Combined steel bridge structure system and its installation and construction method

Abstract

The present invention relates to the technical field of the installation construction of composite steel bridges, in particular to a composite steel bridge structure system and its installation construction method, including a steel truss bridge body spanning a river channel. A number of pier structures are installed at intervals along the extension direction of the bottom of the steel truss bridge body. The pier structures are bolted and fixedly connected to the steel truss bridge body at the corresponding positions. The two ends of the steel truss bridge body are respectively supported and connected to the corresponding ground on both sides of the river channel. The steel truss bridge body includes a number of sequentially connected steel truss bridge body segments. The adjacent ends of the two steel truss bridge body segments are both supported on the top of the pier structures at the corresponding positions. A bridge deck structure is laid and built on the top of each steel truss bridge body segment. This composite steel bridge structure adopts a post-composite bridge body structure, uses multiple steel truss bridge body segments to realize the combination of the entire bridge body, and at the same time, the adjacent steel truss bridge body segments can be stably connected directly through the tie structure.

Description

Technical Field

[0001] The present invention relates to the technical field of the installation and construction of composite steel bridges, and particularly relates to a new method that can effectively ensure the rapid installation and safe construction of composite steel bridges, especially a composite steel bridge structure system and its installation and construction method. Background Art

[0002] As is well known, the traditional steel bridge structure is a bridge that uses steel as the main construction material. It has the characteristics of high strength and large stiffness, and can reduce the beam height and self-weight compared with concrete bridges.

[0003] In recent years, with the continuous development of the prefabricated building industry, many factory buildings, commercial and civil housing buildings have gradually appeared with many assembled and combined building components. The vigorous development of combined prefabricated components not only improves the progress and construction efficiency of construction projects and factory construction, but also effectively promotes the technological progress of the engineering industry.

[0004] Compared with the construction of the traditional construction engineering industry, the construction of bridges has its own particularity. Due to the safety requirements of bridge engineering and the particularity of its construction environment, the traditional construction method of steady and sure progress is still mostly adopted in the construction process of steel bridge structures.

[0005] However, there are still certain deficiencies in this traditional bridge construction method when it comes to constructing bridges with large spans and multi-pier supports. Firstly, the entire construction process generally uses a concrete-by-section lap joint method to achieve the stable connection of the bridge, and the stable bridge body is achieved through the support of the bridge piers. There are generally no major problems with the concrete bridges constructed by this construction method. Additionally, for example, a cast-in-place construction method for cast-in-place concrete bridges is also disclosed in the patent document with the patent application number CN202111124953.5. Its main steps include: determining the construction plan, determining the cast-in-place construction plan according to various parameters of the concrete bridge; determining the number of preloading units, determining the preloading construction plan according to various parameters of the concrete bridge, and determining at least three groups of preloading units along the bridge span direction within each bridge span support; installing the anchor rods, leaving fixed holes and anchor holes on the foundation, fixing the anchor rods in the anchor holes through the anchoring device, pouring concrete into the anchor holes and fixed holes, and waiting for the concrete to be cured; erecting the full hall support and the preset units, erecting the full hall support on the foundation where the concrete bridge needs to be poured, and selecting independent preloading units within the full hall support of each bridge span. After installing the support and the anchor rods through the fixing device, install the bottom formwork support system; detecting the change parameters during the construction process of the preloading units; erecting the cast-in-place bottom formwork of the bridge, connecting each preloading unit with the full hall support into one body, determining the elevation of the cast-in-place bottom formwork according to the parameter changes in S5, and laying the concrete bottom formwork system according to this elevation; casting the cast-in-place concrete bridge, casting the cast-in-place concrete bridge on the cast-in-place bottom formwork system, and after the curing period expires, removing the full hall support and the cast-in-place bottom formwork system.

[0006] Through comprehensive comparison, it can be found that the current construction plan for concrete bridges has been relatively mature, but it cannot be directly and effectively transferred or directly applied to the construction of steel structure bridges.

[0007] In addition, due to the characteristics of the steel bridge structure itself, such as being prone to corrosion and having a small self-weight, there are relatively large potential safety hazards in the overall stability after construction when it is lap-jointed and constructed in the traditional way. Especially in the working conditions of dealing with relatively large wind loads, the operation according to the existing construction method is still relatively cumbersome, and it is necessary to frequently cooperate with large-scale turnover equipment for multiple hoisting and turnover.

[0008] Therefore, the present invention has carried out a new innovative design for the deficiencies existing in the construction of the existing steel bridge structure, and has specifically designed a new steel bridge composite structure and a new method that can effectively ensure the rapid installation and safe construction of the steel bridge of the composite structure, so as to better solve the problems existing in the prior art. Summary of the Invention

[0009] To solve one of the above technical problems, the technical solution adopted by the present invention is: a combined steel bridge structure system, including a steel truss bridge body spanning a river channel. Along the extension direction of the bottom of the steel truss bridge body, a number of pier structures are installed at intervals. The pier structures are bolted and fixedly connected to the steel truss bridge body at corresponding positions. The two ends of the steel truss bridge body are respectively supported and connected to the corresponding ground on both sides of the river channel. The steel truss bridge body includes a number of sequentially connected steel truss bridge body segments. The adjacent ends of the two steel truss bridge body segments are both supported on the top of the corresponding pier structure. A tie structure is respectively installed between the connected ends of the two steel truss bridge body segments. A bridge deck structure is laid and built on the top of each steel truss bridge body segment.

[0010] In any of the above solutions, preferably, portal frames are respectively provided on the ground at both ends of the steel truss bridge body. Both sides of each portal frame are respectively connected to the top sides of the corresponding steel truss bridge body segments at corresponding positions through tensioning cable anchor devices.

