CN212357946U

CN212357946U - Over-and-under type river bridge structure

Info

Publication number: CN212357946U
Application number: CN202021077510.6U
Authority: CN
Inventors: 张宾; 何小文; 郭大锤; 张镇; 刘一宏; 陈标; 余梦; 陆万富
Original assignee: Anhui Province Highway and Port Engineering Co Ltd
Current assignee: Anhui Province Highway and Port Engineering Co Ltd
Priority date: 2020-06-11
Filing date: 2020-06-11
Publication date: 2021-01-15
Anticipated expiration: 2030-06-11

Abstract

The utility model provides a lifting type river-crossing bridge structure, which is characterized in that a first bridge body, a second bridge body and a third bridge body are arranged on a river channel in sequence, and bridge body lifting mechanisms are arranged at two ends of the second bridge body in the length direction; the outer ends of the first and third bridge bodies are respectively connected with two banks of the river channel; the second bridge body is arranged between the first bridge body and the third bridge body; auxiliary steel pipe piles of the bridge lifting mechanism are arranged on two sides of the second bridge in the width direction; the lifting device is arranged at the top of the auxiliary steel pipe pile; a traction rope of the lifting device is connected with the lifting beam to move up and down; the second bridge body is driven by the lifting beams at two sides to move up and down. The utility model discloses a set up split type pontic to realize the up-and-down motion and the location of the pontic of interlude through pontic elevating system, when realizing that river course width direction goes up the normal current of pontic, can also realize that boats and ships on the river course length direction are current, compact structure uses in a flexible way, is fit for extensively promoting.

Description

Over-and-under type river bridge structure

Technical Field

The utility model relates to a bridge equipment technical field, concretely relates to over-and-under type river bridge structure of striding.

Background

The junction of the pumping station at the river mouth is positioned at the position of the river trunk flowing into the nest lake mouth and is the starting point of the river communication section of the river Jihuai line, and the junction conveys river water to the water conveying river channel at the river mouth. In order to communicate shipping between the honeycomb lake and the Huaihe river, a 2000 t-level II-level ship lock is built at the pump station junction. Because the muck vehicles and the construction vehicles need to go and go through the great tunnel lake-surrounding road and the great river-carrying bridge during construction, a steel temporary bridge is erected on the diversion channel at the river-carrying mouth in order to reduce the traffic pressure and environmental problems brought to the great river-carrying bridge and the great tunnel-surrounding road by the transportation of engineering construction vehicles and the influence of traffic jam on the construction progress during holidays, and therefore, the lifting type river-crossing bridge structure is designed.

SUMMERY OF THE UTILITY MODEL

The utility model aims at providing a river bridge structure is striden to over-and-under type.

In order to achieve the above purpose, the utility model discloses a following technical scheme realizes:

a lifting type river-crossing bridge structure comprises a first bridge body, a second bridge body and a third bridge body which are sequentially arranged on a river channel, and bridge body lifting mechanisms arranged at two ends of the second bridge body in the length direction;

the outer ends of the first and third bridge bodies are respectively connected with two banks of the river channel; the second bridge body is arranged between the first bridge body and the third bridge body;

the bridge body lifting mechanism comprises an auxiliary steel pipe pile, a lifting device and a lifting beam; the auxiliary steel pipe piles are arranged on two sides of the second bridge body in the width direction; the lifting device is arranged at the top of the auxiliary steel pipe pile; a traction rope of the lifting device is connected with the lifting beam to move up and down; the second bridge body is driven by the lifting beams on the two sides to move up and down.

As a further improvement of the utility model, a shear brace is also arranged; a shear support is arranged between the auxiliary steel pipe piles on each side; the lifting beam is arranged between the shear braces corresponding to the second bridge body in the width direction.

As a further improvement of the utility model, a supporting beam is also arranged; the supporting beam is positioned on the shear support.

As a further improvement of the utility model, the supporting beam can be directly placed in the upper opening groove of the shear support corresponding to the width direction of the second bridge body.

As a further improvement, the lifting beam and the fixed supporting beam are H-shaped steel structures.

As a further improvement, the lifting device is installed at the top of the auxiliary steel pipe pile, and the bottom end of the traction rope of the lifting device is connected with the lifting beam, so as to realize the lifting of the lifting beam.

As a further improvement of the utility model, a limit beam is also arranged; the limiting beam is arranged at the upper part of the auxiliary steel pipe pile; the limiting beam penetrates through the upper part of the traction rope.

