CN113106833A

CN113106833A - Special-shaped pedestrian landscape bridge structure and construction method thereof

Info

Publication number: CN113106833A
Application number: CN202110560541.XA
Authority: CN
Inventors: 陈杨; 张彪; 李京达
Original assignee: China Railway Guangzhou Engineering Group Co Ltd CRECGZ; CRECGZ No 2 Engineering Co Ltd
Current assignee: China Railway Guangzhou Engineering Group Co Ltd CRECGZ; CRECGZ No 2 Engineering Co Ltd
Priority date: 2021-05-21
Filing date: 2021-05-21
Publication date: 2021-07-13

Abstract

The application relates to a special-shaped pedestrian landscape bridge structure and a construction method thereof, and the special-shaped pedestrian landscape bridge structure comprises an arc-shaped main bridge and an arch rib body, wherein the arc-shaped main bridge is provided with two end parts, and each end part of the arc-shaped main bridge is communicated with a first arc-shaped branch bridge and a second arc-shaped branch bridge which are used for connecting a shoreside; two first arc is propped up the bridge and is all circumscribed, two with the outer arc of arc main bridge second arc is propped the bridge and is inscribed with the interior arc of arc main bridge respectively to adopt main mound pile foundation construction, main mound cushion cap cofferdam construction, main mound cushion cap construction, girder steel and arch rib support to set up, the arched girder erects, jib cable stretch-draw and support demolish and landscape greening and the construction step completion pontic construction of brightening engineering construction, this application has the effect of being convenient for link up the walking bridge in each region in both sides.

Description

Special-shaped pedestrian landscape bridge structure and construction method thereof

Technical Field

The application relates to the technical field of bridge engineering, in particular to a special-shaped pedestrian landscape bridge structure and a construction method thereof.

Background

The bridge is a main component of a transportation channel and is widely concerned by people, the bridge landscape occupies an extremely important position in Chinese landscape culture since ancient times, and the design requirements of people on landscape bridges are continuously improved nowadays.

The landscape bridge comprises a steel beam and arch ribs, wherein two ends of the steel beam are respectively connected with two banks, so that the purpose of communicating the two banks is achieved, the arch ribs are generally arc-shaped, arch feet of the arch ribs are connected with two ends of the steel beam, a river cuts the two banks of a city into a plurality of areas, with the continuous development of the city, a walking bridge crossing branch streams can be built between adjacent areas of the same bank, main bodies of the two banks are communicated through the landscape bridge, and the landscape bridge crosses a main river. The combination of the walking bridge and the landscape bridge improves the connection between the areas on both sides of the river.

With respect to the related art among the above, the inventors consider that the following drawbacks exist: because the number of the walking bridges in each region of the two banks is large and the walking bridges are not uniformly distributed, and the common bridges can only be communicated with the symmetrical end points of the two banks, a certain choice has to be made for selecting the positions of the two ends of the bridge according to the distance and the recency of each walking bridge of the two banks, namely, the common landscape bridge is difficult to be connected with the walking bridges in each region of the two banks, so that inconvenience is brought to the sightseeing of passengers, and an improvement space is still provided.

Disclosure of Invention

In order to facilitate the connection of walking bridges in all regions on both banks, the application provides a special-shaped pedestrian landscape bridge structure and a construction method thereof.

The application provides a dysmorphism pedestrian landscape bridge structure adopts following technical scheme:

the bridge comprises an arc-shaped main bridge and an arch rib body, wherein the arc-shaped main bridge is provided with two end parts, and each end part of the arc-shaped main bridge is communicated with a first arc-shaped branch bridge and a second arc-shaped branch bridge which are used for connecting shoreside; the two first arc-shaped branch bridges are externally tangent to the outer arc of the arc-shaped main bridge, and the two second arc-shaped branch bridges are internally tangent to the inner arc of the arc-shaped main bridge.

By adopting the technical scheme, the two arc-shaped branch bridges at the end part of the arc-shaped main bridge are arranged in a branching way and are communicated with the bank in an arc-shaped extending mode, so that a channel is additionally arranged at the end part of the arc-shaped main bridge to meet the requirement of connection with a plurality of walking streets on the bank, meanwhile, the main bridge and the branch bridges are designed into an arc shape, and a snake-shaped pedestrian channel is formed between the arc-shaped main bridge and the first arc-shaped branch bridge which are mutually connected in an external tangent mode, so that pedestrians at the tail of the bridge can appreciate the light scenery in the center of the bridge, and the landscape bridge can achieve a better scenery viewing effect in a short distance design; a semicircular-arc lane is formed between the arc main bridge and the second arc branch bridge which are mutually connected in an inscribed mode, so that the use of vehicles such as private cars is facilitated, and meanwhile, the wide visual field also provides the best visual experience for drivers; dividing a traffic lane and a sidewalk in the landscape bridge is beneficial to reducing the condition of vehicle congestion caused by more pedestrians and the condition of influencing the experience of tourists on enjoying the bank landscape caused by more vehicles; the river divides the city into a plurality of independent areas, but through setting up landscape bridge structures between adjacent areas, the extension path of the arc-shaped branch bridge of adjacent landscape bridge structures can be connected with scenic spots along the way in series, forming the vitality effect, and weave into a traffic network, which is favorable for the close connection of each area of the city.

Preferably, the arc main bridge includes the main bridge unit that a plurality of spliced in proper order, the main bridge unit including the slope board that the slope set up, with the last roof that links up in the slope upper end of slope board and with the roof down that the slope board slope lower extreme links up, it is parallel to each other with roof down to go up the roof.

By adopting the technical scheme, after the landscape bridge structure main body is formed, the upper top plate of the arc main bridge can be used as a supporting surface of a sidewalk, the lower top plate can be used as a supporting surface of a traffic lane, the inclined plate is connected with the upper top plate and the lower top plate, the inclined plate can be used as a rest area of tourists, and the increase of the functionality of the landscape bridge is facilitated.

Preferably, the two ends of the arc main bridge are provided with connecting sections used for being connected with the first arc branch bridge and the second arc branch bridge.

Through adopting above-mentioned technical scheme, will link up with two arc branch bridges of one end to get through two adjacent arc branch bridges, communicate travelway tip and pedestrian passageway tip promptly, the visitor of being convenient for freely sightseeing.

Preferably, the first arc-shaped branch bridge and the second arc-shaped branch bridge are connected with the shore through approach bridges; the two connecting sections are located in the extending path of the arch rib body, the two end portions of the arch rib body penetrate through the connecting sections and are embedded and fixed at the river bottom, and the arch rib body and the two connecting sections are fixed through concrete pouring.

Through adopting above-mentioned technical scheme for it can provide the holding power for the arc main bridge to encircle the foot, is favorable to improving the stability of view bridge.

Preferably, the arch rib body comprises an arch foot unit embedded at the river bottom, the arch foot unit comprises two top plates facing each other and two inner webs facing each other, and the two top plates and the two inner webs enclose a main body frame of the arch foot unit; two equal vertical welding of inboard and two interior webs of roof is fixed with a plurality of interior stiffening ribs, be equipped with a plurality of rectangle cross slabs in the main body frame of hunch foot unit, a plurality of location breach has all been seted up to rectangle cross slab lateral wall all around, and the stiffening rib joint in can supplying of location breach.

