Temporary supporting system for bridge construction

Abstract

The utility model discloses a temporary supporting system for bridge construction. The temporary supporting system is used for supporting two sections to be spliced by cantilevers. The two sections are correspondingly a first section and a second section along the bridge direction; comprising a temporary supporting steel pipe pile system and an operator operation platform. Wherein the temporary supporting steel pipe pile system is divided into two parts along the bridge direction, namely a first temporary supporting part and a second temporary supporting part; the first temporary supporting part comprises first to third temporary supporting steel pipe piles, and the second temporary supporting part comprises fourth and fifth temporary supporting steel pipe piles; the first to third temporary supporting steel pipe piles are independently arranged at intervals, and the first temporary supporting steel pipe pile is arranged on the front buttress; the fourth temporary supporting steel pipe pile is formed by connecting three sets of steel pipe piles into a whole through longitudinal connection, and meanwhile the fifth steel pipe pile is connected with the fourth temporary supporting steel pipe pile through the longitudinal connection. Therefore, the device has the advantages of being convenient to install, dismantle, move and the like.

Description

Technical Field

[0001] The utility model belongs to the technical field of bridge construction, in particular to a temporary support system for bridge construction. Background Art

[0002] The construction process of all-welded steel truss bridges needs to consider many factors, which are affected by the construction hydrological environment, nearby ground buildings, underground pipelines, and construction costs and cycles. At the same time, when erecting bridge segments, as the bridge span extends toward the center of the river, the cost of using the underbridge support system will increase significantly, and the cantilever bridge erection machine on the bridge is usually used for the operation.

[0003] However, engineering practice shows that the time required for a single installation and removal of a bridge erection machine is relatively long (about 14 to 21 days), and the amount of machinery required is not low (7 shifts for a 200T truck crane, 6 shifts for a 130T truck crane, and 15 shifts for an 80T truck crane). When the number of sections assembled at a time by a cantilever bridge erection machine (or the "aerial work platform" described in the aforementioned patent scheme) is small (2 to 3 sections), the cantilever bridge erection machine process is not economical. Engineering practice shows that when a cantilever bridge erection machine is used to assemble a fully welded steel truss bridge, the construction period required for a single section is approximately 7 days (for thin plates, the number of welds exceeding 30mm is less than 30%) to 10 days (for thick plates, the number of welds exceeding 30mm is more than 30%). The assembly time of a cantilever bridge erection machine is close to or even exceeds the component hoisting time, so it is not suitable.

[0004] When there is a conflict between the aerial work platform and the existing structure, mainly in the first section (near the main pier), and when the lower operating platform of the cantilever bridge-erecting machine conflicts with the existing bridge piers, it is still necessary to adopt the cantilever scattered parts assembly process without a temporary support platform, which is very costly and takes a longer construction period.

[0005] like Figure 1 As shown in the figure, the support conditions for building a truss bridge on a common water body in reality are that the main span of the main bridge has several segments (8), most of which are located in the mudflat area, which has the conditions for building a trestle and a temporary support system; while the remaining segments (2) are located above the river channel. The cost of building a trestle or support system underwater will inevitably increase, and the use of conventional cantilever bridge erection machines will extend the construction period. In addition, the conventional cantilever crane assembly process has the following problems:

[0006] (1) The positioning accuracy of components is difficult to control. When there is a supporting platform, the components only need to be hoisted to the platform, and then they can be accurately positioned using vertical jacks and lateral hand winches. After positioning, the components are in a supported state, and no lateral displacement will occur before the temporary fixed components (code plate system) are installed. However, when there is no supporting working platform, hoisting equipment is required for positioning. At this time, from the time the components are accurately positioned to the time the temporary fixed components (code plate system) are installed, lateral displacement caused by hoisting mechanical factors (it is extremely difficult to control the crane to be completely stable during the hoisting stage, and it must operate in a windless or light wind state. On open water (Class A sites described in the "Highway Bridge Wind Resistance Design Code"), similar construction conditions are difficult to control) is inevitable and uncontrollable;