As a further improvement of the utility model, the first and third bridge bodies comprise main steel pipe piles, main beams, bailey frames and bridge floors; the axial lower ends of the main steel pipe piles are sequentially positioned at two side sections of the river channel; the main beam, the bailey frames and the bridge floor are sequentially positioned and installed into an integral structure from bottom to top; and the lower end of the main cross beam is positioned on the main steel pipe pile and used for realizing positioning and installation of the whole bridge body.

As a further improvement of the utility model, the second bridge comprises a main steel pipe pile, a main beam, a bailey truss, a bridge floor and an auxiliary steel pipe pile; the axial lower ends of the main steel pipe piles are sequentially positioned at the middle section of the river channel; the main beam, the bailey frames and the bridge floor are sequentially positioned and installed into an integral structure from bottom to top; and the second bridge body moves up and down on the main steel pipe pile through the lifting device to realize the communication of the whole bridge body and the disconnection of the middle section.

Compared with the prior art, the beneficial effects of the utility model are that:

the utility model discloses a set up split type pontic to realize the up-and-down motion and the location of the pontic of interlude through pontic elevating system, when realizing that river course width direction goes up the normal current of pontic, can also realize that boats and ships on the river course length direction are current, set up rationally, compact structure uses in a flexible way, is fit for extensively promoting.

Of course, it is not necessary for any particular product to achieve all of the above-described advantages at the same time.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.

Fig. 1 is a schematic view of the overall structure of the present invention;

fig. 2 is a schematic structural view of the bridge body in a lifting state;

fig. 3 is a schematic cross-sectional view of B-B in fig. 1 according to the present invention;

fig. 4 is a schematic structural diagram of the bridge body in a lifting state;

the reference numbers in the figures illustrate:

1. a first bridge body; 11. main steel pipe piles; 12. a main cross beam; 13. a bailey frame; 14. a bridge deck; 2. a second bridge body; 3. a third bridge; 4. a bridge lifting mechanism; 41. auxiliary steel pipe piles; 42. a lifting device; 421. a hauling rope; 43. lifting the beam; 5. a river channel; 6. a shear support; 7. a support beam; 8. and a limiting beam.

Detailed Description

To make the purpose, technical solution and advantages of the embodiments of the present invention clearer, the embodiments of the present invention are combined to clearly and completely describe the technical solution in the embodiments of the present invention, and obviously, the described embodiments are some embodiments of the present invention, not all embodiments. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative efforts belong to the protection scope of the present invention.

With the attached drawings 1 to 4, the utility model provides a lifting type river-crossing bridge structure.

Specifically, the lifting type river-crossing bridge structure comprises a first bridge body 1, a second bridge body 2 and a third bridge body 3 which are sequentially arranged on a river channel 5, and bridge body lifting mechanisms 4 arranged at two ends of the second bridge body 2 in the length direction;

the outer ends of the first bridge body 1 and the third bridge body 3 are respectively connected with two banks 5 of the river channel; the second bridge body 2 is arranged between the first bridge body 1 and the third bridge body 3;

the bridge body lifting mechanism 4 comprises an auxiliary steel pipe pile 41, a lifting device 42 and a lifting beam 43; the auxiliary steel pipe piles 41 are arranged on two sides of the second bridge body 2 in the width direction; the lifting device 42 is arranged at the top of the auxiliary steel pipe pile 41; the traction rope 421 of the lifting device 42 is connected to the lifting beam 43 to move up and down; the second bridging body 2 is driven by the lifting beams 43 at both sides to move up and down.

Furthermore, a shear support 6 is also arranged; a shear brace 6 is arranged between the auxiliary steel pipe piles 41 on each side; the lifting beam 43 is arranged between the shear braces 6 corresponding to the second bridge body 2 in the width direction.

Furthermore, a support beam 7 is also arranged; the supporting beam 7 is positioned on the shear support 6.

Preferably, the support beam 7 is fixedly arranged at the upper part of the shear support 6.

Further, the supporting beam 7 can be directly placed in the upper opening groove of the shear support 6 corresponding to the width direction of the second bridge body 2.