Through adopting above-mentioned technical scheme, the joint cooperation of location breach and interior stiffening rib plays the positioning action in assembling of hunch foot unit, and during the installation hunch foot unit, can be with the location breach joint of a plurality of rectangle cross slab bottoms in the interior stiffening rib of roof to weld, then with the interior stiffening rib joint of interior web in the location breach of a plurality of rectangle cross slab both sides, thereby play the effect of pre-fixing, guarantee the straightness that hangs down of web and roof.

Preferably, a plurality of bulges which are uniformly distributed are arranged on the outer surface of the wading section of the arch rib body, waterproof paint is smeared on the outer surface of the wading section of the arch rib body, an UHPC concrete outer coating is arranged on the outer surface of the waterproof paint, and one ends, far away from the arch rib body, of the bulges penetrate through the waterproof paint and are embedded in the UHPC concrete outer coating.

By adopting the technical scheme, the waterproof coating is firstly coated on the outer surface of the wading section of the arch rib body, and then the UHPC concrete outer cladding is covered, so that the arch rib body is prevented from being directly contacted with river water, and the corrosion speed of the wading section of the arch rib is favorably slowed down; when the bridge bears force, the arch rib is radially tensioned to deform, because the arch rib is generally made of a steel box girder, and the plasticity of the steel box girder is greater than that of the UHPC concrete outer cladding layer, the restorable displacement of the steel box girder is greater than that of the UHPC concrete outer cladding layer under the same stress, and therefore if the two layers deform in the same amount at the same time, the UHPC concrete outer cladding layer is easy to break. The setting of coating has blocked being connected between the outer peripheral face of UHPC concrete surrounding layer and arched beam wading section, and be connected through the blind pin between arch rib and the UHPC concrete surrounding layer, consequently when arch rib atress elongation, the blind pin atress is out of shape, the displacement amount of UHPC concrete surrounding layer has been cushioned, consequently, the deformation of UHPC concrete surrounding layer has been reduced, and then the condition that UHPC concrete surrounding layer collapses garrulous has been reduced, be favorable to the anticorrosive of arch rib wading section, the life of arch rib wading section has been prolonged.

A construction method of a special-shaped pedestrian landscape bridge structure comprises the following steps:

prefabricating a branch bridge unit, a main bridge unit and an arch rib unit;

constructing an underwater trestle and a main pier construction platform: constructing main trestles at the bank sides of the two banks, completing construction work of a main pier construction platform at one side of the main trestles, and then constructing branch trestles communicated with the main trestles around the main pier construction platform to prepare for construction of main pier pile foundations;

constructing a main pier pile foundation: the method comprises the following steps that a main pier pile foundation pile casing is hung above a positioning hole of a construction position of a main pier construction platform, the main pier pile foundation pile casing is inserted and driven to the river bottom along the axis direction of the positioning hole, main pier foundation bored pile construction is carried out in the main pier pile foundation pile casing after the insertion and driving work of a plurality of main pier pile foundation pile casings is completed, and concrete is poured into the main pier foundation pile casing to complete pile foundation construction after holes are formed;

constructing a main pier bearing platform cofferdam: firstly, dismantling a main pier construction platform around a main pier pile foundation pile casing, reserving a main pier cofferdam combined pile inserting and driving space, inserting and driving a plurality of cofferdam combined piles to a design position, then building an internal support system, lowering the internal support system to a design elevation in a main pier pile foundation construction area, then pumping out water in the cofferdam, and then pouring concrete in a gap between the inner side of the concrete cofferdam combined pile and the outer side of the internal support;

constructing a main pier bearing platform: firstly, cleaning sludge and rock strata in a cofferdam, pouring cofferdam bottom sealing concrete in a base at the bottom of the cofferdam, then breaking pile heads, pouring concrete in the cofferdam, continuously binding arch support reinforcing steel bars after a bearing platform foundation is formed, then continuously pouring concrete, completing arch foot pre-embedding construction in the pouring process, and performing anchoring prestress tensioning after the concrete strength meets the requirement;

erecting steel beams and arch rib supports: constructing a beam erecting platform and an arch erecting platform in water while constructing a bearing platform;

synchronously constructing an approach bridge, a supporting structure at the lower part of a branch bridge, and constructing the approach bridge and the branch bridge;

erecting an arched beam: the construction is carried out according to the sequence of first beam and then arch, firstly, main bridge units are erected one by one from two sides to the middle, and then arch rib units are erected one by one;

tensioning a suspender cable and dismantling a bracket;

landscape greening and brightening engineering construction.

By adopting the technical scheme, the overwater construction trestle and the bored pile platform are erected on the two banks to serve as overwater construction channels, so that equipment such as a crawler crane and a drilling machine can frequently come and go conveniently, then pile casing inserting and beating installation and concrete pouring are carried out, the purpose of main pier pile foundation construction is finished, and the influence of water flow on the main pier pile foundation construction is reduced in cofferdam construction; when the platform is constructed, the beam erecting platform, the arch erecting platform and the bridge approach substructure are constructed, so that the construction period is shortened, the arch beams and the arch ribs are erected in order, and the landscape bridge construction efficiency is improved.

Preferably, in the step of constructing the main pier cap cofferdam, after a main pier construction platform around a main pier pile foundation casing is removed, a combined pile auxiliary positioning frame is built at the combined pile construction position; then inserting and driving a plurality of cofferdam combined piles to a design position; after a plurality of cofferdam combined piles are inserted and driven to the designed positions under the guiding action of the auxiliary positioning frame, the steel sheet piles between the adjacent cofferdam combined piles are mutually occluded.

Through adopting above-mentioned technical scheme, auxiliary positioning frame plays the guide effect, and the combined pile of cofferdam of being convenient for is orderly and accurate to insert the design position to through the mutual interlock of steel sheet pile, be favorable to improving the connection steadiness of adjacent combined pile of cofferdam and improve the stagnant water effect in cofferdam.

Preferably, in the step of constructing the cofferdam of the main pier bearing platform, after inserting and driving a plurality of cofferdam combined piles to the designed positions, drilling construction is completed in each cofferdam combined pile, a reinforcement cage is lowered, water is pumped to the hole bottom, concrete is poured into each cofferdam combined pile, after grouting is completed, grouting anchoring treatment is performed at the bottom of a steel sheet pile of each cofferdam combined pile, and after the grouting anchoring treatment is completed, the inner support is built.

By adopting the technical scheme, the concrete is injected into the cofferdam combined pile after the water pumping is finished, so that the overall strength of the cofferdam combined pile is improved, and the condition that the construction quality is reduced due to the deformation of the cofferdam combined pile is reduced; grouting and anchoring are carried out at the bottom of the steel sheet pile of the cofferdam combined pile, and the connection stability of the adjacent cofferdam combined piles is improved.

Preferably, in the step of constructing the main pier bearing platform cofferdam, after the inner supports are assembled, a plurality of supporting columns are respectively inserted and fixed at the tops of cofferdam combined piles at two sides of the inner supports, the upper ends of the supporting columns at two sides are provided with full-length Bailey beams, then the hydraulic jacks are installed and fixed on the full-length Bailey beams, and finally the step of lowering the inner supports is completed through the hydraulic jacks.

