采用定型化支架体系（41）；6) Erection of arch rib support: Before erecting the support, the foundation of the support is reinforced and stabilized, and corresponding drainage facilities are set up around the support foundation. The support construction of the middle span steel tube concrete arch rib (6) and the side span cast-in-place reinforced concrete arch rib (7) adopts a standardized support system (41); 7）安装柔性托网：将标高可调式弧形格构式钢托板（68）调平，然后将柔性托网（69）放置在标高可调式弧形格构式钢托板（68）上；7) Installing the flexible support net: leveling the height-adjustable curved lattice steel support plate (68), and then placing the flexible support net (69) on the height-adjustable curved lattice steel support plate (68); 8）支架加载预压：中跨钢管混凝土拱肋（6）和边跨现浇钢筋混凝土拱肋（7）的支架预压采用装配式台阶锚索框格锚固底梁反力预压与囊袋注水压重预压组合预压技术；8) Support loading preloading: The support preloading of the middle span steel tube concrete arch rib (6) and the side span cast-in-place reinforced concrete arch rib (7) adopts the combined preloading technology of the assembled step anchor cable frame anchor bottom beam reaction preloading and the bag water injection weight preloading; 9）监测支架变形：测出定型化支架体系（41）竖向弹性变形，拱肋立模时计入因施工临时支架下沉变形的预拱度；9) Monitoring support deformation: Measure the vertical elastic deformation of the standardized support system (41), and take into account the pre-arching caused by the sinking deformation of the temporary support during construction when the arch rib is erected; 10）拱肋支架卸载：设置好预拱度后，对定型化支架体系（41）进行卸载；10) Arch rib support unloading: After setting the pre-arch, the standardized support system (41) is unloaded; 11）架设三角区主梁：在定型化支架体系（41）上架设三角区主梁，浇筑主拱空心肋间横梁（13）；11) Erection of the triangular area main beam: Erection of the triangular area main beam on the standardized support system (41), and casting of the main arch hollow inter-rib cross beam (13); 12）系杆安装系统搭设：柔性预应力系杆（18）施工采用系杆拉索无损牵引放线系统，卷制系杆成品索盘（107），搭设固定盘架（108），系杆成品索盘（107）放置于盘架底板（109）之上，搭设拉索托架（113），安装带滚轮竖向导槽（110），引出牵引钢丝绳（116），启动卷扬机（111），牵引过程速度保持匀速，牵引到位后留出足够的工作长度，调整导轮架标高满足设计，安装系杆锚头：最后安装预应力系杆锚端；12) Tie rod installation system erection: The flexible prestressed tie rod (18) is constructed using a tie rod cable non-destructive traction and pay-off system, the finished tie rod cable drum (107) is rolled, a fixed drum frame (108) is erected, the finished tie rod cable drum (107) is placed on the drum frame bottom plate (109), a cable bracket (113) is erected, a vertical guide groove with rollers (110) is installed, the traction wire rope (116) is led out, and the winch (111) is started. The traction process is kept at a constant speed. After the traction is in place, a sufficient working length is reserved, the guide wheel frame elevation is adjusted to meet the design, and the tie rod anchor head is installed: Finally, the prestressed tie rod anchor end is installed; 13）拱肋施工支架体系搭设：中跨钢管混凝土拱肋（6）和边跨现浇钢筋混凝土拱肋（7）定型采用分离式铰接加强钢板与定型化整体式弧形加强槽钢组合临时补强技术，对中跨钢管混凝土拱肋（6）进行定型化支架体系（41）搭设，在定型化支架体系（41）上部通过加强钢管搁置钢管（87）和加强支撑钢板（88）固定；13) Erection of arch rib construction support system: The middle span steel tube concrete arch rib (6) and the side span cast-in-place reinforced concrete arch rib (7) are shaped by using a temporary reinforcement technology combining a separate hinged reinforcement steel plate and a standardized integral arc-shaped reinforcement channel steel. A standardized support system (41) is erected for the middle span steel tube concrete arch rib (6), and the upper part of the standardized support system (41) is fixed by reinforcing steel pipe shelving steel pipes (87) and reinforcing support steel plates (88); 14）浇筑边跨结构：在定型化支架体系（41）上安装边跨拱肋模板、端横梁模板、肋间横梁模板，并绑扎钢筋；然后浇筑边跨现浇钢筋混凝土拱肋（7）、边跨现浇肋间横梁（9）、现浇边拱肋系梁（10），浇筑边拱肋砼，浇筑端横梁砼，达到设计强度90%以上后张拉端横梁预应力钢束，在边跨现浇钢筋混凝土拱肋（7）上浇筑现浇边立柱（11）；14) Casting the side span structure: Install the side span arch rib formwork, end cross beam formwork, and inter-rib cross beam formwork on the standardized support system (41), and tie the steel bars; then cast the side span cast-in-place reinforced concrete arch rib (7), the side span cast-in-place inter-rib cross beam (9), and the cast-in-place side arch rib tie beam (10); cast the side arch rib concrete, cast the end cross beam concrete, and after reaching a design strength of more than 90%, tension the end cross beam prestressed steel strands; and cast the cast-in-place side columns (11) on the side span cast-in-place reinforced concrete arch rib (7); 15）安装中跨主拱肋钢管：分段吊装，空钢管节段间以临时螺栓连接，空钢管合拢；钢管分段处避开风撑、主拱空心肋间横梁（13）和吊杆；调整好拱轴线后，节段间的接缝予以焊接；焊接或栓接拱顶排气孔（29）；安装桁架式永久上风撑（38）、K形永久中风撑（39）、临时风撑（40）；15) Install the steel pipes for the main arch ribs in the middle span: hoist in sections, connect the empty steel pipe sections with temporary bolts, and close the empty steel pipes; avoid the wind braces, the cross beams (13) between the hollow ribs of the main arch, and the hangers at the steel pipe sections; after adjusting the arch axis, weld the joints between the sections; weld or bolt the arch top exhaust holes (29); install the truss-type permanent upper wind brace (38), K-shaped permanent middle wind brace (39), and temporary wind brace (40); 16）中跨主拱肋泵注砼程序：拱肋砼一次灌注完成，上中下三个腔体独立灌注，灌注顺序为下弦杆、上弦杆、中间缀板（26）；从两侧拱脚处同时往拱顶泵注砼；两侧泵注砼至拱顶时继续泵注，直至排期钢管中充满砼为止；待砼强度达到要求时去除排气管（30），并用同样钢板封孔焊接；16) Procedure for pumping concrete for the main arch rib of the middle span: the arch rib concrete is poured once, and the three cavities of upper, middle and lower are poured independently, in the order of lower chord, upper chord, and middle tie plate (26); concrete is pumped from the arch feet on both sides to the arch top at the same time; when the concrete is pumped to the arch top on both sides, continue pumping until the scheduling steel pipe is full of concrete; when the concrete strength reaches the requirement, remove the exhaust pipe (30) and seal the hole with the same steel plate and weld it; 17）边拱合拢：合拢边跨现浇钢筋混凝土拱肋（7），在边拱肋养生7-10天之后，浇筑拱脚合拢缝砼；对称浇筑现浇边拱肋系梁（10）；17) Closing of side arches: Closing the side span cast-in-place reinforced concrete arch ribs (7). After the side arch ribs have been cured for 7-10 days, pouring the arch foot closing joint concrete; symmetrically pouring the cast-in-place side arch rib tie beams (10); 18）对称浇筑主拱空心肋间横梁（13），浇筑边拱的现浇边立柱（11），安装主拱立柱；吊装T形预应力横梁（12），吊装边跨一侧的边拱端横梁（8），安装边跨段纵梁；安装边跨段预制桥面板（17），浇筑边跨段现浇桥面板（17）；18) Symmetrically cast the hollow inter-rib cross beams (13) of the main arch, cast the cast-in-place side columns (11) of the side arch, and install the main arch columns; hoist the T-shaped prestressed cross beams (12), hoist the side arch end cross beams (8) on one side of the side span, and install the side span longitudinal beams; install the side span precast bridge deck (17), and cast the cast-in-place bridge deck (17) of the side span; 19）搭设吊杆施工平台：施工平台包括施工平台底板（128），铺设滑轨（127），铺设底板滑轨槽（129），进行平台桁架（131）的搭设；19) Setting up a boom construction platform: The construction platform includes a construction platform bottom plate (128), laying of slide rails (127), laying of bottom plate slide rail grooves (129), and setting up of a platform truss (131); 20）系杆张拉：安装纵向柔性预应力系杆（18）拉索，安装边跨段预应力系杆支撑架（36）、系杆钢板箱（37），分别对内侧系杆和外侧系杆进行张拉，系杆张拉采用对称、分级、循环张拉；20) Tie