CN215164570U - Ultra-wide bridge floor open-type light combined bridge floor special-shaped arch bridge - Google Patents

Abstract

The utility model discloses a light-duty combination bridge floor abnormal shape arched bridge of super wide bridge floor open-type, including bearing structure, combination bridge floor and arch rib structure, the arch rib structure is including the middle arch rib that is located combination bridge floor middle part and two side arch ribs that divide and locate middle arch rib both sides and slope setting outwards, and the arch springing at middle arch rib and side arch rib both ends all with combination bridge floor rigid coupling, and the midspan ratio of middle arch rib is 1/2.5 ~ 1/3.5, and the midspan ratio of side arch rib is 1/4.0 ~ 1/6.0; the middle arch rib is connected with the combined bridge deck through a plurality of vertical suspenders, the outer side of the side arch rib is connected with a first oblique suspender arranged through a plurality of oblique suspenders between the outer sides of the combined bridge deck, and the inner side of the side arch rib is connected with the combined bridge deck below the side arch rib through a second oblique suspender arranged through a plurality of oblique suspenders. The utility model has the characteristics of the structure is light and handy pleasing to the eye, the span is big, the bridge width broad, the atress is reasonable, the construction is convenient quick.

Description

Ultra-wide bridge floor open-type light combined bridge floor special-shaped arch bridge

Technical Field

The utility model relates to a highway, municipal bridge engineering technical field especially relate to a light-duty combination bridge floor abnormal shape arched bridge of super wide bridge floor open-type suitable for cross a river (cross a river) and construction method thereof.

Background

The urban bridge is only used for communication in terms of functional requirements, but is a building artwork in terms of aesthetic effect. With the continuous progress of society, the aesthetic effect of urban bridges is an important component of human landscape, and the aesthetic significance of urban bridges is gradually valued by people.

Urban river-crossing bridges generally need to meet requirements of flood control, navigation, landscape and the like, and therefore the demand of each party is met by adopting river-crossing bridge span arrangement. Meanwhile, the road bed elevations on the two sides of the urban river-crossing bridge are generally not too high, and the bridge deck elevation is strictly limited. Therefore, the comprehensive bridge span, bridge elevation, under-bridge clearance, landscape function and the like are considered, and the under-bridge arch bridge type has the beautiful curve, the moderate span and the small beam height, so that the under-bridge arch bridge type becomes the first choice of the bridge type scheme.

Compared with roads and railways, municipal roads generally adopt a wider road section form in consideration of the sustainable development of later cities at dense traffic places, and generally adopt road sections with the width of 40-60 m, even 80-100 m, on road sections such as urban main roads, express ways and the like. Therefore, the bridge becomes an ultra-wide bridge deck bridge, the transverse-longitudinal proportion of the bridge is larger than that of the conventional bridge due to the excessively wide bridge section, and the whole bridge is stiff and bloated by using the conventional arch bridge.

In view of stress, the cross section of the arch bridge usually adopts vertical arch ribs or inward-inclined arch ribs, and cross braces are usually arranged among the arch ribs for maintaining stability; the urban bridge has high landscape requirements, and the arrangement form of the arch ribs cannot meet the requirements of the urban landscape bridge.

The traditional through tied arch bridge is generally solved by adopting the following scheme when processing an ultra-wide bridge surface:

the bridge deck is designed in a width dividing mode, the bridge deck is divided into two or more pieces, each piece adopts double arch ribs, and the arch ribs can be vertical, inwards inclined and the like.

The bridge deck is designed in a whole width, three or more arch ribs are adopted, the arch ribs can be vertical, side arch inward-inclining and middle arch vertical, and middle cross braces are usually added in the arrangement of the arch ribs.

Due to elevation limitation and modeling requirements of a bridge structure, a main beam is usually of a steel structure with a lighter structure, and a bridge deck is an orthotropic steel bridge deck or a steel-concrete combined bridge deck.

