WO2024037042A1 - Construction method for erecting inter-section whole-section steel truss using girder erection crane - Google Patents

Abstract

The present invention relates to the technical field of bridge construction, and provides a construction method for erecting an inter-section whole-section steel truss using a girder erection crane, comprising: moving a girder erection crane to a girder erection position, and preparing a girder; lowering a hoisting mechanism of the girder erection crane and connecting same with a steel truss section; lifting the steel truss section to a preset height, and adjusting an attitude of the hoisting mechanism to enable the center of gravity of the steel truss section and the centroid of the hoisting mechanism to be on the same vertical line; lifting the hoisting mechanism to cause the steel truss section to reach an installation height; adjusting an overhead crane mechanism to cause the steel truss girder section to reach a butt joint position with an erected steel truss girder; installing the steel truss girder section, disconnecting the hoisting mechanism from the steel truss girder section, returning the overhead crane mechanism and locking same, and moving the girder erection crane to a next girder erection position. The present invention can satisfy the requirements for erecting an inter-section whole-section steel truss, and a steel truss section and an erected steel truss form a butt joint more conveniently.

Description

A construction method using a girder erecting crane to erect the entire section of double-section steel truss beams Technical field

The invention relates to the technical field of bridge construction, and specifically to a construction method for erecting a double-intersection whole-section steel truss beam using a girder erecting crane.

Background technique

During bridge construction, the whole-segment hoisting method has the advantages of fewer on-site bolting or welding parts, reliable installation quality, and fast installation speed. It is often used for the installation of steel trusses. The whole-segment hoisting method is usually carried out by a bridge deck crane. Erection.

In some node projects, in order to minimize the impact on various traffic such as waterway navigation, the construction schedule is usually tight and the construction tasks are heavy. In order to further reduce the number of hoisting and on-site welding workload and improve the construction quality, it is necessary to adopt Construction is carried out by hoisting double-section whole sections. The weight of the whole-section steel truss beam between double sections is usually more than twice that of the single whole-section steel truss beam. The existing steel truss beams erected by the existing bridge deck crane are generally It uses a single-section whole-segment hoisting method, and its lifting capacity cannot meet the erection needs of double-segment whole-segment steel truss beams.

Contents of the invention

The problem solved by the invention is how to erect the entire section steel truss beam between double sections.

In order to solve the above problems, the present invention provides a construction method for erecting a double-section full-section steel truss beam using a girder erecting crane, which includes:

Move the girder erecting crane to the girder erection position and prepare to erect the girder;

Lower the hoisting mechanism of the girder crane and connect it to the steel truss segment;

Lift the steel truss beam segment to a preset height, and adjust the attitude of the hoisting mechanism so that the center of gravity of the steel truss beam segment and the centroid of the hoisting mechanism are on the same vertical line;

Lift the hoisting mechanism to bring the steel truss beam segments to the installation height;

Adjust the overhead crane mechanism of the girder erecting crane so that the steel truss beam segments reach the position of docking with the erected steel truss beam;

The steel truss beam segment is installed, the connection between the hoisting mechanism and the steel truss beam segment is released, the overhead crane mechanism is retracted and locked, and the girder erecting crane moves to the next girder erecting position.

Further, the moving the girder erecting crane to the girder erecting position, and preparing the girder erection includes:

The traveling mechanism of the girder erecting crane drives the girder erecting crane to move to the girder erecting position;

Anchor the anchoring mechanism of the beam erecting crane with the erected steel truss beam.

Further, the traveling mechanism of the girder erecting crane drives the girder erecting crane to move to the girder erecting position including:

The sliding shoe cylinder of the traveling mechanism contracts upward to drive the track beam of the traveling mechanism off the ground;

The traveling oil cylinder of the traveling mechanism is connected to the limit hole of the track beam. The contraction of the traveling oil cylinder drives the track beam to move forward. The connection between the traveling oil cylinder and the limit hole is released. The traveling oil cylinder extends Go out to the next limit hole and repeat the above operations until the track beam moves into place;

The sliding shoe cylinder extends downward to drive the track beam to touch the ground and receive force;

The traveling oil cylinder is connected to the limit hole of the track beam. The traveling oil cylinder extends to drive the girder crane to move forward, and the connection between the traveling oil cylinder and the limiting hole is released. The traveling oil cylinder Shrink to the next limiting hole and repeat the above operation until the girder crane moves into place.

Further, the overhead crane mechanism includes a large beam and a small beam, the large beam and the small beam are arranged in parallel and are respectively slidingly connected to the frame of the girder crane, and the large beam and the small beam are Used to slide along the length direction of the frame, the hoisting mechanism includes three sets of spreaders arranged in a Z-shaped arrangement. The first set of spreaders is arranged at one end of the large beam, and the second set of spreaders is arranged at one end of the large beam. At the other end of the large beam, a third group of the spreaders is arranged on the small beam. The spreaders include a distribution beam, a lifting point slider and an adjustment oil cylinder. The lifting point slider is connected to all the lifting points through a wire rope. The crane mechanism is movably connected, the distribution beam is slidingly connected to the lifting point slider, one end of the adjustment oil cylinder is connected to the distribution beam, and the other end of the adjustment oil cylinder is connected to the suspension point slider, The distribution beam is used to connect with the steel truss beam segments.

Further, during the process of adjusting the posture of the hoisting mechanism so that the center of gravity of the steel truss segment and the centroid of the hoisting mechanism are on the same vertical line, in the length direction of the frame superior, The distance between the lifting point slide blocks of the first group of the spreaders, the suspension point slide blocks of the second group of the spreaders and the hanging point slide blocks of the third group of the spreaders is equal to The distance between the large beam and the small beam.

Further, during the process of lifting the hoisting mechanism so that the steel truss beam segments reach the installation height, three groups of the hoisting tools are lifted simultaneously at a preset speed.

Further, after moving the girder erecting crane to the girder erecting position and preparing the girder erection, and before lowering the hoisting mechanism of the girder erecting crane, the construction method also includes:

Adjust the overhead crane mechanism so that the hoisting mechanism is facing the steel truss beam segment to be erected.

Further, after the crown crane mechanism of the girder erecting crane is adjusted so that the steel truss beam segments reach the position of docking with the erected steel truss beams, and before the steel truss beam segments are installed, the construction method Also includes:

Adjust the longitudinal slope of the steel truss segment.

