CN114808757B - Construction structure and method for cantilever of large-span steel concrete arch bridge under combined system - Google Patents
Construction structure and method for cantilever of large-span steel concrete arch bridge under combined system Download PDFInfo
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- CN114808757B CN114808757B CN202210516353.1A CN202210516353A CN114808757B CN 114808757 B CN114808757 B CN 114808757B CN 202210516353 A CN202210516353 A CN 202210516353A CN 114808757 B CN114808757 B CN 114808757B
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- 238000010276 construction Methods 0.000 title claims abstract description 93
- 239000004567 concrete Substances 0.000 title claims abstract description 54
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 36
- 239000010959 steel Substances 0.000 title claims abstract description 36
- 238000000034 method Methods 0.000 title claims description 37
- 239000000725 suspension Substances 0.000 claims abstract description 27
- 230000003111 delayed effect Effects 0.000 claims description 22
- 238000005266 casting Methods 0.000 claims description 12
- 238000004873 anchoring Methods 0.000 claims description 9
- 238000005452 bending Methods 0.000 abstract description 3
- 239000011150 reinforced concrete Substances 0.000 description 5
- 238000010586 diagram Methods 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 238000009417 prefabrication Methods 0.000 description 2
- 230000002035 prolonged effect Effects 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000012938 design process Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000007788 roughening Methods 0.000 description 1
- 210000002435 tendon Anatomy 0.000 description 1
- 238000012876 topography Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- 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 construction structure and a construction method of a cantilever of a large-span steel concrete arch bridge under a connecting sleeve and a combined system, wherein the construction structure comprises a cable-stayed buckling system, an arch ring section, a suspension system and a post-pouring belt; the suspension system is used for hoisting the arch ring sections, the arch ring sections are factory prefabricated sections, the arch ring sections are sequentially connected, and the connection positions among the arch ring sections are used for pouring post-pouring belts. According to the invention, the prefabricated segment of the arch ring is lifted by the lifting rope of the suspension system, the prefabricated segment is moved to a designated position for current prefabricated segment assembly, prefabricated segment assembly and post-pouring strip pouring construction, and meanwhile, before the buckling rope and the anchor rope are tensioned, part of cantilever segment load is carried, so that the influence of additional bending moment and vertical force generated by the cantilever load on the deflection of the buckling tower, the rope force and the stress of the poured segment is reduced; the cable-stayed system ensures that the line shape and the stress of the completed arch ring section meet the design requirement 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 section.
Description
Technical Field
The invention relates to a cantilever construction structure and a cantilever construction method of a large-span steel concrete arch bridge under a combined system, and belongs to the field of construction of civil engineering bridges.
Background
The western mountain area has the advantages of dangerous topography, more canyons, complex geological conditions, lower construction cost of the upper bearing reinforced concrete arch bridge, simple maintenance, and reasonable span, can span across the canyons without arranging pier seats in the middle, so that the arch bridge of the type is widely applied. In the arch ring construction of the arch bridge, the construction process of casting the cable-stayed buckling cantilever is greatly popularized in the construction process of the domestic large-span reinforced concrete arch bridge, and the construction method mainly takes a moving hanging basket, binding reinforcing steel bars, a template, casting concrete, tensioning buckling and anchor cables as a segmental casting program, and completes the arch ring construction continuously and circularly according to the construction sequence. In actual construction, before the buckles and the anchor cables at the current pouring section are not tensioned, the dead weight of the current section and the temporary structural load are borne by the poured arch ring and the cable-stayed buckling system, and the additional vertical load and the bending moment require that the constructed anchor cable additionally increase a part of tensioning force to enable the buckling tower to generate reverse deflection, so that the buckling tower deflection meets the requirement of 5cm of the standard requirement when the current section is poured. Meanwhile, in the construction process, the improper control of the buckling force can cause tension on one side of the arch ring concrete to generate tensile stress, and the tensile stress exceeds the tensile strength of the concrete to cause concrete cracking. For the reasons, the length and the weight of the cast-in-situ section of the arch bridge are limited, more cast-in-situ sections need to be divided in the design process, the construction period is increased continuously, and the problems are more remarkable along with the increase of the span of the arch bridge.