[0011] In any of the above solutions, preferably, the pier structure includes a vertically arranged T-shaped pier. The lower end of the T-shaped pier is pre-buried and cast in the riverbed. The vertical section of the T-shaped pier is a hollow reinforced concrete circular column. The outer contour of the reinforced concrete circular column is a rectangular column. Two vertical cylindrical cavities are symmetrically arranged at intervals inside the reinforced concrete circular column. The adjacent ends of the corresponding two steel truss bridge body segments are placed on the top of the T-shaped pier. A T-shaped self-weight concrete column is respectively installed in the two vertical cylindrical cavities. In the installed state, both T-shaped self-weight concrete columns rely on the horizontal sections at their tops to press and support the two ends of a short beam on the top of two parallel truss crossbeams at the bottom of the corresponding steel truss bridge body segment. Both ends of the horizontal section pressing short beam are respectively connected to the horizontal section pier seat of the T-shaped pier through through-bolt devices;

[0012] The T-shaped self-weight concrete column relies on its own weight to tightly press against the end of the corresponding steel truss bridge body segment and cooperate with the corresponding through-bolt device to achieve locking to prevent the end of the steel truss bridge body segment from warping.

[0013] In any of the above solutions, preferably, a buffer seat is further provided between the bottom of both ends of the horizontal section pressing short beam and the horizontal section pier seat of the T-shaped pier.

[0014] In any of the above solutions, preferably, reinforcing steel plates are fixed on both the top and bottom of the horizontal section pressing short beam.

[0015] Preferably, in any of the above solutions, the tie structure includes two U-shaped steel seats respectively. The two U-shaped steel seats are respectively used to support the end connecting beams of the segmented steel truss bridge body at adjacent positions from bottom to top. The two U-shaped steel seats are connected by a plurality of rigid connecting columns. An inverted U-shaped seat for covering the upper part of the end connecting beam is respectively clamped on the top of each U-shaped steel seat, and the inverted U-shaped seat is bolted and fixedly connected to the corresponding U-shaped steel seat.

[0016] Preferably, in any of the above solutions, there is a clearance fit between the T-shaped self-weight concrete column and the corresponding vertical cylindrical cavity, and the height of the T-shaped self-weight concrete column is 0.5 times the height of the T-shaped bridge pier.

[0017] Preferably, in any of the above solutions, the tensioning type cable anchor member includes a tie cable connected to the middle of the bridge body. The outer upper end of the tie cable is inclined upward and connected to a tensioning adjuster installed on the gantry bridge. The tensioning adjuster is used to adjust the tensioning force of the tie cable during installation.

[0018] Preferably, in any of the above solutions, the tensioning adjuster includes a rigid frame welded and fixed on the side wall of the gantry bridge. A high-strength lead screw is installed in the rigid frame. The upper and lower ends of the high-strength lead screw respectively pass through the stepped shafts at the ends and extend out of the outside of the rigid frame. A connecting sliding seat is fitted on the outer side wall of the high-strength lead screw. The two sides of the connecting sliding seat are respectively abutted and limited by the inner frame side wall of the rigid frame. A crank rocker is fixedly connected to the end of the stepped shaft at the lower end of the high-strength lead screw. The crank rocker rotates to drive the rotation of the high-strength lead screw to push the connecting sliding seat to move up and down;

[0019] The connecting sliding seat is fixedly connected to the upper end of the tie cable;

[0020] After the connecting sliding seat drives the tie cable to be tensioned in place, the connecting sliding seat at the current position is bolted and fixed to the gantry bridge, and the contact part between the connecting sliding seat and the gantry bridge is spot welded; at the same time, the crank rocker is locked.

[0021] Preferably, in any of the above solutions, two inclined leg side branches are symmetrically arranged between adjacent pier and abutment structures. The lower ends of the inclined leg side branches are fixedly hinged on the outer side wall of the solid section of the T-shaped bridge piers of the corresponding pier and abutment structures, and the upper ends of the inclined leg side branches are fixedly hinged on the bottom of the corresponding steel truss bridge body.

[0022] The present invention also provides an installation construction method for a combined steel bridge structure system, including the following steps:

[0023] Step 1: After selecting the construction site, drive piles along the width direction of the river channel in sequence and complete the construction of each pier and abutment structure.

[0024] The pier and abutment structure set here is a composite structure, which includes an external T-shaped pier. Its lower part needs to be directly built in the riverbed to achieve stable piling. At the same time, when installing, the reinforced concrete ring columns inside the two vertical cylindrical cavities are pre-inserted and follow the T-shaped pier to complete the construction. In this state, the horizontal short beams at the top of the reinforced concrete ring columns are arranged along the bridge extension direction and are in the pre-installed position.

[0025] Step 2: Pre-install pre-fixed tie structures at the corresponding positions on the top of each pier and abutment structure. When installing the tie structures, first remove each inverted U-shaped seat and wait for subsequent installation.

[0026] Step 3: Use a bridge-building machine or tower crane to hoist each steel truss bridge section in sequence and support it on the top of the corresponding pier and abutment structure. The outer ends of the steel truss bridge sections at both ends are fixed on the ground at both ends of the river channel. At the same time, make the end connecting beams of the other steel truss bridge sections snap into the corresponding inverted U-shaped seats. After the lap joint is completed, a preliminary steel truss bridge body is formed.

[0027] Step 4: The hoisting equipment uses steel wire ropes to tie and connect to both ends of the horizontal short beam at the top of the corresponding reinforced concrete ring column in sequence to hoist to a certain height. The reinforced concrete ring column rotates 90 degrees to the installation position, controls the hoisting equipment to drive the reinforced concrete ring column to move down in place, and relies on the bottom of the horizontal short beam to press the end connecting beam of the steel truss bridge section tightly.

[0028] Step 5: Bolt and install U-shaped steel seats on each inverted U-shaped seat of the tie structure in sequence to complete the connection of the ends of each steel truss bridge section into a whole through the tie structure.

