CN114908669B - Method for installing river-crossing steel truss bridge - Google Patents
Method for installing river-crossing steel truss bridge Download PDFInfo
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- CN114908669B CN114908669B CN202210200835.6A CN202210200835A CN114908669B CN 114908669 B CN114908669 B CN 114908669B CN 202210200835 A CN202210200835 A CN 202210200835A CN 114908669 B CN114908669 B CN 114908669B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 146
- 239000010959 steel Substances 0.000 title claims abstract description 146
- 238000000034 method Methods 0.000 title claims abstract description 48
- 238000007667 floating Methods 0.000 claims description 66
- 238000010276 construction Methods 0.000 claims description 31
- 238000004364 calculation method Methods 0.000 claims description 20
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 14
- 230000001360 synchronised effect Effects 0.000 claims description 10
- 238000004873 anchoring Methods 0.000 claims description 8
- 238000009434 installation Methods 0.000 claims description 7
- 238000004458 analytical method Methods 0.000 claims description 6
- 238000004088 simulation Methods 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 230000003068 static effect Effects 0.000 claims description 5
- 238000006073 displacement reaction Methods 0.000 claims description 4
- 238000005094 computer simulation Methods 0.000 claims description 3
- 238000009435 building construction Methods 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 4
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- 239000011248 coating agent Substances 0.000 description 2
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- 230000001276 controlling effect Effects 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000005086 pumping Methods 0.000 description 2
- 238000012546 transfer Methods 0.000 description 2
- 238000005299 abrasion Methods 0.000 description 1
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- 230000000903 blocking effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
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- 230000007613 environmental effect Effects 0.000 description 1
- 239000004519 grease Substances 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000004886 process control Methods 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000011144 upstream manufacturing Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D6/00—Truss-type bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
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Abstract
The invention belongs to the technical field of building construction, and relates to a method for installing a river-crossing steel truss bridge.
Description
Technical Field
The invention belongs to the technical field of building construction, and relates to a method for installing a river-crossing steel truss bridge.
Background
With the national importance of bridge construction speed and environmental impact, steel bridges are widely used. The steel truss bridge has the advantages of light dead weight, low building height, small rod size, convenient transportation, good construction quality, high erection speed, small influence on navigation, reasonable, safe and feasible structural form and the like, is easy to reform and maintain in the use process, and has better economic and social benefits. At present, a river-crossing steel truss bridge is mostly constructed by closing a river during construction, piling in river water, erecting a supporting jig on the pile, then hoisting in place in sections by adopting a floating crane, and finally dismantling a bracket and a poking pile. The method has the advantages that the steel truss bridge can be positioned at one time; the defect is that the normal passage of the river channel is affected; the pile driving position in water is not easy to control; the working difficulty of the underwater pile pulling is high; the water quality is polluted by the operations of water column punching operation, steel truss bridge installation, welding, coating and the like; and the risk of the splicing operation on water is high, and the investment cost of large hoisting equipment (floating crane) is high.
Disclosure of Invention
The invention provides a method for installing a river-crossing steel truss bridge, which not only ensures the installation quality of the steel truss bridge, but also solves the problem of long-time plugging of a river channel, avoids the problem that pile driving in the river channel and floating crane operation in the river channel affect navigation, and can shorten the construction period.
The invention adopts the following technical scheme:
A method for installing a river-crossing steel truss bridge comprises the steps of land sliding, land-water sliding and falling frame for the steel truss bridge which is assembled on the whole river bank.
More specifically, the method comprises the following steps:
(1) Setting up a sliding system;
(2) Erecting a floating support system;
(3) The steel truss bridge which is assembled integrally in advance is arranged in a sliding system;
(4) The steel truss bridge slides, including land and water slides;
(5) And (5) sliding the steel truss bridge to fall, and finishing installation.
Preferably, the sliding system comprises a steel pipe pile, a track beam, a sliding track, a sliding shoe arranged on the sliding track and a power device for providing power for sliding, wherein the track beam is arranged on the steel pipe pile, and the sliding track is arranged on the track beam.