Although the scheme for processing the ultra-wide bridge deck of the arch bridge is more in application at present, the scheme also has the following defects:

1. the bridge deck is designed in a width-dividing manner, so that the arch ribs are too many, the manufacturing cost is high, and the landscape performance is poor;

2. the whole design of the bridge deck reduces the manufacturing cost, but the space under the bridge is narrow due to the addition of the cross braces among the arch ribs, and the pedestrian and the vehicle have strong oppression feeling when passing;

3. the traditional orthorhombic deformed steel bridge deck has the advantages of light self-weight, quick and convenient construction, large bearing capacity and the like, and the steel bridge deck system is generally composed of an orthorhombic deformed steel bridge deck and an asphalt concrete pavement layer. However, in operation, the steel bridge deck system is easy to have the following two typical disease problems: (1) fatigue cracking of orthotropic steel bridge deck plates; (2) the asphalt concrete pavement layer has short service life, is easy to have diseases such as cracking, rutting, bag blocking and the like, and needs frequent maintenance. The disease problems are ubiquitous in domestic bridges, the durability and the driving comfort of a bridge structure are influenced, and the maintenance cost of a steel bridge deck is increased; the common steel-concrete composite structure has large dead load, puts higher requirements on an arch bridge suspender, an arch rib and the like, and improves the manufacturing cost.

SUMMERY OF THE UTILITY MODEL

The utility model provides a to above-mentioned current technical defect, provide a light-duty combination bridge floor abnormal shape arched bridge of super wide bridge floor open-type and construction method, have that the structure is light and handy pleasing to the eye, the span is big, the wide broad of bridge, atress are reasonable, the convenient quick characteristics of construction.

In order to solve the technical problem, the utility model provides a light-duty combination bridge floor abnormal shape arched bridge of super wide bridge floor open-type, including bearing structure, locate the last combination bridge floor of bearing structure and locate the arch rib structure on the combination bridge floor, arch rib structure is including being located combination bridge floor middle part and the vertical middle arch rib that sets up and two divide locate the middle arch rib both sides and the limit arch rib that the slope set up outwards, the arch springing at middle arch rib and limit arch rib both ends all locates bearing structure's top and with combination bridge floor rigid coupling, and the rise span ratio of middle arch rib is 1/2.5 ~ 1/3.5, the rise span ratio of limit arch rib is 1/4.0 ~ 1/6.0; the middle arch rib is connected with the combined bridge deck through a plurality of vertical suspenders, the outer side of the side arch rib is connected with a first oblique suspender arranged through a plurality of oblique suspenders between the outer sides of the combined bridge deck, and the inner side of the side arch rib is connected with the combined bridge deck below the side arch rib through a second oblique suspender arranged through a plurality of oblique suspenders.

Further, the combined bridge deck sequentially comprises a steel girder arranged on the supporting structure, an STC layer and an asphalt wearing layer, wherein the STC layer and the asphalt wearing layer are poured on a top plate of the steel girder.

Furthermore, the arch springing at the two ends of the middle arch rib extends into the steel girder and is fixed by welding, and the arch springing at the two ends of the side arch rib and the top plate of the steel girder are fixed by high-strength bolts.

Furthermore, the cross sections of the middle arch rib and the side arch rib are both inverted trapezoidal cross sections, and the cross section sizes of the middle arch rib and the side arch rib are gradually increased from the middle of the arch rib to the arch foot of the arch rib.

Furthermore, the middle arch rib and the side arch rib are formed by welding a plurality of continuous steel boxes.

Furthermore, the steel main beam is of a longitudinal and transverse beam structure, longitudinal and transverse beams corresponding to the positions of the arch springs and the suspenders are all of box-shaped structures, and longitudinal and transverse beams at other positions are all of inverted-T-shaped structures.

Further, the included angle between the side arch rib and the vertical surface is 15 degrees.

Furthermore, the supporting structure comprises a frame beam and a plurality of supporting columns arranged below the frame beam at intervals, and the supporting columns comprise piers, bridge bearing platforms and piles from top to bottom; and the upper end of the frame beam is provided with a support for supporting the combined bridge deck.

Further, the interval of two adjacent vertical jibs, the interval of two adjacent first oblique jibs and the interval of two adjacent second oblique jibs are 5m, just first oblique jib and the oblique jib one-to-one setting of second.

Furthermore, an anti-collision wall is further arranged on the combined bridge deck.