Through adopting above-mentioned technical scheme for cofferdam composite pile not only plays the manger plate effect, still plays the effect that supports the location to the support column simultaneously, is favorable to improving the steadiness of crossbeam and the stationarity when inner support frame transfers.

Drawings

Fig. 1 is an overall schematic view of a special-shaped pedestrian landscape bridge structure according to an embodiment of the application.

Fig. 2 is a top view of a special-shaped pedestrian landscape bridge structure according to an embodiment of the present application.

Fig. 3 is a schematic structural diagram of a main bridge unit in the special-shaped pedestrian landscape bridge structure according to the embodiment of the application.

Fig. 4 is a schematic structural diagram of an arch springing unit in a special-shaped pedestrian landscape bridge structure according to an embodiment of the application.

FIG. 5 is an anticorrosion structure diagram of a wading section of an arch rib body in a special-shaped pedestrian landscape bridge structure according to an embodiment of the application.

Fig. 6 is a schematic diagram of a main pier pile foundation casing and cofferdam construction in the special-shaped manway landscape bridge structure according to the embodiment of the application.

Fig. 7 is a schematic diagram of the construction of an internal support system in the special-shaped pedestrian landscape bridge structure according to the embodiment of the application.

FIG. 8 is a schematic diagram of an internal hanging system in a special-shaped pedestrian landscape bridge structure according to the embodiment of the application.

Fig. 9 is a schematic diagram of the special-shaped pedestrian landscape bridge structure after the inner support system is lowered.

Fig. 10 is a schematic diagram of arch rib body arch foot pre-embedding construction in the special-shaped pedestrian landscape bridge structure according to the embodiment of the application.

Description of reference numerals: 1. an arc-shaped main bridge; 11. a joining section; 12. a lower top plate; 13. an inclined plate; 14. a base plate; 15. a web; 16. an upper top plate; 21. Bridge approach; 22. a first arc-shaped branch bridge; 23. a second arc-shaped branch bridge; 3. an arch rib body; 31. a boom cable; 32. a stud; 33. an UHPC concrete outer cladding; 34. a spring unit; 341. a top plate; 342. an inner web; 343. an outer web; 344. an inner stiffener; 345. a rectangular diaphragm plate; 3451. positioning the notch; 346. external stiffening ribs; 3471. a semicircular diaphragm plate; 4. a main trestle; 41. a trestle is supported; 42. a main pier construction platform; 43. a bearing platform; 44. an arch support; 5. cofferdam combined piles; 6. pile foundation pile casings of the main piers; 7. a support beam; 8. an inner support; 81. a ring beam; 82. a diagonal brace; 83. connecting columns; 9. a steel backing beam; 91. steel pipe columns; 92. a support beam; 93. a full length bailey beam; 94. a distribution beam; 95. a hydraulic jack; 96. a support pillar; 10. An arch rib support; 101. a steel beam bracket.

Detailed Description

The present application is described in further detail below with reference to figures 1-9.

The embodiment of the application discloses a special-shaped pedestrian landscape bridge structure and a construction method thereof. Referring to fig. 1 and 2, a special-shaped pedestrian landscape bridge structure includes an arc-shaped main bridge 1 and an arch rib body 3.

Referring to fig. 1 and 2, the plane of the arc main bridge 1 is arranged in an arc, the arch rib body 3 inclines towards one side of the inner arc surface of the arc main bridge 1, and the included angle between the plane of the arch rib body 3 and the vertical plane is 10 degrees. The arch axis is a quadratic parabola.

Arc main girder 1 is total both ends, and 1 every end of arc main girder all communicates and has first arc branch bridge 22 and second arc branch bridge 23 that are used for connecting the bank, and first arc branch bridge 22 and second arc branch bridge 23 all link up with adjacent bank through approach bridge 21 to realize the both sides intercommunication.

Referring to fig. 2, the arc shape of the first arc-shaped branch bridges 22 is a minor arc, and the two first arc-shaped branch bridges 22 are circumscribed to the outer arc of the arc-shaped main bridge 1, and the two first arc-shaped branch bridges 22 and the arc-shaped main bridge 1 form an S-shaped sidewalk, which is convenient for tourists to walk and watch.

Referring to fig. 2, the arcs of the second arc-shaped branch bridges 23 are minor arcs, and both the second arc-shaped branch bridges 23 are circumscribed to the inner arc of the arc-shaped main bridge 1, and the arc-shaped main bridge 1 and the two second arc-shaped branch bridges 23 form a semicircular leisure channel for vehicles to run.

Referring to fig. 1 and 2, two ends of the arc main bridge 1 are provided with connecting sections 11, two ends of the arc main bridge are provided with connecting sections 11, and the connecting sections 11 are connected to a first arc branch bridge 22 and a second arc branch bridge 23. The first arc-shaped branch bridge 22 and the second arc-shaped branch bridge are connected with the shore through an approach bridge 21; two the linking section all is located the extension route of arch rib body 3, and two tip of arch rib body 3 run through linking section 11 and bury underground and be fixed in the river bottom, and it is fixed through concrete placement between arch rib body 3 and two linking sections 11. The arch rib body 3 provides supporting force for the arc main bridge 1, and is favorable for providing the stability of the landscape bridge.

Referring to fig. 1 and 3, the arc-shaped main bridge 1 comprises a plurality of main bridge units which are sequentially spliced, and each main bridge unit is a single-box three-chamber transverse variable-height beam.

Referring to fig. 1 and 3, the main bridge unit includes an inclined plate 13 disposed obliquely, an upper top plate 16 engaged with an inclined upper end of the inclined plate 13, and a lower top plate 12 engaged with an inclined lower end of the inclined plate 13, the upper top plate 16 and the lower top plate 13 being parallel to each other. The main bridge unit further comprises two webs 15 and a bottom plate 14, one side of the upper top plate 16, which is far away from the inclined plate 13, and one side of the lower top plate 12, which is far away from the inclined plate 13, are respectively connected with the two webs 15, and two sides of the bottom plate 14 are respectively connected with the two webs 15. After the landscape bridge is constructed, the inclined plate 13 can be provided with steps and inclined lawns for tourists to rest.

Referring to fig. 1 and 3, each of the first arc-shaped bridge 22 and the second arc-shaped bridge 23 is composed of a plurality of bridge units. The bridge supporting unit is a steel box girder.

Referring to fig. 3 and 4, the rib body 3 includes a plurality of rib units, which are welded in sequence. The arch rib unit embedded in the river bottom in the arch rib body 3 is an arch foot unit 34.

Referring to fig. 4, the arch springing unit 34 includes two top plates 341 facing each other and two inner webs 342 facing each other, and the two top plates 341 and the two inner webs 342 enclose a main body frame of the arch springing unit 34. A plurality of inner stiffening ribs 344 are vertically welded and fixed on the inner sides of the two top plates 341 and the inner sides of the two inner webs 342, and the inner stiffening ribs 344 extend along the length direction of the top plates 341 and the length direction of the inner webs 342 respectively. Shear bonds are welded between adjacent inner stiffeners 344.