[0029] Step 6: Bolt and fix the horizontal short beam at each position to the horizontal pier seat of the corresponding lower T-shaped pier using through bolt parts. At this time, the steel structure main body of the steel truss bridge is installed.

[0030] Step 7: Construct and place the corresponding bridge deck structure on the top of the steel structure main body formed above and install and stabilize the bridge deck structure. The connection between the steel truss bridge body and each pier and abutment structure is completed.

[0031] Step 8: Build gantry bridges at both ends of the steel truss bridge body. After the gantry bridges are built, install corresponding tensioned anchor cable parts on both sides of each gantry bridge respectively.

[0032] Step 9: Install each inclined leg side support.

[0033] Step 10: Inspect the safety of each connection part of the steel bridge. After passing the inspection, the construction of the steel bridge is completed.

[0034] Preferably, in any of the above solutions, the hoisting height of the horizontal section of the short beam pressed and installed at the top of the reinforced concrete circular column is 2-5 cm higher than the top of the two parallel truss crossbeams at the bottom of the steel truss bridge body section, and the top of each horizontal section of the short beam does not contact the steel truss bridge body section.

[0035] Preferably, in any of the above solutions, the specific steps for installing the tensioning type anchor cable member include:

[0036] Weld and fix the tension regulator on the side wall of the gantry bridge;

[0037] Then fix the lower end of the corresponding tie-back anchor cable on the side wall of the corresponding steel truss bridge body section;

[0038] Connect the upper end of the tie-back anchor cable to the connecting sliding seat on the tension regulator;

[0039] Rotate the crank rocker to tension the tie-back anchor cable in a relaxed state to an appropriate degree;

[0040] After the tensioning is in place, bolt and fix the connecting sliding seat at the current position to the gantry bridge, and spot-weld the contact part between the connecting sliding seat and the gantry bridge; at the same time, lock the crank rocker.

[0041] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0042] 1. The combined steel bridge structure of the present invention adopts a combined bridge body structure. The entire bridge body is combined by using multiple steel truss bridge body sections. At the same time, adjacent steel truss bridge body sections can be stably connected directly through the tie-back structure. In addition, to ensure the stability of the support of each steel truss bridge body section on the pier structure, an internal and external combined pier structure is adopted here, which can not only achieve good support but also stably fix the ends of the steel truss bridge body sections at the corresponding positions, thereby ensuring the stability of the connection of the entire bridge body and the safety during use; at the same time, it can also play the role of assisting in increasing the self-weight and stability of the bridge body.

[0043] 2. In this structure, while relying on multiple pier structures for support, inclined leg side supports are additionally provided between adjacent pier structures. The inclined leg side supports cooperate with each other to effectively prevent the stability of the pier structures. At the same time, the inclined leg side supports can effectively share part of the gravity of the bridge body structure, effectively ensuring the overall stability and safety reliability of the lower support.

[0044] 3. At the upper part of the bridge body, the tensioning type anchor cable members arranged at both ends can effectively realize the tie-back of the bridge body in the working state, effectively ensuring the stability of the overall bridge body under wind load conditions, improving the anti-deformation ability of the bridge body, and having better safety during overall use. BRIEF DESCRIPTION OF THE DRAWINGS

[0045] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the following will briefly introduce the drawings required for use in the description of the specific embodiments or the prior art. In all the drawings, similar elements or components are generally identified by similar reference numerals. In the drawings, the elements or components are not necessarily drawn to scale.

[0046] Figure 1 It is a schematic structural diagram of Embodiment 1 of the present invention.

[0047] Figure 2 It is a schematic structural diagram of Embodiment 2 of the present invention.

[0048] Figure 3 It is a schematic partial sectional view structure diagram of the present invention.

[0049] Figure 4 It is a schematic structural diagram of the horizontal section press-fitting short beam of the present invention in an idle state.

[0050] Figure 5 It is a schematic structural diagram of the horizontal section press-fitting short beam of the present invention in a working state.

[0051] Figure 6 It is a schematic partial structure diagram of the tensioning type anchor cable member of the present invention.

[0052] In the figure, 1. River channel; 2. Pier structure; 201. T-shaped pier; 202. Vertical cylindrical cavity; 203. T-shaped self-weight concrete column; 204. Horizontal section press-fitting short beam; 205. Through bolt member; 206. Horizontal section pier seat; 3. Ground; 4. Steel truss bridge body; 401. Steel truss bridge body sections; 4011. Truss cross beam; 402. Bridge deck structure; 403. End connecting beam; 5. Gantry bridge frame; 6. Buffer seat; 7. Reinforcing steel plate; 8. U-shaped steel seat; 9. Tensioning adjuster; 901. Rigid frame; 902. High-strength lead screw; 903. Connecting sliding seat; 904. Crank rocker; 10. Tensioning anchor cable; 11. Inclined leg side support; 12. Rigid connecting column; 13. Inverted U-shaped seat. Specific Embodiments

[0053] The following will describe in detail the embodiments of the technical solutions of the present invention in conjunction with the drawings. The following embodiments are only used to more clearly illustrate the technical solutions of the present invention, so they are only examples and cannot be used to limit the protection scope of the present invention. The specific structure of the present invention is as Figures 1-6 shown in.

[0054] Embodiment 1:

[0055] The combined steel bridge structure system includes a steel truss bridge body 4 spanning across the river channel 1. Along the extending direction of the bottom of the steel truss bridge body 4, a number of pier structures 2 are installed at intervals. The pier structures 2 are bolted and fixedly connected to the steel truss bridge body 4 at the corresponding positions. The two ends of the steel truss bridge body 4 are respectively supported and connected to the corresponding ground 3 on both sides of the river channel 1. The steel truss bridge body 4 includes a number of sequentially connected steel truss bridge body segments 401. The adjacent ends of the two steel truss bridge body segments 401 are both supported on the top of the pier structures 2 at the corresponding positions. A tension structure is respectively installed between the adjacent ends of the two steel truss bridge body segments 401. The deck structure 402 is laid and built on the top of each steel truss bridge body segment 401.

