CN114808757A - Large-span steel concrete arch bridge cantilever construction structure and method under combined system - Google Patents
Large-span steel concrete arch bridge cantilever construction structure and method under combined system Download PDFInfo
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- CN114808757A CN114808757A CN202210516353.1A CN202210516353A CN114808757A CN 114808757 A CN114808757 A CN 114808757A CN 202210516353 A CN202210516353 A CN 202210516353A CN 114808757 A CN114808757 A CN 114808757A
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- 238000010276 construction Methods 0.000 title claims abstract description 94
- 238000000034 method Methods 0.000 title claims abstract description 39
- 239000004567 concrete Substances 0.000 title claims abstract description 36
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 15
- 239000010959 steel Substances 0.000 title claims abstract description 15
- 239000000725 suspension Substances 0.000 claims abstract description 26
- 230000003111 delayed effect Effects 0.000 claims description 41
- 238000005266 casting Methods 0.000 claims description 40
- 239000011150 reinforced concrete Substances 0.000 claims description 28
- 238000004873 anchoring Methods 0.000 claims description 9
- 230000008878 coupling Effects 0.000 claims description 3
- 238000010168 coupling process Methods 0.000 claims description 3
- 238000005859 coupling reaction Methods 0.000 claims description 3
- 238000005452 bending Methods 0.000 abstract description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 4
- 230000000694 effects Effects 0.000 description 2
- 238000009417 prefabrication Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008602 contraction Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000012938 design process Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/10—Cantilevered erection
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D4/00—Arch-type bridges
Abstract
The invention discloses a large-span steel concrete arch bridge cantilever construction structure and a method under a connecting sleeve and a combined system, wherein the construction structure comprises a cable-stayed buckling and hanging system, an arch ring segment, a suspension system and a post-cast strip; the suspension system is used for hoisting the arch ring segments, the arch ring segments are prefabricated segments in a factory, all the arch ring segments are connected in sequence, and the connecting positions among all the arch ring segments are used for pouring post-cast strips. The method comprises the steps of hoisting prefabricated sections of an arch ring through hoisting cables of a suspension system, moving the prefabricated sections to an appointed position to perform the construction of assembling the current prefabricated sections, assembling the prefabricated sections and pouring a post-pouring belt, and simultaneously carrying part of load of cantilever sections before tensioning buckling cables and anchor cables, so that the influence of additional bending moment and vertical force generated by the cantilever loads on the deflection of a buckling tower, cable force and the stress of the poured sections is reduced; the cable-stayed system ensures that the line shape and the stress of the finished arch ring segment meet the design requirements by applying initial tension to the anchor cable anchored on the foundation and the buckling tower and the buckling cable anchored on the buckling tower and the arch ring segment.
Description
Technical Field
The invention relates to a construction structure and a construction method of a large-span steel concrete arch bridge cantilever under a combined system, and belongs to the field of civil engineering bridge construction.
Background
The western mountainous area is dangerous in terrain, many canyons exist, the geological condition is complex, the construction cost of the deck type reinforced concrete arch bridge is low, the maintenance is simple, meanwhile, the reasonable span can span across the canyons without arranging pier seats in the middle, and a plurality of advantages cause the arch bridge to be widely applied. In the construction of arch rings of arch bridges, the construction process of obliquely pulling buckles hanging cantilevers is widely popularized in the construction process of domestic large-span reinforced concrete arch bridges, the construction method mainly takes 'moving hanging baskets, binding reinforcing steel bars and templates, pouring concrete, tensioning buckles and anchor cables' as a segment pouring program, and the construction of the arch rings is continuously and circularly completed according to the construction sequence. In actual construction, before the buckles and the anchor cables at the current casting section position are not tensioned, the self weight of the current section and the load of a temporary structure are borne by a cast arch ring and a cable-stayed buckle hanging system, and the additional vertical load and the additional bending moment need to be added with a part of tensioning force additionally by the cast anchor cables to enable the buckling tower to generate reverse deviation, so that the buckling tower deviation meets the 5cm requirement of the standard requirement when the current section is cast. Meanwhile, in the construction process, improper control of the guy cable can cause one side of the arch ring concrete to be pulled to generate tensile stress, and the tensile stress exceeds the tensile strength of the concrete to cause the concrete to crack. Due to the reasons, the length and the weight of the cast-in-place segment of the arch bridge are limited to a certain extent, more cast-in-place segments need to be divided in the design process, so that the construction period is increased continuously, and the problems are more prominent along with the continuous increase of the span of the arch bridge.