Preferably, in step (1), the set-up slip system is operated as: and determining the position, the distance and the pile length of the steel pipe piles according to the sliding line direction of the steel truss bridge through simulation calculation, determining the elevation of the steel pipe pile head according to the integral line type of the bridge, and placing the track beam on the steel pipe pile so as to transfer the moving load of the box beam sliding shoe to the steel pipe pile. The rails are arranged on the rail beams and all the components are connected by welding.
Preferably, the floating system comprises a floating vessel, a floating support arranged on the floating vessel, and a floating vessel anchoring adjustment structure for adjusting the movement offset of the floating vessel.
Preferably, the amphibious slip process further comprises synchronous slip control operation.
Preferably, the step (2) of setting up a floating system includes: and selecting a pontoon with corresponding tonnage according to the total weight estimation of the steel truss bridge, and performing computer simulation analysis according to the established construction scheme flow. The simulation analysis and calculation mainly comprises the steps of pontoon bearing capacity checking, heavy-load pontoon lateral stability checking, vertical load and static moment calculation, lateral wind load and moment calculation, pontoon longitudinal stability checking (no-load barge lateral stability checking, vertical load and static moment calculation), pontoon support checking, pontoon acting force checking by water flow and the like.
Preferably, the synchronous slip control operation is specifically: in the synchronous sliding process, a certain sliding point is set as a master point, and the rest points are follow points. And setting the constant current of the proportional valve of the master control point according to the sliding speed, so that the opening degree of the proportional valve of the hydraulic pump station of the master control point is constant, the cylinder extending speed of the master control sliding oil cylinder is constant, and the master control point pushes and slides at a certain speed. The other following points control the speed of the sliding speed according to the sliding displacement of the following point and the master point through the master control computer, so that the following point is consistent with the position of the master point.
Preferably, the four rails may have a partial slip deviation during the slip process, and limit stops are provided on both sides of the shoe bottom rail in order to prevent a large deviation.
Preferably, the amphibious slippage process comprises a longitudinal bridge slippage synchronicity control operation, a transverse bridge horizontal offset control operation and a pontoon longitudinal bridge stability control operation.
Through implementation of the technical scheme, in the bridge installation process, the floating type synchronous sliding integral installation construction technology of the river-crossing steel truss bridge is adopted, the assembly platform is erected on one side of the bridge, the sliding slideway is erected, the steel truss bridge is integrally assembled and formed on the assembly platform, the steel truss bridge is directly erected to the opposite sides across the river by adopting the floating type system and the pushing sliding method, the installation quality of the steel truss bridge is ensured, the problem of long-time blocking of the river is solved, the problems of pile driving in the river and floating crane operation in the river affecting navigation are avoided, and the construction period can be shortened.
Drawings
FIG. 1 is a steel truss bridge installation construction flow chart;
FIG. 2 is a longitudinal schematic view of a slipper arrangement;
FIG. 3 is a schematic lateral view of a slipper arrangement;
FIG. 4 is a schematic diagram of a slip ejector arrangement;
FIG. 5 is a schematic view of a floating bracket arrangement;
FIG. 6 is a plan view of a floating vessel anchoring adjustment system arrangement at a floating start position;
FIG. 7 is a plan view of an arrangement of an anchor adjustment system of a floating pontoon to a middle position of a river;
FIG. 8 is a schematic plan view of the vessel anchoring adjustment system arrangement in the end of float position;
FIG. 9 is a schematic diagram of land sliding construction;
FIG. 10 is a schematic view of the amphibious collaborative slip construction;
FIG. 11 is an amphibious cooperative slip limiting pile layout;
FIG. 12 is a cross-sectional view of an amphibious cooperative slip limit pile arrangement;
FIG. 13 is a schematic view of a vessel's stability anchor;
FIG. 14 is a side view of a steel truss landing gear arrangement;
FIG. 15 is an elevation view of a steel truss drop frame structural arrangement;
FIG. 16 is a schematic view of the falling frame step 1 (initial state); FIG. 17 is a schematic diagram of the step 2 of falling frames; FIG. 18 is a schematic diagram of the falling frame step 3; FIG. 19 is a schematic view of the step 4 of falling frames; fig. 20 is a schematic view of the completion of the landing.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention more clear, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. It will be apparent that the described embodiments are some, but not all, embodiments of the invention. All other embodiments, which are obtained by a person skilled in the art based on the described embodiments of the invention, fall within the scope of protection of the invention.
