CN116641310A

CN116641310A - Concrete-encased formwork system for stiff skeleton arch bridge and construction method of concrete-encased formwork system

Info

Publication number: CN116641310A
Application number: CN202310669945.1A
Authority: CN
Inventors: 罗小斌; 沈耀; 匡志强; 马瑞艺; 秦大燕; 侯凯文; 唐雁云; 叶增鑫; 韦民庄; 黄酉
Original assignee: Guangxi Road and Bridge Engineering Group Co Ltd
Current assignee: Guangxi Road and Bridge Engineering Group Co Ltd
Priority date: 2023-06-07
Filing date: 2023-06-07
Publication date: 2023-08-25

Abstract

The invention relates to the technical field of construction of concrete covered by a stiff skeleton concrete arch bridge, in particular to a concrete covered formwork system and a construction method thereof, wherein the formwork system respectively designs corresponding formwork components aiming at a top plate, a web plate and the top plate, a construction channel is formed through a bottom plate, a steel formwork is used for matching arch rib line types, the splicing quality of the web plate formwork is improved through a large formwork structure, the installation difficulty of an outer formwork of the web plate is reduced, the risk and difficulty of arch construction are reduced, the efficiency of arch construction is improved, the surface quality of formed concrete is improved, meanwhile, the connection of each formwork and the stiff skeleton is realized through a pull rod structure, the installation stability of the formworks is good, the installation precision is high, the force applied to the formworks in the concrete pouring process can be effectively transmitted to the stiff skeleton, the integral line quality of the formed arch bridge is improved, the turnover use of the formwork system is realized through the preparation of a plurality of sets of formwork systems, the preparation cost of the formwork system is reduced, and the construction efficiency is improved.

Description

Concrete-encased formwork system for stiff skeleton arch bridge and construction method of concrete-encased formwork system

Technical Field

The invention relates to the technical field of concrete-covered construction of a stiff skeleton concrete arch bridge, in particular to a concrete-covered formwork system of the stiff skeleton concrete arch bridge and a construction method thereof.

Background

Since 1898, the span is developed at an average annual speed of 1.5m, and the construction of the stiff skeleton concrete arch bridge with larger span has become the primary choice for shortening the space-time distance because of the advantages of high rigidity, insensitive daily temperature difference, good durability, reasonable manufacturing cost and the like.

After the construction of concrete in steel pipe truss or pipe is completed, steel pipe truss or steel pipe concrete is used as main bearing member, external formwork is used for concrete pouring, but the bearing capacity of steel pipe truss or steel pipe concrete arch structure is limited, for the large-span concrete arch bridge with stiff skeleton, the concrete loading can not be completed at one time, three-ring pouring is generally needed according to the bottom plate, web plate and top plate, the concrete which is firstly constructed into rings and the stiff skeleton form a new bearing structure together, and support is provided for the subsequent construction links together.

Compared with a mature template system and an operation platform both exist in the pier stud and the box girder, the construction of the concrete arch bridge with the stiff framework is carried out by adopting a non-mature template system, and the construction cannot be carried out by adopting a bracket method, wherein the construction of the concrete arch bridge with the stiff framework is carried out at high altitude and is inclined plane operation of approximately 45 degrees, the operation surface is narrow, the operation difficulty is high, the design and installation difficulty of the template are further increased and the safety risk is further increased along with the further increase of the span of the arch bridge, the stability and operability of the template are further deteriorated, the quality and safety problems such as expansion and explosion frequently occur in the construction process, the concrete appearance quality and the line type of the concrete arch bridge with the stiff framework are influenced, and the construction efficiency is influenced.

Therefore, a technical scheme is needed at present to solve the technical problems that the stability and operability of the existing template system are poor, the construction difficulty is increased, and the construction quality and the construction efficiency are affected in the existing concrete-encased formwork system of the stiff skeleton concrete arch bridge.

Disclosure of Invention

The invention aims at: aiming at the technical problems that the stability and operability of the existing template system are poor, the construction difficulty is increased, and the construction quality and the construction efficiency are affected, the concrete template system for the reinforced skeleton arch bridge and the construction method thereof are provided.

In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:

a concrete-encased formwork system for a stiff skeleton arch bridge comprises a bottom plate ring formwork, a web plate ring formwork and a top plate ring formwork:

the bottom plate ring template comprises a bottom plate bottom die, a bottom plate side die, a bottom plate inner die, a first end die and a first pressing die; the bottom die of the bottom plate forms a construction channel on two lateral sides of the arch rib; the bottom plate side die comprises a steel die plate matched with the shape of the space to be poured; the bottom plate inner die is connected with a bottom plate side die pull rod; the bottom plate ring template is connected to the stiff framework through a pull rod structure; the web template comprises a web outer die, a web inner die, a second end die and a second pressing die; the web outside die comprises a plurality of outside die plate units which are matched with the to-be-poured height of the web of the arch ring section, and the outside die plate units are longitudinally matched with the arch rib in a linear splicing manner along the arch rib; the web inner side die comprises a loose-splice die plate; the web outside die is connected with a web inside die pull rod; the second pressing die is in turnover use with the first pressing die; the top plate ring template comprises a top plate inner die, a top plate pressing die, a top plate side die and a third end die; the top plate inner die and the bottom plate inner die are used in a turnover way; the top plate side die and the bottom plate side die are used in a turnover way; the third end mould and the first end mould are used in a turnover way; the top plate ring template is connected to the stiff framework through a pull rod structure.

According to the concrete formwork system for the reinforced skeleton arch bridge, corresponding formwork components are respectively designed aiming at the top plate, the web plate and the top plate, wherein the bottom plate ring formwork forms a construction channel through the bottom plate die, convenience is provided for other construction procedures of the formwork system, the risk and difficulty of arch construction are reduced, and the efficiency of arch construction is improved; the side die of the bottom plate accurately matches the shape of the arch rib through the steel die plate, so that the shape quality of the formed arch rib is improved; the outer side template units of the web ring template are higher in height to form a large template structure, so that the vertical splicing process on the arch of the web ring template can be reduced, the splicing quality of a single template is improved, the surface quality of formed concrete is improved, the installation difficulty of the web outer side template is reduced, and the construction efficiency of the web ring template is improved; the roof ring template is used through turnover with the bottom plate ring template, so that the shaping quality of the roof and the bottom plate is the same, the overall preparation cost of a template system is reduced, meanwhile, the connection between each template and the stiff framework is realized through a pull rod structure, the template is good in installation stability and high in installation precision, and the force applied to the template in the concrete pouring process can be effectively transferred to the stiff framework, so that the overall linear quality of the shaped arch bridge is improved.

As the preferable scheme of the invention, the bottom plate bottom die is fixed on the lower chord pipe of the stiff framework through a plurality of U-shaped pull rods, a limiting block is arranged between the bottom plate bottom die and the lower chord pipe and corresponds to the U-shaped pull rods, and the limiting block is penetrated with reinforcing steel bars along the axial direction of the lower chord pipe and is welded and connected with the lower chord pipe. The spacing between the bottom die of the bottom plate and the bottom surface of the stiff framework is limited by the limiting blocks, the accuracy of the thickness of the bottom plate of the concrete covered outside is ensured, meanwhile, the bottom die of the bottom plate and the stiff framework are effectively and stably connected by the upper and lower correspondence and arrangement of the reinforcing steel bars, the U-shaped pull rods and the limiting blocks, the effective transmission of the stress of the template to the stiff framework in the concrete pouring process can be ensured, the installation stability of a template system is ensured, and the linear quality and uniformity of the formed arch ribs are improved.

As a preferable scheme of the invention, the bottom plate bottom die comprises a plurality of bottom die units which are longitudinally spliced and connected along the arch rib, a profile steel longitudinal beam is arranged at the longitudinal center of the bottom of each bottom die unit, the profile steel longitudinal beam is connected with a stiff framework flat link rod through a pull rod structure, and adjacent bottom die units are connected with longitudinal connecting profile steel through embedding. So as to improve the mounting stability of the bottom die of the bottom plate, realize the stress transmission of the adjacent bottom die units and realize the uniform dispersion of the stress of the template.