It should be noted that the lifting beam 43 is lifted up and down by the lifting device 42; when the second bridge body 2 does not need to be lifted, namely the lifting device 42 does not need to lift the lifting beam 43, the lifting beam 43 can directly fall into the middle groove of the shear support 6; at this time, the lifting beam 43 is lower than the supporting beam 7, and the second bridging body 2 is arranged on the supporting beam 7; because when daily pontic state, have on the pontic a large amount of automobile bodies etc. pass through, the bearing capacity that needs bear greatly increases, if still only support through hoisting device 42, have the potential safety hazard, consequently need set up spacing structure under the pontic again.

Furthermore, the lifting beam 43 and the fixed support beam 7 are both in I-shaped steel structures, and the structure is stable and reliable; it should be noted that, because the upper open groove of the shear brace 6 is of a V-shaped open structure, the leg of the supporting beam 7 is directly put in, and due to the action of gravity, the supporting beam 7 or the leg directly falls into the bottom of the open structure, and is not easy to be separated out, and the structure is simple and practical, convenient and flexible, and convenient to install and disassemble.

Furthermore, at least two auxiliary steel pipe piles 41 are arranged at two ends of each side of the second bridge body 2; the shear support 6 is of an X-shaped structure, and support arms on two sides of the shear support 6 are respectively connected with two adjacent auxiliary steel pipe piles 41.

Further, the lifting device 42 is a winch; the winch is installed at the top of the auxiliary steel pipe pile 41, and the bottom end of a traction rope 421 of the winch is connected with the lifting beam 43, so as to realize the lifting of the lifting beam 43.

Furthermore, a limit beam 8 is also arranged; the limiting beam 8 is arranged at the upper part of the auxiliary steel pipe pile 41; the limiting beam 8 penetrates through the upper part of the pulling rope 421, so that the pulling rope 421 is limited, and the problem that the pulling rope 421 swings due to wind and the like is solved.

Preferably, the limiting beam 8 extends inwards, so that the upper limit of the bridge body can be realized, the situation that the bridge body rises too high is avoided, and the design is more reasonable.

Further, the first and third coupling bodies 1 and 3 comprise main steel pipe piles 11, main cross beams 12, bailey frames 13 and bridge floors 14; the axial lower ends of the main steel pipe piles 11 are sequentially positioned at two side sections of the river channel 5; the main beam 12, the bailey frames 13 and the bridge deck 14 are sequentially positioned and installed into an integral structure from bottom to top; the lower end of the main beam 12 is positioned on the main steel pipe pile 11 and used for positioning and mounting the whole bridge body.

Further, the second bridge body 2 comprises a main steel pipe pile 11, a main cross beam 12, a bailey truss 13, a bridge deck 14 and an auxiliary steel pipe pile 41; the axial lower ends of the main steel pipe piles 11 are sequentially positioned at the middle section of the river 5; the main beam 12, the bailey frames 13 and the bridge deck 14 are sequentially positioned and installed into an integral structure from bottom to top; the second bridge body 2 moves up and down on the main steel pipe pile 11 through the lifting device 42 to realize the communication of the whole bridge body and the disconnection of the middle section; and when the second bridge body 2 is lifted, namely the middle section of the bridge body is disconnected, the direct passing of a ship body and the like is facilitated.

The second bridge 2 includes the main steel pipe piles 11 provided at both ends in the longitudinal direction thereof, so that the entire bridge can be supported when the second bridge 2 is lowered and the bridge is connected.

Based on the lifting type river-crossing bridge, the use method of the lifting type river-crossing bridge comprises a bridge body lifting control step, wherein the bridge body lifting control step comprises a bridge body lifting control state and a bridge body falling control state:

wherein the bridge body lifting control state is as follows: by starting the lifting devices 42 at the two ends of the second bridge body 2, the hauling rope 421 pulls the lifting beam 43 under the second bridge body 2 to move upwards to drive the second bridge body 2 to move upwards integrally, when the second bridge body 2 moves upwards to a safe distance from the top of the ship, the lifting devices 42 are suspended, and the ship directly passes through the lower part of the second bridge body 2;

the bridge body falling control state is as follows: by starting the lifting devices 42 at the two ends of the second bridge body 2, the pulling rope 421 transfers the lifting beam 43 under the second bridge body 2 to move down to drive the second bridge body 2 to move down integrally, when the second bridge body 2 moves up to the main steel pipe pile 11, the pulling rope 421 continues to drive the lifting beam 43 to move down to the shear support 6 of the auxiliary steel pipe pile, and the lifting devices 42 are stopped.