[0056] The combined steel bridge structure system can effectively ensure the multi-point support of the whole below by relying on a number of spaced pier structures 2, effectively improve the stability of the support, and improve the load-bearing capacity and overall load-bearing capacity of the whole bridge body.

[0057] After the steel truss bridge body segments 401 are lapped and installed, firstly, the adjacent ends can be connected through each tension structure, so as to effectively connect the whole bridge body into a whole. Secondly, the adjacent ends of the steel truss bridge body segments 401 installed on the top of the same pier structure 2 rely on separate T-shaped self-weight concrete columns 203 for self-weight counterpressure, and bolt parts are also configured for bolt connection and fixation, so as to better ensure the stability of the connection between the ends of the steel truss bridge body segments 401 and the pier structures 2 and improve the connection strength.

[0058] Preferably, in any of the above solutions, portal frames 5 are respectively provided on the ground 3 at both ends of the steel truss bridge body 4. Both sides of each portal frame 5 are respectively connected to the top sides of the corresponding steel truss bridge body segments 401 through tension-type cable anchor parts.

[0059] The portal frames 5 cooperate with the tension-type cable anchor parts to effectively tie the steel truss bridge body segments 401 in the middle of the whole bridge body, so as to effectively improve the tying strength of the whole structure and effectively improve its overall wind load resistance.

[0060] Preferably, in any of the above solutions, the pier structure 2 includes a vertically arranged T-shaped pier 201, the lower end of the T-shaped pier 201 is embedded and cast in the riverbed, the vertical section of the T-shaped pier 201 is a reinforced concrete annular column with a hollow interior, the outer contour of the reinforced concrete annular column is a rectangular column, and two vertical cylindrical cavities 202 are symmetrically and spaced apart inside the reinforced concrete annular column. The adjacent ends of the corresponding two steel truss bridge sub-sections 401 are erected on the top of the T-shaped pier 201. One T-shaped self-weight concrete column 203 is respectively installed in the two vertical cylindrical cavities 202. In the installed state, the two T-shaped self-weight concrete columns 203 rely on the horizontal sections at their tops to press and support the two ends of the short beam 204, and press and support the tops of the two parallel truss crossbeams 4011 at the bottom of the corresponding steel truss bridge sub-section 401. The two ends of the horizontal section press-fitting short beam 204 are respectively connected to the horizontal section pier seat 206 of the T-shaped pier 201 through through-bolt members 205;

[0061] The T-shaped self-weight concrete column 203 relies on its own weight to tightly press against the end of the corresponding steel truss bridge sub-section 401 and cooperate with the corresponding through-bolt member 205 to achieve locking, so as to prevent the end of the steel truss bridge sub-section 401 from warping.

[0062] The pier structure 2 as a whole adopts the method of external support and internal through-weight pressing. While ensuring external stable support, the two parallel truss crossbeams 4011 at the bottom of the steel truss bridge sub-section 401 lapped and installed on it can be stably pressed against the bottom of the horizontal section press-fitting short beam 204 by the internal T-shaped self-weight concrete columns 203, thereby preventing the end of the steel truss bridge sub-section 401 from warping upwards, ensuring its stability. At the same time, the connection with the through-bolt member further improves the connection stability and prevents the problem of end displacement of the steel truss bridge sub-section 401.

[0063] Preferably, in any of the above solutions, a buffer seat 6 is further provided between the bottom of the two ends of the horizontal section press-fitting short beam 204 and the horizontal section pier seat 206 of the T-shaped pier 201. The buffer seat 6 can effectively play a role in buffer protection.

[0064] Preferably, in any of the above solutions, reinforcing steel plates 7 are fixed to both the top and bottom of the horizontal section press-fitting short beam 204.

[0065] The reinforcing steel plates 7 can improve the strength of the contact surface of the horizontal section press-fitting short beam 204 to a certain extent.

[0066] Preferably, in any of the above solutions, the tie structure includes two U-shaped steel seats 8 respectively. The two U-shaped steel seats 8 are respectively used to hold the end connecting beams 403 of the steel truss bridge sections 401 at two adjacent positions from bottom to top. The two U-shaped steel seats 8 are connected by a plurality of rigid connecting columns 12. An inverted U-shaped seat 13 for covering above the end connecting beam is respectively clamped on the top of each U-shaped steel seat 8, and the inverted U-shaped seat 13 and the corresponding U-shaped steel seat 8 are bolted and fixedly connected.

[0067] The tie structure mainly relies on the rigid connecting columns 12 to connect the two U-shaped steel seats 8 into a whole, and then uses the inverted U-shaped seats 13 to connect the corresponding steel truss bridge sections 401, so as to effectively realize the stable connection of the adjacent ends of the two steel truss bridge sections 401; at the same time, it is convenient for disassembly and maintenance.

[0068] Preferably, in any of the above solutions, there is a clearance fit between the T-shaped self-weight concrete column 203 and the corresponding vertical cylindrical cavity 202, and the height of the T-shaped self-weight concrete column 203 is 0.5 times the height of the T-shaped bridge pier 201.

[0069] The clearance fit can effectively ensure that the T-shaped self-weight concrete column 203 can rotate freely passively inside the vertical cylindrical cavity 202, which is convenient for rotating and adjusting the horizontal press-fitted short beam 204 by 90 degrees to place it in a perpendicular position to the truss cross beam 4011 of the corresponding steel truss bridge section 401 and can press it.

