CN113802471A - Incremental launching construction method for steel box girder - Google Patents
Incremental launching construction method for steel box girder Download PDFInfo
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- CN113802471A CN113802471A CN202111225079.4A CN202111225079A CN113802471A CN 113802471 A CN113802471 A CN 113802471A CN 202111225079 A CN202111225079 A CN 202111225079A CN 113802471 A CN113802471 A CN 113802471A
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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
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
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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
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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Abstract
The application discloses a steel box girder pushing construction method, belongs to the field of highway engineering, and solves the problems that when the steel box girder of an existing long-span bridge is hoisted, the steel box girder can invade a high-voltage transmission line protection area, so that normal construction cannot be achieved, and the construction cost is high. The method comprises the following steps: and erecting a plurality of splicing support platforms on the constructed bridge section. And a steel box girder is spliced on a plurality of splicing support platforms at one time. And arranging a walking type pushing device on the bridge deck of the constructed bridge section. And arranging a large-height-difference walking type pushing construction device on the top surface of the span section capping beam to be constructed. And pushing the spliced steel box girder in place and dropping the girder in place by a walking type pushing device and a large-height-difference walking type pushing construction device. Hoisting equipment such as large truck cranes do not need to be used in the whole construction process, so that the construction process can not invade the high-voltage transmission line protection area, and the construction efficiency is improved. In addition, an auxiliary support does not need to be erected, and the pushing construction cost is reduced.
Description
Technical Field
The application relates to the technical field of highway engineering, in particular to a steel box girder pushing construction method.
Background
At present, a walking type pushing construction method is generally adopted in steel structure long-span bridge engineering, and the method is characterized in that auxiliary supports such as splicing supports, pushing supports and pier-side supports are erected on two sides of a main span of a bridge, then a steel box girder splicing member and a guide girder member are hoisted to the auxiliary supports by a large truck crane to be spliced, and walking type pushing construction is carried out after the splicing of the steel box girder is completed. However, in the actual construction process, high-voltage transmission lines are arranged on one side or two sides of some crossed obstacles such as rivers, railways, expressways and the like, and a large truck crane can invade a high-voltage transmission line protection area during hoisting operation, so that the safety distance of the high-voltage transmission lines is not met, and the construction cannot be normally carried out. In addition, the plurality of auxiliary supports erected on both sides of the bridge consume more materials, which results in an excessively high cost of the incremental launching construction.
Disclosure of Invention
The embodiment of the application provides a steel box girder pushing construction method, and solves the problems that the steel box girder of the existing long-span bridge can invade a high-voltage transmission line protection area in the hoisting process, so that construction cannot be normally carried out, and the pushing construction cost is high.
The embodiment of the invention provides a steel box girder pushing construction method, which comprises the following steps:
erecting a plurality of splicing support platforms on the constructed bridge section;
splicing a steel box girder on the splicing support platforms at one time;
arranging a walking type pushing device on the bridge deck of the constructed bridge section;
arranging a large-height-difference walking type pushing construction device on the top surface of a span section capping beam to be constructed;
and pushing the spliced steel box girder to a proper position and dropping the girder to a proper position through the walking type pushing device and the large-height-difference walking type pushing construction device.
In a possible implementation manner, before the splicing of a header beam on the plurality of split support platforms is completed at one time, the method further includes the following steps:
and drawing a plane position diagram according to the construction condition of the bridge.
In a possible implementation manner, after the drawing the plane position diagram according to the construction condition of the bridge, the method further includes the following steps:
in the plane position diagram, if the plane position of the steel box girder exceeds the outer side anti-collision guardrail of the constructed bridge section, a side support system is erected outside the anti-collision guardrail.
In a possible implementation manner, the step of setting up the side support system outside the crash barrier specifically includes the following steps:
the side support system with the enlarged foundation is arranged at the bottom end of the anti-collision guardrail.
In a possible implementation manner, before the step-pushing device and the large-height-difference step-pushing construction device push the spliced steel box girder in place and drop the girder in place, the method further includes the following steps:
temporary buttresses are erected on two sides of a pier of the large-span bridge.