Disclosure of Invention
The invention provides a connecting sleeve, which is used for realizing the connection between reinforcing steel bars and further used for the construction of a large-span reinforced concrete arch bridge; the cantilever construction structure of the large-span reinforced concrete arch bridge under the combined system is provided for constructing a construction structure for constructing the large-span reinforced concrete arch bridge by adopting the prefabricated sections and further matching with a construction method for construction.
The technical scheme of the invention is as follows: a connecting sleeve comprises a sleeve 18 and a sleeve connecting piece 19, wherein two ends of the sleeve connecting piece 19 are respectively connected with one end of one sleeve 18, and the sleeve 18 can rotate around the sleeve connecting piece 19.
The sleeve connecting piece 19 comprises a cylindrical body, and two ends and the middle part of the cylindrical body are respectively provided with a cylindrical rotating body and a cylindrical positioning body which are coaxial; the diameter of the cylindrical rotating body and the diameter of the cylindrical positioning body are both larger than the diameter of the cylindrical body.
According to another aspect of the embodiment of the invention, the invention also provides a large-span reinforced concrete arch bridge cantilever construction structure under the combined system, which comprises a cable-stayed buckling system, an arch ring segment, a suspension system and a post-cast strip 11; the suspension system is used for hoisting arch ring segments, the arch ring segments are prefabricated segments in a factory, all the arch ring segments are connected in sequence, the connecting positions among all the arch ring segments are used for pouring post-cast strips 11, and n-1 post-cast strips 11 are arranged on n arch ring segments.
The suspension system comprises a bearing cable anchoring system 1, a cable tower 2, a bearing cable 3 and a hoisting cable 4; the hoisting cable 4 hung on the bearing cable 3 traveling crown block is used for hoisting the arch ring segment, the bearing cable 3 realizes the steering effect through a saddle at the top of the tower 2, and the two ends of the bearing cable 3 are fixed through a bearing cable anchoring system 1.
The n-1 post-cast belts are composed of s delayed casting post-cast belts and n-1-s current casting post-cast belts.
The connection between the arch ring sections is specifically as follows: the current prefabricated segment 10 and the finished prefabricated segment 9 are temporarily fixed through a connecting screw rod 14, and the current prefabricated segment 10 and a main rib 16 of the finished prefabricated segment 9 are connected through a connecting sleeve 17.
According to another aspect of the embodiments of the present invention, there is also provided a method for constructing a cantilever of a long-span reinforced concrete arch bridge in a combined system, including:
s1, establishing a finite element model in the construction process of the large-span steel concrete arch bridge;
s2, obtaining the delayed pouring post-cast strip position of the arch ring segment and the current pouring post-cast strip position according to the finite element model in the construction process of the large-span steel concrete arch bridge;
s3, hoisting the prefabricated segment through a suspension system, moving to an assembling position, and connecting the prefabricated segment 9 with the current prefabricated segment 10; wherein, the prefabricated sections are sequentially installed from two ends to the middle;
s4, pouring a post-cast strip:
if the connection position of the prefabricated segment 9 and the current prefabricated segment 10 is the position of the current casting post-cast strip, directly installing a template after the prefabricated segment 9 and the current prefabricated segment 10 are connected, and casting the post-cast strip 11 by selecting concrete with the strength not lower than the mark strength of the arch ring concrete; after pouring, installing a prefabricated segment buckle cable 12 and a prefabricated segment anchor cable 13 on the current prefabricated segment 10, tensioning the cable force to a designed value, and loosening a suspension system; then, performing subsequent construction of the prefabricated sections;
if the connection part of the prefabricated segment 9 and the current prefabricated segment 10 is the post-cast strip delayed pouring part, after the prefabricated segment 9 and the current prefabricated segment 10 are connected, installing a prefabricated segment buckle cable 12 and a prefabricated segment anchor cable 13 on the current prefabricated segment 10, tensioning the cable force to a designed value, and loosening a suspension system; and directly carrying out construction of subsequent prefabricated sections, and carrying out post-cast strip casting at the position of the delayed casting post-cast strip according to the casting time in the construction stage of the subsequent prefabricated sections.