Disclosure of Invention
The invention provides a connecting sleeve which is used for realizing connection between steel bars and is further used for construction of a large-span steel concrete arch bridge; the cantilever construction structure of the large-span steel concrete arch bridge under the combined system is provided, is used for constructing a construction structure for constructing the large-span steel concrete arch bridge by adopting prefabricated sections, and is further matched 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 coaxial cylindrical rotating body and a cylindrical positioning body; 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 cantilever construction structure of a large-span steel concrete arch bridge under a combined system, which comprises a cable-stayed buckling system, arch ring segments, a suspension system and a post-pouring belt 11; the suspension system is used for hoisting arch ring sections, the arch ring sections are factory prefabricated sections, the arch ring sections are sequentially connected, the connection positions among the arch ring sections are used for pouring post-cast strips 11, and n-1 post-cast strips 11 are arranged on n arch ring sections.
The suspension system comprises a bearing rope anchoring system 1, a rope tower 2, a bearing rope 3 and a hoisting rope 4; the lifting rope 4 hung on the travelling crane of the bearing rope 3 is used for lifting the arch ring segment, the bearing rope 3 realizes steering action through the saddle at the top of the rope tower 2, and two ends of the bearing rope 3 are fixed through the bearing rope anchoring system 1.
The n-1 post-cast strips consist of s delay casting post-cast strips and n-1-s current casting post-cast strips.
The connection between the arch ring segments is specifically as follows: temporary fixation is performed between the current prefabricated segment 10 and the completed prefabricated segment 9 through the connecting screw 14, and the current prefabricated segment 10 and the main rib 16 of the completed prefabricated segment 9 are connected through the connecting sleeve 17.
According to another aspect of the embodiment of the invention, there is also provided a construction method of a large-span steel concrete arch bridge cantilever in a combined system, including:
s1, establishing a finite element model of a construction process of a large-span steel concrete arch bridge;
s2, obtaining a post-pouring zone of delay pouring of the arch ring section and a current post-pouring zone of delay pouring according to a finite element model of the construction process of the large-span steel concrete arch bridge;
s3, lifting the prefabricated section through a suspension system, moving to an assembling position, and connecting the finished prefabricated section 9 with the current prefabricated section 10; wherein, the prefabricated sections are sequentially installed from two ends to the middle;
s4, pouring a post-cast strip:
if the connection part of the finished precast segment 9 and the current precast segment 10 is the current pouring post-pouring zone, directly installing a template after connecting the finished precast segment 9 and the current precast segment 10, and pouring the post-pouring zone 11 by using concrete with the strength not lower than the arch ring concrete mark strength; after pouring, installing a prefabricated segment buckling rope 12 and a prefabricated segment anchor rope 13 on the current prefabricated segment 10, tensioning the rope force to a designed value, and loosening a suspension system; then carrying out construction of the subsequent prefabricated section;
if the connection part of the finished precast segment 9 and the current precast segment 10 is a delayed pouring post-pouring zone, after the finished precast segment 9 and the current precast segment 10 are connected, installing a precast segment buckling rope 12 and a precast segment anchor rope 13 on the current precast segment 10, tensioning the rope force to a design value, and loosening a suspension system; and directly carrying out construction of the subsequent prefabricated section, and carrying out post-pouring belt pouring at the post-pouring belt pouring delay position according to pouring time in the construction stage of the subsequent prefabricated section.
Obtaining a post-pouring zone of delay pouring of an arch ring section and a current post-pouring zone of delay pouring according to a finite element model of a construction process of a large-span steel concrete arch bridge, wherein the method comprises the following steps:
according to the finite element model of the construction process of the large-span steel concrete arch bridge, obtaining the tensile stress values of the initial arch ring sections at different construction stages; the method comprises the steps that each arch ring segment is connected in sequence initially, the connection positions among the arch ring segments are used for forming post-cast strips, n-1 post-cast strips are arranged on n arch ring segments, and each n-1 post-cast strip consists of s post-cast strips with delay pouring and n-1-s current post-cast strips; the construction stage comprises the following steps: an arch ring segment assembling stage, a post-pouring belt pouring stage, a tensioning buckle and an anchor cable stage;
selecting an arch ring position where the tensile stress value exceeds the design allowable value as a post-pouring zone for delay pouring;
if the arch ring position where the tensile stress value exceeds the design allowable value is positioned on the initial ith arch ring section, adjusting the connection positions of the initial ith-1 arch ring section and the ith arch ring section to the position where the tensile stress value of the initial ith arch ring section exceeds the design allowable value as a delayed pouring post-pouring zone; or the connection positions of the initial ith arch ring section and the (i+1) th arch ring section are adjusted to the position where the tensile stress value of the initial ith arch ring section exceeds the design allowable value as a delayed pouring post-pouring zone, and the connection positions of the other arch ring sections are unchanged as the current pouring post-pouring zone;
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 section and the section, the connection position of each arch ring section is unchanged, the connection position of the initial arch ring section and the section where the tensile stress value exceeds the design allowable value is used as a delayed pouring post-pouring belt, and the connection positions of the other arch ring sections are used as the current pouring post-pouring belt.