As a preferable scheme of the invention, the outer side template unit comprises a first template formed according to the top edge of the arch rib linear matched cutting rectangular template unit and a second template formed according to the top edge and the arch crown side edge of the matched cutting rectangular template unit, and a plurality of the first templates and the second templates are alternately arranged along the longitudinal direction of the arch rib. The web template and the arch rib line type are effectively matched through the combination of the first template and the second template which are formed after the matching and cutting, and the surface smoothness and the aesthetic degree of the formed concrete are improved.

As a preferable scheme of the invention, the first end mould comprises a steel end mould and a wood end mould, the steel end mould is clamped on the main chord pipe of the stiffness framework, the wood end mould is arranged flush with the steel end mould, the top surface and the bottom surface of the main chord pipe attached to the first end mould are respectively provided with a steel back ridge, the steel end mould is connected with the outer wall of the main chord pipe through a pull rod structure penetrating through the steel back ridge, and the wood end mould is connected with the web member of the stiffness framework through the pull rod structure. The steel end mould can be closely matched with the main string pipe, the steel end mould is matched with the wood end mould, the whole weight and the preparation cost of the end mould are reduced, the overhead installation on the arch is facilitated, the construction efficiency is improved, the construction risk is reduced, the sealing with the circumference of the main string pipe is realized through the steel end mould, the conditions of slurry leakage and the like are avoided, and the construction quality is improved.

As a preferable scheme of the invention, the first pressing die comprises a comb plate, a pressing plate component, a wedge block and a limiting component, wherein the comb plate is clamped on web steel bars, the pressing plate component is attached to the top surface of the comb plate, the limiting component is welded with the web steel bars fixedly connected with the stiffness framework, the wedge block is wedged between the limiting component and the pressing plate component, a plurality of first pressing die sections are arranged, and discharging and vibrating holes are formed between adjacent first pressing dies. The fishback can be attached with the web steel bar, realizes the circumferential closing of the web steel bar, avoids the conditions such as expanding mould, leakage and the like at web member steel bar exit position, simultaneously, the first compression mould section setting can match the arch rib curve line type fast, improves shaping arch rib line type quality to improve first compression mould setting flexibility, can effectively avoid the existing structure of stiffness skeleton, improve compression mould stability, and form the vibration hole site of unloading, facilitate for concrete vibration, ensure concrete pouring quality.

As the preferable scheme of the invention, the horizontal connection template comprises a horizontal connection outer die and a horizontal connection inner die, wherein the horizontal connection outer die comprises a horizontal connection bottom die, a vault side outer die, a arch foot side outer die and a horizontal connection top die, the vault side outer die comprises a first outer die and a second outer die which are sequentially arranged from bottom to top along the height direction, the first outer die, the horizontal connection bottom die and the arch foot side outer die form an L-shaped template, and the L-shaped template can be preassembled and connected to a stiff framework section to be hoisted. Through shaping L type template, for the ground installation of cross form board provides convenience, reduces the cross form board installation degree of difficulty, improves strength nature skeleton cross outsourcing concrete construction quality.

The construction method of the concrete-covered formwork system of the stiff skeleton arch bridge comprises the steps of dividing a longitudinal direction of an arch rib into a plurality of pouring sections symmetrically, controlling the total pouring duration of each pouring section within the initial setting time of concrete, preparing at least one set of concrete-covered formwork system of the stiff skeleton arch bridge by each pouring section, symmetrically installing, pouring and turning along the longitudinal two sides of the arch rib, and sequentially installing and pouring each set of formwork system according to the sequence of a bottom plate, a web plate and a top plate.

According to the construction method of the concrete-covered formwork system for the stiff skeleton arch bridge, provided by the invention, a plurality of formwork systems are prepared, each formwork system can be used in a turnover manner corresponding to the requirement of arch rib sectional construction, the construction efficiency is improved, the appearance quality of the formed concrete-covered concrete of each construction section of the arch rib is ensured, meanwhile, when each formwork system is used, the turnover use of the bottom plate ring formwork and the top plate ring formwork can be carried out according to actual conditions, the turnover use of the division ring, the segmentation and the division working face of the formwork system is realized, the preparation cost of the formwork system is reduced, and the construction efficiency is improved.

As the preferable scheme of the invention, the bottom die of the bottom plate and/or the L-shaped template are pre-spliced and connected to the stiff framework segments to be hoisted, and the template embedding at the joint of the segments is carried out along with hoisting of the stiff framework segments to the using position; the outer side template units are assembled and prepared on the ground, then lifted and installed on an arch, and then the inner side template of the web plate is assembled in a scattered manner; the roof internal mold is suspended and assembled in the arch box through a lifting tool erected above the roof, and a construction platform is arranged at the bottom of the roof internal mold, so that an arch box passing channel is formed below the construction platform. By reasonably planning the installation sequence and the installation mode of each template, the reasonable matching of ground assembly and arch installation is realized, the construction difficulty on the arch is reduced, and the construction quality and the construction efficiency are improved.

As a preferred scheme of the invention, a plurality of first transverse tunnels are reserved when the bottom plate is poured; before the web ring template is installed, a first limit rod piece is arranged in the first transverse duct in a penetrating way and used for supporting the web ring template; reserving a plurality of second transverse pore channels when pouring the web plate; and before the top plate ring template is installed, a second limit rod piece is arranged in the second transverse pore canal in a penetrating way and used for supporting the top plate ring template. And the split ring pouring principle is fully combined, so that the installation stability of the web ring template and the top plate ring template is ensured, and the overall construction quality of a template system is improved.

In summary, by adopting the technical scheme, the concrete formwork system for the reinforced skeleton arch bridge has the beneficial effects that:

1. the bottom plate ring template forms a construction channel through the bottom plate bottom die, thereby providing convenience for other construction procedures of the template system, reducing the risk and difficulty of the construction on the arch and improving the construction efficiency on the arch;

2. the side die of the bottom plate accurately matches the shape of the arch rib through the steel die plate, so that the shape quality of the formed arch rib is improved;

3. the outer side template units of the web ring template are higher in height to form a large template structure, so that the vertical splicing process on the arch of the web ring template can be reduced, the splicing quality of a single template is improved, the surface quality of formed concrete is improved, the installation difficulty of the web outer side template is reduced, and the construction efficiency of the web ring template is improved;

4. The top plate ring template is in turnover use with the bottom plate ring template, so that the top plate and the bottom plate have the same molding quality, and the overall preparation cost of the template system is reduced;

5. the connecting of each template and the stiff skeleton is realized through the pull rod structure, so that the template has good installation stability and high installation precision, and the force applied to the template in the concrete pouring process can be effectively transferred to the stiff skeleton, thereby improving the overall linear quality of the formed arch bridge;

the construction method of the concrete formwork system for the outer wrapping of the stiff skeleton arch bridge has the beneficial effects that:

1. by preparing a plurality of sets of template systems, each set of template system can be used corresponding to the sectional construction requirement of the arch rib, so that the construction efficiency is improved, and the appearance quality of the formed and outsourced concrete of each construction section of the arch rib is ensured;

2. when the template systems are used, the turnover use of the bottom plate ring template and the top plate ring template can be carried out according to actual conditions, and the preparation cost of the template systems is reduced.