[0070] The left-right length interval of the steel truss bridge section 401 set here is greater than its front-back length interval. Therefore, it can effectively ensure that the horizontal press-fitted short beam 204 does not interfere with the steel truss bridge section 401 when it is in the left-right direction. When it is in the front-back direction, its length is greater than the width of the steel truss bridge section 401. Therefore, it can effectively press-fit the two truss cross beams 4011 stably and realize stable fixation in cooperation with the connection of the through bolt parts.

[0071] Embodiment 2:

[0072] The combined steel bridge structure system includes a steel truss bridge body 4 spanning across a river channel 1. Along the extension direction of the bottom of the steel truss bridge body 4, a number of pier structures 2 are installed at intervals. The pier structures 2 are bolted and fixedly connected to the steel truss bridge body 4 at corresponding positions. The two ends of the steel truss bridge body 4 are respectively supported and connected to the corresponding ground 3 on both sides of the river channel 1. The steel truss bridge body 4 includes a number of sequentially connected steel truss bridge body segments 401. The adjacent ends of the two steel truss bridge body segments 401 are both supported on the top of the pier structure 2 at the corresponding position. A tie structure is respectively installed between the adjacent ends of the two steel truss bridge body segments 401. A bridge deck structure 402 is laid and built on the top of each steel truss bridge body segment 401.

[0073] The combined steel bridge structure system can effectively ensure the multi-point support of the whole below by relying on a number of spaced pier structures 2, effectively improve the stability of the support, and improve the anti-load capacity and overall load-bearing capacity of the whole bridge body.

[0074] After the steel truss bridge body segments 401 are lapped and installed, first, the adjacent ends can be connected through each tie structure, so as to effectively connect the whole bridge body into a whole; in addition, the adjacent ends of the steel truss bridge body segments 401 installed on the top of the same pier structure 2 rely on separate T-shaped self-weight concrete columns 203 for self-weight counterpressure, and bolt parts are also configured for bolt connection and fixation, so as to better ensure the stability of the connection between the ends of the steel truss bridge body segments 401 and the pier structure 2 and improve the connection strength.

[0075] In any of the above solutions, preferably, portal frames 5 are respectively provided on the ground 3 at both ends of the steel truss bridge body 4. Both sides of each portal frame 5 are respectively connected to the top sides of the corresponding steel truss bridge body segments 401 through tension-type anchor cable parts.

[0076] The portal frames 5 cooperating with the tension-type anchor cable parts can effectively tie the steel truss bridge body segments 401 in the middle of the whole bridge body, so as to effectively improve the tying strength of the whole structure and effectively improve its overall wind load resistance.

[0077] Preferably, in any of the above solutions, the pier structure 2 includes a vertically arranged T-shaped pier 201. The lower end of the T-shaped pier 201 is embedded and cast in the riverbed. The vertical section of the T-shaped pier 201 is a reinforced concrete annular column with a hollow interior. The outer contour of the reinforced concrete annular column is a rectangular column. Inside the reinforced concrete annular column, two vertical cylindrical cavities 202 are symmetrically arranged at intervals. At the top of the T-shaped pier 201, the adjacent ends of the corresponding two steel truss bridge sub-sections 401 are placed. In each of the two vertical cylindrical cavities 202, a T-shaped self-weight concrete column 203 is installed. In the installed state, both of the two T-shaped self-weight concrete columns 203 rely on the horizontal sections at their tops to press and support the two ends of the short beam 204, and the tops of the two parallel truss crossbeams 4011 at the bottom of the corresponding steel truss bridge sub-section 401 are pressed. The two ends of the horizontal-section press-fitting short beam 204 are respectively connected to the horizontal-section pier seat 206 of the T-shaped pier 201 through through-bolt members 205;

[0078] The T-shaped self-weight concrete column 203 relies on its own weight to tightly press against the end of the corresponding steel truss bridge sub-section 401 and cooperate with the corresponding through-bolt member 205 to achieve locking, so as to prevent the end of the steel truss bridge sub-section 401 from warping.

[0079] The pier structure 2 as a whole adopts the method of external support and internal through-weight pressing. While ensuring external stable support, the two parallel truss crossbeams 4011 at the bottom of the steel truss bridge sub-section 401 lapped and installed on it can be stably pressed at the bottom of the horizontal-section press-fitting short beam 204 by using the internal T-shaped self-weight concrete columns 203. Thus, the upward warping of the bottom of the end of the steel truss bridge sub-section 401 can be prevented, ensuring its stability. At the same time, the connection stability is further improved by cooperating with the connection of the through-bolt members, preventing the problem of end displacement of the steel truss bridge sub-section 401.

[0080] Preferably, in any of the above solutions, a buffer seat 6 is further provided between the bottom of the two ends of the horizontal-section press-fitting short beam 204 and the horizontal-section pier seat 206 of the T-shaped pier 201. The buffer seat 6 can effectively play a role of buffer protection.

[0081] Preferably, in any of the above solutions, reinforcing steel plates 7 are fixed to both the top and the bottom of the horizontal-section press-fitting short beam 204.

[0082] The reinforcing steel plates 7 can improve the strength of the contact surface of the horizontal-section press-fitting short beam 204 to a certain extent.

[0083] Preferably, in any of the above solutions, the tie structure includes two U-shaped steel seats 8 respectively. The two U-shaped steel seats 8 are respectively used to hold the end connecting beams of the steel truss bridge body segments 401 at two adjacent positions from bottom to top. The two U-shaped steel seats 8 are connected by a plurality of rigid connecting columns 12. An inverted U-shaped seat 13 for covering above the end connecting beam is respectively clamped on the top of each U-shaped steel seat 8, and the inverted U-shaped seat 13 is bolted and fixedly connected to the corresponding U-shaped steel seat 8.

[0084] The tie structure mainly relies on the rigid connecting columns 12 to connect the two U-shaped steel seats 8 into a whole, and then uses the inverted U-shaped seat 13 to connect the corresponding steel truss bridge body segments 401, so as to effectively realize the stable connection of the adjacent ends of the two steel truss bridge body segments 401; at the same time, it is convenient for disassembly and maintenance.