The pouring time is as follows: in the subsequent construction phase, the tensile stress value remains always smaller than the design requirement value.
Selecting a critical position of a pouring time as a time for pouring the post-pouring belt at the delayed post-pouring belt; the critical position of the pouring opportunity is the initial stage of the pouring opportunity.
The beneficial effects of the invention are as follows: the invention carries out construction of a large-span reinforced concrete arch bridge section through a 'suspension-cable-stayed' combined system structure, lifts an arch ring prefabricated section through a lifting cable of a suspension system, moves to a designated position to carry out current prefabricated section, complete prefabricated section assembly and post-pouring strip pouring construction, and simultaneously carries part of cantilever section load before buckling cables and anchor cables are tensioned, thereby reducing the influence of additional bending moment and vertical force generated by cantilever load on buckling tower deflection, cable force and pouring section stress; the cable-stayed system ensures that the line shape and the stress of the completed arch ring section meet the design requirement 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 section. Furthermore, through the concrete prefabrication construction process, arch ring segments can be manufactured in batches in advance, compared with the traditional cantilever pouring construction process, the construction period and cost are greatly saved, and meanwhile, the influence of traditional cast-in-place concrete shrinkage creep on linearity and stress can be effectively reduced through segment prefabrication. Still further, set up the post-cast strip between the prefabricated section, carry on the post-cast strip and guarantee the connection between the section, the post-cast strip chooses the concrete construction that the intensity label is not lower than the prefabricated section label, the post-cast strip sets up and has avoided traditional precast beam Duan Shi joint strength inadequately, the poor shortcoming such as connectivity, etc. in the invention, the post-cast strip can set up the arch ring and easily crack the position at the same time, carry on the concrete casting construction again when choosing the whole pressurized of post-cast strip department, can avoid the crack to produce in the arch ring construction process effectively, raise the integral security of the structure.
Drawings
FIG. 1 is a schematic view of a connecting sleeve structure;
FIG. 2 is a cross-sectional view of the connection sleeve;
FIG. 3 is a schematic view of a construction structure of a cantilever of a large-span steel concrete arch bridge in a combined system;
FIG. 4 is an enlarged schematic illustration of a portion of a construction of a cantilever of a large span steel concrete arch bridge in a combined system;
FIG. 5 is a schematic illustration of a construction process of a cantilever of a large-span steel concrete arch bridge in a combined system;
FIG. 6 is a schematic diagram II of a construction process of a cantilever of a large-span steel concrete arch bridge under a combined system;
FIG. 7 is a schematic diagram III of a construction process of a cantilever of a large-span steel concrete arch bridge under a combined system;
FIG. 8 is a schematic diagram IV of a construction process of a cantilever of a large-span steel concrete arch bridge under a combined system;
the reference numerals in the figures are: 1-a load-bearing cable anchoring system; 2-cable towers; 3-bearing ropes; 4-lifting ropes; 5-anchor cables; 6-buckling a rope; 7-a post anchor system; 8-buckling a tower; 9-completed prefabricated segments; 10-a current prefabricated segment; 11-post-cast strip; 12-prefabricating a segment buckling rope 12; 13-prefabricating segment anchor cables; 14-connecting a screw; 15-connecting plates; 16-main tendons; 17-connecting sleeve; 18-a sleeve; 19-sleeve connection.
Detailed Description
The invention will be further described with reference to the drawings and examples, but the invention is not limited to the scope.
Example 1: as shown in fig. 1-8, a connecting sleeve 17 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 other end of the sleeve 18 is adapted to be connected to a reinforcing bar.