Drawings

FIG. 1 is a schematic view of the construction of a floor ring template of the present invention;

FIG. 2 is a schematic view of a partial structure of a floor ring template according to the present invention;

FIG. 3 is a schematic diagram of an assembled structure of the bottom die of the bottom plate in the invention;

FIG. 4 is a schematic view of a stopper according to the present invention;

FIG. 5 is a schematic view of the construction of the web ring template of the present invention;

FIG. 6 is a schematic view of the construction of the web outside mold of the present invention;

FIG. 7 is a schematic diagram of a cut-out structure of a template of the type described in the present invention;

FIG. 8 is a schematic diagram of the structure of the two templates according to the present invention;

FIG. 9 is a schematic view of the construction of the top plate ring template of the present invention;

FIG. 10 is a schematic view of the installation process of the roof inner mold according to the present invention;

FIG. 11 is an enlarged schematic view of the structure of FIG. 10 at A;

FIG. 12 is a second schematic view of the installation process of the roof inner mold according to the present invention;

FIG. 13 is a schematic view of a third embodiment of the installation process of the roof inner mold according to the present invention;

FIG. 14 is a schematic view of the structure of the first end mold according to the present invention;

FIG. 15 is a schematic view showing the combined structure of the steel end form and the wood end form according to the present invention;

FIG. 16 is a schematic view of the fixing structure of the steel end mold according to the present invention;

FIG. 17 is a schematic view of the fixing structure of the first end mold according to the present invention;

FIG. 18 is a schematic view of the structure of the first stamper according to the present invention;

FIG. 19 is a schematic view of the structure of the comb plate according to the present invention;

fig. 20 is a schematic view showing the mounting state structure of the first stamper in the present invention;

FIG. 21 is a schematic view of the construction of the cross-linked template of the present invention;

fig. 22 is a schematic view showing the installation state structure of the L-shaped form according to the present invention.

Icon:

10-bottom plate ring templates, 101-bottom plate bottom molds, 1011-bottom mold units, 1012-profile steel stringers, 1013-longitudinal connection profile steel, 102-bottom plate side molds, 103-bottom plate inner molds, 104-construction channels, 105-U-shaped pull rods, 106-limiting blocks, 1061-reinforcing steel bars and 107-first limit rods;

20-web ring templates, 201-web outer side dies, 202-web inner side dies, 203-outer side template units, 204-one type of templates, 205-two types of templates, 206-second transverse channels, 207-second limit bars and 208-cutting lines;

30-top plate ring templates, 301-top plate internal molds, 302-top plate pressing molds, 303-top plate side molds, 304-lifting tools, 305-construction platforms and 306-arch box passing channels;

40-first end mould, 401-steel end mould, 402-wood end mould and 403-profile steel back edge;

50-first pressing dies, 501-comb plates, 502-pressing plate members, 5021-pressing plates, 5022-longitudinal square timber, 5023-transverse square timber, 503-wedge blocks and 504-limiting members;

60-of a stiffness framework, 601-of a lower chord pipe, 602-of a flat link rod, 603-of web steel bars, 604-of web members, and 605-of an upper chord pipe;

70-cross-linked templates, 701-cross-linked outer molds, 7011-cross-linked bottom molds, 7012-vault side outer molds, 70121-first outer molds, 70122-second outer molds, 7013-arch side outer molds, 7014-cross-linked top molds, 702-L-shaped templates, 703-cross-linked inner molds;

80-tie rod structure.

Detailed Description

The present invention will be described in detail with reference to the accompanying drawings.

The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.

In the present invention, the longitudinal direction is described as the chord length direction of the arch rib, and the transverse direction is described as the width direction of the arch rib.

Example 1

As shown in figures 1-22, the concrete formwork system is applied to concrete-filled steel tube reinforced skeleton arch bridge construction, the bridge is an upper-bearing reinforced skeleton concrete arch bridge, the arch ring consists of two parallel arch ribs and inter-rib transverse links, the arch crown section is 8m high, the arch foot section is 12m high, the rib width is 6.5m, the transverse center distance is 16.5m, the arch rib bottom plate thickness is 0.65-1.3m, the web plate thickness is 0.45-0.95m, the top plate thickness is 0.65m, 16 transverse links are arranged between ribs, 20X-struts are arranged in the arch box, 13 box transverse links are arranged in the arch box, 32 common transverse links are divided into 60 large box chambers and 39 small box chambers, the reinforced skeleton 60 is formed by segment assembly by adopting a cable lifting and diagonal hanging process, the arch rib adopts a catenary variable section structure design, according to the whole construction sequence of steel bar binding, formwork installation and concrete pouring, three-ring pouring processes of a bottom plate, a web plate and a top plate are adopted, and the structures of the bottom plate, the web plate and the top plate are different, so that the bottom plate ring formwork 10, the web plate ring formwork 20 and the top plate ring formwork 30 are respectively designed for the bottom plate, the web plate and the top plate, and the bottom plate ring formwork 10 and the top plate ring formwork 30 are required to be extended to comprise arch rib web plate structures in a certain range, so that arch rib chamfer sections can be completely included when the bottom plate ring formwork 10 and the top plate ring formwork 30 are installed and used, a ring dividing boundary line is positioned in the web plate and outside the chamfer angles, and node plates are avoided, so that the structure of the web plate ring formwork 20 is simplified, the installation of each ring formwork is facilitated, and the quality control of each ring of the bottom plate, the web plate and the top plate is facilitated.

Preferably, as shown in fig. 1-4 and 17, the bottom plate ring mold plate 10 is enclosed by a bottom plate bottom mold 101, a bottom plate side mold 102, a bottom plate inner mold 103, a first end mold 40 and a first mold 50 to form a bottom plate pouring space, the first end mold 40 is used for closing the end surface of the bottom plate pouring space in the longitudinal direction of the arch rib, and the first mold 50 is used for closing the top opening of the bottom plate pouring space.

In some embodiments, the bottom plate bottom mold 101 adopts a shaping combined wood mold, which comprises bamboo plywood, woodworking longitudinal beams and profile steel transverse distribution beams sequentially arranged in the thickness direction, wherein the woodworking longitudinal beams are arranged at equal intervals and connected with the profile steel transverse distribution beams through conventional connecting claws, the profile steel transverse distribution beams are arranged at equal intervals, the shape and the specification required by assembly molding are assembled before use, the bottom plate inner mold 103 and the bottom plate bottom mold 101 form the same structure, and the shaping combined wood mold or the loose-splice template structure is adopted.

In some embodiments, the length of the profile steel transverse distribution beam satisfies: the two ends can respectively extend out of the segments of the stiffening frame 60 for a certain distance, and construction channels 104 are formed on the two lateral sides of the arch rib by laying a conventional platform panel structure. The method provides convenience for other construction procedures on the arch and reduces the risk of construction on the arch.

Preferably, the floor side form 102 comprises a steel form that matches the shape of the space to be poured.

In some embodiments, the steel templates are rectangular, and the line shapes of the bottom plate and the top plate are matched through the adjustment of the assembly gaps of the steel templates.

In this embodiment, to the construction of some steel pipe concrete stiffness skeleton arched bridge outsourcing concrete, prepare long 1.5m, high 2.2 m's steel form, the pull rod hole is offered in unison to the steel form when the preparation, after the steel form was assembled, the biggest clearance of outer arc is only 6mm, it is high to assemble the quality, can carry out the stability packing seal in clearance through the triangle grout stop board, during assembling, the steel form bottom passes the shaped steel horizontal distribution roof beam of bottom plate die 101 through vertical pull rod structure 80 and carries out fixed connection, be located the steel form bottom side that the arch rib upper and lower reaches corresponds the setting and pass through horizontal to pull rod structure 80 and draw to be connected or pass through horizontal to pull rod structure 80 and arch rib horizontal reinforcing bar and link to draw with bottom plate centre form 103 pair, the upside passes through horizontal to pull rod structure 80 and is connected, realize the connection of steel form and adjacent template structure.

Preferably, the floor ring template 10 is attached to the stiffening skeleton 60 by tie bar arrangements 80.