[0085] Preferably, in any of the above solutions, there is a clearance fit between the T-shaped self-weight concrete column 203 and the corresponding vertical cylindrical cavity 202, and the height of the T-shaped self-weight concrete column 203 is 0.5 times the height of the T-shaped bridge pier 201.

[0086] The clearance fit can effectively ensure that the T-shaped self-weight concrete column 203 can rotate passively and freely inside the vertical cylindrical cavity 202, which is convenient for rotating and adjusting the horizontal pressed short beam 204 by 90 degrees to place it in a position perpendicular to the truss cross beam 4011 of the corresponding steel truss bridge body segment 401 and can press it.

[0087] The left-right length interval of the steel truss bridge body segment 401 set here is greater than its front-back length interval. Therefore, it can effectively ensure that the horizontal pressed short beam 204 does not interfere with the steel truss bridge body segment 401 when it is in the left-right direction. When it is in the front-back direction, its length is greater than the width of the steel truss bridge body segment 401. Therefore, the two truss cross beams 4011 can be stably pressed, and at the same time, stable fixation is achieved by the connection of the through bolt parts.

[0088] Preferably, in any of the above solutions, the tensioning type anchor cable part includes a tie anchor cable 10 connected to the middle of the bridge body. The upper end of the outer end of the tie anchor cable 10 is inclined upward and is connected to a tensioning adjuster 9 installed on the gantry bridge 5. The tensioning adjuster 9 is used to adjust the tensioning force of the tie anchor cable 10 during installation.

[0089] Preferably, in any of the above solutions, the tension adjuster 9 includes a rigid frame 901 welded and fixed to the side wall of the gantry bridge 5. A high-strength screw rod 902 is installed inside the rigid frame 901. The upper and lower ends of the high-strength screw rod 902 respectively pass through the stepped shafts at the ends and extend out of the rigid frame 901. A connecting slide seat 903 is fitted on the outer side wall of the high-strength screw rod 902. Both sides of the connecting slide seat 903 are abutted and limited by the inner frame side wall of the rigid frame 901. A crank rocker 904 is fixedly connected to the end of the stepped shaft at the lower end of the high-strength screw rod 902. The crank rocker 904 rotates to drive the rotation of the high-strength screw rod 902 to push the connecting slide seat 903 to move up and down;

[0090] The connecting slide seat 903 is fixedly connected to the upper end of the tie-down cable 10;

[0091] After the connecting slide seat 903 drives the tie-down cable 10 to be tightened in place, the connecting slide seat 903 at the current position is bolted and fixed to the gantry bridge 5 through bolt parts, and the contact part between the connecting slide seat 903 and the gantry bridge 5 is spot-welded and fixed; at the same time, the crank rocker 904 is locked.

[0092] The main function of the tension adjuster 9 arranged here is to adjust the height of the upper end of the tie-down cable 10, so as to control the tension degree of the entire tie-down cable 10. The operation is relatively simple. Before the tensioning is completed, the crank rocker 904 can be rotated to drive the rotation of the high-strength screw rod 902, and then the connecting slide seat 903 is driven to move up and down, and finally the tie-down cable 10 is tensioned or relaxed. The overall operation is simple and can be welded and fixed after the tensioning, further ensuring the stability of the connection.

[0093] Preferably, in any of the above solutions, two inclined leg side branches 11 are symmetrically arranged between adjacent pier structures 2. The lower ends of the inclined leg side branches 11 are fixedly hinged to the outer side wall of the solid section of the T-shaped pier 201 of the corresponding pier structure 2, and the upper ends of the inclined leg side branches 11 are fixedly hinged to the bottom of the corresponding steel truss bridge body 4.

[0094] While relying on multiple pier structures 2 for support, inclined leg side branches 11 are added between adjacent pier structures 2. The inclined leg side branches 11 cooperate with each other to effectively prevent the stability of the pier structures 2. At the same time, the inclined leg side branches 11 can effectively share part of the gravity of the bridge body structure, effectively ensuring the overall stability and safety reliability of the lower support.

[0095] The installation and construction method of this combined steel bridge structure system includes the following steps:

[0096] Step 1: After selecting the construction site, drive piles along the width direction of the river channel 1 in sequence and complete the construction of each pier and abutment structure 2;

[0097] The pier and abutment structure 2 set here is a composite structure, which includes an external T-shaped pier 201. Its lower part needs to be directly built in the riverbed to achieve stable piling. At the same time, when installing, the reinforced concrete ring columns inside the two vertical cylindrical cavities 202 are pre-inserted and follow the construction of the T-shaped pier 201. In this state, the horizontal section of the reinforced concrete ring column presses the short beam 204 along the bridge extension direction and is in the pre-installed position;

[0098] The pier and abutment structure 2 as a whole adopts the method of external support and internal through-weight pressing. While ensuring external stable support, the internal T-shaped self-weight concrete column 203 can stably press the two parallel truss crossbeams 4011 at the bottom of the steel truss bridge section 401 lapped and installed on it against the bottom of the horizontal section pressing short beam 204, so as to prevent the upward warping of the bottom end of the steel truss bridge section 401 and ensure its stability. At the same time, in cooperation with the connection of the through-bolt parts, the connection stability is further improved to prevent the problem of end displacement of the steel truss bridge section 401.