In the specific embodiment, the steel truss bridge is integrally assembled on one side of the river bank, and the steel truss bridge is slipped to the floating support by adopting a pushing slipping method after the steel truss bridge is assembled, so that the steel truss bridge can be jacked. Then adopting amphibious cooperative sliding, namely taking a floating pontoon (support) as a carrier, continuously pushing and sliding, synchronously sliding the steel truss bridge and the floating pontoon along the longitudinal bridge direction until the floating pontoon approaches to the coastline of the coast, and finally adjusting the horizontal position and falling into position after the sliding of the steel truss bridge is completed.
The concrete construction flow is shown in figure 1.
Specific construction steps and their gist are described below.
1. Construction of sliding system
The sliding system consists of a steel pipe pile, a track beam, a sliding track, a sliding shoe and a power device. And determining the position, the distance and the pile length of the steel pipe piles according to the sliding line direction of the steel truss bridge through simulation calculation, determining the elevation of the steel pipe pile head according to the integral line type of the bridge, and placing the track beam on the steel pipe pile so as to transfer the moving load of the box beam sliding shoe to the steel pipe pile. The rails are arranged on the rail beams and all the components are connected by welding.
1. Slipper arrangement
The sliding shoes are bearing conversion supports of the steel truss bridge, and slide between the sliding shoes and the sliding rail. The arrangement of the sliding shoes is shown in the accompanying drawings 2 and 3, one sliding shoe is arranged below each main node of the steel truss bridge with the serial number ①②③④⑤⑦⑿, the sliding shoes at the ⑤ main node are made of H600 multiplied by 300 multiplied by 20 multiplied by 30 double-spliced H-shaped steel, the sliding shoes at the other main nodes are made of HW488 multiplied by 300 multiplied by 11 multiplied by 18 double-spliced H-shaped steel, the lower chord of the main truss is in an arch shape, in order to ensure that the steel truss slides along a horizontal straight line in the sliding process, two phi 299 multiplied by 16 steel pipe adjusting sections are arranged on the top surface of each sliding shoe to adjust the height difference between the top surface of the sliding shoe and the lower chord of the main truss, and a PL20 multiplied by 500 multiplied by 800 backing plate is arranged on the contact surface of the upper port of the adjusting sections and the main truss. The hydraulic crawler is a power device for sliding the steel truss bridge and is arranged at the sliding pushing point.
2. Pushing point arrangement
The steel truss bridge sliding construction is provided with 8 pushing points in total, and each pushing point is provided with 1 pushing device (oil cylinder) with 100 tons. In order to reduce the sliding friction resistance, grease needs to be smeared on the top surface of the track before sliding.
As shown in figure 4, the sliding pushing point is arranged on a sliding shoe of a ⑤、⑿ main node of the main truss, and two lug plates are arranged on the sliding shoe and used for connecting the sliding pushing device. The pushing device is connected with the steel rail through a rail clamping device.
2. Construction of floating system
The floating system consists of three parts, namely a floating vessel, a floating support and a floating vessel anchoring and adjusting system. And selecting barges with corresponding tonnages according to the total weight estimation of the steel truss bridge, and carrying out computer simulation analysis according to the established construction scheme flow. The simulation analysis and calculation mainly comprises barge bearing capacity checking, heavy load barge lateral stability checking, vertical load and static moment calculation, lateral wind load and moment calculation, barge longitudinal stability checking (no-load barge lateral stability checking, vertical load and static moment calculation), floating support bracket checking, water flow acting force checking of a floating boat and the like.