Further, the sleeve connecting piece 19 may include a cylindrical body, where two ends and a middle part of the cylindrical body are respectively provided with a coaxial cylindrical rotator and a cylindrical positioning body; 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 sleeve 18 is in clearance fit with the sleeve connecting piece 19, the sleeve 18 can rotate around the sleeve connecting piece 19 independently, in the construction process, an operator can finish the engagement between the main reinforcement and the sleeve 18 by only twisting the sleeve 18, the main reinforcement and the sleeve 18 are independent from each other, the sleeve 18 is not interfered with each other, and the safety is high.
According to another aspect of the embodiment of the invention, the invention also provides a cantilever construction structure of a large-span steel concrete arch bridge under a combined system, which comprises a cable-stayed buckling system, arch ring segments, a suspension system and a post-pouring belt 11; the suspension system is used for hoisting arch ring sections, the arch ring sections are factory prefabricated sections, the arch ring sections are sequentially connected, the connection positions among the arch ring sections are used for pouring post-cast strips 11, and n-1 post-cast strips 11 are arranged on n arch ring sections.
Further, the suspension system may be provided to include a load-bearing cable anchoring system 1, a cable tower 2, a load-bearing cable 3, and a hoist cable 4; the hoisting rope 4 hung on the traveling crane is used for hoisting the arch ring section, the traveling crane travels on the bearing rope 3, the bearing rope 3 realizes steering through the saddle at the top of the rope tower 2, and two ends of the bearing rope 3 are fixed through the bearing rope anchoring system 1. In practical application, the suspension system structure is not limited to the suspension system structure, and according to the condition of the two coast terrains, the bearing rope 3 can be anchored in a mountain under the condition that the design sag requirement of the bearing rope 3 is met, the rope tower 2 is omitted, and the construction period and the cost are reduced. The anchoring system is used for fixing the bearing rope and ensuring the integral stability of the suspension system; the cable tower is used for supporting the bearing cable, providing steering action for the bearing cable and simultaneously transmitting part of 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 integral load of the structure to the anchoring system and the cable tower; and the hoisting rope is used for hoisting heavy objects and transmitting hoisting loads to the bearing rope.
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 the buckling rope 6 is anchored in the arch ring section, the other end of the buckling rope 6 is anchored in the buckling tower 8, one end of the anchor rope 5 is fixed through the rear anchor system 7, and the other end of the anchor rope 5 is anchored in the buckling tower 8. The anchor cable is used for balancing the horizontal acting force of the buckling cable on the buckling tower and controlling the deflection of the buckling tower; the buckling rope is used for providing tension force for the arch ring segments and guaranteeing that the segment stress and deformation 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; the buckling tower is used for supporting the buckling rope and the anchor rope structure and transmitting the load of the rope structure to the foundation.
Further, the n-1 post-cast strips can be set to be composed of s delay pouring post-cast strips and n-1-s current pouring post-cast strips.
Further, the connection between the arch ring segments may be provided specifically as: temporary fixation is performed between the current prefabricated segment 10 and the completed prefabricated segment 9 through the connecting screw 14, and the current prefabricated segment 10 and the main rib 16 of the completed prefabricated segment 9 are connected through the connecting sleeve 17.
According to another aspect of the embodiment of the invention, there is also provided a construction method of a large-span steel concrete arch bridge cantilever in a combined system, including:
s1, adopting finite element software to establish a finite element model of a construction process of the large-span reinforced concrete arch bridge according to the design specification requirements (the tensile stress requirements of each arch ring, the safety coefficient requirements of a cable structure and the deviation requirements of a buckling tower) of the large-span reinforced concrete arch bridge;
s2, obtaining a post-pouring zone of delay pouring of the arch ring section and a current post-pouring zone of delay pouring according to a finite element model of the construction process of the large-span steel concrete arch bridge;
s3, lifting the prefabricated section through a suspension system, moving to an assembling position, and connecting the finished prefabricated section 9 with the current prefabricated section 10; wherein, the prefabricated sections are sequentially installed from two ends to the middle; the finished prefabricated section 9 is a prefabricated section which is finished by construction, and the current prefabricated section 10 is a prefabricated section which is currently constructed; the connection of the completed prefabricated segment 9 with the current prefabricated segment 10 is specifically: temporary fixation is performed between the current prefabricated segment 10 and the completed prefabricated segment 9 through the connecting screw 14, and the current prefabricated segment 10 and the main rib 16 of the completed prefabricated segment 9 are connected through the connecting sleeve 17.