The utility model also provides a construction method of light-duty combination bridge floor abnormal shape arched bridge of super wide bridge floor open-type, including following step:

s1, building two bilaterally symmetrical supporting structures according to a preset spacing distance;

s2, constructing or hoisting steel girders on the two support structures;

s3, hoisting a vertically arranged middle arch rib in the middle of the cross section of the steel main beam, wherein two ends of the middle arch rib are respectively positioned above the two supporting structures, and the rise-to-span ratio of the middle arch rib is 1/2.5-1/3.5;

s4, hoisting two side arch ribs which are respectively positioned at two sides of the middle arch rib on the steel main beam, wherein the two side arch ribs incline outwards by 15 degrees, and the rise-span ratio of the side arch ribs is 1/4.0-1/6.0;

s5, anchoring a plurality of vertical suspenders between the middle arch rib and the steel main beam, and respectively anchoring a plurality of second inclined suspenders and first inclined suspenders which are obliquely arranged between the inner side and the outer side of the two side arch ribs and the steel main beam;

and S6, sequentially pouring an STC layer and an asphalt wearing layer on the top plate of the steel girder.

Furthermore, the middle arch rib and the side arch rib are both composed of a plurality of continuous steel boxes, and in the steps S3 and S4, the middle arch rib and the side arch rib are hoisted and erected in sections and are fixed by welding; the supporting structure comprises a frame beam and a plurality of supporting columns arranged below the frame beam at intervals, and the supporting columns comprise piers, bridge bearing platforms and piles from top to bottom; and a support used for supporting the steel main beam is arranged at the upper end of the frame beam.

The utility model discloses following beneficial effect has:

1) the arch ribs with different heights are adopted, the mechanical property is good, the modeling change is rich, the appearance formed by the three spaced arch ribs is similar to a butterfly, and is also similar to a flower tip which is wanted to be placed in a bud, and the night scene illumination is matched to form a landmark building.

2) The three arch ribs are adopted, so that the number of the arch ribs is reduced as much as possible, the manufacturing cost can be greatly reduced, and from the view angle, the side arch ribs are outwards inclined, so that an open view and a comfortable driving space can be provided, and strong space feeling can be created.

3) The super-high-performance light combined bridge deck structure is formed by combining a top plate of a steel girder, super-high-toughness concrete and an asphalt abrasion layer, has the advantages of large local rigidity, good durability and the like, comprehensively solves the problem of typical diseases inherent to orthotropic steel bridge decks, improves the durability of the steel bridge decks, reduces the operation and maintenance cost of the steel bridge, and reduces traffic interruption caused by the maintenance of the steel bridge decks.

4) The steel girder adopts the beam structure of vertically and horizontally moving, and girder height is less, and antidetonation and anti-wind problem influence are less.

5) The overall structure is beautiful and fashionable in appearance, and the viewing platforms protruding from the two sides of the bridge have prominent visual effect, can obviously improve the urban image, and have higher identification degree and prominent landmark effect; the structure is light and beautiful, the span is large, the bridge width is wide, the stress is reasonable, and the construction is convenient and quick.

Drawings

The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this application, do not constitute a limitation of the invention, and in which:

FIG. 1 is a schematic elevation view of a light composite deck deformed arch bridge in an embodiment;

FIG. 2 is a schematic top plan view of the light composite deck profiled arch bridge in the embodiment;

FIG. 3 is a schematic cross-sectional view of a light composite deck deformed arch bridge in the embodiment;

FIG. 4 is a schematic partial cross-sectional view of a composite deck according to an embodiment;

FIG. 5 is a schematic cross-sectional view of a center rib and an edge rib in an embodiment;

FIG. 6 is a partial cross-sectional view of the steel main beam in the embodiment of the invention, which adopts a box-type structure and an inverted T-shaped structure.

Detailed Description

For a fuller understanding of the technical content of the present invention, the present invention will be further described and illustrated with reference to the accompanying drawings and specific embodiments.

Example 1

As shown in fig. 1 to 6, the light combined bridge deck special-shaped arch bridge with single-span 116m open space five-cable-surface inclined arch ribs in this embodiment includes support structures correspondingly arranged left and right, a combined bridge deck arranged on the two support structures, and an arch rib structure arranged on the combined bridge deck, wherein the combined bridge deck sequentially includes, from bottom to top, a steel main beam 1 arranged on the support structures, an STC layer 12 poured on a top plate 11 of the steel main beam 1, and an asphalt wearing layer 13, the STC layer is an ultra-high-toughness concrete layer, the STC layer has a thickness of 50mm, and the asphalt wearing layer has a thickness of 40 mm; the steel girder 1 adopts an integral longitudinal and transverse girder structure, the standard width of the steel girder is 80m (namely the width of a top plate), the middle parts of the two sides of the upstream and the downstream of the steel girder are respectively widened by 4.0m to be used as a viewing platform 14, a beam bottom plate on the steel girder is horizontal, the longitudinal girders are equal in height, the top plate 11 is transversely inclined from the middle to the two sides to form a 1.5 percent bidirectional transverse slope, the minimum girder height of the steel girder is 1.2m, and the maximum girder height is 1.80 m.