1. Floating support bracket arrangement key point
The floating support is characterized in that a roadbed box is paved on a barge, the roadbed box is 300 multiplied by 1800 multiplied by 8000, a lattice type floating support is arranged on the roadbed box, a support upright post and an inclined support main rod adopt phi 299 multiplied by 12 steel pipes, a web member adopts phi 133 multiplied by 6 steel pipes, and a steel platform (HW 400 multiplied by 13 multiplied by 21) is arranged at the top of the lattice type upright post for supporting a steel truss. And limit stops are arranged at the front and back of the lower chord floating support position of the steel truss, and the specification of the limit stops is PL20 multiplied by 200.
2. Floating vessel anchoring adjusting structure arrangement
The steel truss bridge is constructed by adopting a floating pushing method, when the floating pontoon supports the truss to move to the opposite sides, the floating pontoon does not provide power, the floating pontoon completely depends on the pushing oil cylinder to provide power, the floating pontoon is regulated by external force if the transverse bridge direction deflection occurs in the moving process, and the floating pontoon is anchored and regulated by adopting a winch in the moving process according to the field conditions and the similar engineering construction experience in the past. The adjusting process is schematically shown in fig. 6-8.
210 Ton windlass (downstream direction), 23 ton windlass (upstream direction) are arranged on the floating vessel, P6 and P7 piers are used as anchor piles on two sides of a river channel, the free end of each windlass wire rope is fixed on one anchor pile, the position of the floating vessel is regulated by controlling the windlass, and the included angle between the wire rope and the hull is 23-71 degrees in the floating process.
In order to avoid abrasion of steel wire ropes to concrete on the surfaces of the P6 pier and the P7 pier, rubber layers are wrapped in the range of 1 meter at the root of the P6 pier and the P7 pier for protection. A winch base is manufactured by adopting common channel steel (14 a), and then the channel steel base and a pontoon are fixed by welding.
3. Steel truss bridge assembled integrally is installed in sliding system
4. Slip construction
1. Land sliding construction
1) Land sliding construction: the jacking point of the floating support is selected at the ③ th main node, and the jacking point is not replaced in the middle. According to calculation, when the steel truss slides north along the longitudinal bridge from the assembly position to the P6 pier position at the ⑤ th main node, the floating support can be jacked to the ③ th main node area, the total sliding distance is about 64 meters, the maximum cantilever length is 30.95 meters, and the maximum cantilever length is 4 internodes. The process is shown in fig. 9.
2) The land sliding construction process mainly controls the transverse bridge deflection of the steel truss in the land sliding process. In the sliding process, local sliding deviation of four tracks possibly occurs, limit stops are arranged on the sides of the tracks on the bottom surface of the sliding shoe for preventing larger deviation, the spacing between the limit stops and the tracks is 15mm, each track is provided with a professional to observe and record the sliding distance at any time in the sliding process, the horizontal deviation of sliding is avoided as much as possible, and if the limit stops are blocked, the jack is adopted for horizontal adjustment.
2. Amphibious cooperative slip construction key point
1) Amphibious cooperative slip construction
The steel truss is jacked from the floating support to enter an amphibious cooperative sliding stage until the longitudinal bridge slides to a designed position, and the sliding is performed through cooperation of the thrusters and winches on the floating vessel. The floating pontoon starts pumping water and ballasting 3 hours before the land sliding construction is finished, so that the top elevation of the floating bracket is lower than the bottom elevation of the lower chord of the steel truss, after the land is slid in place, the ballast water is pumped out, the floating pontoon floats until only the slip shoes at the ⑿ main node are left to contact with the track, and the slip shoes at other positions are completely emptied.
After land sliding is finished, the marine office is required to seal the voyage when the ballast water of the pontoon begins to drain, the voyage can be released after the horizontal deviation adjustment of the steel truss is finished and the steel truss is transited to the landing frame support until the cooperative sliding of the water and the land is finished, and the whole process of voyage sealing time is about 24 hours. The amphibious cooperative slip construction process is shown in figure 10.