S4, pouring a post-cast strip:
if the connection part of the finished precast segment 9 and the current precast segment 10 is the current pouring post-pouring zone, directly installing a template after connecting the finished precast segment 9 and the current precast segment 10, and pouring the post-pouring zone 11 by using concrete with the strength not lower than the arch ring concrete mark strength; after pouring, installing a prefabricated segment buckling rope 12 and a prefabricated segment anchor rope 13 on the current prefabricated segment 10, tensioning the rope force to a designed value, and loosening a suspension system; then carrying out construction of the subsequent prefabricated section; the hoisting and connection of the next prefabricated segment are carried out in the mode of S3, then S4 is carried out, and the subsequent construction is carried out according to different conditions; in addition, the pouring and tensioning of the post-pouring belt are performed according to the sequence, so that the post-pouring belt can be tensioned in place in one step, the secondary tensioning is avoided, and the construction steps are reduced.
If the connection part of the finished precast segment 9 and the current precast segment 10 is a delayed pouring post-pouring zone, after the finished precast segment 9 and the current precast segment 10 are connected, installing a precast segment buckling rope 12 and a precast segment anchor rope 13 on the current precast segment 10, tensioning the rope force to a design value, and loosening a suspension system; and directly carrying out construction of the subsequent prefabricated section, and carrying out post-pouring belt pouring at the post-pouring belt pouring delay position according to pouring time in the construction stage of the subsequent prefabricated section. If the current construction is delayed pouring of the post-pouring zone, tensioning the current prefabricated section, hoisting and connecting the next prefabricated section in an S3 mode, and pouring the post-pouring zone at the current pouring post-pouring zone; and in the subsequent construction stage, pouring the post-pouring belt at the post-pouring belt pouring delay position according to the pouring time. For example, if the post-cast strip is delayed between the 1 st and 2 nd sections, after the 2 nd section is tensioned, the 3 rd is performed, the n sections are constructed later, and in the 3 rd, the n sections are constructed later, the post-cast strip is cast at the delayed post-cast strip when the casting time is reached.
Specifically, prefabricated sections are manufactured in a factory, hanging hooks and connecting plate 15 members are pre-buried in the sections (later can be removed, such as cutting by a welding machine), casting and curing are carried out on the beam sections according to requirements, and after the strength of the concrete of the sections reaches the requirements, roughening treatment is carried out on the concrete of the end faces of the two ends of the sections, so that the occlusion degree between new and old concrete is improved; the prefabricated section is hoisted by a hoisting rope 4 in the suspension system, moved to an assembling position, and after reaching a designated position, connecting plates at the top and bottom plates are installed by connecting screws 14 (temporary fixation between the current prefabricated section 10 and the finished prefabricated section 9 can be realized by the connecting screws), and the finished prefabricated section 9 is connected with a main rib 16 of the current prefabricated section 10 by connecting sleeves 17; if the post-cast strip is required to be cast, binding residual steel bars at the post-cast strip position, installing a template, and casting the post-cast strip by using concrete with the strength not lower than the arch ring concrete mark strength; and after the post-cast strip 11 concrete reaches the design strength (for example, 80 percent), the template is removed.
Wherein the current prefabricated segment 10 is hoisted by means of the hoisting ropes 4 in the suspension system, see fig. 5. After the prefabricated section 9 is moved to an assembling position and reaches a designated position, connecting screws 14 at the top and bottom plates are installed, and the completed prefabricated section 9 is connected with a main rib 16 of the current prefabricated section 10 through double sleeve connectors 17, as shown in fig. 6; installing a prefabricated segment buckling cable 12 and a prefabricated segment anchor cable 13, and tensioning the cable force to a design value, as shown in fig. 7; the hoisting rope 4 is loosened, and the construction of the arch ring segment of the new stage is completed, as shown in fig. 8.