In some embodiments, as shown in fig. 1, specifically includes: the profile steel transverse distribution beams forming the bottom plate bottom mold 101 are respectively hung on the lower chord 601 of the stiffness framework 60 through the U-shaped pull rods 105 and welded; the steel template is welded on the upper surface of the lower chord pipe 601 along the tangential direction of the lower chord pipe 601 through an inclined pull rod structure 80 extending into the bottom plate pouring space from the arch rib chamfer section; the steel transverse distribution beams forming the bottom plate internal mold 103 are respectively welded downwards to the flat link rods 602 of the stiff framework 60 through the plurality of vertical pull rod structures 80, are matched with the opposite-pull fixed connection of the two bottom plate side molds 102, are fixedly connected with the opposite-pull of the bottom plate internal mold 103 and the bottom plate side molds 102, form a stable pull rod system in the bottom plate pouring space, are favorable for stably dispersing the stress of the bottom plate ring template 10 in the bottom plate pouring process, and are effectively transmitted to the stiff framework 60, so that the stable installation of the bottom plate ring template 10 on the stiff framework 60 is realized, the structural stability of the bottom plate pouring space is ensured, and further the quality of formed and outsourced concrete is ensured.

As shown in fig. 5-8, preferably, the web form 20 is surrounded by a web outer mold 201, a web inner mold 202, a second end mold and a second pressing mold to form a web casting space, the second end mold is used for closing the end surface of the web casting space in the longitudinal direction of the arch rib, and the second pressing mold is used for closing the top opening of the web casting space.

Preferably, the web outside die 201 comprises a plurality of outside template units 203 which are matched with the to-be-poured height of the web with the arch ring section, and the plurality of outside template units 203 are spliced along the longitudinal direction of the arch rib in a matching arch rib line type; the web inner mold 202 includes a split mold plate; the web outer side die 201 and the web inner side die 202 are connected in a pull-to-pull manner through the horizontal pull rod structure 80; because the space to be poured facing the first pressing die 50 and the second pressing die is similar in structure of the opening to be closed, the second pressing die is identical to the first pressing die 50 in structure, and is used in a turnover mode, and the structure and the size are adjusted according to the actual installation position in the turnover mode.

In some embodiments, the outer side template unit 203 and the second end template are both formed by adopting a shaping combined wood template, and the required shape and specification of the shaping are assembled before use, wherein the shaping combined wood template comprises a panel, a vertical distribution beam and a transverse back beam which are sequentially arranged in the thickness direction, the panel adopts a bamboo plywood, the vertical distribution beam adopts a wood I-shaped beam, the transverse back beam adopts a profile steel back beam, the wood beam is arranged at equal intervals, and the profile steel back beam which is arranged at equal intervals is connected with the profile steel back beam through a conventional connecting claw.

In some embodiments, the outside form units 203 splice-form panels with a plurality of building form matrices that are highly matched to the arch cross-sectional web to be poured.

In some embodiments, as shown in fig. 6, a plurality of outer formwork units 203 are hoisted to the position to be installed, and longitudinally adjacent outer formwork units 203 are connected and fixed by a plurality of transverse steel members, preferably steel plates, to improve the integrity of the web outer formwork 201.

In this embodiment, for the construction of the concrete-filled steel tube concrete stiffness skeleton arch bridge outsourcing, nine WISA plates of 1.22m×2.44m are adopted to be assembled into a panel, a woodworking beam is used as a vertical distribution beam, a back-facing double-spliced groove steel is used as a transverse back edge, the WISA plates and the woodworking beam are connected through floor nails, the wood I-beams are connected with the transverse back edge through connecting claws, the large-block assembly of an outer side template unit 203 is realized through a conventional template connecting mode, a rectangular template unit is formed, the web pouring height of the current arch bridge can be met, adjustment and edge matching cutting are carried out according to actual conditions when the concrete-filled steel tube concrete stiffness skeleton arch bridge is used, and web pouring is carried out according to the matching arch rib line type to the greatest extent.

As shown in fig. 9 to 13, the top ring mold plate 30 preferably forms a top casting space by enclosing a top inner mold 301, a top pressing mold 302, a top side mold 303 and a third end mold.

In the embodiment, for the construction of concrete-filled steel tube concrete-reinforced skeleton arch bridge outsourcing, the top plate and the bottom plate have arch rib section structures with the same structure, so that the materials of the top plate inner die 301 and the bottom plate inner die 103 are used in a turnover way; the top plate side die 303 and the bottom plate side die 102 are used in a material turnover way; the third end mould and the first end mould 40 are used in a material turnover way, and the model, the material and the structure of each template material are adaptively adjusted according to actual conditions in the turnover process.

Preferably, the top plate ring template 30 is attached to the stiffening frame 60 by tie rod structures 80.

In some embodiments, as shown in fig. 9, specifically includes: each section steel transverse distribution beam forming the roof inner mold 301 is welded to the flat link 602 of the stiff framework 60 upwards through a plurality of vertical pull rod structures 80 and is welded to the lower surface of the upper chord tube 605 along the tangential direction of the upper chord tube 605 through oblique pull rods, the roof side mold 303 is welded to the lower surface of the upper chord tube 605 along the tangential direction of the upper chord tube 605 through the pull rod structures 80 extending into the roof pouring space from the arch rib chamfer section, and is welded to the flat link 602 of the stiff framework 60 in an oblique extending manner, so that an overhead pull rod fixing system corresponding to the upper chord tube 605 is realized, each section steel transverse distribution beam forming the roof press mold 302 is welded to the flat link 605 downwards through the plurality of vertical pull rod structures 80 and is welded to the tangential outer surface of the upper chord tube 605 downwards through the vertical pull rod structures 80, and is matched with the opposite pull fixed connection of the two roof side molds 303, and the roof inner mold 301 and the roof side mold 303 are connected in a opposite pull fixed manner, so that a stable pull rod system is formed in the roof pouring space, which is beneficial to stably dispersing the stress of the roof pouring process template through the template structure and effectively transferred to the flat link 602 to the stiff framework 60, and stable stability of the stiff framework 60 is realized, and stable installation space of the roof 30 on the stiff framework 60 is ensured.

The utility model provides a concrete form system is outsourced to strength nature skeleton arched bridge, is directed against roof, web and roof design respectively corresponding template, and each ring template pertinence is through self structure and fixed mode, improves the installation steadiness, and the maneuverability is stronger, reduces the construction degree of difficulty, improves construction quality and efficiency of construction, specifically includes: the bottom plate ring template 10 forms a construction channel 104 through the bottom plate bottom mold 101, thereby providing convenience for other construction procedures of a template system, reducing the risk and difficulty of arch construction and improving the efficiency of arch construction; the bottom plate side die 102 accurately matches the shape of the arch rib through the steel template thereof, so that the shape quality of the formed arch rib is improved; the outer side template units 203 of the web ring template 20 are higher in height to form a large template structure, so that the vertical splicing process of the web ring template 20 on an arch can be reduced, the splicing quality of a single template is improved, the surface quality of formed concrete is improved, the installation difficulty of the web outer side template 201 is reduced, and the construction efficiency of the web ring template 20 is improved; the top plate ring template 30 is used by material turnover with the bottom plate ring template 10, so that the forming quality of the top plate and the bottom plate is the same, the overall preparation cost of a template system is reduced, meanwhile, the stable pull rod system is formed, the connection between the templates and the stiff framework 60 is realized, the template installation stability is good, the installation precision is high, the force applied to the template in the concrete pouring process can be effectively transmitted to the stiff framework 60, and the overall linear quality of the formed arch bridge is improved.