rod tensioning: Install the longitudinal flexible prestressed tie rod (18) cable, install the side span prestressed tie rod support frame (36) and the tie rod steel plate box (37), and tension the inner and outer tie rods respectively. The tie rod tensioning adopts symmetrical, graded and cyclic tensioning; 21）拆除通航孔中跨主拱圈支架，保留主拱肋肋间横梁以下部分支架；21) Remove the main arch ring support in the middle span of the navigation hole, and retain the support below the main arch rib intercostal beam; 22）安装中跨吊杆：中跨钢管混凝土拱肋（6）的拱肋吊杆施工采用附着拱肋固定滑轨移动式施工平台，按照由跨中、拱脚向拱肋1/4方向对称安装中跨预制吊杆横梁（44）就位，并安装主跨一侧的边横梁（43）；安装预制空心纵梁（14）；安装系杆钢板箱（37）；中跨预制吊杆横梁（44）的安装按中跨拱肋吊杆构造图中考虑预拱度后梁底安装标高进行施工；在全部预制横梁安装就位后，对照上述梁底安装标高重新进行全部吊杆索长或索力的调整；22) Installation of mid-span hangers: The arch rib hangers of the mid-span steel tube concrete arch rib (6) are constructed by using a mobile construction platform with an attached arch rib fixed slide rail. The mid-span prefabricated hanger beams (44) are installed symmetrically from the mid-span and arch foot to the 1/4 direction of the arch rib, and the side beams (43) on one side of the main span are installed; the prefabricated hollow longitudinal beams (14) are installed; the tie steel plate box (37) is installed; the installation of the mid-span prefabricated hanger beams (44) is carried out according to the beam bottom installation elevation after considering the pre-arch in the mid-span arch rib hanger structure diagram; after all the prefabricated beams are installed, the length or force of all the hanger cables are re-adjusted in accordance with the above beam bottom installation elevation; 23）吊杆张拉锚固：分别对内侧吊杆和外侧吊杆进行张拉锚固；内侧钢绞线整束挤压拉索吊杆（19）和外侧钢绞线整束挤压拉索吊杆（20）的上部张拉端（22）通过吊杆锚头孔（21）与中跨钢管混凝土拱肋（6）连接，下部固定段（23）通过吊杆端部预埋件（24）与吊杆横梁（44）连接；23) Suspension anchoring: the inner and outer suspension rods are tensioned and anchored respectively; the upper tensioning ends (22) of the inner steel strand bundle extruded cable suspension rod (19) and the outer steel strand bundle extruded cable suspension rod (20) are connected to the middle span steel tube concrete arch rib (6) through the suspension rod anchor head hole (21), and the lower fixed section (23) is connected to the suspension rod cross beam (44) through the suspension rod end embedded part (24); 24）拆除剩余所有支架，安装主跨段预制桥面板（17），浇筑主跨段现浇桥面板（16）；24) Remove all remaining supports, install the precast bridge deck (17) of the main span, and cast the cast-in-place bridge deck (16) of the main span; 25）按全桥三跨均衡、对称浇筑桥面铺装及防撞护栏（55），安装伸缩缝；25) Cast the bridge deck and anti-collision guardrail (55) evenly and symmetrically over the three spans of the whole bridge, and install the expansion joints; 26）全桥完成后，进行全部内侧钢绞线整束挤压拉索吊杆（19）、外侧钢绞线整束挤压拉索吊杆（20）和柔性预应力系杆（18）锚索的索力测定，吊杆初张拉索力结合施工中横梁设计标高控制的分析结果进行适当调整，系杆张拉索力的实测索力与设计索力误差不大于8%，否则进行相应调索。26) After the whole bridge is completed, the cable tension of all inner steel strand bundle extruded cable hangers (19), outer steel strand bundle extruded cable hangers (20) and flexible prestressed tie rods (18) is measured. The initial tensioning cable force of the hangers is appropriately adjusted in combination with the analysis results of the design elevation control of the cross beam during construction. The error between the measured cable force and the designed cable force of the tie rod tensioning cable force is not more than 8%, otherwise the cable is adjusted accordingly. 2.根据权利要求1所述的钢管混凝土拱桥的施工方法，其特征在于：所述的现浇边拱端横梁（8）设在边跨现浇钢筋混凝土拱肋（7）端部上方，边跨现浇肋间横梁（9）设置于边跨现浇钢筋混凝土拱肋（7）上方。