Further, the adjustment of the longitudinal slope of the steel truss beam segment includes:

Adjust the adjustment cylinders of the three sets of spreaders to tilt the steel truss beam segments to a preset trim angle;

Lift or lower the hoisting mechanism as a whole to align the rear end surface of the steel truss beam segment with the front end surface of the erected steel truss beam.

Further, when erecting to the closing port, the construction method also includes closing the steel truss beam segments with the opposite erected steel truss beams, and closing the steel truss beam segments with the opposite erected steel truss beams. The erected steel truss beams include the lower chords, diagonal bars and upper chords of the steel truss beam segments, wherein the lower chords include the middle truss lower chords and side truss lower chords, which are connected in sequence. The diagonal rods include the diagonal rods of the middle truss and the diagonal rods of the side girders, and the upper chord rods include the upper chord rods of the side girders and the upper chord rods of the middle girders.

Compared with the prior art, the present invention has the following beneficial effects:

In the process of erecting the steel truss beam segment, the girder erecting crane first lifts the steel truss beam segment to the preset height so that the steel truss beam segment is in a suspended state, and then adjusts the posture of the three spreaders of the hoisting mechanism. The center of gravity of the steel truss beam segment and the centroid of the hoisting mechanism are on a vertical line, so that the steel truss beam can be The weight of the segment is evenly distributed on the three spreaders, which can maximize the hoisting capacity of each spreader and improve the lifting capacity of the girder crane, which can meet the requirements for erecting the entire segment steel truss beam between double sections.

At the same time, since the center of gravity of the steel truss beam segments and the centroid of the hoisting mechanism are always maintained on the same vertical line, the steel truss beam segments can maintain a stable rise during the entire hoisting process, and the safety of the steel truss beam segment hoisting is ensured. When the crane structure moves the steel truss beam segment to the position where it docks with the erected steel truss beam, the coincidence degree between the rear end face of the steel truss beam segment and the front end face of the erected steel truss beam is higher. high, making docking more convenient.

Description of drawings

Figure 1 is a schematic structural diagram of a girder crane in an embodiment of the present invention;

Figure 2 is an enlarged view of position A in Figure 1 according to the embodiment of the present invention;

Figure 3 is an enlarged view of B in Figure 1 according to the embodiment of the present invention;

Figure 4 is a schematic structural diagram of the girder erecting crane from another perspective according to the embodiment of the present invention;

Figure 5 is a schematic structural diagram of the girder erecting crane from another perspective according to the embodiment of the present invention;

Figure 6 is a schematic diagram of the state of S100 in the embodiment of the present invention;

Figure 7 is a schematic diagram of the state of S200 in the embodiment of the present invention;

Figure 8 is a schematic diagram of the states from S300 to S400 in the embodiment of the present invention;

Figure 9 is a schematic diagram of the states from S500 to S600 in the embodiment of the present invention;

Figure 10 is a schematic diagram of the states from S700 to S800 in the embodiment of the present invention;

Figure 11 is a schematic diagram of the state of S800 in the embodiment of the present invention.

Explanation of reference symbols:
1. Hoisting mechanism; 11. Spreader; 111. Distribution beam; 112. Lifting point slider; 113. Adjustment cylinder; 2. Crown crane mechanism; 21. Large beam; 22. Small beam; 3. Traveling mechanism; 31. Track beam; 311, limit hole; 32, traveling cylinder; 33, sliding shoe cylinder; 4, anchoring mechanism; 5, frame; 100, steel truss beam segment; 200, steel truss beam.

Detailed ways

In order to make the above objects, features and advantages of the present invention more obvious and understandable, specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings.

In the description of the present invention, it should be understood that the forward direction of "X" in the drawings represents the left direction, correspondingly, the reverse direction of "X" represents the right direction, and the forward direction of "Y" represents the front direction. Correspondingly, The reverse direction of "Y" represents the rear, and the forward direction of "Z" represents the top. Correspondingly, the reverse direction of "Z" represents the bottom. The orientation or positional relationship indicated by the terms "X", "Y", "Z", etc. is: The orientations or positional relationships shown in the drawings based on the specification are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot It should be understood as a limitation of the present invention.

The terms “first”, “second”, “third”, etc. are used for descriptive purposes only and shall not be understood as indicating or implying relative importance or implicitly indicating the quantity of indicated technical features. Furthermore, the specific features, structures, materials or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.

In order to solve the above problems, embodiments of the present invention provide a construction method for erecting a double-section full-section steel truss beam using a girder erecting crane, which includes:

S100. Move the girder erecting crane to the girder erecting position and prepare to erect the girder;

As shown in Figures 1 to 5, in this embodiment, the girder crane is composed of a frame 5, a support mechanism, a traveling mechanism 3, an anchoring mechanism 4, a lifting mechanism, a crane mechanism 2 and a hoisting mechanism 1.

Among them, the frame 5 is composed of a bottom front beam, a lower main beam, a rear anchor beam, an upper front beam, an upper main beam, an upper rear beam, a column, a front support rod, a rear tie rod, and multiple connecting systems using high-strength bolts. Or it is connected by pins. Among them, the lower main beam, upper main beam, front support rod and rear tie rod located on the left and right sides respectively form a diamond-shaped left truss and a diamond-shaped right truss. The two sets of lower main beams and upper main beams located in the middle , the front support rod and the rear tie rod respectively form a diamond-shaped left middle truss and a diamond-shaped right middle truss. There is a certain distance between the left middle truss and the right middle truss to facilitate the storage of the second set of spreaders 11 of the hoisting mechanism 1 and the convenient connection of the steel trusses. The beam 200 passes through the cables of the bridge tower. The structural forms of the middle truss and the side truss are similar, except that the cross-section of the rod used in the middle truss is slightly smaller.