A construction method of a lifting type river-crossing bridge comprises the following steps,

s1, construction preparation: preparing devices and materials required in construction, and transporting the devices and materials to a construction site;

s2, measurement lofting: confirming the pile position coordinates of the steel pipe pile according to the actual conditions on site, and ensuring the pile position and the verticality of the steel pipe pile in water;

s3, driving the steel pipe pile: after the crane is in place, positioning is carried out, the steel pipe pile is clamped by using a vibration hammer clamp, the steel pipe pile is placed into a guide frame after being lifted, and the vibration hammer is started to insert and drive the steel pipe pile, so that the main steel pipe pile 11 and the auxiliary steel pipe pile 41 are positioned;

s4, construction of the main beam 12: after the main steel pipe pile 11 is sunk, determining the pile top elevation according to the design requirement, leveling the main steel pipe pile 11, cutting off the part with the elevation higher by oxygen welding, and lengthening the pile lower than the elevation to the pile top elevation according to the actual length; welding inclined struts and horizontal struts on the body of the main steel pipe pile 11 according to the design drawing of the steel temporary bridge, so that a cross-bracing mode is formed between every two holes; after the pile top is processed, hoisting the I-shaped steel cross beam to the pile top of the main steel pipe pile 11 by using a crane; mounting the lifting device 42 on the top of the secondary steel pipe pile 41;

s5, mounting of the bridge body: the main beam 12 of the first and third bridge bodies 1 and 3 is placed in the center of the main steel pipe pile 11 according to the design, and is adjusted horizontally, and is welded after being checked to be qualified; the two ends of the second bridge body 2 in the length direction are connected with the bottom ends of the traction ropes 421 of the lifting devices 42;

s6, installing the Bailey frames 13: after the capping beam is installed, a Bailey beam longitudinal beam is installed, and the Bailey beam is fixed on the main cross beam 12 by welding with the main cross beam 12; fixing the Bailey beam on a span by using a support frame and an angle steel connecting system every 3 m;

s6, paving the bridge deck 14: after the Bailey beams are installed, I-shaped steel beams are laid according to the design arrangement, and the I-shaped steel beams and the Bailey sheets are connected through U-shaped iron pieces to prevent sliding;

s7, installation of auxiliary engineering: after the main body of the temporary bridge is spanned, the temporary bridge railing, the illuminating lamp and the warning mark are immediately installed.

Further, in step 4, a support beam 7 is also arranged; the supporting beam 7 can be directly placed in the upper opening groove of the shear support 6 corresponding to the width direction of the second bridge body 2.

Further, confirming the pile position coordinates of the steel pipe pile according to the actual situation on site, lofting by using a total station, directly discharging the steel pipe pile on land on the ground and making a mark, controlling the pile position and the verticality of the steel pipe pile in water mainly through a guide frame, and measuring and checking; the plane position is checked by a non-prism polar coordinate method, after an instrument is erected at a land control point, the pile position coordinate is input, polar coordinate lofting is adjusted through adjustment of an instrument lofting mode, namely, deflection angle and distance are displayed, after the position of the steel pipe pile is directed to be aligned with the central line of the cross wire of the prism, the distance is measured by the non-prism, the steel pipe pile is directed to move back and forth along a straight line according to measured data until the position is accurate, and the verticality check of the steel pipe pile can be directly seen by the cross wire of the prism.

Further, a specially-made cantilever (or a clamping structure of a practical hoop mechanism) is utilized to guide the frame to keep the steel pipe pile vertical, and the steel pipe pile is vibrated to sink under the action of the exciting force of the vibration hammer; when the pile penetration is less than 5cm/min, holding the load for 5 minutes, and stopping vibration when the steel pipe pile does not obviously sink; when the length of the steel pipe pile prefabricated on the site at the first section is not enough, the length of the steel pipe pile meets the requirement by adopting a method of piling and connecting the pile.

When the vibration pile sinking is started, the pile can sink only by the self weight of the pile. Then hoisting the vibration hammer and the clamp to be firmly connected with the pile top, and starting the vibration hammer to enable the pile to sink. After the vibration lasts for a period of time, the pile sinks to a certain depth, if the sinking speed tends to be slow and the sinking is difficult, the vibration can be stopped, the reason can be found out, and then the pile sinks by vibration. And sinking the piles to the designed elevation in an alternating mode. And when the final sinking speed is not far away from the calculated value and the amplitude accords with the specification, the final sinking speed is qualified.