[0007] (2) The welding deformation of a single component is difficult to control. The temporary supporting operation platform can bear the weight of two lower chords and one lower bridge deck at the same time, so that the three components can be formed into a whole and then spliced ​​with the completed steel truss of the previous section. When there is no operation platform, the lower chord must be assembled separately and separately with the lower chord of the completed steel truss of the previous section before the bridge deck is connected to it as a whole. At this time, the welding deformation of a single lower chord segment in the "cantilever state" is not subject to any constraints, and it is very easy to cause lateral and height deviations due to uneven cooling of the weld. Taking the assembly of the lower chord of the first section of the main bridge as an example, the maximum lateral deviation of a single section after welding was 4.5 cm, and the maximum height deviation was 6 cm, which could not meet the requirements of the steel structure installation specification.

[0008] (3) The conflict between the setting of personnel operation channels and the convenience of channel installation, removal and movement. If a personnel operation platform is not provided during the cantilever assembly stage, it will violate the relevant requirements of the national construction safety regulations. However, if a personnel operation platform is provided, the operation cycle and mechanical consumption of its installation, removal and movement should be controlled within 1 day.

[0009] Therefore, it is necessary to design a shorter and more economical cantilever assembly construction method for all-welded steel truss bridge components without a supporting platform. Utility Model Content

[0010] Purpose of the utility model: In view of the above existing problems and shortcomings, the proposed solution is to use a crane-based cantilever assembly method to complete a single assembly of 2-3 segments of cantilever assembly. In order to realize the crane-based cantilever assembly method, the utility model provides a temporary support system for bridge construction, which provides a support foundation for the cantilever assembly of segments, and has the advantages of convenient installation and dismantling.

[0011] In order to achieve the above technical objectives, the utility model will adopt the following technical solutions:

[0012] A temporary support system for bridge construction, used for supporting two sections to be cantilevered; the two sections correspond to the first and second sections along the direction of the bridge; it includes a temporary support steel pipe pile system and an operating platform for operators; wherein: the temporary support steel pipe pile system is arranged in two parts along the direction of the bridge, corresponding to the first and second temporary support parts; the first section is supported by the first temporary support part, and the second section is supported by the second temporary support part; the first temporary support part includes first to third temporary support steel pipe piles, and the second temporary support part includes fourth and fifth temporary support steel pipe piles; the first to third temporary support steel pipe piles are independently arranged at intervals from each other, and the first temporary support steel pipe pile is arranged on the front pier; and the fourth temporary support steel pipe pile is composed of three groups of steel pipe piles connected into one by longitudinal connection, and the fifth steel pipe pile is also connected to the fourth temporary support steel pipe pile by the longitudinal connection.

[0013] Preferably, the second and third temporary support steel pipe piles both adopt a double steel pipe pile system.

[0014] Preferably, the operator operating platform comprises: a low side connecting beam, a high side connecting beam, a shoulder beam, a main supporting beam, a side supporting beam, a horizontal bracing channel steel, and a diagonal bracing channel steel; wherein:

[0015] The low-side connecting beam and the high-side connecting beam are respectively welded and anchored to the top of the segment along the longitudinal direction of the bridge, and the high-side connecting beam is higher than the low-side connecting beam in height; the low-side connecting beam and the high-side connecting beam are both provided with an outrigger supporting portion extending out of the segment;

[0016] Two shoulder beams are located on the outrigger support and are arranged on the low-side connecting beam and the high-side connecting beam in the transverse direction of the bridge, and the two ends of the shoulder beam are respectively provided with extended load-bearing sections relative to the segment;

[0017] There are two main supporting beams, which are connected to the bottom end of the temporary supporting steel pipe pile system in the transverse direction of the bridge; the two main supporting beams correspond to the projection positions of the shoulder beam;

[0018] Two side support beams are connected to the bottom ends of the temporary support piles in the direction along the bridge;

[0019] Multiple groups of horizontally arranged horizontal bracing channel steels are fixed between two temporary supporting piles on the same side by channel steel welding, and diagonal bracing channel steels are also connected between the horizontal braces;

[0020] The contact surface between the high-side connecting beam and the top of the segment is provided with a wedge-shaped steel plate along the direction of the bridge, so that the high-side connecting beam is in a horizontal position as a whole; the contact surface between the low-side connecting beam and the top of the segment is provided with a wedge-shaped steel plate and a double-piece I-beam along the direction of the bridge, so that the low-side connecting beam and the high-side connecting beam are maintained on the same horizontal plane as a whole.