Specifically, as shown in Figure 6, after moving the girder erecting crane to the girder erecting position, the process of preparing the girder erecting The process can be implemented as follows:

S110. The traveling mechanism 3 of the girder erecting crane drives the girder erecting crane to move to the girder erecting position;

As shown in Figure 1, Figure 2 and Figure 4, in this embodiment, the traveling mechanism 3 is arranged at the bottom of the frame 5, and four groups are provided from left to right, which are respectively arranged on the left truss and left side of the frame 5. At the corresponding positions of the middle truss, the middle right truss and the right truss, each group of traveling mechanisms 3 includes two sets of front and rear traveling components. Each group of traveling components consists of track beams 31, traveling sliding shoes, traveling cylinders 32 and push supports. The traveling sliding shoe is composed of a connecting seat, a sliding shoe cylinder 33 and a sliding sleeve. The connecting seat is fixedly connected to the frame 5, the sliding sleeve is slidingly connected to the track beam 31, and the sliding shoe cylinder 33 is arranged between the connecting seat and the sliding sleeve. It can telescope up and down. One end of the traveling oil cylinder 32 is detachably connected to the track beam 31 through a push support. The other end of the traveling oil cylinder 32 is connected to the sliding sleeve of the traveling sliding shoe. The track beam 31 is provided with multiple sets of limit holes. 311 is used for detachable connection with the push support.

Specifically, the process of the traveling mechanism 3 driving the girder crane to move is as follows:

S111. The sliding shoe cylinder 33 of the traveling mechanism 3 contracts upward to drive the track beam 31 of the traveling mechanism 3 to lift off the ground;

During this process, the frame 5 of the girder crane needs to be supported by a support mechanism. The support mechanism consists of a left front outrigger, a middle front outrigger, a right front outrigger and four rear outriggers. The left front outrigger and right front outrigger The legs are respectively set at the left and right ends of the bottom front beam, the middle front leg is set in the middle of the bottom front beam, and is located between the left middle truss and the right middle truss. The four rear legs are evenly distributed along the width direction of the frame 5 On the bottom connecting beam between the bottom front beam and the rear anchor beam, the left front leg, right front leg and four rear legs all use adjustable screw rigid legs, and the middle front leg uses constant pressure flexible legs .

For example, the support force of the left front outrigger and right front outrigger can be designed to be 1400t, the support force of the four rear outriggers can be designed to be 100t, and the middle front outrigger can be equipped with a 2000t level constant pressure cylinder to control the middle truss support. Reaction force.

It should be noted that the support mechanism uses rigid support through the left front outrigger and right front outrigger, and the middle front outrigger uses constant pressure flexible outriggers, which can maintain the pressure on the middle front outrigger as the total reaction under any working conditions. One-third of the force, and the girder crane has a symmetrical structure, so the remaining two-thirds of the total reaction force will be automatically shared evenly by the left front leg and the right front leg. Therefore, the girder crane can be lowered to the maximum extent. The beam crane exerts a local load on the steel truss beam 200 at which it is located, so that the bearing capacity of the steel truss beam 200 at which it is located can be utilized to the maximum extent to erect a steel truss beam segment 100 of greater weight.

As shown in FIG. 1 , the width direction of the frame 5 refers to the X-axis direction.

S112. Connect the traveling oil cylinder 32 of the traveling mechanism 3 to the limit hole 311 of the track beam 31. The traveling oil cylinder 32 contracts to drive the track beam 31 to move forward. The connection between the traveling oil cylinder 32 and the limit hole 311 is released, and the traveling oil cylinder 32 extends out. Go to the next limit hole 311 and repeat the above operation until the track beam 31 moves into place;

It should be noted that in order to ensure the stability and safety of traveling, the four track beams 31 of the four sets of traveling mechanisms 3 need to be operated synchronously according to the above steps, and the traveling speed needs to be accurately controlled. Normally, the rated traveling speed is set to 1m/min. , the working level of the traveling mechanism is M4.

S113. The sliding shoe cylinder 33 extends downward to drive the track beam 31 to touch the ground and receive force;

It should be noted that the length of the sliding shoe cylinder 33 extending downward must be sufficient to make each leg of the support mechanism in an off-the-ground state, and the beam erecting crane is converted from a state supported by the support mechanism to a state supported by the four track beams 31. state.

In addition, in order to facilitate the movement of the track beam 31 without more manual participation, thereby saving labor costs and improving construction efficiency, in this embodiment, since the beam erecting crane itself has a large dead weight, it can be placed at the bottom of the track beam 31 Install a support pad with a larger friction coefficient. After the track beam 31 touches the ground and is stressed, the static friction between the track beam 31 and the erected steel truss beam 200 can be used to ensure that the track is moved when the girder erecting crane is subsequently moved. The beam 31 is in a stationary state, and there is no need to temporarily fix the track beam 31 to the erected steel truss beam 200 by means of bolts or welding.

S114. Connect the traveling oil cylinder 32 to the limit hole 311 of the track beam 31. The traveling oil cylinder 32 extends to drive the girder crane to move forward. The connection between the traveling oil cylinder 32 and the limit hole 311 is released. The traveling oil cylinder 32 contracts to the next limit. At position hole 311, repeat the above operation until the girder crane moves into position.

It should be noted that during the process of moving the girder erecting crane forward, since the erected steel truss 200 is also provided with an anchor box for connecting the bridge cables, in order to avoid interference between the support mechanism and the anchoring mechanism 4 and the anchor box , it is also necessary to turn over the front legs of the support mechanism and the anchoring mechanism 4.

Among them, the front leg of the support mechanism is equipped with a flip cylinder and a corresponding connecting rod structure. When in use, just retract the oil cylinder to realize automatic flip of the front leg, avoiding the anchor of the erected steel truss beam 200 box; and the anchoring tie rod assemblies on the left and right sides of the anchoring mechanism 4 are also equipped with flipping cylinders. Just flip it outward when the machine is moving.

Furthermore, since the frame 5 of the girder crane has a diamond-shaped structure as a whole, when the front end of the girder crane is hoisting the beam, in order to improve the stability of the girder crane and prevent overturning during the erection of the steel truss segment 100, After the traveling mechanism 3 drives the girder crane to move into place, the following steps need to be implemented:

S120. Anchor the anchoring mechanism 4 of the girder erecting crane with the erected steel truss beam 200.