In a possible implementation manner, the building of a plurality of splicing support platforms on a bridge segment that has been constructed specifically includes the following steps:
and erecting a plurality of the assembling support platforms with the top surface height higher than the original state height of the walking type pushing device on the constructed bridge section.
In a possible implementation manner, the building of a plurality of the assembled support platforms with top surface height higher than the original state height of the walking pushing device on the constructed bridge section specifically includes the following steps:
and erecting a plurality of the assembling support platforms with the top surface height higher than the original state height of the walking type pushing device and the position avoiding the pier top position on the constructed bridge section.
In a possible implementation manner, the building of a plurality of the assembled support platforms on the constructed bridge segment, where the top surface height of the assembled support platforms is higher than the original state height of the walking pushing device and the installed position of the assembled support platforms avoids the pier top position, specifically includes the following steps:
and erecting a plurality of the assembling support platforms with the top surface height higher than the original state height of the walking type pushing device, the positions avoiding the pier top position and adopting the Bailey beams as supports on the constructed bridge section.
In a possible implementation manner, the step-type pushing construction device with a large height difference is arranged on the top surface of the span section capping beam to be constructed, and the step-type pushing construction device specifically includes the following steps:
arranging a plurality of first supporting upright columns on the top of the cover beam in a linear array along the length direction of the cover beam;
arranging a first joist on the top ends of a plurality of first support columns;
a plurality of supporting upright column groups are arranged on the top of the cover beam in a linear array along the length direction of the cover beam;
a jacking device is arranged at the top of each supporting column group;
arranging a second joist on the top ends of the plurality of pushing devices;
a scissor support is arranged between any two adjacent first supporting columns or any two adjacent second supporting columns;
the lower end of the outer wall of the first supporting upright post or the second supporting upright post is clamped with a hoop;
an upper longitudinal beam is arranged above a wing plate of the hoop, a lower longitudinal beam is arranged at the position, corresponding to the upper longitudinal beam, below the cover beam, and the upper longitudinal beam is connected with the lower longitudinal beam.
One or more technical solutions provided in the embodiments of the present invention have at least the following technical effects or advantages:
the embodiment of the invention provides a steel box girder pushing construction method, which comprises the following steps: and erecting a plurality of splicing support platforms on the constructed bridge section. And a steel box girder is spliced on a plurality of splicing support platforms at one time. And arranging a walking type pushing device on the bridge deck of the constructed bridge section. And arranging a large-height-difference walking type pushing construction device on the top surface of the span section capping beam to be constructed. And pushing the spliced steel box girder in place and dropping the girder in place by a walking type pushing device and a large-height-difference walking type pushing construction device. In the construction process, firstly, a plurality of splicing support platforms are erected on a constructed bridge section, then the steel box girder is transported to the splicing support platforms to be spliced, and after splicing is completed, the steel box girder is pushed in place and falls into place through a walking type pushing device and a large-height difference walking type pushing construction device. Hoisting equipment such as large-scale truck cranes is not needed in the whole construction process, so that the whole construction process can not invade a high-voltage transmission line protection area, the influence of the surrounding environment on construction is avoided, and the construction efficiency is improved. In addition, after a plurality of splicing support platforms are erected, auxiliary supports do not need to be erected on two sides of the bridge, and therefore the incremental launching construction cost is reduced.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments of the present invention will be briefly introduced below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is a flow chart of a steel box girder incremental launching construction method provided in the embodiment of the present application;
fig. 2 is an overall schematic view of a split mounting platform provided in an embodiment of the present application;
FIG. 3 is a left side view of FIG. 2;
FIG. 4 is a top view of a walking pushing mechanism provided in accordance with an embodiment of the present disclosure;
FIG. 5 is a schematic view taken along line C-C of FIG. 4;
FIG. 6 is a schematic view of FIG. 4 taken along line D-D;
FIG. 7 is a top view of a pushing mechanism provided in accordance with an embodiment of the present disclosure;
FIG. 8 is a schematic view taken along line A-A of FIG. 7;
FIG. 9 is a schematic view taken along line B-B of FIG. 7;
FIG. 10 is a schematic view of an installation of a side support system according to an embodiment of the present application;
fig. 11 is a schematic structural diagram of a guide beam provided in an embodiment of the present application;
fig. 12 is an overall layout diagram of steel box girder pushing construction provided in the embodiment of the present application;
fig. 13 is a schematic structural diagram of a temporary buttress provided in an embodiment of the present application.