In the embodiment, the arch rib structure comprises a middle arch rib 21 which is positioned in the middle of the combined bridge deck and is vertically arranged and two side arch ribs 22 which are respectively arranged at two sides of the middle arch rib 21 and are outwards inclined by 15 degrees, according to the span L of the bridge being 116m, the rise of the middle arch rib 21 is designed to be 38m, the arch axis of the middle arch rib 21 adopts a quadratic parabola, the rise of the side arch rib 22 is designed to be 23.5m, the arch axis in the inclined arch plane of the side arch rib 22 adopts the quadratic parabola, so that the rise ratio of the middle arch rib 21 is 1/3.05, the rise ratio of the side arch rib 22 is 1/4.936, the arch feet at two ends of the middle arch rib 21 and the side arch rib 22 are both arranged above the supporting structure and fixedly connected with the steel main beam, the supporting structure is used for supporting the arch feet of the arch ribs, and the three arch ribs form a structure with a middle high middle and two low sides, the appearance of the arch ribs is similar to a butterfly-containing sharp flower.

Specifically, from the consideration of reducing wind resistance and aesthetic property, the middle arch rib 21 is a variable cross-section steel box arch rib with an inverted trapezoidal cross section, namely, an inverted trapezoidal box-type structure, the box height of the middle arch rib is 1.6-2.2 m, the box top width is 2.0-3.0 m, the box bottom width is 1.6-2.45 m, and according to the stress rule of the arch rib, the cross-sectional dimension of the middle arch rib 21 is gradually increased from the arch rib midspan to the arch rib arch foot, the thicknesses of the top plate and the bottom plate of the steel box are both 20mm, and the thicknesses of the web plates on two sides are 16 mm.

Specifically, from the viewpoint of reducing wind resistance and aesthetic property, the side arch rib 22 is a variable cross-section steel box arch rib with an inverted trapezoidal cross section, namely, an inverted trapezoidal box structure, the box height of the side arch rib is 2.0-3.0 m, the box top width is 2.0-3.0 m, the box bottom width is 1.6-2.4 m, the cross-sectional dimension of the side arch rib 22 is gradually increased from the arch rib midspan to the arch rib arch foot according to the arch rib stress rule, and the thicknesses of a top plate, a bottom plate and two side web plates of the steel box are all 40 mm.

Specifically, the middle arch rib 21 is connected with the steel main beam 1 through 20 vertical suspenders 31 with the interval of 5m, the outer side of the side arch rib 22 is connected with the outer side of the steel main beam 1 through 20 first inclined suspenders 32 which are obliquely arranged and have the interval of 5m, the inner side of the side arch rib 22 is connected with the steel main beam 1 below the side arch rib through 20 second inclined suspenders 33 which are obliquely arranged and have the interval of 5m, namely the inclined suspenders on the two sides of the side arch rib are 20 pairs and are arranged in one-to-one correspondence, so that the stress balance on the two sides is realized, and suspenders which are inclined inwards and outwards are respectively arranged on the inner side and the outer side of the side arch rib are used for balancing the transverse stress of the side arch rib, and the structural reliability and the overall stability of the side arch rib are improved; the vertical hanger rods adopt phi 5-73 type high-strength low-relaxation galvanized parallel steel wire bundles, the first inclined hanger rods adopt phi 5-55 type high-strength low-relaxation galvanized parallel steel wire bundles, the second inclined hanger rods adopt phi 7-127 type high-strength low-relaxation galvanized parallel steel wire bundles, the cable bodies of the high-strength low-relaxation galvanized parallel steel wire bundles adopt PES (FD) low-stress anticorrosion cable bodies, and stainless steel protective sleeves are wrapped outside the cable bodies.