[0021] Preferably, steel gangways and railing systems are provided between and around the main supporting beams.

[0022] Preferably, the lower surface of the wedge-shaped steel plate arranged at the bottom of the high-side connecting beam and the low-side connecting beam is an inclined surface, and the upper surface is a horizontal surface.

[0023] Preferably, the low-side connecting beam and the high-side connecting beam are both made of HN700 steel beams; the shoulder beam and the main supporting beam are both made of 45a I-beams; the temporary supporting piles, horizontal bracing channel steels and diagonal bracing channel steels are all made of 20a channel steels.

[0024] Preferably, a stiffening weld plate is vertically provided on the outer edge of the connection between the shoulder beam and the temporary support pile, and the temporary support pile is fixedly connected to the stiffening weld plate by welding anchoring.

[0025] Preferably, the temporary support piles are welded and anchored to the horizontal support channel steels, the diagonal support channel steels and the main support beams through external stiffening welding plates.

[0026] Beneficial effects: Compared with the prior art, the utility model has the following advantages:

[0027] The utility model designs a new type of quick-disassembly and low-cost temporary support system for bridge construction, which provides convenience for personnel operations and has the advantages of convenient installation, dismantling, and movement. It provides an implementation basis for the crane-based scattered cantilever assembly method. The crane-based scattered cantilever assembly method is suitable for the working conditions where only 2-3 segment cantilever assembly is required in a single assembly, and has the advantages of short construction period, low cost, and fast and accurate splicing. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] Figure 1 This is a schematic diagram of the side support conditions of the fully welded steel truss bridge of the utility model;

[0029] Figure 2 This is a schematic diagram of the hoisting state of the trestle bridge in the first embodiment of the utility model;

[0030] Figure 3 It is a schematic diagram of the state of the crane's travel limit position in the first trestle hoisting scheme of the utility model implementation scheme;

[0031] Figure 4 It is a schematic diagram of the operating radius of the crane and the operating radius of the lower chord in the first trestle hoisting scheme of the utility model implementation scheme;

[0032] Figure 5 It is a schematic diagram of the crane operating radius and the upper bridge deck operating radius in the trestle hoisting scheme of the first implementation scheme of the utility model;

[0033] Figure 6 It is a schematic diagram of the forward limit state of the crawler crane in the second bridge hoisting scheme of the implementation scheme of the utility model;

[0034] Figure 7 It is a plane schematic diagram of the crawler crane in the forward limit state in the second bridge hoisting scheme of the implementation scheme of the utility model;

[0035] Figure 8 It is a structural schematic diagram of the bridge segment of the utility model;

[0036] Fig. 9 This is the elevation structure layout diagram of the operator operating platform described in the utility model

[0037] Fig.10 This is a side structural layout diagram of the operator operating platform of the utility model;

[0038] Fig.11 This is a top view of the structural layout of the operator operating platform of the utility model

[0039] Fig.12 for Fig. 9 Enlarged view of the middle sample A;

[0040] Fig.13 for Fig. 9 Enlarged view of the middle sample B;

[0041] Fig.14 for Fig. 9 Enlarged view of the C in the middle sample;

[0042] Fig.15 This is a state diagram of the truss bridge of the utility model when it is corrected and docked by temporary matching parts;

[0043] Fig.16 It is a schematic diagram of the lateral state of the truss bridge of the utility model when the docking is corrected by a temporary matching piece;

[0044] Fig.17 It is a structural schematic diagram of the temporary matching piece of the utility model;

[0045] Fig.18 It is a schematic diagram of the lateral structure of the temporary matching piece of the utility model.