The method for obtaining the delayed pouring post-cast strip position of the arch ring segment and the current pouring post-cast strip position according to the finite element model in the construction process of the long-span steel concrete arch bridge comprises the following steps:
acquiring tensile stress values of initial arch ring sections at different construction stages according to a finite element model in the construction process of the large-span reinforced concrete arch bridge; the method comprises the following steps that firstly, all arch ring sections are sequentially connected, connecting positions among all arch ring sections are used for forming post-cast belts, n arch ring sections are provided with n-1 post-cast belts, and the n-1 post-cast belts are composed of s post-cast belts which are cast in a delayed mode and n-1-s post-cast belts which are cast at present; the construction stage comprises: assembling arch ring segments, pouring post-cast strips, and tensioning buckles and anchor cables;
selecting the arch ring position where the tensile stress value exceeds the design allowable value as a post-pouring belt of delayed pouring;
if the arch ring position where the tensile stress value exceeds the design allowable value is on the initial ith arch ring segment, adjusting the connection position of the initial (i-1) th arch ring segment and the ith arch ring segment to the position where the tensile stress value of the initial ith arch ring segment exceeds the design allowable value to serve as a post-cast strip for delayed casting; or adjusting the connecting positions of the initial ith arch ring segment and the (i + 1) th arch ring segment to the position where the tensile stress value of the initial ith arch ring segment exceeds the design allowable value to be used as a position of a delayed casting post-cast strip, and keeping the connecting positions of the rest arch ring segments unchanged to be used as the position of the current casting post-cast strip;
if the arch ring position where the tensile stress value exceeds the design allowable value is located at the connection position of the initial arch ring segment and the segment, the connection position of each arch ring segment is unchanged, the connection position of the initial arch ring segment and the segment where the tensile stress value exceeds the design allowable value is used as a post-pouring delay strip, and the connection positions of the other arch ring segments are used as the post-pouring current strip.
The pouring time is as follows: and in the subsequent construction stage, maintaining the tensile stress value smaller than the design requirement value.
Selecting a critical position of the pouring opportunity as the opportunity for pouring the post-pouring belt at the position of the delayed pouring post-pouring belt; and the critical position of the pouring opportunity is the initial stage of the pouring opportunity.
The invention has the beneficial effects that: the construction of the long-span reinforced concrete arch bridge segment is carried out through a 'suspension-cable-stayed' combined system structure, the arch ring prefabricated segment is lifted through a hoisting cable of a suspension system, the prefabricated segment is moved to a specified position to carry out the current prefabricated segment, the prefabricated segment assembly and the post-cast strip pouring construction, and simultaneously, a part of load of the cantilever segment is borne before tensioning of a buckling cable and an anchor cable, so that the influence of additional bending moment and vertical force generated by the cantilever load on the deflection of a buckling tower, cable force and the stress of the poured segment is reduced; the cable-stayed system ensures that the line shape and the stress of the finished arch ring segment meet the design requirements by applying initial tension to the anchor cable anchored on the foundation and the buckling tower and the buckling cable anchored on the buckling tower and the arch ring segment. Furthermore, through the concrete prefabrication construction process, the arch ring segments can be manufactured in batch in advance, the construction period and the cost are greatly saved compared with the traditional cantilever pouring construction process, and meanwhile, the influence of contraction and creep of traditional cast-in-place concrete on the line shape and the stress can be effectively reduced through the segment prefabrication. And furthermore, post-cast strips are arranged among the prefabricated sections, later-stage concrete pouring is carried out to ensure connection among the sections, the post-cast strips are constructed by concrete with the strength grade not lower than that of the prefabricated sections, the defects of insufficient wet joint strength, poor connection performance and the like of the traditional precast beam sections are overcome by the post-cast strips, meanwhile, the post-cast strips can be arranged at the position where the arch ring is easy to crack, and concrete pouring construction is carried out when the post-cast strips are integrally pressed, so that cracks in the arch ring construction process can be effectively avoided, and the overall safety of the structure is improved.