Specifically, as shown in Figure 1, the anchoring mechanism 4 is composed of four sets of bolt-type anchor tie rod assemblies. Each set of anchor tie rod assemblies is composed of screw rods, distribution beams 111, tie plates and other parts. The four sets of anchor tie rod assemblies are respectively arranged on the machine. At the positions corresponding to the bottom of the rear anchor beam of frame 5 and the left truss, left middle truss, right middle truss and right truss, the rear anchor beam and the anchor ear seat are connected through rear anchor tie rods or bolts. The anchor tie rods of this structure The components are clearly stressed, safe and reliable, and the height of the rear anchor can be easily adjusted.

S300, lower the hoisting mechanism 1 of the girder crane and connect it with the steel truss segment 100;

Specifically, as shown in Figures 1, 5, 7 and 8, the bottom rear side of the frame 5 of the girder crane is also equipped with a winch unit. The wire rope of the winch unit is connected to the hoisting structure through the crane mechanism 2. The winch unit The hoisting mechanism 1 can be raised or lowered by retracting and releasing the wire rope. The descending process is in an unloaded state. The descending speed of the hoisting mechanism 1 can be controlled between 0 and 3.6m/min. After the hoisting mechanism 1 is lowered in place, it can pass through the hoisting tool 11 Structures such as upper mounting booms are connected to the lifting lugs of the steel truss beam segments 100 .

S400. Lift the steel truss beam segment 100 to the preset height, and adjust the posture of the hoisting mechanism 1 so that the center of gravity of the steel truss beam segment 100 and the centroid of the hoisting mechanism 1 are on the same vertical line;

It should be noted that the centroid of the hoisting mechanism 1 refers to the geometric center of the triangle formed by the lines connecting the geometric centers of each group of hoists 11. As shown in Figure 8, the plumb line refers to the straight line in the Z-axis direction.

It should be noted that in order to ensure the safety of hoisting, the preset height should not be set too high. It is usually appropriate to hoist the steel truss segments to a suspended state with a certain amount of adjustment space.

As an example, take the erection of an 1800t double-intersection whole-segment steel truss beam on the newly built Shanghai-Nantong Railway Hutong Yangtze River Bridge as an example. The bridge is an inclined tower with three cable planes arranged on the main channel of the Yangtze River. To pull the bridge, in order not to affect the navigation of the Yangtze River waterway, the double-segment steel truss girder 200 was rolled onto the ship at the Nantong Rugao manufacturing base, and was transferred by barge to the bottom of the girder crane on the river. During hoisting, After the hoisting mechanism 1 is in place, connect the three sets of spreaders 11 to the steel truss beam segments 100. The hoisting mechanism 1 lifts the steel truss beam segments 100 to a height of 300mm away from the hull. At this time, it can be the steel truss beam segment. 100 and the shaking of the hull provide enough space to ensure that the steel truss beam segment 100 is in a completely suspended state, making it easy to adjust the posture of the spreader 11 and ensuring the safety of the hoisting.

S500. Lift the hoisting mechanism 1 so that the steel truss segment 100 reaches the installation height;

Specifically, as shown in Figure 9, the operation of the lifting and hoisting mechanism 1 is opposite to the operation of the above-mentioned lowering and hoisting mechanism 1, which will not be described in detail here. The difference is that the process of the lifting operation is a heavy load state, and the lifting speed should be controlled at 0 to 1.8m/min.

S600. Adjust the overhead crane mechanism 2 of the girder erecting crane so that the steel truss beam segment 100 reaches the position of docking with the erected steel truss beam 200;

It should be noted that when the hoisting mechanism 1 lifts the steel truss beam section 100, in order to avoid the steel truss beam section 100 colliding with the erected steel truss beam 200 and ensure the safety of the construction process, the steel truss beam section A certain misalignment needs to be maintained between the rear end face of the section 100 and the front end face of the erected steel truss 200. For example, a double-intersection whole-segment steel section with a length of 28m and a weight of 1800t is erected on the Hutong Yangtze River Bridge. When installing trusses, a 200mm misalignment needs to be maintained.

Specifically, as shown in Figures 1, 5, 9 and 10, the crane mechanism 2 drives it to move along the length direction of the frame 5 through the longitudinal oil cylinder provided on the main beam of the frame 5, thereby hoisting the The mechanism 1 and the steel truss beam segment 100 are translated as a whole to a position where they are docked with the erected steel truss beam 200 .

Among them, as shown in Figure 1, the length direction of the frame 5 refers to the Y-axis direction.

S800. Install the steel truss beam segment 100, release the connection between the hoisting mechanism 1 and the steel truss beam segment 100, retract the crane mechanism 2 and lock it, move the girder erecting crane to the next girder erecting position, and repeat the above operations.

Specifically, as shown in Figures 10 and 11, after the steel truss girder section 100 is in place, the stay cables dropped from the bridge tower can be connected to the anchor boxes on the steel truss girder section 100, and then connected by welding or bolting. Connect and fix it with the erected steel truss beam 200 in other ways, then release the connection between the hoisting mechanism 1 and the steel truss segment, retract the crane mechanism 2 and lock it to move the center of gravity of the girder erecting crane backward. After making preparations You can then walk to the next beam erection position for subsequent beam erection construction.

Further, the crane mechanism 2 includes a large beam 21 and a small beam 22. The large beam 21 and the small beam 22 are arranged in parallel and are respectively slidingly connected to the frame 5 of the girder crane, and the large beam 21 and the small beam 22 are arranged in parallel. The beam 22 is used to slide along the length direction of the frame 5. The hoisting mechanism 1 includes three sets of spreaders 11 arranged in a Z-shaped arrangement. The first set of spreaders 11 is arranged at one end of the large beam 21, and the second set of spreaders 11 is arranged at the large beam 21. At the other end of the beam 21, the third group of spreaders 11 is set on the small beam 22. The spreader 11 includes a distribution beam 111, a lifting point slider 112 and an adjustment cylinder 113. The lifting point slider 112 moves with the crane mechanism 2 through a wire rope. connection, the distribution beam 111 is slidingly connected to the lifting point slider 112, one end of the adjustment cylinder 113 is connected to the distribution beam 111, the other end of the adjustment cylinder 113 is connected to the lifting point slider 112, the distribution beam 111 is used to connect with the steel truss beam section 100 connections.