Example 2

As shown in fig. 1-4, in the concrete formwork system for a stiff skeleton arch bridge of this embodiment, on the basis of embodiment 1, the bottom plate bottom mold 101 includes a plurality of bottom mold units 1011 that are spliced and connected longitudinally along the arch rib, each bottom mold unit 1011 is a shaped composite wood mold, adjacent bottom mold units 1011 are connected by embedding and arranging longitudinal connection section steel 1013, each bottom mold unit 1011 is fixed on a lower chord tube 601 of the stiff skeleton 60 by welding after being hung by a plurality of U-shaped tie rods 105 arranged at equal intervals longitudinally along the arch rib, a limiting block 106 is arranged between the bottom plate bottom mold 101 and the lower chord tube 601 corresponding to the U-shaped tie rods 105, and the limiting block 106 penetrates through a reinforcing steel bar 1061 along the axis direction of the lower chord tube 601 and is welded and connected to the lower chord tube 601.

In some embodiments, the U-shaped pull rod 105 is made of round steel or screw steel, the end is provided with a screw section, and is provided with an anchor backing plate and a double nut, the U-shaped pull rod 105 is welded after being hung on the lower chord pipe 601, before welding, the relative positions of the bottom plate bottom die 101 and the lower chord pipe 601 are accurately adjusted, the better forming line type of the bottom plate is ensured, after welding, the relative position relationship between the bottom plate bottom die 101 and the stiff framework 60 can be stably maintained, and the pressure applied to the bottom plate bottom die 101 by concrete pouring is effectively transmitted to the stiff framework 60 in the concrete pouring process, so that the structural stability of the bottom plate bottom die 101 in the concrete pouring construction of an arch bridge is improved, and further the quality of a construction forming arch rib is improved.

In some embodiments, the limiting block 106 is formed by adopting concrete with the same label as the arch rib outsourcing concrete to prepare a mould, and the concrete remains in the outsourcing concrete after the construction of the stiffness framework outsourcing concrete is completed, so that the prefabrication and cast-in-place combination of the stiffness framework outsourcing concrete bottom plate concrete is realized, the relative position relationship between the bottom plate 101 and the stiffness framework 60 is limited by the limiting block 106, and the bottom plate 101 is ensured to be matched with the arch rib line type.

In some embodiments, the limiting block 106 includes an arc-shaped top surface to realize the matching of the limiting block 106 and the outer surface of the lower chord pipe 601, and in the prefabrication process, grooves are formed on the top surface and the bottom surface of the limiting block 106, through grooves are formed on the limiting block 106 to realize the formation of a concrete passing channel between the limiting block 106 and the bottom plate bottom mold 101, and the fixed connection of the limiting block 106 and the lower chord pipe 601 is conveniently realized through the penetrating reinforcing steel bars 1061, so that the limiting block 106 has stable position, is not easy to topple and has better fusion degree with the bottom plate concrete when the bottom plate concrete is poured, so that the quality defects of cavities, bubbles and the like formed in the bottom plate due to the setting of the limiting block 106 can be effectively avoided, and the integral concrete forming quality of the bottom plate concrete is ensured.

In some embodiments, the profile steel transverse distribution beams, the U-shaped pull rods 105 and the limiting blocks 106 which form the bottom plate bottom mold 101 are vertically corresponding and arranged, preferably arranged at equal intervals of 1m, and the specific intervals are adjusted according to actual conditions, so that the bottom plate bottom mold 101 and the stiffness framework 60 are effectively and stably connected, the force applied to the formwork in the concrete pouring process can be effectively dispersed and transferred to the stiffness framework 60 along a force transfer path, the installation stability of a formwork system is ensured, and the linear quality and uniformity of the formed arch ribs are improved.

Preferably, a section steel longitudinal beam 1012 is arranged at the longitudinal center of the bottom of each bottom die unit 1011, and the section steel longitudinal beam 1012 is connected to the flat link 602 of the stiff framework 60 by upward welding through a vertical pull rod structure 80. To improve the mounting stability of the bottom plate bottom mold 101, and to realize the stress dispersion and transmission of the adjacent bottom mold units 1011, and to realize the uniform dispersion of the stress of the bottom plate ring mold 10.

In some embodiments, the longitudinal connecting profile 1013 is provided in layers with the woodworking stringers.

According to the concrete formwork system for the outer wrapping of the stiff skeleton arch bridge, the plurality of bottom die units 1011 are spliced to be folded instead of bent to be matched with the line shape of the bottom surface of the arch rib, so that the line shape quality of the concrete of the bottom surface of the arch rib is improved, meanwhile, each bottom die unit 1011 is effectively connected with the stiff skeleton 60, stable dispersion and transmission of stress of the bottom plate ring formwork 10 are realized, and the structural stability of the bottom plate ring is improved.

Example 3

As shown in fig. 5-8, in the concrete-encased formwork system for a stiff skeleton arch bridge of this embodiment, on the basis of embodiment 1, the outer formwork unit 203 includes a first type of formwork 204 formed according to the top edge of the arch rib line type matched-cut rectangular formwork unit, and a second type of formwork 205 formed according to the top edge and the arch side edge of the matched-cut rectangular formwork unit, where a plurality of the first type of formwork 204 and the second type of formwork 205 are alternately arranged along the longitudinal direction of the arch rib.

In some embodiments, nine WISA panels of 1.22m×2.44m are assembled to form the panels of the outer formwork unit 203, so as to obtain rectangular formwork units with the width of 3.66m and the height of 7.32m, wherein the height can meet the maximum height of casting of the web of the arch ring section of the stiff skeleton arch bridge at present.

In some embodiments, as shown in fig. 6, the rectangular template units are assembled and formed on the ground, and the vertical steel structures are arranged at vertical trisection positions for reinforcement, so that the overall strength of the single rectangular template unit is improved.

In some embodiments, after the floor assembly is completed, the rectangular form units are cut along cut lines 208 at the top edges to form a form 204, as shown in fig. 7, based on the desired height and top edge profile at the location to be installed, such that the form 204 has right angle features that conform to the sloping top and bottom sides of the rib profile.

In some embodiments, after the floor assembly is completed, the rectangular form units are cut along the cut lines to form two forms 205, with the top and dome side edges cut along the cut lines, as shown in fig. 8, according to the desired height and top edge profile for the location to be installed, so that the two forms 205 have features of oblique top edge, dome side hypotenuse, and right angle at the bottom dome side that conform to the profile of the ribs.

In some embodiments, when the first type of templates 204 and the second type of templates 205 are used in turnover, cutting parallel to the previous cutting line 208 is performed according to the use requirement of the next position to be installed, and the first type of templates 204 and the second type of templates 205 which are used in the next position to be installed are formed, so that turnover of the web outer side mold 201 along the longitudinal direction of the arch rib is realized.

In some embodiments, each outboard template unit 203 is structurally reinforced parallel to the cut line 208 after each mating, preferably by adding profile steel back ridges to strengthen the cut line 208 to increase the structural strength of the individual outboard template units 203.

According to the concrete formwork system for the outer-wrapping of the stiff skeleton arch bridge, the first type of formworks 204 and the second type of formworks 205 are alternately arranged along the longitudinal direction of the arch rib, continuous change of the outer formwork 201 line type of the web is achieved, good matching is conducted between the web ring formworks 20 and the arch rib line type, effective matching of the web ring formworks 20 and the arch rib line type is achieved, the surface smoothness and the attractiveness of formed concrete are improved, the installation accuracy of each outer side formwork unit 203 can be rapidly determined according to the right angle position of each outer side formwork unit 203, manual controllability of formwork installation line type is guaranteed, the formwork installation accuracy is further improved, the time for correspondingly matching the formworks and the arch rib line type on site by constructors can be shortened, construction convenience is improved, and construction efficiency is improved.

Example 4

As shown in fig. 14-17, in the concrete formwork system wrapped around the stiff skeleton arch bridge of this embodiment, on the basis of embodiment 1, the first end mold 40 includes a steel end mold 401 and a wood end mold 402, the steel end mold 401 is clamped on a main chord pipe of the stiff skeleton 60 and is welded with the main chord pipe, the wood end mold 402 is arranged flush with the steel end mold 401, the first end mold 40 is attached to the top surface and the bottom surface of the main chord pipe, steel back ribs 403 are respectively arranged on the top surface and the bottom surface of the main chord pipe, the steel end mold 401 is connected to the outer wall of the main chord pipe through a pull rod structure 80 passing through the steel back ribs 403, and the wood end mold 402 is connected to a web member 604 of the stiff skeleton 60 through the pull rod structure 80.