Referring to fig. 4, a plurality of rectangular diaphragms 345 are disposed in the main frame of the arch springing unit 34 and distributed along the length direction of the arch springing unit 34, and the rectangular diaphragms 345 are parallel to the cross section of the arch springing unit 34. The rectangular diaphragm 345 has a plurality of positioning notches 3451 formed on the peripheral side walls thereof, and the positioning notches 3451 are used for the inner stiffening ribs 344 to pass through. Location breach 3451 and interior stiffening rib 344's joint cooperation play the positioning action in assembling of hunch foot unit 34, during installation hunch foot unit 34, can connect the location breach 3451 of a plurality of rectangle diaphragm plate 345 bottom in the interior stiffening rib 344 of roof 341, and weld, then connect the interior stiffening rib 344 of interior web 342 in the location breach 3451 of a plurality of rectangle diaphragm plate 345 both sides, thereby play the effect of pre-fixing, guarantee the straightness that hangs down of interior web 342 and roof 341, in order to prevent that interior web 342 from outwards empting assembling the in-process, can install interim bearing structure additional in the web 342 outside, it can to dismantle after finishing assembling. The welding work of the top plate 341, the inner web 342 and the rectangular diaphragm 345 is completed on the premise of ensuring the stability of the inner web 342, and finally the inner stiffening rib 344 of the other top plate 341 is clamped with the positioning notch 3451 at the top of the diaphragm, so that the splicing of the main body frame of the arch foot unit 34 is completed. Finally, welding work between adjacent parts is completed, and the rectangular transverse partition plate 345 plays a role in strengthening the strength of the arch springing unit 34 and also plays a role in positioning in the assembling process, so that the assembling efficiency of the arch springing unit 34 is improved.

Referring to fig. 4, the arch springing unit 34 further includes two outer webs 343, the two outer webs 343 are both in a semicircular arc shape, and the two outer webs 343 are welded to the outer sides of the two inner webs 342, respectively, so that both sides of the arch springing unit 34 are protruded outwards.

Referring to fig. 4, in order to improve the structural strength and the installation efficiency of the outer webs 343, a plurality of semicircular diaphragms 3471 distributed along the length direction of the arch springing unit 34 are welded and fixed on the inner sides of the two outer webs 343, and the semicircular diaphragms 3471 are parallel to the cross section of the arch springing unit 34. The arc edge of the semicircular diaphragm 3471 is provided with a plurality of mounting notches, a plurality of external stiffening ribs 346 are welded and fixed on the inner sides of the two external webs 343, when the semi-circular diaphragm 3471 is welded and then the external stiffening ribs 346 are welded, the mounting notches of the semicircular diaphragm 3471 can be penetrated by the external stiffening ribs 346, so that the external stiffening ribs 346 mounted later can be clamped and positioned, and the mounting efficiency can be improved. When the outer web 343 is welded and fixed on the outer side of the inner web 342, a temporary support structure is additionally arranged on the outer side of the outer web 343, and the outer web is disassembled after assembly.

Referring to fig. 4, a plurality of strip-shaped grooves and a plurality of round holes are all penetrated along the thickness direction of one section of roof 341, inner web 342 and outer web 343 three in inserting the hunch seat, are convenient for when pouring the hunch seat, and the concrete gets into in the hunch foot unit 34, is favorable to improving the stability of being connected of hunch foot unit 34 and hunch seat.

Referring to fig. 5, a plurality of uniformly distributed protruding parts are fixed on the outer surface of the wading section of the arch rib body 3, the protruding parts are studs 32, polyurethane waterproof paint is coated on the outer surface of the wading section of the arch rib body 3, an UHPC concrete outer cladding 33 covers the outer surface of the waterproof paint, and one ends of the studs 32, which are far away from the arch rib body 3, penetrate through the polyurethane waterproof paint and are embedded in the UHPC concrete outer cladding 33. The method is beneficial to playing a role of corrosion prevention on the arch rib body 3 and reducing the cracking condition of the UHPC concrete outer cladding 33.

s1: prefabricated bridge units, main bridge units and arch rib units.

S2: and constructing an underwater trestle and a main pier construction platform 42.

Referring to fig. 6, main trestle 4 is built on the bank of both banks, the building work of a main pier construction platform 42 is completed on one side of the main trestle 4, then a branch trestle 41 communicated with the main trestle 4 is built around the main pier construction platform 42, preparation is made for the construction of a main pier pile foundation, and the construction of the trestle specifically comprises the following steps:

s2.1: the construction method comprises the steps of firstly adopting a fishing method for construction, sequentially inserting and driving a plurality of steel pipe piles to the bottom of a river by using a crawler crane, arranging one row of three steel pipe piles at every 3m along the length direction of a trestle, and enabling the width of the trestle to be 8 m.

S2.2: the pile top adopts working steel as the pile top distribution beam 94 in the longitudinal direction, adopts the Bailey beam as the bearing beam frame, and 5 Bailey beams extend along the length of the trestle and are distributed side by side along the width direction of the trestle.

S2.3: and then, paving a concrete bridge deck on the upper end face of the Bailey beam.

S3: and (5) constructing a main pier pile foundation.

Referring to fig. 6, the construction of the main pier pile foundation adopts a crawler crane to complete the hoisting work, a plurality of positioning holes are prefabricated on the concrete deck of the main pier construction platform 42, and in order to improve the hoisting efficiency, guide frames are built above the positioning holes so that the main pier pile foundation pile casings 6 vertically penetrate through the positioning holes one by one and are inserted into the mud surface. Two main hooks are adopted for hoisting the steel protecting cylinder, after the steel protecting cylinder is hoisted, one hook is hooked, and the other hook falls down, so that the steel protecting cylinder is changed from horizontal to vertical. And then slowly feeding the steel casing into the guide frame until the mud is stable, and unhooking the steel casing after the steel casing sinks stably. In order to avoid hoisting deformation of the steel casing, the floating crane sling adopts a binding type hoisting method. The steel casing hoisting steps are as follows:

s3.1: connecting the lifting appliance and cutting off the lower opening rice-shaped support.

S3.2: and lifting the steel pile casing, horizontally lifting the steel pile casing from the pile transporting ship after the steel pile casing is checked to be correct, slowly dropping the main hook of the crawler crane after the steel pile casing is lifted to a certain height, sinking one end of the crawler crane into water until the mud surface, then lifting the auxiliary hook, and erecting the steel pile casing.

S3.3: and hoisting the steel casing, and hoisting the steel casing into the position right above the positioning hole.

S3.4: and measuring and observing the perpendicularity and the plane position of the steel casing, adjusting according to the measurement result, and adjusting the perpendicularity of the steel casing.

S3.5: the steel protects a section of thick bamboo and slowly transfers the in-process, measures and protects a section of thick bamboo to the steel and carry out dynamic observation, and the discovery deviation is in time adjusted. When the protective cylinder is close to the mud surface, the steel protective cylinder is stopped to be placed, at the moment, the steel protective cylinder is measured in detail through measurement, and the steel protective cylinder can be placed continuously after the steel protective cylinder is measured without errors until the steel protective cylinder does not sink under the action of self weight.

S3.6: and hoisting the hanging basket by using a small floating crane hook for tripping.

S3.7: the floating crane hoists the vibration hammer to be in place, at the moment, the protective cylinder can sink for a certain distance, the verticality of the protective cylinder is measured and observed again, and the protective cylinder sinks to the designed elevation after being vibrated without errors. During vibration, point vibration is firstly carried out, then continuous vibration is carried out, and the top opening cross support is fixed by a steel wire rope before vibration is carried out, so that the top opening cross support is prevented from falling off.