[0046] Fig.19 It is a plan layout diagram of the temporary support steel pipe pile system of the present invention;

[0047] Fig. 20 is a side view of the temporary support steel pipe pile system of the present invention;

[0048] Among them, segment 1, low side connecting beam 2, high side connecting beam 3, outrigger 4, shoulder beam 5, temporary supporting steel pipe pile system 6, main supporting beam 7, side supporting beam 8, horizontal bracing channel steel 9, diagonal bracing channel steel 10, wedge-shaped steel plate 11, double-jointed I-beam 12, steel springboard 13, railing system 14, stiffening welded plate 15, upper chord 16, lower chord 17, first web member 18, second web member 19, lower bridge deck 20, upper bridge deck 21, temporary matching parts 22, stiffening plate 23, pin 24;

[0049] 61. The first temporary support steel pipe pile; 62. The second temporary support steel pipe pile; 63. The third temporary support steel pipe pile; 64. The fourth temporary support steel pipe pile; 65. The fifth temporary support steel pipe pile. DETAILED DESCRIPTION

[0050] The present invention is further explained below in conjunction with the accompanying drawings and specific embodiments. It should be understood that these embodiments are only used to illustrate the present invention and are not used to limit the scope of the present invention. After reading the present invention, various equivalent forms of modifications to the present invention by those skilled in the art all fall within the scope defined by the claims attached to this application.

[0051] When the length of the bridge is short and is only composed of 2-3 segments, in order to shorten the construction period and reduce the construction cost, the utility model develops a crane-based cantilever assembly method for scattered parts, such as Figure 2-7 As shown, it can be Figure 2-5 The crawler crane (crane) trestle cantilever operation scheme shown in the figure is to build a trestle along the bridge direction on the completed main bridge steel structure near the construction site, and use the trestle walking crane to complete the sequential lifting of the segment components; it can also be Figure 6-7 The crawler crane bridge operation plan shown is to complete the sequential lifting of the segment components by a walking crane on the completed main bridge steel structure near the construction site.

[0052] like Figure 8 As shown, the components of each segment include the lower deck, two lower chords, two adjustable webs, the upper deck, two upper chords and two cantilever panels; the two lower chords correspond to the first and second side lower chords, which are arranged on both sides of the lower deck in the transverse direction of the bridge; the two upper chords correspond to the first and second side upper chords, which are arranged on both sides of the upper deck in the transverse direction of the bridge, and the two cantilever panels are arranged on the outside of an upper deck, and the upper and lower chords on the same side are connected by an adjustable web. The order of cantilever hoisting is: lower chord-lower deck-adjustable web-upper chord-upper deck-cantilever panel.

[0053] In order to implement the above-mentioned crane-based cantilever assembly method of scattered parts, the utility model needs to build a temporary support system for bridge construction before starting construction, including a temporary support steel pipe pile system and an operating platform for workers, wherein: the temporary support steel pipe pile system is used to support the subsequent cantilevered segments; the operating platform for workers is used for construction and installation personnel and inspection personnel to walk, and is built relying on the temporary support steel pipe pile system.

[0054] like Figure 19-20 , discloses the temporary support steel pipe pile system. As can be seen from the figure, the temporary support steel pipe pile system described in this embodiment is used to support two segments to be cantilevered, and the two segments correspond to the first and second segments along the bridge direction; therefore, the temporary support steel pipe pile system is overall arranged in two parts along the bridge direction, corresponding to the first and second temporary support parts; wherein the first temporary support part is arranged near the northwest side of the bridge, and is composed of the first to third temporary support steel pipe piles, and is used for temporary support when the first segment is cantilevered, and the first temporary support steel pipe pile is arranged on the front pier, and the second and third temporary support steel pipe piles both adopt a double steel pipe pile system. The second temporary support part is arranged near the northeast side of the bridge, and is composed of the fourth and fifth temporary support steel pipe piles, and is used for temporary support when the second segment is cantilevered, and the fourth temporary support steel pipe pile is composed of three groups of steel pipe piles connected into one by longitudinal connection, and the fifth steel pipe pile is also connected to the fourth temporary support steel pipe pile by the longitudinal connection, so as to realize the common support of the second segment.