Icon: 1-step walking type pushing construction device with large height difference; 11-a pushing construction mechanism; 111-a first support column; 111 a-a first support; 111a 1-a first small steel tube segment; 111a 2-first flange; 112-supporting a column set; 1121-second support columns; 1121 a-second support; 1121a 1-second small steel tube segment; 1121a 2-second flange; 113-anchor ear; 114-a jacking device; 115-a first joist; 116-a second joist; 117-scissor supports; 118-upper stringer; 119-lower longitudinal beam; 1110-capping beam; 1111-a dip pad structure; 1112-finish rolling the deformed steel bar; 2-assembling a support platform; 21-beret beam; 3-a walking thruster; 31-a walking pushing mechanism; 311-a third support column; 312-a third joist; 313-a fourth joist; 4-steel box girder; 5-the bridge section is constructed; 6-a guide beam; 7-a lateral support system; 8-temporary buttress.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, not all, embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the embodiments of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience in describing the embodiments of the present invention and simplifying the description, but do not indicate or imply that the referred devices or elements must have specific orientations, be configured in specific orientations, and operate, and thus, should not be construed as limiting the present invention. The terms "first," "second," "third," and "fourth" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance. Furthermore, the terms "mounted," "connected," and "connected" are to be construed broadly and may, for example, be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. Specific meanings of the above terms in the embodiments of the present invention can be understood by those of ordinary skill in the art according to specific situations.
As shown in fig. 1 to 13, an embodiment of the invention provides a steel box girder incremental launching construction method, which includes the following steps:
step 101: and (3) erecting a plurality of splicing support platforms 2 on the constructed bridge section 5.
In practical application, after a plurality of splicing support platforms 2 are erected on a constructed bridge section 5, auxiliary supports such as splicing supports, pushing supports and pier-side supports do not need to be erected on two sides of the bridge, and the pushing construction cost is reduced.
Step 102: and a steel box girder 4 is spliced on the splicing support platforms 2 at one time.
Further, through the arrangement of the assembling support platform 2, the assembling of the steel box girder 4 can be completed at one time, the continuous pushing can be realized, the linear and welding quality of the steel box girder 4 is controlled, and the construction quality is high.
Step 103: and arranging a walking type pushing device 3 on the bridge deck of the constructed bridge section 5. Through the arrangement of the walking type pushing device 3, pushing can be carried out after the steel box girders 4 are spliced, and the construction efficiency is high.
Specifically, the walking pushing device 3 includes at least two groups of walking pushing mechanisms 31, where each group of walking pushing mechanisms 31 includes a plurality of third supporting columns 311, a plurality of pushing apparatuses 114, a third joist 312 and a fourth joist 313; at least two groups of walking pushing mechanisms 31 are arranged on the bridge deck of the constructed bridge section 5 at positions matched with the pier tops; a plurality of third support columns 311 are arranged on the top of the constructed bridge section 5 in a linear array along the width direction of the constructed bridge section 5, and the top ends of the third support columns are used for arranging third joists 312; the plurality of pushing devices 114 are arranged on the top of the constructed bridge section 5 in a linear array along the width direction of the constructed bridge section 5, and the top ends of the pushing devices are used for arranging fourth joists 313; in the advancing direction of the jack apparatus 114, the plurality of third support columns 311 are located at the frontward position, and the plurality of jack apparatuses 114 are located at the rearward position.