After the pile casing is in place, pile foundation construction is carried out, and the concrete steps are as follows:

s3.8: and (5) positioning the drilling machine, and completing drilling construction of each pile foundation by using the rotary drilling rig.

S3.9: after the hole is formed by the drilling machine, the steel reinforcement cage is placed into the protective cylinder by a floating crane.

S3.10: and after the steel reinforcement cage is in place, pouring underwater concrete into the pile casing, and completing the construction of the pile foundation of the main pier after the strength of the concrete meets the construction requirement.

S4: and constructing a cofferdam by using the main pier bearing platform 43.

Referring to fig. 7, a main pier bearing platform 43 of the landscape bridge is a bearing platform 43 with large volume of water, the bearing platform 43 needs to be embedded below a river bed, therefore, cofferdam construction needs to be carried out, and the cofferdam construction adopts the combination of a cofferdam combined pile 5 and an inner support system to carry out reinforced concrete construction on the bearing platform 43. The cofferdam combined pile 5 is formed by welding and combining a steel pipe pile and a Larsen steel plate pile. The inserting and driving depth of the cofferdam combined piles 5 is required to enter the rock stratum and the cofferdam combined piles are driven until the inserting and driving cannot be continued. And strictly controlling the verticality. The construction method of the combined cofferdam pile comprises the following specific steps:

s4.1: firstly, the main pier construction platform 42 around the main pier pile foundation casing 6 is dismantled, and a main pier cofferdam combined pile 5 inserting and driving space is reserved.

S4.1: before inserting and driving the cofferdam combined pile 5, firstly building an auxiliary positioning frame at the construction position of the cofferdam combined pile 5, wherein the auxiliary positioning frame adopts a single-layer double-sided form and consists of guide beams and purlin surrounding piles, the distance between the purlin surrounding piles is generally 2.0 m, firstly driving the positioning pile to serve as a temporary construction platform, manufacturing the auxiliary positioning frame in a factory or on-site section mode, assembling the auxiliary positioning frame on the construction platform, and fixing the auxiliary positioning frame on the positioning pile.

S4.2: the cofferdam combined pile 5 is sequentially inserted and driven by matching the crawler crane with the vibration hammer or the pile driver, the accurate inserting and driving position of the combined pile is ensured by utilizing the action of the guide frame, the inserting and driving depth is required to enter a rock stratum, and after the cofferdam combined pile 5 is inserted and driven to a designed position, adjacent steel sheet piles are sequentially occluded.

S4.3: utilize 280 to dig the brill soon and bore the pore-forming in the steel-pipe pile of cofferdam composite pile 5, bore to design elevation after, then transfer the steel reinforcement cage, draw water to the hole bottom after that, pour concrete in toward each cofferdam composite pile 5 after that to as the anchor pile in cofferdam. And after grouting is finished, performing grouting and anchoring treatment at the bottom of the steel sheet pile of the cofferdam combined pile 5.

Referring to fig. 7 and 8, the inner support 8 system comprises four inner supports 8 and a plurality of connecting columns 83, the connecting columns 83 are vertically inserted into the river bottom mud layer, each inner support 8 comprises a plurality of layers of ring beams 81 and inclined supporting pipes arranged on the inner sides of the ring beams 81, the connecting columns 83 vertically penetrate through the ring beams 81, the ring beams 81 are temporarily connected and fixed to the connecting columns 83, and steel pipes with the diameter of 400 × 6mm are adopted between the adjacent ring beams 81 as temporary connection systems for temporary fixation. The height of the top of the cofferdam is +8.0m, and the designed pumping water level is +6.75 m. The elevations of the first inner support 8 are +6.2m respectively, the ring beam 81 adopts 2-step 56a section steel, and the inclined strut adopts ∅ 609 multiplied by 16mm steel pipes; the elevations of the second, third and fourth internal supports 8 are respectively +3.5m, -1.5m and-4.8 m, the ring beam 81 adopts 4H 56a section steel, and the inclined supports all adopt ∅ 820 multiplied by 20mm steel pipes; a worker 56a used by each inner support respectively pastes steel plates with the thickness of 20mm on the top surface and the bottom surface of the section steel, and the construction steps of the inner support 8 are as follows:

s4.4: assembling a supporting platform: firstly, steel corbels are welded on two opposite sides of the cofferdam, and a supporting beam 7 is erected and welded on the steel corbels on the two sides of the cofferdam, so that a mounting platform is provided for building the inner supporting system.

S4.5: assembling an inner support system: and assembling each layer of ring beam 81 and the inclined supporting pipe from bottom to top, and temporarily connecting the adjacent ring beams 81 by using steel pipes.

S4.6: and (5) building a hanging system.

S4.6.1: firstly, welding steel pad beams 9 on the tops of main pier pile foundation steel casing at four corners of the cofferdam to serve as fulcrums of a hanging system, then welding two steel pipe columns 91 on the upper end faces of the steel pad beams 9, and fixing support beams 92 on the tops of the two steel pipe columns 91.

S4.6.2: the steel pipe pile top of the cofferdam composite pile 5 is fixedly inserted with a support column 96, the top end of the support column 96 is used as an auxiliary pivot of the hanging system, a support beam 92 is fixed at the top end of the support column 96, and the support beam 92 at the top of the support column 96 and the support beam 92 at the top of the steel pipe column 91 are arranged in two rows.

S4.6.3: two groups of full-length bailey beams 93 are used as bearing cross beams and are respectively erected on the two rows of support beams 92.

S4.6.4: two distributing beams 94 are fixed above each group of full-length Bailey beams 93, the two distributing beams 94 are respectively arranged at two ends of the Bailey beams in the length direction, and a hydraulic ram 95 is arranged on each distributing beam 94.

S4.6.5: the four inner supports 8 are respectively connected by adopting 15 steel stranded wires with the diameter of 15.2mm, holes are reserved in lifting hoisting point positions of the ring beam 81 and the inner supports 8, and lifting or lowering is carried out in a no-load jacking and oil return lowering mode. In order to ensure that the lowering speed of each sling is consistent and the stress of each lifting point is uniform, the four hydraulic jacks 95 need to be linked, and one host operates the four oil jacks to work simultaneously.

S4.7: dismantling the supporting platform: the steel corbels for the supporting beams 7 are directly cut off, and the supporting beams 7 are cleaned out of the cofferdam.

S4.8: and lowering the inner support 8.

S4.8.1: the inner support system is integrally lowered by using the hanging system, so that the first ring beam 81 is positioned at the designed elevation;

s4.8.2: pumping water in the cofferdam to be 100cm below a first inner support 8 and with the elevation being +5.2m by using a water pump, welding steel corbels at the design positions of the first inner support 8, pouring 20cm of concrete between the steel pipe piles of the cofferdam combined pile 5 and the outer side of the ring beam 81, plugging the gap between the ring beam 81 and the cofferdam combined pile 5, and welding and fixing the first inner support 8 and each steel pipe pile by using the existing section steel on site.

S4.8.3: pumping water in the cofferdam to be 100cm below the second inner support 8 and with the elevation of +2.5m by using a water pump, and welding a steel corbel at the design position of the second inner support 8; and then, pouring 20cm of concrete between the steel pipe pile and the ring beam 81, plugging a gap between the steel pipe pile and the ring beam 81, and welding and fixing the second channel inner support 8 and the steel sheet pile by using the existing section steel on site.