[0055] Specifically, when positioning steel pipe piles, the steel pipe piles on land adopt the triangular positioning method, with the steel pipe pile position as the center and the outer radius of the steel pipe pile as the radius. The steel pipe pile limiters are inserted at the initial position and three positions rotated 120 degrees and 240 degrees respectively. The limiters are made of bamboo pieces or short steel bars. The steel pipe piles in water adopt the "guide frame method". The "guide frame method" uses the existing trestle as a platform, extends the steel guide frame, and accurately lays out the pile position. Ensure the accurate plane position of the steel pipe pile.

[0056] Each section of the steel pipe pile is 15-20m long. When sinking the pile, it is necessary to weld and lengthen it while driving it in. Electric welding machine is used for welding. Before welding, the deformed and damaged part of the top of the lower section pile pipe should be repaired, the mud, water or oil stains on the end of the upper section pile pipe should be removed, the rust should be polished with an angle grinder, and the welding groove should be made. Then the upper section pile is hoisted so that its groove rests on the weld, so that the gap between the upper and lower sections of the pile is 2-4mm, and then the verticality is corrected with a plumb bob, and the copper clamp is installed on the outer periphery of the top of the lower section pile, and then electric welding is performed. The welding should be carried out symmetrically. If the pipe wall thickness is less than 9mm, two layers should be welded, and if it is greater than 9mm, three layers should be welded. At least 3 steel plates should be used to patch the interface between the upper and lower steel pipe piles.

[0057] Note when welding: After welding each layer of weld, remove welding slag in time; the joints of each layer of weld should be staggered; the lining hoop should be fully melted to ensure the root is welded through; in case of strong wind, a wind shield should be installed; if the temperature is below 0℃, the weldment should be preheated 100mm above and below; after welding, it should be cooled for 1 to 5 minutes before hammering and piling.

[0058] Note on pile length: When the supporting steel pipe piles are driven in, if they are divided into multiple sections and spliced ​​together, the length of each section of the steel pipe must be measured and recorded to ensure the effective length of the pile.

[0059] Temporary support piles are connected longitudinally with 20a channel steel. Since the spacing between the support piles in the same row on the northwest side is large, the horizontal connection is not considered, but the longitudinal connection between the two piles is welded with 20a channel steel. If the temporary support system in the northeast side uses three piles in the same row or a single row of piles, the connection between the piles should be set.

[0060] The arrangement of temporary support piles of the main bridge is greatly affected by on-site pipelines. The specific positions of the steel pipe piles need to be determined based on the precise positioning of on-site pipelines and the completion of departmental pipeline relocation plans. At the same time, the temporary support piles of the main bridge need to be dismantled after the entire bridge is closed. Moreover, the net height under the newly built Yinzhou Super Bridge is less than 6 meters during construction, which cannot meet the requirements of mechanical pile pulling.

[0061] In order to realize the recovery of temporary supporting steel pipe piles, we communicated with the design unit to change the assembly order of the steel structure main bridge segments. First, we completed the truss body, the upper bridge deck truss section (excluding the area above the steel pipe piles), and the lower bridge deck (excluding the area above the steel pipe piles). Then, after the steel pipe piles were pulled out, we completed the cantilever plate and the remaining upper and lower bridge decks.

[0062] The temporary supporting piles of the main bridge will be dismantled after the main bridge is closed. When the main bridge is completed, the distance under the bridge is less than 6 meters, and the steel pipe pile removal equipment cannot complete the dismantling work under the bridge. The two side supporting piles of the temporary supporting piles of the main bridge can be successfully dismantled at the cantilever plate position, while the middle supporting pile is located directly under the bridge. Here, a part of the panel needs to be reserved at the upper and lower bridge decks for installation and welding after the middle supporting pile is removed.