2. The construction method of a steel tube concrete arch bridge according to claim 1 is characterized in that: the cast-in-place side arch end cross beam (8) is arranged above the end of the side span cast-in-place reinforced concrete arch rib (7), and the side span cast-in-place inter-rib cross beam (9) is arranged above the side span cast-in-place reinforced concrete arch rib (7). 3.根据权利要求1所述的钢管混凝土拱桥的施工方法，其特征在于：所述的柔性预应力系杆（18）贯穿于系杆钢板箱（37）设置，其端部锚固于边跨现浇钢筋混凝土拱肋（7）顶部。3. The construction method of a steel tube concrete arch bridge according to claim 1 is characterized in that: the flexible prestressed tie rod (18) is installed through the tie rod steel plate box (37), and its end is anchored to the top of the cast-in-place reinforced concrete arch rib (7) of the side span. 4.根据权利要求1所述的钢管混凝土拱桥的施工方法，其特征在于：所述的承台（2）设在桩基（1）上方，边跨的承台（2）上方设有立柱（5），立柱（5）上方设有边拱支座（4）。4. The construction method of a steel tube concrete arch bridge according to claim 1 is characterized in that: the pedestal (2) is arranged above the pile foundation (1), a column (5) is arranged above the pedestal (2) of the side span, and a side arch support (4) is arranged above the column (5). 5.根据权利要求1所述的钢管混凝土拱桥的施工方法，其特征在于：所述的边跨现浇钢筋混凝土拱肋（7）一端与拱座（3）连接，另一端搁置在边拱支座（4）上。5. The construction method of a steel tube concrete arch bridge according to claim 1, characterized in that one end of the side span cast-in-place reinforced concrete arch rib (7) is connected to the arch seat (3), and the other end is placed on the side arch support (4). 6.根据权利要求1所述的钢管混凝土拱桥的施工方法，其特征在于：所述的拱座（3）一端与边跨现浇钢筋混凝土拱肋（7）连接，另一端设有拱脚预埋段（31），中跨钢管混凝土拱肋（6）通过拱脚外包混凝土（32）与拱脚预埋段（31）固结。6. The construction method of a steel tube concrete arch bridge according to claim 1 is characterized in that: one end of the arch seat (3) is connected to the cast-in-place reinforced concrete arch rib (7) of the side span, and the other end is provided with an arch foot embedded section (31), and the steel tube concrete arch rib (6) of the middle span is consolidated with the arch foot embedded section (31) through the arch foot outer concrete (32). 7.根据权利要求1所述的钢管混凝土拱桥的施工方法，其特征在于：所述的内侧钢绞线整束挤压拉索吊杆（19）和外侧钢绞线整束挤压拉索吊杆（20）的上部张拉端（22）通过吊杆锚头孔（21）与中跨钢管混凝土拱肋（6）连接，下部固定段（23）通过吊杆端部预埋件（24）与吊杆横梁（44）连接。7. The construction method of a steel tube concrete arch bridge according to claim 1 is characterized in that the upper tensioning ends (22) of the inner steel strand whole bundle extruded cable hanger (19) and the outer steel strand whole bundle extruded cable hanger (20) are connected to the middle span steel tube concrete arch rib (6) through the hanger anchor head hole (21), and the lower fixed section (23) is connected to the hanger crossbeam (44) through the hanger end embedded part (24). 8.根据权利要求1所述的钢管混凝土拱桥的施工方法，其特征在于：所述的中跨钢管混凝土拱肋（6）安装节段包括上游拱肋和K形永久中风撑（39），其前部加设临时风撑（40）。8. The construction method of a steel tube concrete arch bridge according to claim 1 is characterized in that: the installation segment of the mid-span steel tube concrete arch rib (6) includes an upstream arch rib and a K-shaped permanent wind brace (39), and a temporary wind brace (40) is added in front of the upstream arch rib and the K-shaped permanent wind brace (39). 9.根据权利要求1所述的钢管混凝土拱桥的施工方法，其特征在于：所述的中跨钢管混凝土拱肋（6）和边跨现浇钢筋混凝土拱肋（7）的支架采用定型化支架体系（41）。9. The construction method of a steel tube concrete arch bridge according to claim 1, characterized in that the supports of the middle span steel tube concrete arch rib (6) and the side span cast-in-place reinforced concrete arch rib (7) adopt a standardized support system (41).
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