Specifically, the upper end of the vertical suspender 31 is fixed in the middle of the inner arc surface of the arch box of the middle arch rib by adopting an ear plate type anchoring structure, and the lower end of the vertical suspender 31 is fixed on the top plate 11 of the steel main beam by adopting an ear plate type anchoring structure; the upper ends of the first inclined suspender 32 and the second inclined suspender 33 are fixed in the middle of the inner cambered surface of the arch box of the side arch rib by adopting an ear plate type anchoring structure, and the lower ends of the first inclined suspender 32 and the second inclined suspender 33 are fixed on the top plate 11 of the steel main beam by adopting an ear plate type anchoring structure.

Specifically, the arch springing at the two ends of the middle arch rib 21 extend into the steel main beam 1 and are fixed by welding, and the arch springing at the two ends of the side arch rib 22 and the top plate 11 of the steel main beam 1 are fixed by high-strength bolts.

In this embodiment, the middle arch rib 21 and the side arch ribs 22 are formed by welding multiple continuous steel boxes, which is convenient for hoisting and assembling the three arch ribs in the later period.

Specifically, one diaphragm is established every 2.5m to the standard beam section of steel girder 1, and wherein the diaphragm that corresponds with jib and hunch foot adopts the box structure, utilizes the box structure in order to bear the hunch foot pulling force and satisfy concentrated power under the jib, and the structure that the cross-section is the box is all adopted to the roof beam with great ease that corresponds to hunch foot and jib position department, and the roof beam with great ease that all uses the cross-section in all other positions is the structure of type of falling the T.

In this embodiment, the supporting structure includes a frame beam 10 extending along the width of the bridge and a plurality of supporting columns spaced from front to back below the frame beam 10, each supporting column includes a pier 5, a bridge bearing platform 6 and a pile 7 from top to bottom, and a plurality of supports 4 for supporting the steel main beam 1 are arranged at the upper end of the frame beam 10; wherein the bridge bearing platform 62 and the pile 63 are both located below the riverbed line, and the pile extends into the ground.

In this embodiment, an anti-collision wall 8 is further arranged on the combined bridge deck.

In this embodiment, the extension lines at both sides of the steel main beam in fig. 1 are river levee lines.

The utility model discloses an in other embodiments, still a plurality of pegs of arranging with great ease of fixedly connected with on the roof of steel girder, the peg sets up in the STC layer for improve roof and STC layer cohesion between the two.

The utility model discloses in other embodiments, still can be according to actual conditions (the bridge length span and the bridge width of other actual dimensions promptly), with the rise span ratio design of well arch rib for 1/2.5 ~ 1/3.5, the rise span ratio design of limit arch rib is 1/4.0 ~ 1/6.0.

In other embodiments of the present invention, the included angle between the side arch rib and the vertical plane can be further designed to be 10-20 °.

Example 2

The construction method of the ultra-wide bridge deck open type light combined bridge deck special-shaped arch bridge shown in the embodiment is used for constructing the light combined bridge deck special-shaped arch bridge described in the embodiment 1, and specifically comprises the following steps:

a. building two bilaterally symmetrical support structures according to the spacing distance of 116m, wherein each support structure comprises a frame beam and a plurality of support columns which are arranged below the frame beam at intervals from front to back, and each support column comprises a pier, a bridge bearing platform and a pile from top to bottom; specifically, firstly, an inserting and driving steel pile casing is adopted to erect a construction platform for pile construction, then a steel sheet pile cofferdam is adopted to construct a bridge bearing platform, a bridge pier and a frame beam on the pile, and finally a support is placed on the frame beam.

b. Then, constructing or hoisting main beams on the two supporting structures; specifically, the temporary buttress in water is firstly erected, then the steel girder prefabricated in sections is transported to a bridge position and hoisted to the temporary buttress and a supporting structure in a hoisting mode to form a continuous steel girder, and then the continuous steel girder is welded on the temporary buttress into a whole.