[0063] like Figures 9 to 18 , specifically discloses the structure of the operating platform for operators, which relies on the above-mentioned temporary support steel pipe pile system, including: low side connecting beam, high side connecting beam, shoulder beam, main support beam, side support beam, horizontal support channel steel, diagonal support channel steel; wherein:

[0064] The low-side connecting beam and the high-side connecting beam are respectively welded and anchored to the top of the segment along the longitudinal direction of the bridge, and the high-side connecting beam is higher in height than the low-side connecting beam; the low-side connecting beam and the high-side connecting beam are both provided with an outrigger supporting portion extending out of the segment. Two shoulder-pole beams are located on the outrigger supporting portion and are arranged on the low-side connecting beam and the high-side connecting beam in the transverse direction of the bridge, and the two ends of the shoulder-pole beam are respectively provided with extended load-bearing sections relative to the segment. There are two main supporting beams, which are connected to the bottom end of the temporary supporting steel pipe pile system in the transverse direction of the bridge. The two main supporting beams correspond to the projection positions of the shoulder-pole beams. The two side supporting beams are connected to the bottom end of the temporary supporting piles in the longitudinal direction of the bridge. Multiple groups of horizontally arranged horizontal brace channel steels are fixed between the two temporary support piles on the same side by channel steel welding, and diagonal brace channel steels are also connected between the horizontal braces; the contact surface between the high-side connecting beam and the top of the segment is provided with a wedge-shaped steel plate along the direction of the bridge, so that the high-side connecting beam is in a horizontal position as a whole; the contact surface between the low-side connecting beam and the top of the segment is provided with a wedge-shaped steel plate and a double-pieced I-beam along the direction of the bridge, so that the low-side connecting beam and the high-side connecting beam are maintained on the same horizontal plane as a whole. Specifically, steel springboards and railing systems are provided between and around the main supporting beams, respectively. The lower surface of the wedge-shaped steel plate provided at the bottom of the high-side connecting beam and the low-side connecting beam is an inclined surface, and the upper surface is a horizontal surface. The low-side connecting beam and the high-side connecting beam are both made of HN700 steel beams; the shoulder beam and the main supporting beam are both made of 45a I-beams; the temporary support piles, horizontal brace channel steels and diagonal brace channel steels are all made of 20a channel steels. A stiffening plate is vertically arranged at the outer edge of the connection between the shoulder beam and the temporary support pile, and the temporary support pile is fixedly connected to the stiffening plate by welding and anchoring. The temporary support pile is welded and anchored to the horizontal support channel steel, the diagonal support channel steel and the main support beam by an external stiffening plate.

[0065] During construction, in order to ensure the overall stability of the operating platform for operators, the connecting beam of the operating platform for operators uses a 15m HN700 steel beam. The HN700 steel extends 5m as the support part of the lower operating platform. The HN700 steel beam is welded and anchored to the completed upper chord of the steel structure. In order to meet the requirements of the transverse slope of the main truss structure, the two HN700 steel beams shown are the low-side connecting beam and the high-side connecting beam. The low-side connecting beam is leveled with a wedge-shaped steel plate, while the bottom of the high-side connecting beam is leveled with "200mm long double-piece I14a I-beam + wedge-shaped steel plate" to adapt to the multi-directional slope of the bridge deck (i.e., uneven slopes exist in both the horizontal and longitudinal directions). This is a technical problem of truss bridges.

[0066] On the two HN700 steel beams as weighing bases, two 15m I45a I-beams are used as shoulder beams in the transverse direction of the bridge, with a spacing of 2.5m. In order to eliminate the influence of the longitudinal slope on the installation accuracy, the shoulder beams made of I45a I-beams are equipped with 300mm thickened external reinforcements connected to the diagonal braces of the operating platform [20a channel steel, which also serves as a ladder for operators to climb up and down.