Drawings
FIG. 1 is a schematic view of a coupling sleeve construction;
FIG. 2 is a cross-sectional view of the connecting sleeve;
FIG. 3 is a schematic view of a cantilever construction structure of a large-span reinforced concrete arch bridge under a combined system;
FIG. 4 is a partial enlarged schematic view of a cantilever construction structure of a large-span reinforced concrete arch bridge under a combination system;
FIG. 5 is a schematic view showing a construction process of a cantilever of a long-span reinforced concrete arch bridge under an assembly system;
FIG. 6 is a schematic view of a cantilever construction process of a large-span reinforced concrete arch bridge under an assembly system;
FIG. 7 is a third schematic view of a cantilever construction process of a large-span reinforced concrete arch bridge under a combined system;
FIG. 8 is a fourth schematic view of the construction process of the cantilever of the large-span reinforced concrete arch bridge under the combined system;
the reference numbers in the figures are: 1-a load bearing cable anchoring system; 2-a cable tower; 3-a load bearing cable; 4-hoisting cable; 5, anchor cable; 6-a buckle cable; 7-rear anchor system; 8-buckling the tower; 9-finished prefabricated segment; 10-current prefabricated segment; 11-post-cast strip; 12-prefabricated segment lanyard 12; 13-prefabricating a segment anchor cable; 14-connecting screw; 15-a connecting plate; 16-main reinforcement; 17-a connecting sleeve; 18-a sleeve; 19-a socket connection.
Detailed Description
The invention will be further described with reference to the following figures and examples, but the scope of the invention is not limited thereto.
Example 1: as shown in fig. 1 to 8, a connecting sleeve 17 comprises a sleeve 18 and a sleeve connecting piece 19, wherein both ends of the sleeve connecting piece 19 are respectively connected with one end of one sleeve 18, and the sleeve 18 can rotate around the sleeve connecting piece 19. The other end of the sleeve 18 is used for connection to the reinforcement.
Further, the sleeve connecting piece 19 may be provided to include a cylindrical body, and the two ends and the middle part of the cylindrical body are respectively provided with a cylindrical rotating body and a cylindrical positioning body which are coaxial; the diameter of the cylindrical rotating body and the diameter of the cylindrical positioning body are both larger than the diameter of the cylindrical body.
The left bottom surface and the right bottom surface of the cylindrical positioning body are respectively attached to the reinforcing steel bars, the sleeves 18 are in clearance fit with the sleeve connecting pieces 19, the sleeves 18 can rotate independently around the sleeve connecting pieces 19, in the construction process, an operator only needs to twist the sleeves 18 to complete the occlusion between the main reinforcing steel bars and the sleeves 18, and the cylindrical positioning body is independent of each other, does not interfere with each other and is high in safety.
According to another aspect of the embodiment of the invention, the invention also provides a large-span reinforced concrete arch bridge cantilever construction structure under the combined system, which comprises a cable-stayed buckling system, an arch ring segment, a suspension system and a post-cast strip 11; the suspension system is used for hoisting arch ring segments, the arch ring segments are prefabricated segments in a factory, all the arch ring segments are connected in sequence, the connecting positions among all the arch ring segments are used for pouring post-cast strips 11, and n-1 post-cast strips 11 are arranged on n arch ring segments.
Further, the suspension system can be arranged to comprise a bearing cable anchoring system 1, a cable tower 2, a bearing cable 3 and a hoisting cable 4; the hoisting cable 4 hung on the travelling crane is used for hoisting the arch ring segment, the travelling crane travels on the bearing cable 3, the bearing cable 3 realizes steering action through a saddle at the top of the tower of the cable tower 2, and two ends of the bearing cable 3 are fixed through the bearing cable anchoring system 1. In practical application, the suspension system structure is not limited to the structure, the bearing cable 3 can be anchored in a mountain body under the condition that the design sag requirement of the bearing cable 3 is met according to the terrain conditions of two banks, the cable tower 2 is omitted, and the construction period and the cost are reduced. The anchoring system is used for fixing the bearing cable and ensuring the integral stability of the suspension system; the cable tower is used for supporting the bearing cable, providing a steering effect for the bearing cable and simultaneously transmitting part of the load of the bearing cable to the foundation; the bearing cable is used for suspending a main bearing structure of the system and transmitting the whole load of the structure to the anchoring system and the cable tower; the hoisting cable is used for hoisting a heavy object and transferring hoisting load to the bearing cable.