The sinking of each pile should be completed at one time, and the intermittent time in the midway is not too long, so that the difficulty of continuous sinking caused by soil recovery around the pile is avoided. If the duration of each vibration is too short, the soil structure is not damaged, and if the duration of each vibration is too long, the vibration hammer part is easily damaged. The duration time of vibration is determined by tests according to different machines and different soil qualities, and generally should not exceed 10min to 15 min.

The connecting bolt of the vibration hammer and the pile head flange plate must be screwed tightly, and a gap or looseness is avoided, otherwise, the vibration force cannot be fully transmitted downwards, the sinking of the steel pipe pile is influenced, and the joint is easy to vibrate.

And (3) timely pulling and correcting if the steel pipe pile inclines during sinking, pausing every 1-2 min of vibration, and correcting the steel pipe pile once.

The actual bearing capacity of the pile body at the moment can be measured according to the technical performance indexes of the vibration hammer, if the penetration degree is large, the soil quality at the position is poor, the bearing capacity does not meet the requirement, and the pile needs to be driven continuously until the penetration degree meets the requirement, namely the actual bearing capacity meets the requirement. The project is to be provided with a vibration hammer not lower than 45DZ and an excitation force 373KN (about 38.06 tons), and the requirement of single-pile bearing is met.

And (3) stopping the hammer standard: and when the pile penetration is less than 5cm/min, holding the load for 5 minutes, and stopping vibrating when the steel pipe pile does not obviously sink.

Furthermore, the bridgeheads at two ends of the steel temporary bridge are tamped by plain soil in a layering mode, 10cm broken stone cushion layers and 20cmC30 concrete surface layers, and the integral stability of the steel trestle is ensured by the bridgeheads in a conical slope mode.

The utility model discloses during the use, stride according to the worst condition and carry out analog computation to the navigation hole, analog computation size is 8 mx 27 m. The access bridge takes into account the following two main loads: 12m³And (3) the loads of the crawler cranes when the concrete tank trucks run side by side and the temporary bridge is erected. The axle weight of the tank car is large, the axle distance is short, and the tank car is most unfavorable in running, so that the tank car is used as a calculation load; and taking the working condition of the track hanger beam as a checking and calculating load.

(1) Concrete truck

The plane and vertical arrangement of the vehicle load of 1 concrete transportation vehicle with 12m3 is as follows (reference vehicle type: SY5250GJB4(12m3 OIII) produced by triple-time industry:

three-in-one heavy industry 12m3 concrete tank truck

P1-10 t, P2-P3-25 t, in total: 60 t; the total of the two is 120t

(2) Crawler crane

2.1 the load plane and the vertical surface of the crawler crane girder are as follows (reference vehicle type: SCC500E crawler crane produced by triple-tandem construction, self weight of 55t and maximum hoisting weight of 50 t):

the crawler crane has a self weight of 55t, and the total weight of the crawler crane is 80t considering that the crane weight of the project is 30 t.

2.2 coefficient of impact of automobile load

And calculating the impact coefficient according to the bridge handbook.

1+μ＝1+15/(37.5+L)

When L is 12m, 1+ mu is 1.3

2.3 vehicle brake force

The braking force of the single-lane automobile load is a value which is calculated by a lane load standard value and is 10% of the total weight on the loading length and is not less than 165kN, the acting point is 1.2m above the bridge floor (14), and the single-lane automobile load is directly moved to the center of the support without counting bending moment when the abutment is calculated.

The single lane is calculated by taking 165 kN.

2.4 impact force of Water flow

Flow rate: the action point of the flowing water pressure of 2.0m/s is 0.3m below the designed water level.

The height of the steel pipe pile under the water level of surveying is 3m, and the water-facing area A of each steel pipe pile is 0.529 multiplied by 3 which is 1.587 square meters.

The flowing water pressure on each steel pipe pile is as follows:

the elastic modulus Es of steel is 2.1 × 105 MPa;

and (3) carrying out bridging parallel calculation: the parallel connection adopts [20b channel steel, and the section characteristics are as follows:

model number	A(cm2)	Ix(cm4)	Wy(cm3)	Ix：Sx	d(cm)
						[20b	32.8	1914	25.9	16.7	0.9

The maximum bending moment Mmax of the parallel connection is 0.98 KN.m, the maximum shearing force Qmax is 0.786KN, and the maximum displacement is 2.85mm

σ＝M/W＝0.96/25.9×1000＝37.8MPa＜215MPa

τ＝QmaxS/Ib＝0.786/(16.7×0.9)×10＝0.523MPa＜125MPa

The maximum parallel deformation is 2.85mm < 2370/400-5.925 mm, which meets the requirement.