The steel main beam adopts an integral longitudinal and transverse beam structure, the standard width of the steel main beam is 80m (namely the width of a top plate), the middle parts of the two sides of the upstream and downstream of the steel main beam are respectively widened by 4.0m to be used as a viewing platform, a cross beam bottom plate on the steel main beam is horizontal, the longitudinal beams are equal in height, the top plate is transversely inclined from the middle to the two sides to form a 1.5 percent bidirectional transverse slope, the minimum beam height of the steel main beam is 1.2m, and the maximum beam height is 1.80 m; and a transverse clapboard is arranged at the standard beam section of the steel girder at intervals of 2.5m, wherein the transverse clapboard corresponding to the suspender and the arch springing adopts a box-type structure, the box-type structure is utilized to bear the pulling force of the arch springing and meet the concentrated force under the suspender, the longitudinal and transverse beams corresponding to the positions of the arch springing and the suspender all adopt a structure with a box-type cross section, and the longitudinal and transverse beams at other positions all adopt a structure with an inverted T-shaped cross section.

c. The temporary support for supporting the arch rib structure is erected on a steel girder, a vertically arranged middle arch rib is hoisted in the middle of the cross section of the steel girder, and side arch ribs which are obliquely outwards are hoisted on two sides of the middle arch rib respectively, two ends of the middle arch rib and two ends of the side arch ribs are located above the two supporting structures respectively, the rise-span ratio of the middle arch rib is 1/2.5-1/3.5, the rise-span ratio of the side arch ribs is 1/4.0-1/6.0, the outward oblique angle of the side arch ribs is 15 degrees, namely the included angle between the side arch ribs and the vertical plane is 15 degrees.

For rivers and streams in cities, the water depth is often shallow, and the condition of using large-scale floating crane equipment is not met, so that the middle arch rib and the side arch rib are both designed to be composed of a plurality of continuous steel boxes, and the middle-sized or small-sized floating crane equipment is convenient to hoist; during hoisting, the steel boxes are gradually hoisted and erected from the arch springing at the two ends to the arch crown, after all the steel boxes of each arch rib are hoisted and erected in place and adjusted to be linear, alignment welding is carried out, and the welding sequence is carried out symmetrically from the arch crown to the arch springing at the two ends; and the arch springing at the two ends of the middle arch rib extends into the steel girder and is fixed by welding, and the arch springing at the two ends of the side arch rib and the top plate of the steel girder are fixed by high-strength bolts.

According to the method, the rise of a middle arch rib is designed to be 38m, the arch axis of the middle arch rib adopts a quadratic parabola, the rise of an edge arch rib is designed to be 23.5m, and the arch axis in the oblique arch plane of the edge arch rib adopts a quadratic parabola, so that the rise-span ratio of the middle arch rib is 1/3.05, and the rise-span ratio of the edge arch rib is 1/4.936; in addition, in consideration of reducing wind resistance and attractiveness, the middle arch rib and the side arch rib are all variable cross-section steel box arch ribs with inverted trapezoidal cross sections, namely inverted trapezoidal box-type structures, the box height of the middle arch rib is 1.6-2.2 m, the box top width is 2.0-3.0 m, the box bottom width is 1.6-2.45 m, the thicknesses of a top plate and a bottom plate of the middle arch rib steel box are both 20mm, and the thicknesses of webs on two sides are 16 mm; the height of the side arch rib steel box is 2.0-3.0 m, the width of the top of the box is 2.0-3.0 m, the width of the bottom of the box is 1.6-2.4 m, and the thickness of the top plate, the bottom plate and the webs at two sides of the side arch rib steel box are 40 mm; and according to the stress rule of the arch rib, the section sizes of the middle arch rib and the side arch rib are gradually increased from the arch rib midspan to the arch foot of the arch rib.

d. 20 vertical jibs are anchored at the interval of 5m with equidistant 5m between well arch rib and the steel girder, 20 oblique jibs of second and first oblique jibs that the slant set up are anchored respectively with equidistant 5 m's interval between the inside and outside of two limit arch ribs and the steel girder, the oblique jib one-to-one of both sides sets up, wherein vertical jib and oblique jib all adopt high-strength low lax galvanized parallel steel wire bundle, arch rib department is the stiff end, steel girder department is the stretch-draw end, the stiff end adopts otic placode anchor structure to be fixed in the middle of the arch box inner arc face of arch rib, the stretch-draw end adopts otic placode anchor structure to be fixed in on the roof of steel girder, demolish interim support after adjusting the jib power.

e. Firstly, a plurality of studs are welded on a top plate 11 of a steel girder, and then an STC layer with the thickness of 50mm and an asphalt wearing layer with the thickness of 40mm are sequentially poured on the top plate of the steel girder to form a combined bridge deck.

f. And installing auxiliary facilities such as an anti-collision wall, a bridge side railing and the like on the combined bridge floor to divide the combined bridge floor into a motor vehicle lane, a non-motor vehicle lane, a sidewalk and the like, and finally dismantling the temporary buttress in the water.