In some embodiments, the first end mold 40 comprises a shaping combined steel-wood template, two steel end molds 401 are mounted on the main string pipe by prefabricating two steel plates with grooves in a clamping mode, a bamboo plywood is arranged between the two steel end molds 401 and at the top, the bamboo plywood is arranged flush with the steel end molds 401, and an end mold panel matched with the longitudinal end of the space to be poured of the bottom plate in a shape mode is formed.

In some embodiments, the top surface and the bottom surface of the main chord pipe are flush at one side of the end mold surface plate far away from the space to be poured, the profile steel back edge 403 for fixing the steel end mold 401 is attached, the profile steel back edge 403 for fixing the wood end mold 402 is arranged on the top surface of the parallel wood end mold 402, the steel end mold 401 is welded and connected to the outer wall of the main chord pipe through a curve pull rod structure 80 penetrating through the corresponding steel back edge 403, and the wood end mold 402 is welded and connected to a web member 604 of the stiffness framework 60 through a horizontal pull rod structure 80 penetrating through the corresponding steel back edge 403.

In some embodiments, as shown in fig. 17, web members 604 for securing the stiffening skeleton 60 at the wood end form 402 are formed by welding vertical channel members to increase the connection stability of the tie rod structure 80.

According to the concrete formwork system for the outer wrapping of the stiff skeleton arch bridge, the steel end mould 401 can be connected and closely matched with the main chord pipe in a welded mode, the steel end mould 401 is enabled to be stressed and effectively transferred to the stiff skeleton, meanwhile, the steel end mould 401 is matched with the wood end mould 402, the overall weight and the preparation cost of the end mould are reduced, overhead installation is facilitated, construction efficiency is improved, construction risks are reduced, sealing with the periphery of the main chord pipe is achieved through the steel end mould 401, slurry leakage and the like are avoided, and construction quality is improved.

Example 5

As shown in fig. 18-20, in the concrete formwork system for a stiff skeleton arch bridge of this embodiment, on the basis of embodiment 1, the first pressing die 50 includes a comb plate 501, a pressing plate member 502, a wedge 503 and a limiting member 504, where the comb plate 501 is clamped on a web steel bar 603, the pressing plate member 502 is attached to the top surface of the comb plate 501, the limiting member 504 is welded to the web steel bar 603 fixedly connected with the stiff skeleton 60, and the wedge 503 is wedged between the limiting member 504 and the pressing plate member 502.

In some embodiments, the comb plate 501 includes a steel comb plate or a wood comb plate, and this embodiment is illustrated by taking the steel comb plate as an example, as shown in fig. 19, where the comb plate 501 includes a plate-shaped structural member that is in a comb shape as a whole, including a comb side and a comb back side, the comb side includes a plurality of parallel comb teeth, and the plurality of comb teeth are arranged in a row, and a clamping gap adapted to an outer diameter of the web reinforcement 603 is formed between adjacent comb teeth.

In some embodiments, as shown in fig. 18, two comb plates 501 are disposed opposite to each other, so as to implement respective clamping of the double-row web bars 603.

In some embodiments, the pressing plate member 502 includes pressing plates 5021, longitudinal square timber 5022 and transverse square timber 5023 which are sequentially arranged from bottom to top, the limiting member 504 includes U-shaped steel bars, the limiting member is welded to the web member steel bars 603 which are longitudinally adjacent or close to each other, a gap for wedging the wedge blocks 503 is formed between the transverse square timber 5023 and the U-shaped steel bars, the wedge blocks 503 are wood blocks with top inclined planes, the U-shaped steel bars and the transverse square timber 5023 are propped by the wedging force of the wedge blocks 503, the propping and fixing of the comb plate 501 and the pressing plates 5021 are achieved, and the characteristics of light weight and good distribution effect of the square timber are utilized, so that effective dispersion and transfer of concrete applied pressure to the web steel bars are achieved.

In some embodiments, the web steel 603 for connecting the U-shaped steel is fixedly connected with the stiff skeleton 60, and when the selected web steel 603 is not welded and fixed with the stiff skeleton 60, the web steel 603 is welded and fixed with the surrounding steel by adding surrounding steel surrounding the main chord tube of the stiff skeleton 60, so as to realize stable connection of the first pressing die 50 and the stiff skeleton 60, ensure stable setting of the first pressing die 50, and facilitate stable dispersion and transmission of the stress of the first pressing die 50 to the stiff skeleton 60.

In some embodiments, as shown in fig. 20, a plurality of the first dies 50 are arranged in a segment form, and a discharge vibration hole is formed between adjacent first dies 50.

According to the concrete formwork system for the stiff skeleton arch bridge, the comb plate 501 can be attached to the web steel bars 603, the pressing plate 5021 is used for carrying out flat pressing on the comb side and the comb back side of the comb plate 501, the comb gaps after the web steel bars 603 are clamped by the closed comb plate 501, the integrity of a pressing mold structure is achieved, the web steel bar ring Zhou Mibi is achieved, an external pressing flat pressing mold structure corresponding to the bottom plate inner mold 103, the bottom plate side mold 102, the web inner mold 202 and the web outer mold 201 is formed, the pressing mold structure stress can be stably transmitted to the stiff skeleton 60 and is pressed against the top surface of a space to be poured, stable and stable sealing of the space to be poured is achieved, the conditions of expanding mold, slurry leakage and the like at the position where the web steel bars 603 penetrate out are avoided, meanwhile, the first pressing mold 50 is arranged in a section, the arch rib curve line shape can be matched quickly, the shaping arch rib line shape quality is improved, the flexibility of the first pressing mold 50 is improved, the existing structure of the stiff skeleton 60 is improved, the stability of the pressing mold is combined flexibly, the unloading vibration pressing mold structure is formed, the unloading concrete pouring hole site is convenient, and the concrete pouring hole site is guaranteed.

Example 6

As shown in fig. 21-22, a concrete form system for a stiff skeleton arch bridge of this embodiment further includes, on the basis of embodiment 1, a cross form 70, where the cross form 70 includes a cross outer mold 701 and a cross inner mold 703, the cross outer mold 701 includes a cross bottom mold 7011, a dome side outer mold 7012, a toe side outer mold 7013, and a cross top mold 7014, the dome side outer mold 7012 includes a first outer mold 70121 and a second outer mold 70122 sequentially disposed from bottom to top in a height direction, and the first outer mold 70121, the cross bottom mold 7011, and the toe side outer mold 7013 form an L-shaped form 702, where the L-shaped form 702 can be preassembled and connected to a section of the stiff skeleton 60 to be hoisted.

According to the concrete-encased formwork system for the stiff skeleton arch bridge, the transverse connection is of a stiff skeleton 60 structure for transversely connecting two adjacent arch ribs, the transverse connection is of a steel pipe truss structure which is obliquely arranged and influenced by the arch rib arc structure, and accordingly the transverse connection formwork 70 is in arch upper installation and directly faces the dilemma that the inclined plane installation accuracy is difficult to control, the risk of high-altitude operation is high and the like.

In this embodiment, the transverse external mold 701 adopts a combined wood mold structure with the same materials as the bottom plate, the top plate and the web plate, and forms the L-shaped template 702 of the transverse external mold 701, so that the L-shaped template 702 seals the outer side of the transverse skeleton in a certain range, and a post-mold-mounting space is reserved outside the L-shaped template 702, so that the transverse internal mold 703 material can be conveniently lifted to be mounted on an arch, the risk of high-altitude operation is reduced, the mounting precision of the transverse template 70 is improved, and the mounting difficulty is reduced.