S4.8.4: cleaning silt and rock stratum in the cofferdam by using a blasting machine and a long-arm excavator, and excavating to a height mark of-2.5 m below a third inner support by 100 cm; continuously lowering two layers of ring beams 81 below the second inner support 8 by using the whole lowering hanging bracket, taking the two layers of ring beams 81 as a third inner support 8, enabling the third inner support 8 to be located at the designed elevation, and then welding a steel corbel on the third inner support 8; then 20cm of concrete is poured between the steel sheet pile and the ring beam 81, and the third inner support 8 and the steel sheet pile are welded and fixed by utilizing the existing section steel on site; and then installing a vertical connecting system between two layers of ring beams 81 of the third inner support 8.

S4.8.5: continuously pumping water from the cofferdam, and excavating to a position which is 100cm below the fourth inner support 8 and has an elevation of-5.8 m; continuously using the overall lowering hanger to lower the two layers of ring beams 81 of the third inner support 8, using the two layers of ring beams 81 as the fourth inner support 8, enabling the fourth inner support 8 to be located at the designed elevation, and then welding a bracket at the fourth inner support 8; then 20cm of concrete is poured between the steel sheet pile and the ring beam 81, and the fourth inner support 8 and the steel sheet pile are welded and fixed by utilizing the existing section steel on site; and the vertical connection system between the two layers of the fourth inner support 8 is installed. When the inner support 8 system is lowered into the cofferdam, the ring beam 81 surrounds the main pier pile foundation casing 6, and a plurality of inclined struts in the ring beam 81 are inserted between the gaps of the adjacent main pier pile foundation casings 6.

S5: and (5) constructing a main pier bearing platform.

Referring to fig. 7 and 8, the main pier cap 43 of the manway landscape bridge: the size is 20m multiplied by 6.5m, the total square quantity of concrete in the bearing platform 43 is 2600m for carrying out the heavy planting, the plane area of the bearing platform 43 is 400 square meters, the bearing platform 43 is cast and formed in two times, the first casting is 3m, and the second casting is 3.5 m. The concrete construction steps of the bearing platform 43 are as follows:

s5.1: measuring and lofting;

s5.2: cleaning a base; and excavating and cleaning rock fragments of the base at the bottom of the cofferdam.

S5.3: chiseling off a pile head: the pile head is manually matched with an air pick to carry out pile stripping construction, after the pile head is stripped, the pile head is washed clean by water to expose the aggregate, and the pile head reinforcing steel bars are cleaned and adjusted to the design requirement. And finally, carrying out nondestructive inspection on the pile head, and carrying out the next-stage construction after the pile head is qualified.

S5.4: pouring a cushion layer: pouring cofferdam bottom sealing concrete on the surface of the base, and performing subsequent construction steps after the cofferdam bottom sealing concrete meets the requirements.

S5.5: and (3) binding reinforcing steel bars on the bearing platform 43 and constructing a cooling water pipe: cushion cap 43 reinforcing bar is processed into semi-manufactured goods in the reinforcement processing factory, and the reinforcement mainly falls into four parts: 14 reinforcing bars of bottom plate, side distribution muscle and upright muscle, roof reinforcing bar and other pre-buried reinforcing bars are stacked and are numbered according to the class, and car and boats and ships are transported to the scene to transfer to the base surface and accomplish the ligature through the crawler crane, cushion cap 43 reinforcing bar outside ligature concrete cushion, ensure that protective layer of steel bar thickness is in the designing requirement within range. A single main pier cap 43 is cast in two passes. Before the first concrete pouring, a partition plate is installed on the inner periphery side of the inner support 8, the partition plate covers the gap between the surface of the cushion layer and the fourth inner support 8, then the first concrete pouring is carried out, the pouring height is 3m, and when the concrete meets the strength requirement, the partition plate and the fourth inner support 8 are removed. And then, continuously installing a partition plate on the inner peripheral side of the inner support 8, covering a gap between the surface of the concrete and the third inner support 8 by the partition plate, then pouring for the second time, and removing the partition plate and the third inner support 8 after the concrete meets the strength requirement, thereby completing the construction of the bearing platform 43. And a cooling water pipe is required to be installed while binding the reinforcing steel bars, the cooling pipe adopts a phi 32 standard cast iron water pipe, and a matched joint is adopted between the pipes. The connecting part needs to be bound with a water stop belt to ensure no water leakage.

S5.6: constructing an arch base 44 and embedding arch feet; and after the foundation of the bearing platform 43 is formed, continuously binding reinforcing steel bars of the arch support 44 and finishing arch foot pre-embedding, wherein the construction method of the arch support 44 is the same as that of the bearing platform 43, and the arch foot pre-embedded parts need to be accurately pre-embedded in the construction process.

The arch springing construction steps are as follows: referring to fig. 9 and 10, before the first layer of bearing platform 43 of the main pier is poured, 16 pre-buried steel plates 60 x 0.1cm are pre-buried at the position 3m thick in the height of the top surface of concrete and used as pre-buried steel plates of the arch foot pre-buried section support, after the construction of the first layer of bearing platform 43 is completed, the installation and erection construction of the arch foot support is carried out, double-spliced channel steel is adopted for support columns and connection systems, double-spliced channel steel counter-force beams are arranged at the bottom of an arch support 44, a plurality of 50t jacks are arranged for installation, positioning and adjustment of the arch foot pre-buried section, the support of the arch rib pre-buried section is installed, the accurate installation position needs to be ensured, and the.

S5.7: after the construction of the arch springing part of the arch rib body is finished, performing anticorrosion construction on the arch springing wading section, wherein the anticorrosion construction steps of the arch springing wading section are as follows:

s5.7.1: processing the steel bars: before bending and forming, the specification, shape, size of each part and bending sequence of the processed steel bars are familiar according to a batching table. The sizes of all parts are required to be bent in a test mode, and the extension value, the bending radius, the wheel base and the like of the bending test are calculated, so that the mass production can be realized after the bending test is qualified.

S5.7.2: binding steel bars: the distance between the steel bars is reasonably controlled according to the distance between the studs in the binding of the steel bar framework, in order to ensure that the steel bars are stably placed, the steel bars with the length of 50mm are horizontally placed at intervals of 2m approximately when the steel bar mesh is bound, and the diameter of each steel bar is 10 mm.

S5.7.3: cushion block installation: an installation frame for supporting the arch springing units is fixed at a construction position, a UHPC cushion block is installed on the installation frame, and then the arch springing units are placed on the UHPC cushion block.

S5.7.4: installing a template: the template includes the die block, two side forms, top mould and two end head moulds, the upper surface of arbitrary top mould truncation all is provided with two dog-house symmetrically about the central line of this top mould truncation, be fixed in hunch foot unit lower part with the die block installation, two side forms pass through screwed connection to be fixed in the die block both sides, the top mould of assembling the completion passes through screw fixed connection on the side form, the end mould that will assemble the completion passes through screw and die block, side form and top mould fixed connection, guarantee that the condition of leaking the thick liquid can not appear in the junction of end head mould and die block, side form and top mould.