[0099] Step 2: Pre-install the pre-fixed tie structure at the corresponding positions on the top of each pier and abutment structure 2. When installing the tie structure, first remove each inverted U-shaped seat 13 and wait for subsequent installation;

[0100] Step 3: Use a bridge construction machine or tower crane equipment to hoist each steel truss bridge section 401 in sequence and support it on the top of the corresponding pier and abutment structure 2. The outer ends of the two steel truss bridge sections 401 at both ends are fixed on the ground 3 at both ends of the river channel 1. At the same time, the end connection beams of the remaining steel truss bridge sections 401 are clamped into the corresponding inverted U-shaped seats 13. After lapping, a preliminary steel truss bridge body 4 is formed;

[0101] Step 4: The hoisting equipment uses steel wire ropes to connect to both ends of the horizontal section pressing short beam 204 at the top of the corresponding reinforced concrete ring column in sequence to hoist to a certain height. The reinforced concrete ring column rotates 90 degrees to the installation position, controls the hoisting equipment to drive the reinforced concrete ring column to move down in place, and relies on the bottom of the horizontal section pressing short beam 204 to press the end connection beam of the steel truss bridge section 401 tightly;

[0102] The left-right length interval of the steel truss bridge section 401 set here is greater than its front-back length interval. Therefore, it can effectively ensure that the horizontal section pressing short beam 204 does not interfere with the steel truss bridge section 401 when it is in the left-right direction. When it is in the front-back direction, its length is greater than the width of the steel truss bridge section 401. Therefore, it can effectively press and install the two truss crossbeams 4011 stably, and at the same time, cooperate with the connection of the through-bolt parts to achieve stable fixation.

[0103] Step 5: Sequentially bolt and install U-shaped steel seats 8 on the inverted U-shaped seats 13 of each tie structure, and complete the connection of the ends of each steel truss bridge body segment 401 into a whole through the tie structure;

[0104] Step 6: Bolt and fix the horizontal pressed short beams 204 at each position and the horizontal pier seats 206 of the T-shaped piers 201 below them using through bolt parts 205. At this time, the installation of the steel structure main body of the steel truss bridge body 4 is completed;

[0105] Step 7: Construct and place the corresponding bridge deck structures 402 on the top of the formed steel structure main body and install and stabilize the bridge deck structures 402. The connection between the steel truss bridge body 4 and each pier and abutment structure 2 is completed;

[0106] Step 8: Build gantry frames 5 at both ends of the steel truss bridge body 4. After the gantry frames 5 are built, install the corresponding tensioning anchor cable parts on both sides of each gantry frame 5;

[0107] Step 9: Install each inclined leg side support 11; the cooperation of each inclined leg side support 11 can effectively prevent the stability of the pier and abutment structure 2. At the same time, the inclined leg side support 11 can effectively share part of the gravity of the bridge body structure, effectively ensuring the overall stability and safety reliability of the lower support

[0108] Step 10: Inspect the safety of each connection part of the steel bridge. After passing the inspection, the construction of the steel bridge is completed.

[0109] Preferably, in any of the above solutions, the lifting height of the horizontal pressed short beam 204 at the top of the reinforced concrete circular column is 2 - 5 cm higher than the top of the two parallel truss cross beams 4011 at the bottom of the steel truss bridge body segment 401, and the top of each horizontal pressed short beam 204 does not contact the steel truss bridge body segment 401.

[0110] Preferably, in any of the above solutions, the specific steps for installing the tensioning anchor cable parts include:

[0111] Weld and fix the tension regulator 9 on the side wall of the gantry frame 5;

[0112] Then fix the lower end of the corresponding tie anchor cable 10 on the side wall of the corresponding steel truss bridge body segment 401;

[0113] Connect the upper end of the tie anchor cable 10 to the connection sliding seat 903 on the tension regulator 9;

[0114] Rotate the crank rocker 904 to tension the tie anchor cable 10 in a slack state to an appropriate degree;

[0115] After the tension is in place, the connecting slide base 903 at the current position is bolted and fixed to the gantry bridge 5 through bolt parts, and the contact part between the connecting slide base 903 and the gantry bridge 5 is spot-welded and fixed; at the same time, the crank rocker 904 is locked.

[0116] This combined steel bridge structure adopts a combined bridge body structure. The entire bridge body is combined by using multiple steel truss bridge body segments 401. At the same time, adjacent steel truss bridge body segments 401 can be stably connected directly through a tie structure. In addition, to ensure the stability of each steel truss bridge body segment 401 supported on the pier structure 2, an internal and external combined pier structure 2 is adopted here, which can not only achieve good support but also stably fix the end of the steel truss bridge body segment 401 at the corresponding position, thus ensuring the stability of the entire bridge body connection and the safety during use; at the same time, it can also serve the purpose of assisting in increasing the self-weight and stability of the bridge body. In this structure, while relying on multiple pier structures 2 for support, inclined leg side supports 11 are additionally provided between adjacent pier structures 2. The inclined leg side supports 11 cooperate with each other to effectively prevent the stability of the pier structure 2, and at the same time, the inclined leg side supports 11 can effectively share part of the gravity of the bridge body structure, effectively ensuring the overall stability and safety reliability of the lower support.

[0117] The above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that: they can still modify the technical solutions recorded in the foregoing embodiments, or perform equivalent replacements on some or all of the technical features; and these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the scope of the technical solutions of the embodiments of the present invention, and they should all be covered within the scope of the claims and the description of the present invention; for those skilled in the technical field of the present invention, any alternative improvement or transformation made to the embodiments of the present invention falls within the protection scope of the present invention.

[0118] Where the present invention is not described in detail are all well-known technologies to those skilled in the art of the present technology.