Further, the cable-stayed buckling and hanging system can be arranged to comprise an anchor cable 5, a buckling cable 6, a rear anchor system 7 and a buckling tower 8; one end of a buckle cable 6 is anchored in the arch ring segment, the other end of the buckle cable 6 is anchored in a buckle tower 8, one end of an anchor cable 5 is fixed through a rear anchor system 7, and the other end of the anchor cable 5 is anchored in the buckle tower 8. The anchor cable is used for balancing the horizontal acting force of the buckling cable on the buckling tower and controlling the buckling tower to deviate; the buckling rope is used for providing tension force for the arch ring segments and ensuring that the stress and deformation of the segments in the construction process can meet the design requirements; the rear anchor system is used for fixing the anchor cable and transmitting the force of the anchor cable to the ground; and the buckling tower is used for supporting buckling cable and anchor cable structures and transferring the load of the cable structures to a foundation.
Further, the n-1 post-cast belts can be formed by s delayed casting post-cast belts and n-1-s current casting post-cast belts.
Further, the connection between the arch ring segments may be specifically: the current prefabricated segment 10 and the finished prefabricated segment 9 are temporarily fixed through a connecting screw rod 14, and the current prefabricated segment 10 and a main rib 16 of the finished prefabricated segment 9 are connected through a connecting sleeve 17.
According to another aspect of the embodiments of the present invention, there is also provided a method for constructing a cantilever of a long-span reinforced concrete arch bridge in a combined system, including:
s1, establishing a finite element model in the construction process of the large-span reinforced concrete arch bridge by adopting finite element software according to the design specification requirements (the requirement of tensile stress of each arch ring, the requirement of safety coefficient of a cable structure and the requirement of deviation of a buckling tower) of the large-span reinforced concrete arch bridge;
s2, obtaining the delayed pouring post-cast strip position of the arch ring segment and the current pouring post-cast strip position according to the finite element model in the construction process of the large-span steel concrete arch bridge;
s3, hoisting the prefabricated segment through a suspension system, moving to an assembling position, and connecting the prefabricated segment 9 with the current prefabricated segment 10; wherein, the prefabricated sections are sequentially installed from two ends to the middle; the prefabricated section 9 is a prefabricated section which is constructed, and the current prefabricated section 10 is a prefabricated section which is constructed currently; the connection of the finished prefabricated segment 9 and the current prefabricated segment 10 is specifically: the current prefabricated segment 10 and the finished prefabricated segment 9 are temporarily fixed through a connecting screw rod 14, and the current prefabricated segment 10 and a main rib 16 of the finished prefabricated segment 9 are connected through a connecting sleeve 17.
S4, pouring a post-cast strip:
if the connection position of the prefabricated segment 9 and the current prefabricated segment 10 is the position of the current casting post-cast strip, directly installing a template after the prefabricated segment 9 and the current prefabricated segment 10 are connected, and casting the post-cast strip 11 by selecting concrete with the strength not lower than the mark strength of the arch ring concrete; after pouring, installing a prefabricated segment buckle cable 12 and a prefabricated segment anchor cable 13 on the current prefabricated segment 10, tensioning the cable force to a designed value, and loosening a suspension system; then, performing subsequent construction of the prefabricated sections; hoisting and connecting the next prefabricated segment by adopting an S3 mode, then executing S4, and performing subsequent construction according to different conditions; in addition, the casting and tensioning of the post-cast strip are constructed according to the sequence, and the post-cast strip can be tensioned in place in one step, so that secondary tensioning is avoided, and the construction steps are reduced.
If the connection part of the prefabricated segment 9 and the current prefabricated segment 10 is the post-cast strip delayed pouring part, after the prefabricated segment 9 and the current prefabricated segment 10 are connected, installing a prefabricated segment buckle cable 12 and a prefabricated segment anchor cable 13 on the current prefabricated segment 10, tensioning the cable force to a designed value, and loosening a suspension system; and directly carrying out construction of subsequent prefabricated sections, and carrying out post-cast strip casting at the position of the delayed casting post-cast strip according to the casting time in the construction stage of the subsequent prefabricated sections. If the current construction is delayed casting of the post-cast strip, after tensioning the current prefabricated segment, hoisting and connecting the next prefabricated segment in an S3 mode and casting the post-cast strip at the current casting post-cast strip; and in the subsequent construction stage, post-cast strip pouring is carried out at the position of the post-cast strip delayed according to the pouring time. For example, if the post-cast strip is delayed to be poured between the 1 st and 2 nd segments, the post-cast strip is poured at the position of the delayed pouring post-cast strip when the 2 nd segment is tensioned, and then the subsequent construction of the 3 rd,.. multideck and n segments is performed, and in the subsequent construction process of the 3 rd,.. multideck and n segments, the post-cast strip is poured at the position of the delayed pouring post-cast strip when the pouring opportunity is reached.