In some embodiments, the part of the cross-linked outer mold 701 on the cross-linked framework is assembled and connected on the ground, the L-shaped template 702 is formed, and the rest of the cross-linked template 70 materials are lifted and installed on the arch, so that after the cross-linked framework is lifted and installed, the L-shaped template 702 partially seals the cross-linked framework, provides a relatively safe construction space for the installation of the cross-linked framework, facilitates the lifting of other template materials from the blank of the cross-linked outer mold 701 into the cross-linked, reduces the installation difficulty of the cross-linked template 70, improves the installation quality and the installation efficiency of the cross-linked template, and further improves the construction quality of the reinforced framework cross-linked outsourced concrete.

Example 7

The construction method of the reinforced skeleton arch bridge outsourcing concrete template system is applied to construction of a reinforced concrete skeleton arch bridge outsourcing concrete, the total weight of outsourcing concrete is about 69978 tons and is 8.5 times of the weight of the reinforced skeleton, ring division and balanced loading are adopted, the concrete which is firstly constructed into rings and the reinforced skeleton 60 are used for providing support for subsequent construction and loading, each ring is required to be cast in a segmented mode, the longitudinal direction of an arch rib is symmetrically divided into a plurality of casting sections, in the embodiment, a bottom plate ring and a top plate ring are respectively divided into 48 sections, the average chord length is 13.96m, a web ring is divided into 56 sections, the average chord length is 11.96m, the segmented limit is properly adjusted to facilitate end die installation, each ring is divided into 8 working faces along the arch rib, symmetrical and balanced loading is carried out on two longitudinal sides of the arch rib, the casting total time of each working face is controlled within the concrete initial setting time, 8 sets of the prefabricated bottom plate inner die 103, 8 sets of the bottom plate 101, 16 sets of the top plate 301 and 8 sets of the top plate 302 are used according to the number of working faces, and the number of the bottom plate, the bottom plate and the top plate 101 and the top plate have the corresponding bridge and the largest turnover line are sequentially matched with the bridge template in sequence.

According to the construction method of the concrete-covered formwork system for the stiff skeleton arch bridge, through preparing multiple sets of formwork systems, each set of formwork system is used for adjusting the types of corresponding constituent materials according to the size of the arch rib at the position to be used, the formwork system can be used corresponding to the sectional construction requirement of the arch rib, the construction efficiency is improved, the appearance quality of the formed concrete-covered concrete at each construction section of the arch rib is ensured, meanwhile, when the formwork systems are used, the material turnover of the bottom plate ring formwork 10 and the top plate ring formwork 30 can be carried out according to actual conditions, the turnover of the ring division, the sectional division and the working face division of the formwork system is realized, the preparation cost of the formwork system is reduced, and the construction efficiency is improved.

In this embodiment, for the floor ring template 10, construction: the bottom die unit 1011 of the multiple shaping combined wood die is connected to the middle area of the section of the stiffness framework 60 to be hoisted after being preassembled on the ground, is connected to the stiffness framework 60 in a limiting manner through an arch foot limiting member and a pull rod, and is hoisted to a using position along with the section of the stiffness framework 60. The bottom plate bottom die 101 ground installation and the cooperation of installing on the arch are realized, the step of installing on the arch template is reduced, the installation efficiency of the bottom plate ring template 10 is improved, the installation quality of the bottom plate ring template 10 is improved, the bottom surface of the rigid framework 60 is sealed through the bottom plate bottom die 101, the risk of the arch operation and the psychological burden of operators are reduced, the construction quality and the construction efficiency are improved, a construction channel 104 is provided for other construction procedures on the arch, and the high-altitude operation difficulty is reduced.

In some embodiments, after the closure of the stiffening frame 60, an interpolation space is formed at the bottom plate 101 at the junction of the segments of the stiffening frame 60, and the interpolation space is lifted and installed by customizing a shaping combined wood form with a proper length, lifting the platform to the lower part of the interpolation space by a cable crane.

In this embodiment, for the construction of the web ring template 20, the web outer side mold 201, which is close to each other between two arch ribs, is affected by transverse linkage and X bracing, the web inner side mold 202 is affected by an upper chord flat link, and the split combined wood mold is adopted, and is assembled into a single element through a bamboo plywood and a square wood, and is assembled layer by layer from bottom to top during construction, and each assembled layer is provided with a steel back ridge and is fixed by opposite pulling with the web outer side mold 201 through a horizontal pull rod structure 80, and the chamfer and the widening position are matched and cut on site.

In some embodiments, the outer form units 203 are turned around by lifting the outer form units 203 on the arch side to the dome side for mating and splicing.

In the present embodiment, for the first stamper 50, the following is constructed: the first die 50 is assembled before concreting, disassembled and placed around the periphery, and then molded when the concreting is about 10cm from the top surface.

In this embodiment, for the top plate ring template 30 construction: the roof internal mold 301 is divided into 6m sections of assembling units along the longitudinal bridge direction, sleepers are arranged on a bottom plate in a box during assembling, middle template materials of the roof internal mold 301 are sequentially paved from bottom to top, square timber is adopted to replace wood I-shaped beams relative to the bottom plate internal mold 103, square timber and bamboo plywood are not paved at the tops of two ends of a profile steel transverse distribution beam, a steel wire rope connecting area is formed, a lifting tool 304 arranged above a roof is used for connecting four corner points of a section through a steel wire rope, after the section is lifted to a certain distance from the ground, distribution beam installation of chamfer sections at two ends of the roof internal mold 301 is performed, after installation is completed, the section is lifted again, platform components are paved through welding hangers below the roof internal mold 301, a forming construction platform 305 is lifted again to a roof elevation for fixing, and template embedding of the steel wire rope connecting area is performed.

In some embodiments, the order of removal of top ring template 30 is reversed from the order of installation, and after removal in the box, the transfer is to the next casting section for use.

In this embodiment, for the top plate ring template 30 construction: the first outer die 70121, the cross bottom die 7011 and the arch foot side outer die 7013 of the cross form 70 are spliced and connected to the section of the stiff framework 60 to be hoisted on the ground in advance, the L-shaped template 702 is formed, and the L-shaped template 702 is hoisted to a use position along with the section of the stiff framework 60, so that the installation difficulty of the cross form 70 is reduced.

In this embodiment, for concrete pouring construction: the grout inlet holes of the bottom plate ring template 10 and the web plate ring template 20 are arranged on the corresponding internal mold, the grout inlet holes of the top plate ring template 30 are arranged on the top plate pressing mold 302, the grout inlet Kong Bikai rod piece and the node plate are preferably 0.4 x 0.4 square meter, the steel bars in the holes are cut off firstly, and the concrete is recovered after pouring is finished so as to be convenient for entering the mold.

In some embodiments, concrete is vibrated by a high-frequency vibrator, kong Zhendao along a reserved slurry inlet hole, a small high-frequency vibrating rod is customized for the vibration problem at a large node plate in the middle of the web member 604, and the small high-frequency vibrating rod is lowered to the node plate area for vibration, so that the whole quality of the outsourced concrete is ensured.

In some embodiments, the grout inlet is sealed by a shaping combined wood die, and the grout inlet is sealed in time after pouring is completed by additionally arranging a widened backboard and a back edge.

Example 8

According to the construction method of the reinforced skeleton arch bridge externally-covered concrete formwork system, on the basis of the embodiment 7, when the bottom plate is poured, a plurality of first transverse holes are formed through embedded pipes and the like at the bottom surface positions corresponding to the design and installation of the web ring formworks 20, when the web ring formworks 20 are installed, the web ring formworks 20 are supported through the first limit rods 107 penetrating through the first transverse holes, the installation stability of the web ring formworks 20 is improved, the web ring formworks 20 can cover bottom plate ring concrete with a certain distance, the fusion degree of the bottom plate ring concrete and the web ring concrete is improved, the integrity of the externally-covered concrete is improved, and the overall appearance quality of the externally-covered concrete is improved.