As shown in Figures 1, 3, 4 and 5, in this embodiment, the left and right ends of the large cross beam 21 are slidingly connected to the left upper main beam and the right upper main beam of the frame 5 respectively, and the small cross beam 22 The left and right ends are slidingly connected to the upper middle main beam on the left and the upper main beam on the right respectively, and a set of longitudinal oil cylinders are provided between the two and the upper main beams carrying their respective parts to drive the large cross beam 21 and the small cross beam 22 longitudinally. shift.

It should be noted that the large crossbeam 21 and the small crossbeam 22 are arranged one behind the other. The large crossbeam 21 can be in the front and the small crossbeam 22 can be in the back. Alternatively, the large crossbeam 21 can be arranged in the back and the small crossbeam 22 can be arranged in the front as needed. , there is no restriction here.

Preferably, in this embodiment, the small beam 22 can be arranged at the rear, so that the third group of spreaders 11 in the middle can be easily stored in a deeper position in the space between the left middle truss and the right middle truss, making the whole machine more compact. When walking, the center of gravity is further back, which is safer.

The distribution beam 111 of the spreader 11 is arranged along the length direction of the frame 5, and its front and rear ends are provided with lifting holes. The positions of the lifting holes match the positions of the lifting lugs of the steel truss beam segments 100, and the suspension rods and steel beams can be inserted. The lifting lugs of the truss beam segments 100 are connected. The lifting point slider 112 adopts a frame with a C-shaped cross-section. The distribution beam 111 is provided with slideways and multiple slots along the length direction. The C-shaped frame is set on the distribution beam 111 On the sliding movement, one end of the adjusting cylinder 113 is connected to the distribution beam 111, and the other end of the adjusting cylinder 113 is connected to the C-shaped frame. The upper part of the C-shaped frame is provided with an ear plate that can be hinged with the movable pulley provided on the wire rope. When the adjusting cylinder When 113 telescopes, it can drive the C-shaped frame to slide on the slide of the distribution beam 111. When it slides to the appropriate position, the C-shaped frame can be locked at a certain slot on the distribution beam 111 through the locking structure. When needed, When the position of the hanging point is adjusted again, the locking structure can be unlocked, and the adjustment cylinder 113 drives the C-shaped frame to slide on the slide of the distribution beam 111 again.

It should be noted that in the process of lowering the hoisting mechanism 1, in order to maintain the balance of the distribution beam 111, the C-shaped frame is usually located on the vertical line of the center of gravity of the distribution beam 111. During the hoisting process, The centroid of the hoisting mechanism 1 and the center of gravity of the steel truss beam segment 100 are always on the same vertical line. Therefore, when the position of the C-shaped frame is adjusted, the distribution beam 111 will not tilt.

In addition, since during the hoisting process, the lifting point of the second group of spreaders 11 located in the middle will deviate from the midpoint of the distribution beam 111 by a certain distance, the load received by each part of the distribution beam 111 is not uniform. Therefore, in order to ensure that the distribution beam 111 For the strength of each part of 111, the end relatively close to the hanging point can be strengthened, and the end relatively far away can be appropriately reduced in weight.

Further, in the process of adjusting the posture of the hoisting mechanism 1 so that the center of gravity of the steel truss segment 100 and the centroid of the hoisting mechanism 1 are on the same vertical line, in the length direction of the frame 5, the first group of hoists The distance between the lifting point slider 112 of the lifting device 11 and the lifting point slider 112 of the second group of lifting fixtures 11 and the lifting point slider 112 of the third group of lifting fixtures 11 is equal to the distance between the large beam 21 and the small beam 22 .

As shown in Figures 1, 3, 5 and 7, in order to expand the coverage of the three sets of spreaders 11 as much as possible, during the process of hoisting the steel truss beam section 100, the force of the steel truss beam section 100 will be greater Evenly, the large beam 21 and the small beam 22 are usually spaced apart at a certain distance. In this embodiment, in order to ensure that the three groups of spreaders 11 are hoisting the steel truss segment 100, the steel wire ropes connecting the three groups of spreaders 11 are always along the In the direction of the plumb line, when adjusting the hanging point sliders 112 of the three sets of spreaders 11, it is necessary to keep the hanging point sliders 112 of the first set of spreaders 11 and the hanging point sliders 112 of the second set of spreaders 11 in contact with the third set of spreaders 11. The distance between the lifting point slide blocks 112 of the group spreader 11 is equal to the distance between the large beam 21 and the small beam 22 .

For example, when erecting a double-intersection full-segment steel truss beam with a length of 28m and a weight of 1800t on the Hutong Yangtze River Bridge, the distance between the large beam 21 and the small beam 22 is 4050mm, that is to say, the first The distance between the lifting point slider 112 of the first set of spreaders 11 and the second set of spreaders 11 and the third set of spreaders 11 is also 4050mm, where the first set of lifts The lifting point slider 112 of the hoisting tool 11 and the hanging point slider 112 of the second group of hoisting tools 11 allow an adjustment range of 0 to 2080mm on their corresponding distribution beams 111. The hanging point slider 112 of the second group of hoisting tools 11 The allowable adjustment range value on its corresponding distribution beam 111 is 0 to 4010 mm.

Furthermore, during the process of lifting the hoisting mechanism 1 to bring the steel truss segment 100 to the installation height, the three groups of spreaders 11 are lifted synchronously at a preset speed, which refers to the average speed within a preset time.

As shown in Figure 9, in order to improve the safety of hoisting, it is necessary to monitor the entire hoisting process to ensure that the steel truss segment 100 is always in a stable state. Therefore, it is necessary to The synchronization of the three groups of spreaders 11 is accurately controlled. In this embodiment, the lifting timing and lifting speed of the three groups of spreaders 11 are controlled accurately.

Among them, synchronous promotion means starting to improve at the same moment or stopping the promotion at the same moment. The preset speed refers to the average speed within the preset time, not the instant speed at a certain moment. In this way, even at a certain moment The real-time speed of a certain group of spreaders 11 is too fast. As long as the real-time speed can be reduced within a preset time, the dynamic balance of the hoisting mechanism 1 can be maintained, making the operability stronger.

It should be noted that the longer the preset time is, the greater the allowable range of real-time speed differences of the three sets of spreaders 11 is, and the easier it is for the hoisting mechanism 1 to maintain dynamic balance. However, during the hoisting process, the steel truss beam sections to be erected will The greater the possibility of shaking in segment 100, the worse the stability. The shorter the preset time, the harder it is to maintain dynamic balance, but the better the stability. The specific settings can be set according to needs. There are no restrictions here. Example Flexibly, the preset time can be set to 10s, 20s or 30s, the preset speed can be set to 0.6m/min, 1.2m/min or 1.8m/min, and the synchronous lifting accuracy is 50mm.