Specifically, prefabricated sections are manufactured in a factory, hanging hooks for hoisting and connecting plates 15 are embedded in the sections (the hanging hooks and the connecting plates can be detached in the later period, for example, a welding machine is used for cutting), beam sections are poured and maintained according to requirements, and after the strength of section concrete meets the requirements, concrete on the end faces of two ends of the sections is subjected to scabbling treatment, so that the occlusion degree between new concrete and old concrete is improved; hoisting the prefabricated segment by a hoisting cable 4 in the suspension system, moving to an assembling position, installing connecting plates at top and bottom plates by connecting screws 14 after reaching a specified position (temporary fixation between the current prefabricated segment 10 and the finished prefabricated segment 9 can be realized by connecting screws), and connecting the finished prefabricated segment 9 with main ribs 16 of the current prefabricated segment 10 by connecting sleeves 17; if the post-cast strip needs to be poured, binding the residual steel bars at the position of the post-cast strip, installing a template, and pouring the post-cast strip by selecting concrete with the strength not lower than the grade strength of the arch ring concrete; and (4) removing the template after the concrete of the post-cast strip 11 reaches the designed strength (such as 80%).
Wherein the currently prefabricated segment 10 is hoisted by means of hoisting ropes 4 in the suspension system, see fig. 5. Moving to an assembling position, installing connecting screw rods 14 at the top plate and the bottom plate after reaching a designated position, and connecting the prefabricated section 9 and a main rib 16 of the current prefabricated section 10 through a double-sleeve connecting piece 17, as shown in fig. 6; installing a prefabricated section buckling cable 12 and a prefabricated section anchor cable 13, and tensioning the cable force to a designed value, as shown in fig. 7; and (5) loosening the hoisting cable 4 to finish the construction of the arch ring segment at a new stage, as shown in figure 8.
Further, the step of obtaining the delayed pouring post-cast strip position of the arch ring segment and the current pouring post-cast strip position according to the finite element model in the construction process of the large-span steel concrete arch bridge comprises the following steps:
acquiring tensile stress values of initial arch ring sections at different construction stages according to a finite element model in the construction process of the large-span reinforced concrete arch bridge; the method comprises the following steps that firstly, all arch ring sections are sequentially connected, connecting positions among all arch ring sections are used for forming post-cast belts, n arch ring sections are provided with n-1 post-cast belts, and the n-1 post-cast belts are composed of s post-cast belts which are cast in a delayed mode and n-1-s post-cast belts which are cast at present; the construction stage comprises: the method comprises the following steps of arch ring segment assembling, post-cast strip casting, tensioning buckle and anchor cable (when a tensile stress numerical value is obtained, the post-cast strip casting is regarded as a front-back cast strip casting stage, then according to the obtained tensile stress numerical value, whether the position of part of the post-cast strip is readjusted or not is determined according to the following mode, and the post-cast strip is classified according to the delayed casting post-cast strip position and the current casting post-cast strip position);
selecting the arch ring position where the tensile stress value exceeds the design allowable value as the post-cast strip of delayed pouring (for example, the tensile stress value exceeds the design allowable value and can be selected as the maximum tensile stress value);
if the arch ring position where the tensile stress value exceeds the design allowable value is on the initial ith arch ring segment, adjusting the connecting position of the initial (i-1) th arch ring segment and the ith arch ring segment to the position where the tensile stress value of the initial ith arch ring segment exceeds the design allowable value to be used as a post-cast strip of delayed pouring (namely, the length of the (i-1) th arch ring segment is lengthened, the length of the ith arch ring segment is shortened, and the rest is unchanged); or adjusting the connecting position of the initial ith arch ring segment and the (i + 1) th arch ring segment to the position where the tensile stress value of the initial ith arch ring segment exceeds the design allowable value to be used as the position of the delayed pouring post-pouring zone (namely the length of the (i + 1) th arch ring segment is increased, the length of the ith arch ring segment is shortened, and the rest of the lengths are unchanged), and using the connecting positions of the rest of the arch ring segments as the position of the current pouring post-pouring zone; when the position of the arch ring where the tensile stress value exceeds the design allowable value is located on the initial ith arch ring section, two different modes are selected at the position of the delayed pouring post-cast strip, so that different design requirements can be met, and the construction is more convenient.