In some embodiments, as shown in fig. 5, when the web is poured, a plurality of second transverse channels 206 are formed at the bottom surface positions corresponding to the design and installation of the top plate ring template through pre-buried pipe fittings and the like, and are used for supporting the top plate ring template 30 through the second limit rods 207 penetrating through the second transverse channels 206 when the top plate ring template 30 is installed, so that the installation stability of the top plate ring template 30 is improved, the top plate ring template 30 can be coated with web ring concrete at a certain distance, the fusion degree of the top plate ring concrete and the web ring concrete is improved, the integrity of the outsourcing concrete is improved, and the overall appearance quality of the outsourcing concrete is improved.

The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.

Claims

1. The concrete-encased formwork system for the stiff skeleton arch bridge is characterized by comprising a bottom plate ring formwork (10), a web plate ring formwork (20) and a top plate ring formwork (30):

the bottom plate ring template (10) comprises a bottom plate bottom die (101), a bottom plate side die (102), a bottom plate inner die (103), a first end die (40) and a first pressing die (50); the bottom plate (101) forms a construction channel (104) at two lateral sides of the arch rib; the bottom plate side die (102) comprises a steel die plate matched with the shape of the space to be poured; the bottom plate inner die (103) is connected with a bottom plate side die (102) through a pull rod; the bottom plate ring template (10) is connected to the stiff framework (60) through a pull rod structure (80);

the web template (20) comprises a web outer side die (201), a web inner side die (202), a second end die and a second pressing die; the web outside die (201) comprises a plurality of outside die plate units (203) which are matched with the to-be-poured height of the web of the arch ring section, and the outside die plate units (203) are longitudinally matched with the arch rib in a linear splicing manner along the arch rib; the web inner side die (202) comprises a loose-splice die plate; the web outer side die (201) is connected with a web inner side die (202) through a pull rod; the second pressing die is in turnover use with the first pressing die (50);

The top plate ring template (30) comprises a top plate inner die (301), a top plate pressing die (302), a top plate side die (303) and a third end die; the top plate inner die (301) and the bottom plate inner die (103) are used in a turnover way; the top plate side die (303) and the bottom plate side die (102) are used in a turnover way; the third end mould and the first end mould (40) are used in a turnover way; the top plate ring template (30) is connected to the stiff skeleton (60) through a tie rod structure (80).

2. A reinforced skeleton arch bridge outsourcing concrete formwork system as in claim 1, wherein the bottom plate bottom mold (101) is fixed to the lower chord tube (601) of the reinforced skeleton (60) through a plurality of U-shaped pull rods (105), a limiting block (106) is arranged between the bottom plate bottom mold (101) and the lower chord tube (601) corresponding to the U-shaped pull rods (105), and the limiting block (106) penetrates through the steel bar (1061) along the axis direction of the lower chord tube (601) and is welded and connected to the lower chord tube (601).

3. A stiff skeleton arch bridge outsourcing concrete formwork system as in claim 1, wherein the base slab base (101) comprises a plurality of base slab units (1011) connected in a spliced manner longitudinally along the arch rib, a profile steel longitudinal beam (1012) is arranged in the longitudinal center of the bottom of the base slab units (1011), the profile steel longitudinal beam (1012) is connected to the stiff skeleton (60) flat link (601) through a pull rod structure (80), and adjacent base slab units (1011) are connected through embedded longitudinally connected profile steel (1013).

4. A stiff skeleton arch bridge exterior concrete formwork system as in claim 1, wherein the exterior formwork units (203) comprise a type of formworks (204) formed according to the top edges of the arch rib line type cut-fit rectangular formwork units, and a type of formworks (205) formed according to the top edges and the arch side edges of the cut-fit rectangular formwork units, the type of formworks (204) and the type of formworks (205) being alternately arranged in the longitudinal direction of the arch rib.

5. A stiff skeleton arch bridge outsourcing concrete formwork system as recited in claim 1, wherein the first end mould (40) comprises a steel end mould (401) and a wood end mould (402), the steel end mould (401) is clamped on a stiff skeleton (60) main chord tube, the wood end mould (402) is arranged flush with the steel end mould (401), steel back ridges (403) are respectively arranged on the top surface and the bottom surface of the first end mould (40) attached to the main chord tube, the steel end mould (401) is connected to the outer wall of the main chord tube through a pull rod structure (80) penetrating through the steel back ridges (403), and the wood end mould (402) is connected to a web member (604) of the stiff skeleton (60) through the pull rod structure (80).

6. A stiff skeleton arch bridge outsourcing concrete formwork system as in claim 1, wherein the first die (50) comprises a comb plate (501), a pressing plate member (502), a wedge block (503) and a limiting member (504), wherein the comb plate (501) is clamped on a web steel bar (603), the pressing plate member (502) is attached to the top surface of the comb plate (501), the limiting member (504) is welded to the web steel bar (603) fixedly connected with the stiff skeleton (60), the wedge block (503) is wedged between the limiting member (504) and the pressing plate member (502), a plurality of first dies (50) are arranged in sections, and a discharging vibration hole site is formed between adjacent first dies (50).

7. A stiff skeleton arch bridge exterior concrete formwork system as in claim 1, further comprising a cross-tie formwork (70), the cross-tie formwork (70) comprising a cross-tie outer mold (701) and a cross-tie inner mold (703), the cross-tie outer mold (701) comprising a cross-tie bottom mold (7011), a dome side outer mold (7012), a toe side outer mold (7013) and a cross-tie top mold (7014), the dome side outer mold (7012) comprising a first outer mold (70121) and a second outer mold (70122) arranged in sequence from bottom to top in the height direction, the first outer mold (70121), the cross-tie bottom mold (7011) and the toe side outer mold (7013) comprising an L-shaped formwork (702), the L-shaped formwork (702) being capable of pre-attaching to the section of the stiff skeleton (60) to be hoisted.

8. The construction method of the concrete-covered formwork system of the stiff skeleton arch bridge is characterized in that an arch rib is longitudinally and symmetrically divided into a plurality of pouring sections, the total pouring duration of each pouring section is controlled within the initial setting time of concrete, each pouring section is provided with at least one set of concrete-covered formwork system of the stiff skeleton arch bridge according to claim 7, the concrete-covered formwork system is symmetrically installed, poured and circulated along the longitudinal two sides of the arch rib, and each set of formwork system is sequentially installed and poured according to the sequence of a bottom plate, a web plate and a top plate.

9. A construction method of a concrete formwork system for a stiff skeleton arch bridge as in claim 8, wherein the bottom plate (101) and/or the L-shaped formwork (702) are pre-spliced and connected to the sections of the stiff skeleton (60) to be hoisted, and the formwork embedding at the joints of the sections is carried out after the sections of the stiff skeleton (60) are hoisted to the using positions; the outer side template unit (203) is assembled and prepared on the ground, then is lifted and lifted to an arch for installation, and then is assembled and installed in a scattered manner by the web inner side template (202); the roof internal mold (301) is suspended and assembled in the arch box through a lifting tool (304) erected above the roof, and a construction platform (305) is arranged at the bottom of the roof internal mold (301), so that an arch box passing channel (306) is formed below the construction platform (305).

10. The construction method of a concrete form system for a stiff skeleton arch bridge as recited in claim 8, wherein a plurality of first transverse tunnels are reserved during pouring of the bottom plate; before the web ring template (20) is installed, a first limit rod piece (107) is arranged in the first transverse pore canal in a penetrating way and used for supporting the web ring template (20); reserving a plurality of second transverse channels (206) when pouring the web plate; before the top plate ring template (30) is installed, a second limit rod (207) is arranged in the second transverse hole channel (206) in a penetrating mode and used for supporting the top plate ring template (30).