Claims

1. Composite steel bridge structure system, characterized in that: It includes a steel truss bridge body spanning across the river channel. Along the extending direction of the bottom of the steel truss bridge body, a number of pier structures are installed at intervals. The pier structures are bolted and fixedly connected to the steel truss bridge body at the corresponding positions. The two ends of the steel truss bridge body are respectively supported and connected to the corresponding ground on both sides of the river channel. The steel truss bridge body includes a number of successively connected steel truss bridge body segments. The adjacent ends of the two steel truss bridge body segments are both supported on the top of the pier structures at the corresponding positions. A tension structure is respectively installed between the connected ends of the two steel truss bridge body segments. A bridge deck structure is laid and built on the top of each steel truss bridge body segment; The pier structure includes a vertically arranged T-shaped pier. The lower end of the T-shaped pier is embedded and cast in the riverbed. The vertical section of the T-shaped pier is a hollow reinforced concrete circular column. The outer contour of the reinforced concrete circular column is a rectangular column. Two vertical cylindrical cavities are symmetrically arranged at intervals inside the reinforced concrete circular column. The adjacent ends of the two corresponding steel truss bridge body segments are placed on the top of the T-shaped pier. A T-shaped self-weight concrete column is respectively installed in the two vertical cylindrical cavities. In the installed state, the two T-shaped self-weight concrete columns both rely on the horizontal sections at their tops to press and support the two ends of a short beam, and the short beam is pressed on the top of two parallel truss crossbeams at the bottom of the corresponding steel truss bridge body segment. The two ends of the horizontal section of the short beam are respectively connected to the horizontal section pier seat of the T-shaped pier through through-bolt members; The T-shaped self-weight concrete column relies on its own weight to tightly press against the end of the corresponding steel truss bridge body segment and cooperates with the corresponding through-bolt members to achieve locking, so as to achieve the purpose of preventing the end of the steel truss bridge body segment from warping.

2. The composite steel bridge structure system according to claim 1, characterized in that: On the ground at both ends of the steel truss bridge body, a gantry bridge is respectively provided. The two sides of each gantry bridge are respectively connected to the tops of both sides of the corresponding steel truss bridge body segment through tensioned cable anchor members.

3. The composite steel bridge structure system according to claim 2, characterized in that: There is an interference fit between the T-shaped self-weight concrete column and the corresponding vertical cylindrical cavity. The height of the T-shaped self-weight concrete column is 0.5 times the height of the T-shaped pier.

4. The composite steel bridge structure system according to claim 3, characterized in that: The tensioned cable anchor member includes a tension cable connected to the middle of the bridge body. The outer end of the tension cable is inclined upward and is connected to a tension adjuster installed on the gantry bridge. The tension adjuster is used to adjust the tension of the tension cable during installation.

5. The composite steel bridge structure system according to claim 4, characterized in that: Two inclined leg side supports are symmetrically arranged between adjacent pier structures. The lower ends of the inclined leg side supports are fixedly hinged on the outer side wall of the solid section of the T-shaped pier of the corresponding pier structure. The upper ends of the inclined leg side supports are fixedly hinged on the bottom of the corresponding steel truss bridge body.

6. Installation and construction method of the composite steel bridge structure system, the composite steel bridge structure system adopts the composite steel bridge structure system as described in claim 5, characterized in that: The installation construction method includes the following steps: Step 1: After selecting the construction site, drive piles in sequence along the width direction of the river channel and complete the construction of each pier structure; Step 2: Pre-install a pre-fixed tension structure at the corresponding positions on the top of each pier structure. When installing the tension structure, first remove each inverted U-shaped seat and wait for subsequent installation; Step 3: Use a bridge erection machine or tower crane to hoist each steel truss bridge section in sequence and support it on the top of the corresponding pier structure. The outer ends of the steel truss bridge sections at both ends are fixed to the ground at both ends of the river. At the same time, the end connection beams of the remaining steel truss bridge sections are snapped into the corresponding inverted U-shaped seats. After the lap joint is completed, a preliminary steel truss bridge body is formed. Step 4: The hoisting equipment uses wire ropes to connect to the two ends of the horizontal section pressing short beam at the top of the corresponding reinforced concrete circular column in sequence to hoist to a certain height. The reinforced concrete circular column rotates 90 degrees to the installation position, and the hoisting equipment is controlled to drive the reinforced concrete circular column to move down in place. Rely on the bottom of the horizontal section pressing short beam to press the end connection beam of the steel truss bridge section tightly. Step 5: Bolt and install U-shaped steel seats on the inverted U-shaped seats of each tie structure in sequence to complete the connection of the ends of each steel truss bridge section into a whole through the tie structure. Step 6: Use through bolt parts to bolt and fix the horizontal section pressing short beam at each position to the horizontal section pier seat of the corresponding T-shaped pier below. At this time, the installation of the steel structure main body of the steel truss bridge body is completed. Step 7: Construct and place the corresponding bridge deck structure on the top of the steel structure main body formed above and install and stabilize the bridge deck structure. The connection between the steel truss bridge body and each pier structure is completed. Step 8: Build the gantry frames at both ends of the steel truss bridge body. After the gantry frames are built, install the corresponding tension-type anchor cable parts on both sides of each gantry frame respectively. Step 9: Install each inclined leg side support. Step 10: Inspect the safety of each connection part of the steel bridge. After passing the inspection, the construction of the steel bridge is completed.

7. The installation and construction method according to claim 6, characterized in that: The hoisting height of the horizontal section pressing short beam at the top of the reinforced concrete circular column is 2 cm - 5 cm higher than the top of the two parallel truss crossbeams at the bottom of the steel truss bridge section, and the top of each horizontal section pressing short beam does not contact the steel truss bridge section.

8. The installation and construction method according to claim 7, characterized in that: The specific steps for installing the tension-type anchor cable parts include: Weld and fix the tension adjuster on the side wall of the gantry frame. Then fix the lower end of the corresponding tie anchor cable to the side wall of the corresponding steel truss bridge section. Connect the upper end of the tie anchor cable to the connection sliding seat on the tension adjuster. Rotate the crank rocker to tension the tie anchor cable in a relaxed state to an appropriate degree. After the tensioning is in place, bolt and fix the connection sliding seat at the current position to the gantry frame through bolt parts and spot weld the contact part between the connection sliding seat and the gantry frame. At the same time, lock the crank rocker.

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