2) Amphibious cooperative slip process control
In the amphibious cooperative sliding process, the steel truss is supported by only the slip shoes and the floating support at the ⑿ th main node, the sliding synchronism of the longitudinal bridge of the steel truss, the horizontal offset of the transverse bridge and the longitudinal bridge stability of the pontoon are required to be controlled in the sliding process, and specific control measures are as follows:
a) Longitudinal bridge sliding synchronicity control measure
The longitudinal bridge sliding synchronicity control measure is to strengthen measurement observation, each pusher position is arranged for professional observation, one sliding amount is measured for each pushing stroke, and if the sliding is not synchronous, the pushing force is regulated by controlling the partial cylinder pressure until the sliding amount of 4 pushing points is synchronous.
B) Horizontal deviation control measure for transverse bridge
In the process of amphibious sliding, a limiting pile is arranged at the north end of a sliding rail so as to prevent the steel truss from horizontally shifting in an oversized transverse bridge, and according to the engineering structural characteristics, the limiting pile can only be made into a pluggable movable type. The horizontal limiting piles are made of steel pipes with phi 219 multiplied by 10 and phi 180 multiplied by 10, 2 rows of 4 limiting piles are arranged in the whole bridge, and the distance between the front and rear 2 rows of limiting piles is 4.5 meters.
C) Vertical bridge stable control measure for pontoon
In the floating process, if the advancing speed of the floating pontoon is not synchronous with the pushing speed of the steel truss, the floating pontoon can shake, so that the stability of the floating pontoon is affected, and therefore, the anchoring steel wire ropes are additionally arranged between the north and south sides of the floating pontoon and the steel truss, the specification of the anchoring steel wire ropes is phi 22, and the steel wire ropes are anchored at the ②、④ th main node.
And pulling out the limiting piles when the limiting piles are fast to the node area in the sliding process, and completing sliding through cooperation of the front and rear 2 rows of limiting piles.
In the sliding process, a total station is erected on the north side of a river channel to observe the horizontal position of a steel truss, and two measuring patches with the specification of 4cm multiplied by 4cm are attached to the north side end of the steel truss before sliding. The observation frequency is measured every 10 minutes, and if the horizontal position of the north end of the steel truss deviates from the center line of the main bridge by more than 100mm, the horizontal position of the steel truss is adjusted by a winch arranged on the pontoon until the horizontal position of the north end of the steel truss deviates from the center line of the main bridge by less than 20 mm.
In order to ensure that the horizontal position deviation of the north end of the steel truss is controlled within the design allowable deviation range after the steel truss slides in place, a horizontal guide rod is arranged at the north end head of the lower chord of the steel truss, the length of the horizontal guide rod is 1.2 meters, steel embedded parts are arranged at corresponding positions on the P7 pier top cover beam, guide posts are arranged on the steel embedded parts, the height of the guide posts is 1.5 meters, H-shaped steel with HW300 multiplied by 200 multiplied by 8 multiplied by 12 is adopted for the guide rods and the guide posts, and the specification of the steel embedded parts is PL20 multiplied by 300 multiplied by 400.
5. Sliding and falling frame construction
1. Sliding falling frame construction tool measure
The horizontal position of the steel truss is adjusted firstly after the steel truss slides in place along the longitudinal bridge, the horizontal position of the north end of the steel truss is controlled by the guide device without readjusting, the south end of the steel truss is adjusted by the jack, and the land sliding horizontal deviation adjusting method is the same.
The steel truss is provided with falling frame beams by utilizing Z16 and Z17 steel pipe piles on the south and north sides respectively, and the falling frame structures on the south and north sides are identical in arrangement, and the structure of the falling frame on the south side of the overhead bridge is taken as an example for introduction. After the horizontal position is adjusted in place, the pontoon pumping ballast separates the steel truss from the floating support, the north end of the steel truss is supported by the floating support and is transited to the falling frame beam, and the elevation of the 4 main bridge anti-seismic support cushion blocks on the P6 and P7 piers is retested before falling frames, so that the falling frames can be carried out after the main bridge anti-seismic support cushion blocks are adjusted to the designed elevation. The north and south ends of the steel truss are all put down through the oil cylinder, and the main bridge anti-seismic support cushion blocks are used as temporary conversion piers. The total stand height of the project is 1.35 meters.