S5.7.5: concrete stirring production: and (3) producing the UHPC concrete material by stirring through a stirring station, and pouring the material into the installed template.

S5.7.6: pouring concrete: before pouring, a plurality of vibrators are required to be installed on the outer peripheral surface of the template, the UHPC concrete material which is stirred is poured into the template, and during pouring, the feeding mode is that multipoint feeding is carried out through a plurality of feeding ports on the top die. And opening the vibrator during the whole vibrating process during the blanking process, and closing the vibrator after the pouring process is finished. In the pouring process, the agglomerated steel fibers are timely picked out and centralized treated, and the steel fibers blocked by the reinforcing steel bars need to be timely cleaned, so that the flowability and the combination form of the concrete are prevented from being influenced.

S5.7.7: removing the template: and (3) dismantling the template by matching with a truck crane, loosening the template by using a jack before dismantling to prevent the rib section and the template from being damaged, and forming an UHPC concrete outer cladding layer outside the polyurethane waterproof coating of the arch springing unit after dismantling the template.

S5.7.8: concrete curing: and after the template is dismantled, immediately spraying a curing agent and paving a moisturizing film, wherein the moisturizing film and the surface of the UHPC concrete outer cladding layer are densely paved as much as possible without bubbles. After the UPHC concrete outer cladding is finally set, steam curing is carried out on the UPHC concrete outer cladding through a steam shed, so that the compactness, high strength and high toughness of the UHPC concrete outer cladding are improved.

S5.7.9: coating the outer layer: after steam curing, 108 glue and putty powder are adopted to decorate bubble cavities in the appearance, and then the UHPC concrete outer cladding layer is coated by medium-ash paint and Tiana water.

S5.8: and (5) immediately removing the steel pipe pile after the construction of the pier in the water is finished. Before pile pulling, water is poured into the cofferdam, the inner support 8 is dismantled from bottom to top, the lower support is dismantled first, water is poured into one layer, and then the upper support is dismantled. When the pile is pulled out, the head of the steel pipe pile is clamped by a pile driver to vibrate for 1 mIn-2 mIn, so that soil around the steel pipe pile is loosened to generate liquefaction, the frictional resistance of the soil to the pile is reduced, and then the steel pipe pile is slowly pulled upwards by vibration.

S6: and erecting steel beams and arch rib supports.

In order to ensure the accuracy of hoisting time scale and the stability of steel beam hoisting, temporary supports are arranged at the laying positions of every two segments and used for erecting all the segments of arches and beams. When the bearing platform 43 is constructed, the steel pipe pile is driven by using a floating crane and a pile hammer to serve as the fulcrum of the steel beam support 101 and the arch rib support 10, a concave support platform is fixed at the top end of the steel pipe pile and is used for supporting the corresponding main bridge unit or the corresponding arch rib unit, and as the arch rib is of a spatial structure, an arc-shaped saddle is installed on the single support platform of the arch rib support 10, and the geometrical state of the arch rib is adjusted.

S7: synchronous construction approach bridge, the construction of a lower supporting structure of a branch bridge, approach bridge and branch bridge: when the beam erecting platform and the arch erecting platform are built, the construction of the lower support frame of the approach bridge 21 and the construction of the approach bridge 21 are carried out on the bank, and the supporting bridge unit is hoisted and fixed on the supporting bridge support frame.

S8: and erecting an arched girder.

The construction is carried out according to the sequence of beam first and arch second, firstly, steel beams are erected from two sides to the middle in sequence, and then arch ribs are erected.

S8.1: the main bridge unit hoisting steps are as follows:

s8.1.1: and (3) transporting the main bridge unit by the barge, lowering the lifting hook by the floating crane to be connected with the beam surface lifting lug, lifting the main bridge unit to 1m away from the support platform, and finely adjusting the steel wire rope to balance the main bridge unit. And the main bridge unit is vertically lifted after being balanced, so that the main bridge unit is slightly higher than the installation height.

S8.1.2: slowly lowering the lifting hook, and slowly approaching the main bridge unit to be installed to the installed main bridge unit by using a chain block; and connecting the two sections of temporary matching pieces after the two sections approach.

S8.1.3: the permanent connection form between the adjacent main bridge units is welding; and after the sections are connected through the temporary matching pieces, welding and bolting between the beam sections are carried out.

S8.2: the arch rib hoisting steps are as follows:

s8.2.1: according to the in-place posture of a single arch rib unit, the length of the steel wire rope is adjusted, and then hoisting is carried out by adopting a floating crane;

s8.2.2: the arch rib units are horizontally inclined by 10 degrees on the transport ship, after the bridge site of the transport ship is positioned, the hoisting posture of the arch rib units is converted, then the arch rib units are slowly lifted and dragged away from the ship body, and then the next step is carried out after the arch rib units are confirmed to be reasonable in posture and safe in hoisting;

s8.2.3: and lifting the arch rib unit to be slightly higher than the installation position, then slowly lowering the arch rib unit, and drawing the arch rib unit to be above the elevation adjusting small column at the top end of the arch rib support 10 by using a manual pull rope.

S8.2.4: and (3) positioning the arch rib unit, namely retesting the measurement and control point, and slowly unloading the floating crane until the floating crane is completely positioned after the requirement of coarse positioning (the coordinate deviation of the measurement and control point in each direction is 4 cm) is met.

S8.2.5: and (4) adjusting longitudinally and transversely. After the arch rib is coarsely positioned, firstly, the longitudinal and transverse positions are regulated, and its method is characterized by that firstly, the stacking plate is arranged, and the jack and chain block are mounted. The transverse movement of the arch rib is realized through a top jack, and the longitudinal movement of the beam section is realized through a support jack.

S8.2.6: and determining the three-dimensional coordinates of hoisting and dropping frames of all sections of the arch rib according to data provided by construction monitoring, and performing spot welding on the arch rib units and the supports after the positioning tolerance of the arch rib units meets the requirement.

S8.3: and constructing a closure section, wherein the closure section is divided into a main bridge steel box girder closure section and an arch rib closure section. The closure sequence is that the main bridge steel box girder closure is firstly carried out, and then the arch rib closure is carried out. Before closing the closure, the adjacent steel box girders or arch ribs on two sides are welded, the length of the closure opening is repeatedly observed before closing the closure, the rule of the influence of temperature on the length of the closure opening is mastered, and the closure sections are matched according to measured data. And after butt joint is in place, connecting and fixing the steel plates, correcting and assembling, and performing welding construction of a circular seam.

S9: and tensioning a hanging rod cable and dismantling the bracket.

S9.1: erecting a suspension rod cable; and (5) hanging a cable-stayed suspender while erecting the steel beam, and completing tensioning.

S9.2: dismantling the bracket;

s9.2.1: after the arch rib is folded on the support, the hanger rope 31 can be separated from the arch rib support 10 after being installed because the arch rib is of an inclined circular arc structure, and the hanger rope 31 is firstly subjected to initial tensioning step by step and is gradually separated from the arch rib support 10.

S9.2.2: the steel beam support 101 is separated from the arch rib loading process, the lifting rod cable 31 is tensioned step by step according to the requirement of the designed arch rib loading program to separate from the steel beam support 101, the load is transferred to the arch rib, and the system conversion is completed to form the bridge.