If the position of the arch ring where the tensile stress value exceeds the design allowable value is located at the connecting position of the initial arch ring section and the sections, the connecting position of each arch ring section is unchanged, the connecting position of the initial arch ring section and the sections where the tensile stress value exceeds the design allowable value is used as a position for delayed casting of the post-cast strip, and the connecting positions of the rest of the arch ring sections are used as positions for the current casting of the post-cast strip.
Further, the pouring time can be set as follows: and in the subsequent construction stage, maintaining the tensile stress value smaller than the design requirement value.
Furthermore, a critical position of the casting time can be set as the time for casting the post-cast strip at the position of the post-cast strip in the delayed casting; and the critical position of the pouring opportunity is the initial stage of the pouring opportunity. For example, according to a finite element model in the construction process of the large-span steel concrete arch bridge, the tensile stress values of the initial arch ring segments at different construction stages are obtained through analysis, if the tensile stress value of the position of the post-pouring delayed strip is kept smaller than the design requirement value all the time in the subsequent 10 th stage to the end stage, the 10 th stage is selected as the critical position of the pouring opportunity (the design requirement value can be selected as the value in the compressed state, for example, the tensile stress value of the position of the post-pouring delayed strip is in the compressed state in the subsequent 10 th stage to the end stage, and the 10 th stage is selected as the critical position of the pouring opportunity). By selecting the critical position of the pouring time as the time for pouring the post-pouring belt at the position of the delayed pouring post-pouring belt, the structural stability of the whole construction can be better.
While the present invention has been described in detail with reference to the embodiments shown in the drawings, the present invention is not limited to the embodiments, and various changes can be made without departing from the spirit of the present invention within the knowledge of those skilled in the art.
Claims (10)
1. A coupling sleeve, characterized by: the sleeve comprises a sleeve (18) and a sleeve connecting piece (19), wherein two ends of the sleeve connecting piece (19) are respectively connected with one end of the sleeve (18), and the sleeve (18) can rotate around the sleeve connecting piece (19).
2. A coupling sleeve according to claim 1, wherein: the sleeve connecting piece (19) comprises a cylindrical body, and two ends and the middle part of the cylindrical body are respectively provided with a cylindrical rotating body and a cylindrical positioning body which are coaxial; the diameter of the cylindrical rotating body and the diameter of the cylindrical positioning body are both larger than the diameter of the cylindrical body.
3. The utility model provides a large-span steel concrete arch bridge cantilever construction structure under assembly system, detains system, arch ring section, its characterized in that including drawing to one side: the device also comprises a suspension system and a post-cast strip (11); the suspension system is used for hoisting the arch ring segments, the arch ring segments are prefabricated segments in a factory, all the arch ring segments are connected in sequence, the connecting positions among all the arch ring segments are used for pouring post-cast belts (11), and n-1 post-cast belts (11) are arranged on the n arch ring segments.
4. The cantilever construction structure of the large-span reinforced concrete arch bridge under the combined system according to claim 3, wherein: the suspension system comprises a bearing cable anchoring system (1), a cable tower (2), a bearing cable (3) and a hoisting cable (4); the hoisting cable (4) hung on the traveling crown block of the bearing cable (3) is used for hoisting the arch ring segment, the bearing cable (3) realizes the steering action through a saddle at the top of the tower of the cable tower (2), and the two ends of the bearing cable (3) are fixed through a bearing cable anchoring system (1).
5. The cantilever construction structure of the large-span reinforced concrete arch bridge under the combined system according to claim 3, wherein: the n-1 post-pouring belts are composed of s post-pouring belts for delayed pouring and n-1-s post-pouring belts for current pouring.
6. The cantilever construction structure of the large-span reinforced concrete arch bridge under the combined system according to claim 3, wherein: the connection between the arch ring sections is specifically as follows: the current prefabricated segment (10) and the finished prefabricated segment (9) are temporarily fixed through a connecting screw rod (14), and the current prefabricated segment (10) and a main rib (16) of the finished prefabricated segment (9) are connected together through a connecting sleeve (17).