The elevation of the top of the falling frame steel pipe pile is controlled to be +8.885m, box steel with the specification of 878 multiplied by 520 multiplied by 22 multiplied by 40/38 is arranged on the top of the steel pipe pile to serve as a falling frame beam, 2 oil cylinders with the weight of 400 tons are arranged on each side of the falling frame beam, 4 oil cylinders are arranged in total, 8 oil cylinders are arranged in total in a full bridge, a rubber pad with the thickness of 30mm is padded on the bottom surface of the lower chord of the steel truss, a falling frame adjusting pier (stacked by H-shaped steel and steel plates) is arranged between the bottom of the oil cylinder and the falling frame beam, and the lower chord area of the steel truss corresponding to the upper side of the oil cylinder is required to be reinforced through design calculation and by utilizing the steel pipe pile to set up an operation platform. After the steel truss slides in place, the sliding rail at the top of the steel pipe pile with the number Z16 is firstly removed and a falling frame beam is arranged, the top elevation of a falling frame oil cylinder is required to be lower than the top elevation of an anti-seismic support, a wall connecting rod is required to be arranged between the falling frame beam and a P6 pier, then a stress point at the south end of the steel truss is transited to the falling frame beam by a sliding shoe, and then the pushing sliding shoe and the rail are removed.
After the arrangement of the falling frame beams is completed, the top surface of a cushion block of the main bridge anti-seismic support is padded with an adjusting pier and an adjusting steel plate, the adjusting pier is made of H200 multiplied by 20 spliced H-shaped steel, and the adjusting steel plate is made of steel plates with the thickness of 10mm and 20 mm.
2. Sliding and falling frame construction
The falling frame adjusting piers and the adjusting steel plates are uniformly distributed on the falling frame beam and the anti-seismic support, and the sum of the heights of all the adjusting steel plates is necessarily larger than the height of a single adjusting pier. The oil cylinder is lifted to gradually fall frames, the maximum lifting stroke of the oil cylinder is 110mm, and the height of each falling frame is 80mm.
Step 1 (initial state) of falling frame: as shown in fig. 16, the cylinder of the B pier oil cylinder is lifted by 100mm, and the height of the a pier pad plate is left to be 90mm from the lower chord of the main truss.
And (2) a step of falling frames: as shown in figure 17, the cylinder of the B pier is retracted by 100mm, so that the main truss falls on the A pier, and the top of the B pier is pulled out of the base plate with the height of 80 mm.
And (3) a step of frame falling: as shown in figure 18, the lifting cylinder of the B pier oil cylinder is 100mm, and the backing plate with the thickness of 80mm is drawn out after the A pier is separated from the space.
And (4) a step of falling frames: as shown in figure 19, the cylinder of the B pier is retracted by 100mm, so that the main truss falls on the A pier, and the top of the B pier is pulled out of the base plate with the height of 80 mm.
And (5) a step of falling frames: as shown in figure 20, when the height of the falling frame exceeds 200mm, a section of adjusting pier is removed and replaced by an adjusting steel plate, and then the steps 1-4 are repeated until the falling frame is completely completed. The steel truss adopts oil cylinders to synchronously fall on the north and south sides, and synchronization must be controlled in the falling process.
3. Attention points of slipping and falling frame construction
1) In the falling process, a falling oil cylinder is fixed at the bottom of the lower chord of the steel truss, 4 small lug plates are welded on the bottom surface of the lower chord of the steel truss, the specification of the lug plates is PL10 multiplied by 80, and then the oil cylinder is fixed on the bottom surface of the lower chord of the steel truss by using a chain block.
2) In order to prevent the steel truss from horizontally shifting in the falling process, the south side of the steel truss is provided with a limiting device by utilizing a sliding rail beam, and the north side of the steel truss is provided with a limiting device by utilizing a steel embedded part on the P7 pier. The limiting device is made of H-shaped steel HW300 multiplied by 200 multiplied by 8 multiplied by 12.