S9.2.3: the steel beam support 101 is dismantled, and the jack and the steel cushion block are firstly emptied and then dismantled. When the air is removed, the air is symmetrically removed from the middle to the two ends. When the support is released, the support is stably released, and the deformation of the steel pipe arch seat 44, the steel pipe arch rib and the steel box girder is observed.

S10: landscape greening and brightening engineering construction; after the main structure of the landscape bridge is completed, sunshade, rain shed, landscape greening, bridge deck pavement and reflective lighting installation are carried out.

The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.

Claims

1. The utility model provides a dysmorphism people's landscape bridge structure which characterized in that: the arch rib main bridge comprises an arc main bridge (1) and an arch rib body (3), wherein the arc main bridge (1) is provided with two end parts, and each end part of the arc main bridge (1) is communicated with a first arc branch bridge (22) and a second arc branch bridge (23); the two first arc-shaped branch bridges (22) are externally tangent to the outer arc of the arc-shaped main bridge (1), and the two second arc-shaped branch bridges (23) are internally tangent to the inner arc of the arc-shaped main bridge (1).

2. The landscape architecture bridge of claim 1, wherein: arc main bridge (1) includes the main bridge unit that a plurality of spliced in proper order, the main bridge unit including slope board (13) that the slope set up, with last roof (16) that the slope upper end of slope board (13) links up and with lower roof (12) that the slope lower extreme of slope board (13) links up, it is parallel to each other with roof (12) down to go up roof (16).

3. The landscape architecture bridge of claim 1, wherein: each end of the arc-shaped main bridge (1) is provided with a connecting section (11), and the connecting sections (11) are connected with one end of the first arc-shaped branch bridge (22) and one end of the second arc-shaped branch bridge (23).

4. The landscape architecture bridge of claim 3, wherein: the first arc-shaped branch bridge (22) and the second arc-shaped branch bridge (23) are connected with the shore through an approach bridge (21); the two connecting sections (11) are located in the extending path of the arch rib body (3), two end parts of the arch rib body (3) penetrate through the connecting sections (11) and are embedded and fixed at the river bottom, and the arch rib body (3) is fixedly connected with the two connecting sections (11) through concrete pouring.

5. The landscape architecture bridge of claim 4, wherein: the arch rib body (3) comprises an arch foot unit (34) embedded at the bottom of the river, the arch foot unit (34) comprises two top plates (341) which are opposite to each other and two inner webs (342) which are opposite to each other, and a main body frame of the arch foot unit (34) is enclosed by the two top plates (341) and the two inner webs (342); two the inboard of roof (341) and the inboard of two interior webs (342) all perpendicular welded fastening have a plurality of interior stiffening rib (344), be equipped with a plurality of rectangle cross slab (345) in the main body frame of hunch foot unit (34), a plurality of location breach (3451) have all been seted up to rectangle cross slab (345) lateral wall all around, and stiffening rib (344) joint in location breach (3451) can supply.

6. The landscape architecture bridge of claim 1, wherein: the outer surface of the wading section of the arch rib body (3) is provided with a plurality of uniformly distributed protruding parts, waterproof paint is coated on the outer surface of the wading section of the arch rib body (3), an UHPC concrete outer cladding (33) is arranged on the outer surface of the waterproof paint, and one ends, far away from the arch rib body (3), of the protruding parts penetrate through the waterproof paint and are buried in the UHPC concrete outer cladding (33).

7. A construction method of a special-shaped pedestrian landscape bridge structure comprises the following steps:

prefabricating a branch bridge unit, a main bridge unit and an arch rib unit;

constructing an underwater trestle and a main pier construction platform (42): constructing main trestles (4) on the sides of the two banks, completing the construction work of a main pier construction platform (42) on one side of the main trestles (4), and then constructing branch trestles (41) communicated with the main trestles (4) around the main pier construction platform (42) to prepare for the construction of main pier pile foundations;

constructing a main pier pile foundation: the main pier foundation pile casing (6) is lifted to a position above a positioning hole of a construction position of a main pier construction platform (42), the main pier foundation pile casing (6) is inserted and driven to the river bottom along the axis direction of the positioning hole, after the insertion and driving work of a plurality of main pier pile foundation pile casings (6) is completed, main pier foundation bored pile construction is carried out in the main pier foundation pile casing (6), and after the hole is formed, concrete is poured into the main pier foundation pile casing to complete pile foundation construction;

constructing a main pier bearing platform cofferdam: firstly, dismantling a main pier construction platform (42) around a main pier pile foundation pile casing (6), reserving a main pier cofferdam combined pile (5) inserting and driving space, inserting and driving a plurality of cofferdam combined piles (5) to a design position, then building an inner support system, lowering the inner support system to a design elevation in a main pier pile foundation construction area, then pumping out water in the cofferdam, and then pouring concrete in a gap between the inner side of the concrete cofferdam combined pile (5) and the outer side of the inner support (8);

constructing a main pier bearing platform: firstly, cleaning sludge and rock stratum in a cofferdam, pouring cofferdam bottom sealing concrete in a base at the bottom of the cofferdam, then breaking pile heads, pouring concrete in the cofferdam, continuously binding reinforcing steel bars of an arch seat (44) after a foundation of a bearing platform (43) is formed, then continuously pouring concrete, completing arch foot pre-embedding construction in the pouring process, and performing anchoring prestress tensioning after the concrete strength meets the requirement;

erecting steel beams and arch rib supports: when a bearing platform (43) is constructed, a beam erecting platform and an arch erecting platform are built in water;

tensioning a suspender cable and dismantling a bracket;

landscape greening and brightening engineering construction.

8. The construction method of the special-shaped pedestrian landscape bridge structure according to claim 7, characterized in that: in the step of constructing the main pier bearing platform cofferdam, after a main pier construction platform (42) around a main pier pile foundation casing (6) is removed, an auxiliary positioning frame of a combined pile is built at the construction position of the combined pile; then inserting and driving a plurality of cofferdam combined piles (5) to a design position; after a plurality of cofferdam combined piles (5) are inserted and driven to the designed position under the guiding action of the auxiliary positioning frame, the steel sheet piles between the adjacent cofferdam combined piles (5) are mutually occluded.

9. The construction method of the special-shaped pedestrian landscape bridge structure according to claim 7, characterized in that: in the step of cofferdam construction of the main pier bearing platform, after a plurality of cofferdam combined piles (5) are inserted and driven to the designed positions, drilling construction is completed in each cofferdam combined pile (5), a steel reinforcement cage is placed, water is pumped to the hole bottom, concrete is poured into each cofferdam combined pile (5), after grouting is completed, grouting anchoring treatment is performed at the bottom of a steel plate pile of each cofferdam combined pile (5), and after the grouting anchoring treatment is completed, the inner support (8) is built.

10. The construction method of the special-shaped pedestrian landscape bridge structure according to claim 9, wherein: in the step of constructing the main pier bearing platform cofferdam, after the inner supports (8) are assembled, a plurality of supporting columns (96) are respectively inserted and fixed at the tops of cofferdam combined piles (5) on two sides of the inner supports (8), the upper ends of the supporting columns (96) on two sides are provided with the full-length Bailey beams (93), then the hydraulic jacks (95) are installed and fixed on the full-length Bailey beams (93), and finally the inner supports (8) are placed through the hydraulic jacks (95).