Further, the method for obtaining the arch ring segment delay pouring post-pouring zone and the current pouring post-pouring zone according to the finite element model in the construction process of the large-span steel concrete arch bridge comprises the following steps:
according to the finite element model of the construction process of the large-span steel concrete arch bridge, obtaining the tensile stress values of the initial arch ring sections at different construction stages; the method comprises the steps that each arch ring segment is connected in sequence initially, the connection positions among the arch ring segments are used for forming post-cast strips, n-1 post-cast strips are arranged on n arch ring segments, and each n-1 post-cast strip consists of s post-cast strips with delay pouring and n-1-s current post-cast strips; the construction stage comprises the following steps: the method comprises an arch ring segment assembling stage, a post-pouring belt pouring stage, a tensioning buckle stage and an anchor rope stage (when a tensile stress value is obtained, the post-pouring belt pouring stage is regarded as a current post-pouring belt pouring stage, and then whether to readjust part of post-pouring belt positions is determined according to the obtained tensile stress value and classification of the post-pouring belt positions is realized, namely, the post-pouring belt position is delayed and the post-pouring belt position is poured at present);
selecting an arch ring position where the tensile stress value exceeds the design allowable value as a delayed pouring post-pouring zone (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 positioned on the initial ith arch ring section, adjusting the connection positions of the initial ith-1 arch ring section and the ith arch ring section to the position where the tensile stress value of the initial ith arch ring section exceeds the design allowable value as a delayed pouring post-pouring zone (namely, the length of the ith-1 arch ring section is prolonged, the length of the ith arch ring section is shortened and the rest is unchanged); or the connection positions of the ith arch ring segment and the (i+1) th arch ring segment are adjusted to the position where the tensile stress value of the ith arch ring segment exceeds the design allowable value as a delayed pouring post-pouring zone (namely, the length of the (i+1) th arch ring segment is prolonged, the length of the ith arch ring segment is shortened, the rest is unchanged), and the connection positions of the rest arch ring segments are unchanged as the current pouring post-pouring zone; when the arch ring position where the tensile stress value exceeds the design allowable value is positioned on the initial ith arch ring section, two different modes are selected at the delayed pouring post-pouring zone, so that different design requirements can be met, and the construction is more convenient.
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 section and the section, the connection position of each arch ring section is unchanged, the connection position of the initial arch ring section and the section where the tensile stress value exceeds the design allowable value is used as a delayed pouring post-pouring belt, and the connection positions of the other arch ring sections are used as the current pouring post-pouring belt.
Further, the pouring timing may be set to be: in the subsequent construction phase, the tensile stress value remains always smaller than the design requirement value.
Further, a critical position of the casting time can be set as the time for casting the post-cast strip at the delayed post-cast strip; the critical position of the pouring opportunity is the initial stage of the pouring opportunity. For example, according to a finite element model of a construction process of a large-span steel concrete arch bridge, analyzing and obtaining the tensile stress values of the initial arch ring sections in different construction stages, if the tensile stress values of the positions of the pouring post-pouring belt are kept smaller than the design requirement values in the 10 th stage-the ending stage, the 10 th stage is selected as the critical position of the pouring opportunity (the design requirement values can be selected as the value in a pressed state, for example, the tensile stress values of the positions of the pouring post-pouring belt are in the pressed state in the 10 th stage-the ending 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 delayed post-pouring belt, the structural stability of the whole construction is better.
While the present invention has been described in detail with reference to the drawings, the present invention is not limited to the above 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 construction method of a large-span steel concrete arch bridge cantilever under a combined system is characterized by comprising the following steps: comprising the following steps:
s1, establishing a finite element model of a construction process of a large-span steel concrete arch bridge;
s2, obtaining a post-pouring zone of delay pouring of the arch ring section and a current post-pouring zone of delay pouring according to a finite element model of the construction process of the large-span steel concrete arch bridge;
s3, lifting the prefabricated section through a suspension system, moving to an assembling position, and connecting the finished prefabricated section (9) with the current prefabricated section (10); wherein, the prefabricated sections are sequentially installed from two ends to the middle;
s4, pouring a post-cast strip:
if the connection part of the finished prefabricated section (9) and the current prefabricated section (10) is the current pouring post-pouring zone, directly installing a template after connecting the finished prefabricated section (9) and the current prefabricated section (10), and pouring the post-pouring zone (11) by using concrete with the strength not lower than the arch ring concrete mark strength; after pouring, installing a prefabricated segment buckling cable (12) and a prefabricated segment anchor cable (13) on the current prefabricated segment (10), tensioning the cable force to a design value, and loosening a suspension system; then carrying out construction of the subsequent prefabricated section;
if the connection part of the finished precast segment (9) and the current precast segment (10) is a delayed pouring post-pouring zone, installing a precast segment buckling rope (12) and a precast segment anchor rope (13) on the current precast segment (10) after connecting the finished precast segment (9) and the current precast segment (10), tensioning the rope force to a design value, and loosening a suspension system; and directly carrying out construction of the subsequent prefabricated section, and carrying out post-pouring belt pouring at the post-pouring belt pouring delay position according to pouring time in the construction stage of the subsequent prefabricated section.