The deck (14) slab distribution beam adopts I25a, and the section characteristics are as follows:

model number	A(cm2)	Ix(cm4)	Wx(cm3)	Ix：Sx	d(cm)
						I25a	48.541	5020	402	21.6	8

And (3) calculating by adopting a finite element program integral modeling to obtain that the bending moment of the bridge deck (14) plate distribution beam is maximum under the action of the working condition 2, and the shearing force of the bridge deck (14) plate distribution beam is maximum under the action of the working condition 2.

The bending moment Mmax of the bridge deck (14) plate distribution beam is 17.4 KN.m, the shearing force Qmax is 36.5KN, and the maximum deformation is 13.8mm

σ＝M/W＝17.4/402×103＝43.3MPa＜215MPa

τ＝QmaxS/Ib＝36.5/(21.6×8)×10＝21.1MPa＜125MPa

The maximum deformation of the surface system is 13.8mm <8000/400 ═ 20mm, which meets the requirement.

The steel pipe pile adopts a phi 529 multiplied by 8mm spiral pipe. The maximum value of the fulcrum reaction force is 392.8KN at the maximum Q under the working condition 4 by respectively considering the reaction force generated by the dead weight of the access bridge and the load of the tank car and the crawler crane.

(1) External dimension of steel pipe pile

The steel pipe pile adopts the external diameter: d is 529mm and D is 8mm

The steel pipe pile adopts the inner diameter: ds 513mm

The projection area of the pile bottom of the steel pipe pile is that A is 130.942cm2

The perimeter of the steel pipe pile is U ═ pi D/1000 ═ 1.66m

(2) Formula for calculating allowable bearing capacity of steel pipe pile

Allowable bearing capacity of single steel pipe pile: [ P ] (λ sU Σ τ ili + λ pA σ R)/2

Open pile side soil-squeezing-resistance effect coefficient lambda s

<600	700	800	900	1000
					1	0.93	0.87	0.82	0.77

Calculation of length of steel pipe pile

Soil layer parameter table

Pile side limit frictional resistance provided by a light silt loam soil layer in the first layer:

uqs1kl1＝1.66×40×2.8＝185.92KN

the second layer of silt medium and heavy silt loam soil layer provides the pile side limit frictional resistance:

uqs1kl1＝1.66×25×4＝166KN

the third layer of heavy silty loam soil layer provides the pile side limit frictional resistance:

uqs1kl1＝1.66×55×4.2＝383.46KN

pile end ultimate bearing capacity:

λpqpkAp＝0.8×0.130942×140＝14.6KN

the fourth layer of light powdery loam soil layer provides the limiting frictional resistance of the pile side:

uqs1kl1＝1.66×75×6.7＝834.15KN

pile end ultimate bearing capacity:

λpqpkAp＝0.8×0.130942×900＝94.27KN

steel pipe pile bottom bearing capacity:

(185.92+166+383.46+ 834.15)/2-784.765 KN > 392.8KN, and the steel pipe pile cannot enter the next soil layer.

The depth of the tubular pile driven into the fourth layer of light powdery loam soil layer is as follows:

L1＝(392.8×2-185.92-166-383.46)/(1.66×75)＝0.4m

the depth L of the pipe pile into the soil is 2.8+4.0+4.2+ 0.4-11.4 m

Pile bottom elevation: river bed elevation-depth of penetration 1.8-11.4-9.6 m

Pile length: the elevation of the pile top and the elevation of the pile bottom are 13.5- (-9.6) ═ 23.1m, and the length of the pipe pile is 23m

The depth of the pipe pile driven into the fourth layer of the silt soil layer is 23-22.75+ 0.4-0.65 m.