Further, after moving the girder erecting crane to the girder erecting position, preparing to erect the girder, and before lowering the hoisting mechanism 1 of the girder erecting crane, the construction method also includes:

S200. Adjust the crane mechanism 2 so that the hoisting mechanism 1 is facing the steel truss segment 100 to be erected.

As shown in Figure 7, under normal circumstances, in order to keep the center of gravity of the girder erecting crane as close to the rear side as possible during travel, the hoisting mechanism 1 is generally retracted and locked. Therefore, after moving the girder erecting crane to the girder erecting position, After preparing the beams, it is usually necessary to adjust the crane mechanism 2 to move the hoisting mechanism 1 to the front of the frame 5 .

It should be noted that when erecting beams for the first time or continuing construction after a period of shutdown, after the entire machine is moved into place, the equipment needs to be inspected and debugged to ensure that it meets the requirements for beam erection.

Further, after adjusting the overhead crane mechanism 2 of the girder crane so that the steel truss beam segment 100 reaches the position of docking with the erected steel truss beam 200, and before installing the steel truss beam segment 100, the construction method also includes:

S700. Adjust the longitudinal slope of the steel truss segment 100.

Specifically, adjusting the longitudinal slope of the steel truss segment 100 includes the following steps:

S710. Adjust the adjustment cylinders 113 of the three sets of spreaders 11 to tilt the steel truss segment 100 to the preset trim angle;

It should be noted that during the process of adjusting the longitudinal slope, in order to prevent the lateral attitude of the steel truss beam segment 100 from being affected, the adjustment cylinder 113 of the second group of spreaders 11 in the middle can be adjusted first. When necessary When adjusting the adjustment cylinders 113 of the two sets of spreaders 11 located on both sides, try to achieve simultaneous and same-amplitude adjustment.

S720. The overall lifting or lowering of the hoisting mechanism 1 aligns the rear end surface of the steel truss beam segment 100 with the front end surface of the erected steel truss beam 200.

It should be noted that after adjusting the longitudinal inclination angle of the steel truss beam segment 100, the steel truss beam segment 100 will tilt forward or backward as a whole. Therefore, the rear end surface of the steel truss beam segment 100 will not be in contact with the erected steel beam There will inevitably be a certain height difference on the front end surface of the truss beam 200. At this time, in order to maintain the longitudinal inclination angle of the steel truss beam segment 100, this height difference cannot be adjusted by adjusting the attitude of the hoisting mechanism 1, and the entire body needs to be raised or lowered. The hoisting mechanism 1 is used to eliminate this height difference, thereby making the steel truss segment 100 and the erected steel truss 200 more accurately connected.

Further, when erecting to the closing point, the construction method also includes closing the steel truss beam section 100 with the opposite erected steel truss beam 200, and connecting the steel truss beam section 100 with the opposite erected steel truss beam. The 200 joints include the lower chords, diagonal bars and upper chords of the steel truss beam segments 100. The lower chords include the middle truss lower chords and the side truss lower chords. The diagonal bars include the middle truss diagonal bars and the side truss lower chords. The side truss diagonal rods and the top chord rods of the side girders include the upper chord rods of the side girders and the upper chord rods of the center girders.

Specifically, in order to facilitate understanding, the following article takes the erection of a double-intersection whole-segment steel truss beam with a length of 28m and a weight of 1800t on the Hutong Yangtze River Bridge as an example to illustrate the auxiliary span steel truss beam closing construction. When the span steel truss beam is closed, the main channel bridge steel truss beam is in the maximum double cantilever state. The auxiliary span steel truss beam closure is constructed in the order of closing the lower chord first, then closing the diagonal beam, and then closing the upper chord.

In order to facilitate the closing construction of steel truss beams, it is necessary to first set up auxiliary piers to carry the closing construction platform, prepare in advance the splicing plates of the steel truss beams in the closing section, adjust the alignment of the steel truss beams at the cantilever end, and adjust the alignment of the steel truss beams on the top of the piers. And the equipment required for construction measures such as Helongkou pulling.

Among them, the main truss upper chord and diagonal beam high-bolt construction platform of the Helong section steel truss beam segment 100 can be directly used as a standard segment steel truss beam construction platform and sent to the steel truss girder assembly yard for installation in the factory. Shipped with the steel truss beam as a whole, the splicing joints between the Z12~Z13 steel truss beam segments 100 and the Z14~Z15 steel truss beam segments 100 are equipped with belts in a normal "Z" shape under standard section cantilever erection conditions, and the bottom string is pole and slope The splicing plate of the rod is normally placed between Z13 sections, and the upper chord bar is placed between Z14; the lower chord bar and the upper chord bar are spliced at the joint position of the Z12 ~ Z13 steel truss beam segment 100 and the Z11 steel truss beam segment 100 The plate is normally strapped between the sections of Z12 steel truss beam section 100. Since the diagonal rod has a box section, the splicing plate shrink strap is flush with the diagonal rod port between the sections of Z12 steel truss beam section 100; the cantilever end steel truss The linear adjustment of the beam is mainly before the auxiliary pier is closed. The linear shape of the steel truss beam can be calculated and analyzed based on the load conditions of the steel truss beam and the tension situation of the stay cables, and the cable force of the stay cables can be controlled to ensure the stability of the auxiliary pier. Helongkou is within 300mm below the design elevation; the top of the auxiliary pier uses two 200t horizontal longitudinal jacks, 12 500t vertical jacks and four 200t horizontal transverse jacks to realize the linear adjustment of the steel trusses on the top of the pier.

The construction process of the auxiliary span closing is as follows: the three single sections Z9 to Z11 on the pier top of the auxiliary pier are erected 30cm below the design elevation in advance and are pre-deviated 3m. When it is close to erection to the closing entrance, the auxiliary pier completes the jack debugging and slider in advance Position adjustment, installation of traction and longitudinal movement equipment and lateral limit installation, and linear re-measurement. If there is a deviation from the design axis, adjust it in advance; when the double cantilever ends of the main tower piers are erected to 4 intervals from Helongkou (for example, erection to the Z14~Z15/Z71~Z72 section), in addition to strictly controlling the cable force and beam surface elevation, it is also necessary to focus on controlling the axis deviation by adjusting the uniformity of the cable force, so that the axis deviation is directed towards the Z9~Z11 steel on the top of the pier. The truss segments 100 are brought together.