2. The method for constructing the cantilever of the large-span steel concrete arch bridge under the combined system according to claim 1, which is characterized in that: obtaining a post-pouring zone of delay pouring of an arch ring section and a current post-pouring zone of delay pouring according to a finite element model of a construction process of a large-span steel concrete arch bridge, wherein the method comprises the following steps:
according to the finite element model of the construction process of the large-span steel concrete arch bridge, obtaining the tensile stress values of the initial arch ring sections at different construction stages; the method comprises the steps that each arch ring segment is connected in sequence initially, the connection positions among the arch ring segments are used for forming post-cast strips, n-1 post-cast strips are arranged on n arch ring segments, and each n-1 post-cast strip consists of s post-cast strips with delay pouring and n-1-s current post-cast strips; the construction stage comprises the following steps: an arch ring segment assembling stage, a post-pouring belt pouring stage, a tensioning buckle and an anchor cable stage;
selecting an arch ring position where the tensile stress value exceeds the design allowable value as a post-pouring zone for delay pouring;
if the arch ring position where the tensile stress value exceeds the design allowable value is positioned on the initial ith arch ring section, adjusting the connection positions of the initial ith-1 arch ring section and the ith arch ring section to the position where the tensile stress value of the initial ith arch ring section exceeds the design allowable value as a delayed pouring post-pouring zone; or the connection positions of the initial ith arch ring section and the (i+1) th arch ring section are adjusted to the position where the tensile stress value of the initial ith arch ring section exceeds the design allowable value as a delayed pouring post-pouring zone, and the connection positions of the other arch ring sections are unchanged as the current pouring post-pouring zone;
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 section and the section, the connection position of each arch ring section is unchanged, the connection position of the initial arch ring section and the section where the tensile stress value exceeds the design allowable value is used as a delayed pouring post-pouring belt, and the connection positions of the other arch ring sections are used as the current pouring post-pouring belt.
3. The method for constructing the cantilever of the large-span steel concrete arch bridge under the combined system according to claim 1, which is characterized in that: the pouring time is as follows: in the subsequent construction phase, the tensile stress value remains always smaller than the design requirement value.
4. The method for constructing the cantilever of the large-span steel concrete arch bridge under the combined system according to claim 1, which is characterized in that: selecting a critical position of a pouring time as a time for pouring the post-pouring belt at the delayed post-pouring belt; the critical position of the pouring opportunity is the initial stage of the pouring opportunity.
5. A construction structure of a cantilever construction method of a large-span steel concrete arch bridge under a combined system according to claim 1, comprising a cable-stayed buckling system and arch ring segments, and is characterized in that: the post-cast strip also comprises a suspension system and a post-cast strip (11); the suspension system is used for hoisting arch ring sections, the arch ring sections are factory prefabricated sections, the arch ring sections are sequentially connected, the connection positions among the arch ring sections are used for pouring post-cast strips (11), and n-1 post-cast strips (11) are arranged on n arch ring sections.
6. The construction structure according to claim 5, wherein: the suspension system comprises a bearing rope anchoring system (1), a rope tower (2), a bearing rope (3) and a hoisting rope (4); the lifting rope (4) hung on the travelling crane of the bearing rope (3) is used for lifting the arch ring section, the bearing rope (3) realizes steering action through the saddle at the top of the rope tower (2), and two ends of the bearing rope (3) are fixed through the bearing rope anchoring system (1).
7. The construction structure according to claim 5, wherein: the n-1 post-cast strips consist of s delay casting post-cast strips and n-1-s current casting post-cast strips.
8. The construction structure according to claim 5, wherein: the connection between the arch ring segments is specifically as follows: the current prefabricated section (10) and the finished prefabricated section (9) are temporarily fixed through a connecting screw rod (14), and the current prefabricated section (10) and the main rib (16) of the finished prefabricated section (9) are connected through a connecting sleeve (17).
9. The construction structure according to claim 8, wherein: the connecting sleeve (17) comprises a sleeve (18) and a sleeve connecting piece (19), 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).
10. The construction structure according to claim 9, wherein: the sleeve connecting piece (19) comprises a cylindrical body, and coaxial cylindrical rotating bodies and cylindrical positioning bodies are respectively arranged at the two ends and the middle part of the cylindrical body; 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.
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