The utility model discloses in other embodiments, still can be according to actual conditions (the bridge length span and the bridge width of other actual dimensions promptly), with the rise span ratio design of well arch rib for 1/2.5 ~ 1/3.5, the rise span ratio design of limit arch rib is 1/4.0 ~ 1/6.0.

In other embodiments of the present invention, the included angle between the side arch rib and the vertical plane can be further designed to be 10-20 °.

The technical solutions provided by the embodiments of the present invention are described in detail above, and the principles and embodiments of the present invention are explained herein by using specific examples, and the descriptions of the above embodiments are only applicable to help understand the principles of the embodiments of the present invention; meanwhile, for a person skilled in the art, according to the embodiments of the present invention, there may be variations in the specific implementation manners and application ranges, and in summary, the content of the description should not be construed as a limitation to the present invention.

Claims (8)

1. The ultra-wide bridge floor open type light combined bridge floor special-shaped arch bridge is characterized by comprising a supporting structure, a combined bridge floor arranged on the supporting structure and an arch rib structure arranged on the combined bridge floor, wherein the arch rib structure comprises a middle arch rib and two side arch ribs, the middle arch rib is positioned in the middle of the combined bridge floor and is vertically arranged, the two side arch ribs are respectively arranged on two sides of the middle arch rib and are outwards obliquely arranged, arch feet at two ends of the middle arch rib and the two ends of the side arch ribs are both arranged above the supporting structure and are fixedly connected with the combined bridge floor, the rise-span ratio of the middle arch rib is 1/2.5-1/3.5, and the rise-span ratio of the side arch ribs is 1/4.0-1/6.0; the middle arch rib is connected with the combined bridge deck through a plurality of vertical suspenders, the outer side of the side arch rib is connected with a first oblique suspender arranged through a plurality of oblique suspenders between the outer sides of the combined bridge deck, and the inner side of the side arch rib is connected with the combined bridge deck below the side arch rib through a second oblique suspender arranged through a plurality of oblique suspenders.

2. The open type light combined bridge deck special-shaped arch bridge with the ultra-wide bridge deck as claimed in claim 1, wherein the combined bridge deck comprises a steel main beam arranged on the supporting structure, an STC layer poured on a top plate of the steel main beam and an asphalt wearing layer in sequence from bottom to top.

3. An ultra-wide bridge deck open type light combined bridge deck special-shaped arch bridge according to claim 2, wherein the arch springing at two ends of the middle arch rib extend into the steel main beam and are fixed through welding, and the arch springing at two ends of the side arch rib and a top plate of the steel main beam are fixed through high-strength bolts.

4. The open type light combined bridge deck special-shaped arch bridge with the ultra-wide bridge deck as claimed in claim 3, wherein the sections of the middle arch ribs and the side arch ribs are both inverted trapezoidal sections, and the section sizes of the middle arch ribs and the side arch ribs are gradually increased from the midspan of the arch ribs to the arch rib feet.

5. An ultra-wide bridge deck open type light combined bridge deck special-shaped arch bridge according to claim 4, wherein the middle arch ribs and the side arch ribs are formed by welding a plurality of sections of continuous steel boxes.

6. An open type light combined bridge deck special-shaped arch bridge with an ultra-wide bridge deck as claimed in claim 5, wherein the steel main beam is of a longitudinal and transverse beam structure, the longitudinal and transverse beams corresponding to the arch springing and the hanger rod are of a box-shaped cross section, and the longitudinal and transverse beams at the rest positions are of an inverted T-shaped cross section.

7. An open type light combined bridge deck special-shaped arch bridge with an ultra-wide bridge deck as claimed in claim 6, wherein the included angle between the side arch rib and the vertical plane is 15 degrees.

8. An ultra-wide bridge deck open type light combined bridge deck special-shaped arch bridge according to any one of claims 1 to 7, wherein the support structure comprises a frame beam and a plurality of support columns arranged below the frame beam at intervals, and the support columns comprise piers, bridge bearing platforms and pile columns from top to bottom; and the upper end of the frame beam is provided with a support for supporting the combined bridge deck.

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