3) The falling frame construction must ensure synchronous coordination of two ends, track and monitor the elevation and the position of the steel truss bridge, and adjust at any time.
6. Material and apparatus
1. Main materials
2. Main machine equipment
2.1 Mechanical equipment
2.2 Push Main Equipment configuration Table
2.3 Electric welding equipment configuration table
2.4 Measuring device configuration table
2.5 Nondestructive inspection equipment configuration table
2.6 Coating equipment configuration table
Claims (7)
1. The method for installing the river-crossing steel truss bridge is characterized in that the steel truss bridge which is assembled on the whole river bank is installed through land sliding, water-land sliding and sliding falling frame steps, and comprises the following steps:
(1) Setting up a sliding system;
(2) Erecting a floating support system;
(3) The steel truss bridge which is assembled integrally in advance is arranged in a sliding system;
(4) The steel truss bridge slides, including land slippage, the land slippage, wherein in the land slippage process, including synchronous slip control operation, specific operation is: in the synchronous sliding process, a certain sliding point is set as a master point, other points are follow points, the proportional valve current of the master point is set to be constant according to the sliding speed, the opening of the proportional valve of a hydraulic pump station of the master point is further constant, the cylinder extending speed of a master sliding cylinder is constant, the master point pushes the sliding at a certain speed, and the other follow points control the sliding speed according to the sliding displacement of the point and the master point through a master control computer, so that the follow points are consistent with the position follow of the master point;
(5) And (5) sliding the steel truss bridge to fall, and finishing installation.
2. The method for installing a cross-river steel truss bridge according to claim 1, wherein the sliding system comprises a steel pipe pile, a track beam, a sliding track, a sliding shoe installed on the sliding track and a power device for providing power for sliding, the track beam is arranged on the steel pipe pile, and the sliding track is installed on the track beam.
3. The method of installing a cross-river steel truss bridge of claim 2, wherein in step (1), the set-up slip system is operated as: through simulation calculation, the position, the distance and the pile length of the steel pipe pile are determined according to the sliding line direction of the steel truss bridge, the elevation of the steel pipe pile head is determined according to the integral line type of the bridge, then the track beam is arranged on the steel pipe pile, so that the moving load of the box beam sliding shoe is transferred to the steel pipe pile, the track is arranged on the track beam, and all components are connected through welding.
4. The method of installing a cross-river steel truss bridge of claim 1, wherein the floating system comprises a floating vessel, a floating support provided on the floating vessel, and a floating vessel anchoring adjustment structure for adjusting a displacement offset of the floating vessel.
5. The method of installing a cross-river steel truss bridge of claim 4, wherein the step (2) of erecting a floating system comprises: according to the total weight estimation of the steel truss bridge, a pontoon with corresponding tonnage is selected, and computer simulation analysis is carried out according to a planned construction scheme flow, wherein the simulation analysis mainly comprises pontoon bearing capacity checking calculation, heavy-load pontoon lateral stability checking calculation, vertical load and static moment calculation, lateral wind load and moment calculation, pontoon longitudinal stability checking calculation, pontoon support checking calculation and pontoon acting force checking calculation by water flow.
6. The method of installing a cross-river steel truss bridge of claim 2, wherein limit stops are provided on both sides of the skid shoe bottom track.
7. The method for installing a cross-river steel truss bridge according to claim 1, wherein the amphibious slippage process comprises a longitudinal slippage synchronization control operation, a transverse horizontal displacement control operation and a pontoon longitudinal stability control operation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210200835.6A CN114908669B (en) | 2022-03-03 | 2022-03-03 | Method for installing river-crossing steel truss bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210200835.6A CN114908669B (en) | 2022-03-03 | 2022-03-03 | Method for installing river-crossing steel truss bridge |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114908669A CN114908669A (en) | 2022-08-16 |
| CN114908669B true CN114908669B (en) | 2024-06-28 |
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