After the tensioning of the stay cables on floors S(M)25 and S(M)26 is completed, 100 steel truss beam segments Z12~Z13/Z73~Z74 are erected, and S(M)27 and S(M)28 are carried out at the same time. The cable-stayed cable tower end of the first floor is hung, and the alignment of the steel truss beam at the cantilever end is finely adjusted according to the monitoring instructions (mainly the pressure on the main span side) to prepare for the auxiliary span closing; the Z9 ~ Z11 steel truss beam segments on the top of the pier are 100 first Through 2 sets of 200t longitudinal jacks, the main span is moved 2.9m longitudinally, and then through 12 sets of 500t vertical jacks and 4 sets of 200t transverse jacks to adjust the vertical and lateral deviations. The positions and postures of the steel truss beam segments 100 on both sides of the gantry are consistent. After that, the steel truss beam segments 100 on the top of the pier are moved longitudinally by 0.1m as a whole to realize the docking of the lower chord poles. After the lower chord poles are docked, they are then docked in sequence by lifting and lowering the Z9 to Z11 steel truss beam segments 100 and normal tension. The diagonal rod and upper chord rod are finally punched, high bolted and welded in sequence; finally, the steel truss section 100 on the top of the pier is jacked vertically, the top slideway and slider of the padstone are removed, and the steel truss beam on the top of the pier is installed. The truss beam is permanently supported, and the integral lifting jack on the pier top is arranged simultaneously.

It should be noted that when auxiliary span steel truss girder closing bolt hole alignment, in order to eliminate the deformation difference of the steel truss beam segments 100 on both sides of the closing opening caused by the steel truss girder's own weight and the position of the girder erecting crane, the bolts need to be The hole deviation is controlled within 1mm to facilitate the insertion of punching nails. The major sections are arranged according to the cantilever erection process of the steel truss beam. For segment alignment measures, the adjustment device A, the adjustment device B/C and the inclined rod can be arranged on both sides of the closing mouth to adjust the bolt hole deviation.

It should be noted that when the auxiliary span steel truss girder is closed to the closing position, the chords must be closed according to the following procedures: closing the lower chord (first the center truss and then the side truss), closing the diagonal rod (first the center truss and then the side truss), and closing the upper chord (first the center truss and then the side truss). Construction is carried out in the order of side girders, middle girders, and rear girders.

Specifically, to close the lower chord: adjust the line shape of the steel truss beam of the side span side cantilever section, and at the same time, the vertical jack on the bracket next to the pier adjusts the steel truss segment 100 at the Z9 ~ Z11 position of the pier top, so that the rod end of the lower chord The axis and inclination angle match the axis and inclination angle of the front-end lower chord of the cantilever steel truss beam, and then the longitudinal movement jack is used to push the pier top steel truss beam segment 100 toward the mid-span direction, and then close the lower chord middle truss and side truss.

Among them, according to the influence of the temperature rise and fall during the auxiliary span closing on the internal force of the lower chord joint, and considering the structural stress safety during the punching process of the closing punch, it is required that 15 punch nails need to be driven into one side of the splicing surface when the lower chord is connected, and the web splicing 416 high bolts need to be used, that is, 10% of the punching nails need to be driven in during actual construction. The punching nails are evenly arranged, and half of them need to be arranged near the top and bottom areas.

Helong diagonal bar: After the lower chord of the steel truss beam is docked, a 5t inverted chain can be set between the diagonal bar and the vertical bar. After adjusting the axis slope of the diagonal bar, the diagonal bar can be connected. The punching nails are arranged in a plum blossom shape. The total number 10% of the number of bolt holes.

Helong upper chord: After the diagonal rods of the steel truss beam are docked, the counter-pressure vertical adjustment and pull device can be set to match the rod end axis and inclination of the upper chord with the upper chord axis and inclination of the front end of the cantilevered steel truss beam. Eliminate the bolt hole deviation, insert punching nails in sequence to make the side girders and middle girders of the upper chord rod closed. The punching nails are arranged in a plum blossom shape, and the total number is 10% of the number of bolt holes.

After the main trusses such as the lower chord, diagonal beam and upper chord of the steel truss segment 100 are butt-welded, the railway bridge deck and the upper chord small longitudinal beams can be butt welded. The load conditions of the auxiliary span steel truss beams on the north and south sides are when they are closed. Basically the same, the construction process is similar.

In this way, through calculation and analysis, the docking sequence of first lowering the chord, then the inclined rod, and then the upper chord is adopted. During the docking process, measures such as jack counter-pressure, diagonal pulling and axial pulling (top-pull) are adopted to solve the problem of large steel sections. The problem of multi-member docking in the space of truss beams; for the overall active closing construction of large-section steel truss beams, through sensitivity analysis and continuous observation of the closing mouth, longitudinal adjustment of the main pier top, and vertical adjustment of the pier top of the auxiliary pier , Helongkou counterweight and vertical and horizontal pull (top), master The deformation law of steel truss beams under large cantilever conditions is determined, and the four degrees of freedom of the longitudinal bridge direction, transverse bridge direction, vertical direction and vertical angle of Helongkou are controlled, so that the deformation of large-segment steel truss beams under large cantilever conditions can be realized. Accurate closure.

Although the present disclosure is disclosed as above, the protection scope of the present disclosure is not limited thereto. Those skilled in the art can make various changes and modifications without departing from the spirit and scope of the present disclosure, and these changes and modifications will fall within the protection scope of the present application.