The bearing capacity of the single pile is Qd ═ 185.92+166+383.46+ 1.66X 75X 0.65)/2 ═ 408.153KN,

(4) calculation of strength and stability of steel pipe pile

The sectional area of the steel pipe pile is as follows: a is 130.942cm2

Calculating the length of the steel pipe pile: l ═ 23 m; i-18.422 cm

And (4) looking up a table to obtain a calculated length coefficient: u is 1.0

The slenderness ratio: λ ul/i-1.0 × 23/18.422 × 100-124

The steel pipe pile belongs to a b-type section, and the stability coefficient phi of an axis compression component is as follows:

looking up the steel structure design specification GB50017-2003 appendix C table C-2 get phi 0.416

σ＝N/φA＝408.153/(0.416×13094.2)×1000＝75MPa＜215MPa

(5) Calculation of maximum axial stress design value of single tubular pile

σ＝Q3/φA＝Q3/(0.416*0.0130942)＝180×10³

Obtaining: q3 ═ 980KN

Obtaining: q3 > Qd > Q satisfies the design requirements.

It should be noted that the detailed description of the present invention is not included in the prior art, or can be obtained directly from the market, and those skilled in the art can obtain the detailed description without creative efforts, and the detailed connection method has a very wide application in the field or daily life, and is not described in detail herein.

In the description of the present invention, it is to be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", and the like, indicate the orientation or positional relationship indicated based on the drawings, and are only for convenience of description and simplicity of description, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore, should not be construed as limiting the present invention.

Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.

In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," and "fixed" are to be construed broadly and may, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meaning of the above terms in the present invention can be understood according to specific situations by those skilled in the art.

In the present application, unless expressly stated or limited otherwise, the first feature may be directly on or directly under the second feature or indirectly via intermediate members. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.

In the description herein, references to the description of the term "one embodiment," "some embodiments," "an example," "a specific example," or "some examples," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above are not necessarily intended to refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, various embodiments or examples and features of different embodiments or examples described in this specification can be combined and combined by one skilled in the art without contradiction.

Although embodiments of the present invention have been shown and described, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention, and that variations, modifications, substitutions and alterations can be made to the above embodiments by those of ordinary skill in the art without departing from the scope of the present invention.

Claims

1. The utility model provides a over-and-under type river bridge structure, its characterized in that: the river channel bridge comprises a first bridge body, a second bridge body and a third bridge body which are arranged on a river channel in sequence, and bridge body lifting mechanisms arranged at two ends of the second bridge body in the length direction;

2. The elevating river-crossing bridge structure of claim 1, wherein: a shear support is also arranged; a shear support is arranged between the auxiliary steel pipe piles on each side; the lifting beam is arranged between the shear braces corresponding to the second bridge body in the width direction.

3. The elevating river-crossing bridge structure of claim 2, wherein: a supporting beam is also arranged; the supporting beam is positioned on the shear support.

4. The elevating river-crossing bridge structure of claim 3, wherein: the supporting beam can be directly placed in the upper opening groove of the shear support corresponding to the width direction of the second bridge body.

5. The elevating river-crossing bridge structure of claim 1, wherein: the lifting beam and the fixed supporting beam are both in I-shaped steel structures.

6. The elevating river-crossing bridge structure of claim 1, wherein: the lifting device is installed at the top of the auxiliary steel pipe pile, and the bottom end of a traction rope of the lifting device is connected with the lifting beam and used for lifting the lifting beam.

7. The elevating river-crossing bridge structure of claim 1, wherein: a limit beam is also arranged; the limiting beam is arranged at the upper part of the auxiliary steel pipe pile; the limiting beam penetrates through the upper part of the traction rope.

8. The elevating river-crossing bridge structure of claim 1, wherein: the first bridge body and the third bridge body comprise main steel pipe piles, main cross beams, bailey frames and bridge floors; the axial lower ends of the main steel pipe piles are sequentially positioned at two side sections of the river channel; the main beam, the bailey frames and the bridge floor are sequentially positioned and installed into an integral structure from bottom to top; and the lower end of the main cross beam is positioned on the main steel pipe pile and used for realizing positioning and installation of the whole bridge body.

9. The elevating river-crossing bridge structure of claim 1, wherein: the second bridge comprises a main steel pipe pile, a main cross beam, a Bailey frame, a bridge floor and an auxiliary steel pipe pile; the axial lower ends of the main steel pipe piles are sequentially positioned at the middle section of the river channel; the main beam, the bailey frames and the bridge floor are sequentially positioned and installed into an integral structure from bottom to top; and the second bridge body moves up and down on the main steel pipe pile through the lifting device to realize the communication of the whole bridge body and the disconnection of the middle section.