7. A construction method of a large-span reinforced concrete arch bridge cantilever under a combined system is characterized by comprising the following steps: the method comprises the following steps:
s1, establishing a finite element model in the construction process of the large-span steel concrete arch bridge;
s2, obtaining the delayed pouring post-cast strip position of the arch ring segment and the current pouring post-cast strip position according to the finite element model in the construction process of the large-span steel concrete arch bridge;
s3, hoisting the prefabricated segment through a suspension system, moving to an assembling position, and connecting the prefabricated segment (9) with the current prefabricated segment (10); wherein, the prefabricated sections are sequentially installed from two ends to the middle;
s4, pouring a post-cast strip:
if the connection position of the prefabricated segment (9) and the current prefabricated segment (10) is the position of the current casting post-cast strip, directly installing a template after the prefabricated segment (9) and the current prefabricated segment (10) are connected, and casting the post-cast strip (11) by selecting concrete with the strength not lower than the mark strength of the arch ring concrete; after pouring, installing a prefabricated section buckling rope (12) and a prefabricated section anchor rope (13) on the current prefabricated section (10), tensioning the rope force to a designed value, and loosening a suspension system; then, performing subsequent construction of the prefabricated sections;
if the connection part of the prefabricated segment (9) and the current prefabricated segment (10) is the post-cast strip delayed pouring part, after the prefabricated segment (9) and the current prefabricated segment (10) are connected, installing a prefabricated segment buckle cable (12) and a prefabricated segment anchor cable (13) on the current prefabricated segment (10), tensioning the cable force to a designed value, and loosening a suspension system; and directly carrying out construction of subsequent prefabricated sections, and carrying out post-cast strip casting at the position of the delayed casting post-cast strip according to the casting time in the construction stage of the subsequent prefabricated sections.
8. The cantilever construction method of the long-span reinforced concrete arch bridge under the combined system according to claim 7, wherein the cantilever construction method comprises the following steps: the method for obtaining the delayed pouring post-cast strip position of the arch ring segment and the current pouring post-cast strip position according to the finite element model in the construction process of the long-span steel concrete arch bridge comprises the following steps:
acquiring tensile stress values of initial arch ring sections at different construction stages according to a finite element model in the construction process of the large-span reinforced concrete arch bridge; the method comprises the following steps that firstly, all arch ring sections are sequentially connected, connecting positions among all arch ring sections are used for forming post-cast belts, n arch ring sections are provided with n-1 post-cast belts, and the n-1 post-cast belts are composed of s post-cast belts which are cast in a delayed mode and n-1-s post-cast belts which are cast at present; the construction stage comprises: assembling arch ring segments, pouring post-cast strips, and tensioning buckles and anchor cables;
selecting the arch ring position where the tensile stress value exceeds the design allowable value as a post-pouring belt of delayed pouring;
if the arch ring position where the tensile stress value exceeds the design allowable value is on the initial ith arch ring segment, adjusting the connection position of the initial (i-1) th arch ring segment and the ith arch ring segment to the position where the tensile stress value of the initial ith arch ring segment exceeds the design allowable value to serve as a post-cast strip for delayed casting; or adjusting the connecting positions of the initial ith arch ring segment and the (i + 1) th arch ring segment to the position where the tensile stress value of the initial ith arch ring segment exceeds the design allowable value to be used as a position of a delayed casting post-cast strip, and keeping the connecting positions of the rest arch ring segments unchanged to be used as the position of the current casting post-cast strip;
if the arch ring position where the tensile stress value exceeds the design allowable value is located at the connection position of the initial arch ring segment and the segment, the connection position of each arch ring segment is unchanged, the connection position of the initial arch ring segment and the segment where the tensile stress value exceeds the design allowable value is used as a post-pouring delay strip, and the connection positions of the other arch ring segments are used as the post-pouring current strip.
9. The cantilever construction method of the long-span reinforced concrete arch bridge under the combined system according to claim 7, wherein the cantilever construction method comprises the following steps: the pouring time is as follows: and in the subsequent construction stage, maintaining the tensile stress value smaller than the design requirement value.
10. The cantilever construction method of the long-span reinforced concrete arch bridge under the combined system according to claim 7, wherein the cantilever construction method comprises the following steps: selecting a critical position of the pouring opportunity as the opportunity for pouring the post-pouring belt at the position of the delayed pouring post-pouring belt; and the critical position of the pouring opportunity is the initial stage of the pouring opportunity.
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