Claims (10)

1. A construction method using a beam erecting crane to erect a double-section full-section steel truss beam, including:

   Move the girder erecting crane to the girder erection position and prepare to erect the girder;

   Lower the hoisting mechanism (1) of the girder crane and connect it to the steel truss segment (100);

   Lift the steel truss beam segment (100) to a preset height, and adjust the posture of the hoisting mechanism (1) so that the center of gravity of the steel truss beam segment (100) is consistent with the centroid of the hoisting mechanism (1) on the same plumb line;

   Lift the hoisting mechanism (1) so that the steel truss segment (100) reaches the installation height;

   Adjust the overhead crane mechanism (2) of the girder erecting crane so that the steel truss beam segment (100) reaches the position of docking with the erected steel truss beam (200);

   Install the steel truss beam segment (100), release the connection between the hoisting mechanism (1) and the steel truss beam segment (100), retract the overhead crane mechanism (2) and lock it, and the erection beam The crane moves to the next beam erection position.
2. The construction method of using a girder erecting crane to erect a double-segment full-section steel truss beam according to claim 1, wherein the moving the girder erecting crane to the girder erecting position and preparing the girder erection includes:

   The traveling mechanism (3) of the girder erecting crane drives the girder erecting crane to move to the girder erecting position;

   Anchor the anchoring mechanism (4) of the girder erecting crane with the erected steel truss beam (200).
3. The construction method of erecting a double-intersection whole-segment steel truss beam using a girder erecting crane according to claim 2, wherein the traveling mechanism (3) of the girder erecting crane drives the girder erecting crane to move to the girder erecting crane. Locations include:

   The sliding shoe cylinder (33) of the traveling mechanism (3) contracts upward to drive the track beam (31) of the traveling mechanism (3) to lift off the ground;

   Connect the traveling oil cylinder (32) of the traveling mechanism (3) to the limiting hole (311) of the track beam (31). The traveling oil cylinder (32) contracts to drive the track beam (31) to move forward. , release the connection between the traveling oil cylinder (32) and the limiting hole (311), and the traveling oil cylinder (32) Extend to the next limiting hole (311), and repeat the above operation until the track beam (31) moves into place;

   The sliding shoe cylinder (33) extends downward to drive the track beam (31) to touch the ground and receive force;

   The traveling oil cylinder (32) is connected to the limit hole (311) of the track beam (31). The traveling oil cylinder (32) extends to drive the beam erecting crane to move forward, and the traveling oil cylinder (32) is released. 32) The connection with the limit hole (311), the traveling oil cylinder (32) shrinks to the next limit hole (311), and the above operation is repeated until the girder crane moves into place.
4. The construction method of using a girder erecting crane to erect a double-intersection whole-segment steel truss beam according to claim 1, wherein the overhead crane mechanism (2) includes a large beam (21) and a small beam (22), and the The large beam (21) and the small beam (22) are arranged in parallel and are slidingly connected to the frame (5) of the girder crane respectively, and the large beam (21) and the small beam (22) are used for Sliding along the length direction of the frame (5), the hoisting mechanism (1) includes three sets of spreaders (11) arranged in a Z-shaped arrangement. The first set of spreaders (11) is arranged on the large beam ( 21), the second set of spreaders (11) is set at the other end of the large beam (21), and the third set of spreaders (11) is set on the small beam (22), so The spreader (11) includes a distribution beam (111), a lifting point slider (112) and an adjustment oil cylinder (113). The lifting point slider (112) is movably connected to the crane mechanism (2) through a wire rope. The distribution beam (111) is slidingly connected to the hanging point slider (112), one end of the adjustment oil cylinder (113) is connected to the distribution beam (111), and the other end of the adjustment oil cylinder (113) is connected to the distribution beam (111). The hanging point slider (112) is connected, and the distribution beam (111) is used to connect with the steel truss beam segment (100).
5. The construction method of erecting a double-intersection whole-segment steel truss beam using a girder erecting crane according to claim 4, wherein when adjusting the posture of the hoisting mechanism (1), the steel truss beam segment (100 ) and the centroid of the hoisting mechanism (1) are on the same vertical line, in the length direction of the frame (5), all of the first group of the hoisting tools (11) The suspension point slider (112) and the suspension point slider (112) of the second group of the spreader (11) and the suspension point slider (112) of the third group of the spreader (11) The distance between them is equal to the distance between the large beam (21) and the small beam (22).
6. The construction method for erecting a double-intersection whole-segment steel truss beam using a girder erecting crane according to claim 4, wherein when the hoisting mechanism (1) is lifted, the steel truss beam segment (100) In the process of reaching the installation height, the three groups of spreaders (11) are lifted synchronously at a preset speed.
7. The construction method for erecting double-intersection whole-segment steel truss beams using a girder erecting crane according to claim 1, wherein, after the girder erecting crane is moved to the girder erecting position and the girder erection is prepared, the lowering of the Before the hoisting mechanism (1) of the girder crane, it also includes:

   Adjust the overhead crane mechanism (2) so that the hoisting mechanism (1) is facing the steel truss segment (100) to be erected.
8. The construction method of using a girder erecting crane to erect a double-section full-section steel truss beam according to claim 4, wherein when adjusting the crown crane mechanism (2) of the girder erecting crane, the steel truss beam section is After the section (100) reaches the position of docking with the erected steel truss beam (200), and before installing the steel truss beam section (100), it also includes:

   Adjust the longitudinal slope of the steel truss segment (100).
9. The construction method of erecting a double-intersection whole-segment steel truss beam using a girder erecting crane according to claim 8, wherein the adjustment of the longitudinal slope of the steel truss beam section (100) includes:

   Adjust the adjustment cylinders (113) of the three sets of spreaders (11) to tilt the steel truss segment (100) to a preset trim angle;

   Lift or lower the hoisting mechanism (1) as a whole to align the rear end surface of the steel truss beam segment (100) with the front end surface of the erected steel truss beam (200).
10. The construction method for erecting a double-intersection whole-segment steel truss beam using a girder erecting crane according to any one of claims 1 to 9, wherein when erecting to the closing port, it also includes erecting the steel truss beam segment (100) is coupled with the steel truss beam (200) that has been erected in the opposite direction. The coupling of the steel truss beam segments (100) with the steel truss beam (200) that has been erected in the opposite direction includes closing in sequence. The lower chord, diagonal rod and upper chord of the steel truss beam segment (100), wherein the lower chord includes the lower chord of the middle truss and the lower chord of the side truss in sequence, and the inclined rod includes the middle truss in sequence. The diagonal rod and the side truss diagonal rod, and the upper chord rod include the upper chord rod of the side truss and the upper chord rod of the middle truss in sequence.