[0067] The lower operating platform adopts a longitudinal and transverse beam system. In the transverse direction, two 15m I45a I-beams are used as the main supporting beams, with a spacing of 2.5m, corresponding to the projection position of the shoulder beam; in the longitudinal direction, two 3.4m [20a channel steels are used as supporting beams, with a spacing of 14m. A 3.0m (length) × 0.5m (width) steel springboard is set between the main supporting beams of the lower operating platform as the working surface for construction personnel, and a 1.5m railing system is set along the outer perimeter of the main and secondary supporting beams of the lower operating platform.

[0068] Solution 1: Crawler crane trestle cantilever operation solution

[0069] After the operator completes the installation of the operating platform, the crawler crane is used on the trestle to complete the assembly of the main span steel structure of the 14#-15# segment. Figure 2-Figure 5 As shown. The maximum operating radius of a 150-ton crawler crane is 30m. Among them, the minimum operating radius of the lower chord is 14.7m, and the minimum operating radius of the upper bridge deck is 11.1m, which meets the operating requirements of a 150-ton crawler crane. When the crawler crane's forward position limit state is located at a minimum distance of 1000mm from the front end of the crawler crane's crawler to the end of the trestle, it can meet the lifting requirements of each component, thereby determining the crawler crane's lifting tonnage and operating radius. The specific splicing steps are as follows:

[0070] Component lifting: The crane moving through the trestle lifts the components to the corresponding assembly positions in turn; Positioning and matching: When the components are lifted to the corresponding positions, the components are initially positioned by traction ropes and fixed limiters, and then temporary matching parts are fixed on the lateral edges of the components. The temporary matching parts are made of angle steels, and bolt holes and pin holes are provided on the fixing surfaces of the angle steels; Correction and fixation: On the temporary matching parts of the mounting surfaces of the two initially positioned components, the pin holes are firstly used to penetrate and fix them so as to realize secondary positioning and correction in the transverse direction of the bridge, and then the bolts are installed in the bolt holes of the temporary matching parts to realize secondary positioning and correction in the longitudinal direction of the bridge between the components; Welding and anchoring: The components after correction and fixation are welded and anchored by stiffening plates, and the temporary matching parts are removed after the welding is completed and firmly fixed; The remaining components are constructed and assembled in sequence according to the above steps to complete.

[0071] This solution is applicable to working radius not exceeding 30m (usually the cumulative length of 2 segments) and segment weight less than 15 tons (in the process of loose parts assembly, components in the 1 / 3 area of ​​the mid-span usually meet this requirement).

[0072] Option 2: Crawler crane bridge operation plan

[0073] like Figure 6 , Figure 7 As shown in the figure, compared with Scheme 1, this scheme is different in that it does not need to build trestle ancillary facilities at the construction site, and directly adopts the crane bridge scheme, which is less restricted by the operating radius and the weight of the hoisting segment, and a low-specification crane can meet the requirements. Compared with Scheme 1, it is necessary to add the "crawler crane bridge" operation step, which takes about 1 to 2 days of construction, and is equipped with a 60T-100T truck crane and 2 shifts. The hoisting and assembly process is the same as Scheme 1.

[0074] It should be noted that after completing the secondary positioning correction, the seam welding of a single chord must be completed by one worker, that is, the subjective factors of the weld variables are equally controlled - the size of the current, the speed of the welding gun movement, and the difference in the control of the weld leg size during a single welding is reduced to a minimum.

[0075] Compared with welding on both sides at the same time, except for the disadvantage of the order of setting the welds (the time interval for welding a single weld is about 15 minutes), the rest are advantages. Engineering practice has proved that when the ambient temperature exceeds 15°C, the cooling effect of the weld caused by the 15-minute time interval is relatively low. When welding by one person, the lateral deviation of the lower chord can be controlled within 1.5cm, and the height deviation can be controlled within 1cm, which is much lower than the symmetrical welding of two people (lateral deviation of more than 4cm, height deviation of more than 5cm).

Claims

1. A temporary support system for bridge construction, used to support two segments to be cantilevered; the two segments correspond to the first and second segments along the longitudinal direction of the bridge; characterized in that: It includes a temporary support steel pipe pile system and an operating platform for operators; wherein: the temporary support steel pipe pile system is arranged in two parts along the longitudinal direction of the bridge, corresponding to the first and second temporary support parts; the first section is supported by the first temporary support part, and the second section is supported by the second temporary support part; the first temporary support part includes the first to third temporary support steel pipe piles, and the second temporary support part includes the fourth and fifth temporary support steel pipe piles; the first to third temporary support steel pipe piles are independently arranged at intervals from each other, and the first temporary support steel pipe pile is arranged on the front pier; and the fourth temporary support steel pipe pile is composed of three groups of steel pipe piles connected into one by longitudinal connection, and the fifth temporary support steel pipe pile is also connected to the fourth temporary support steel pipe pile through the longitudinal connection.

2. The temporary support system for bridge construction according to claim 1 is characterized in that: The second and third temporary supporting steel pipe piles both adopt a double steel pipe pile system.

3. The temporary support system for bridge construction according to claim 1, characterized in that: The operator operating platform comprises: a low side connecting beam, a high side connecting beam, a shoulder beam, a main supporting beam, a side supporting beam, a horizontal bracing channel steel, and a diagonal bracing channel steel; wherein: The low-side connecting beam and the high-side connecting beam are respectively welded and anchored to the top of the segment along the longitudinal direction of the bridge, and the high-side connecting beam is higher than the low-side connecting beam in height; the low-side connecting beam and the high-side connecting beam are both provided with an outrigger supporting portion extending out of the segment; Two shoulder beams are located on the outrigger support and are arranged on the low-side connecting beam and the high-side connecting beam in the transverse direction of the bridge, and the two ends of the shoulder beam are respectively provided with extended load-bearing sections relative to the segment; There are two main supporting beams, which are connected to the bottom end of the temporary supporting steel pipe pile system in the transverse direction of the bridge; the two main supporting beams correspond to the projection positions of the shoulder beam; Two side support beams are connected to the bottom end of the temporary support steel pipe pile system in the longitudinal direction of the bridge; Multiple groups of horizontally arranged horizontal bracing channel steels are fixed between two temporary supporting steel pipe pile systems on the same side by channel steel welding, and diagonal bracing channel steels are also connected between the horizontal braces; The contact surface between the high-side connecting beam and the top of the segment is provided with a wedge-shaped steel plate along the direction of the bridge, so that the high-side connecting beam is in a horizontal position as a whole; the contact surface between the low-side connecting beam and the top of the segment is provided with a wedge-shaped steel plate and a double-piece I-beam along the direction of the bridge, so that the low-side connecting beam and the high-side connecting beam are maintained on the same horizontal plane as a whole.

4. The temporary support system for bridge construction according to claim 3 is characterized in that: Steel springboards and railing systems are respectively provided between and around the main supporting beams.

5. The temporary support system for bridge construction according to claim 4, characterized in that: The lower surface of the wedge-shaped steel plate arranged at the bottom of the high-side connecting beam and the low-side connecting beam is an inclined surface, and the upper surface is a horizontal surface.

6. The temporary support system for bridge construction according to claim 5, characterized in that: The low-side connecting beam and the high-side connecting beam are both made of HN700 steel beams; the shoulder beam and the main supporting beam are both made of 45a I-beams; the temporary supporting steel pipe pile system, horizontal bracing channel steel and diagonal bracing channel steel are all made of 20a channel steel.

7. The temporary support system for bridge construction according to claim 6, characterized in that: A stiffening weld plate is vertically arranged at the outer edge of the connection between the shoulder beam and the temporary supporting steel pipe pile system, and the temporary supporting steel pipe pile system is fixedly connected to the stiffening weld plate by welding and anchoring.

8. The temporary support system for bridge construction according to claim 7, characterized in that: The temporary support steel pipe pile system is welded and anchored to the horizontal support channel steel, the diagonal support channel steel and the main support beam through an external stiffening welding plate.

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