As shown in fig. 5 and 6, when the splicing of the steel box girder 4 is completed and pushing is needed, the vertical jack of the pushing device 114 starts to work to drive the fourth joist 313 to extend along the Z-axis direction of the constructed bridge section 5, so as to drive the steel box girder 4 to extend along the Z-axis direction of the constructed bridge section 5; then, the transverse jack of the pushing device 114 starts to work to drive the fourth joist 313 to advance along the Y-axis direction of the constructed bridge section 5, so as to drive the steel box girder 4 to advance along the Y-axis direction of the constructed bridge section 5, and when the pushing device 114 advances to the maximum stroke along the Y-axis direction of the constructed bridge section 5, the vertical jack of the pushing device 114 resets to drive the steel box girder 4 to fall onto the third joist 312. Then the pushing device 114 retreats along the Y-axis direction of the constructed bridge section 5 to reset, after the pushing device 114 resets along the Y-axis of the constructed bridge section 5, the vertical jack of the pushing device 114 works again to drive the fourth joist 313 to extend along the Z-axis direction of the constructed bridge section 5 again, so that the fourth joist 313 drives the steel box girder 4 to extend again, and the pushing device 114 advances along the Y-axis direction of the constructed bridge section 5 again to drive the fourth joist 313 to advance along the Y-axis direction of the constructed bridge section 5 again, so as to drive the steel box girder 4 to advance along the Y-axis direction of the constructed bridge section 5 again. By repeating the actions, the pushing of the steel box girder 4 can be completed, the whole pushing process is convenient and fast, and the stability is high.
Step 104: the top surface of the span section bent cap 1110 to be constructed is provided with a large-height-difference walking type pushing construction device 1. In practical application, the arrangement of the large-height-difference walking type pushing construction device 1 can compensate for the height difference between the top surface of the capping beam 1110 and the constructed bridge section 5, so that the spliced steel box girder 4 can be stably pushed to a proper position of the bridge to be constructed from the upper side of the splicing support platform 2.
Step 105: and the spliced steel box girder 4 is pushed to the right position and falls to the right position through the walking type pushing device 3 and the large-height-difference walking type pushing construction device 1. In addition, hoisting equipment such as a large truck crane is not needed in the whole construction process, so that the whole construction process cannot invade a high-voltage transmission line protection area, the influence of the surrounding environment on construction is avoided, and the construction efficiency is improved.
The embodiment of the invention provides a steel box girder pushing construction method, which comprises the following steps: and (3) erecting a plurality of splicing support platforms 2 on the constructed bridge section 5. And a steel box girder 4 is spliced on the splicing support platforms 2 at one time. And arranging a walking type pushing device 3 on the bridge deck of the constructed bridge section 5. The top surface of the span section bent cap 1110 to be constructed is provided with a large-height-difference walking type pushing construction device 1. And the spliced steel box girder 4 is pushed to the right position and falls to the right position through the walking type pushing device 3 and the large-height-difference walking type pushing construction device 1. In the construction process, firstly, a plurality of splicing support platforms 2 are erected on a constructed bridge section 5, then steel box girders 4 are transported to the splicing support platforms 2 to be spliced, and after splicing is completed, the steel box girders 4 are pushed to be in place and fall to be in place through a walking type pushing device 3 and a large-height-difference walking type pushing construction device 1. Hoisting equipment such as large-scale truck cranes is not needed in the whole construction process, so that the whole construction process can not invade a high-voltage transmission line protection area, the influence of the surrounding environment on construction is avoided, and the construction efficiency is improved. In addition, after a plurality of splicing support platforms 2 are erected, auxiliary supports do not need to be erected on two sides of the bridge, and therefore the pushing construction cost is reduced.
In practical application, before a steel box girder 4 is spliced on a plurality of splicing support platforms 2 at one time, the method further comprises the following steps:
and drawing a plane position diagram according to the construction condition of the bridge. The drawing of the plane position diagram can more clearly and intuitively show the construction condition and the position relation among all the parts, so that the reference can be made during the subsequent construction.
Continuing to refer to fig. 10, after drawing the plane position diagram according to the construction condition of the bridge, the method further comprises the following steps:
in a plane position diagram, if the plane position of the steel box girder 4 exceeds the outer side anti-collision guardrail of the constructed bridge section 5, an edge side support system 7 is erected outside the anti-collision guardrail. Because the splicing support platform 2 is arranged on the constructed bridge section 5, the size of the splicing support platform 2 is generally equal to that of the constructed bridge section 5, in the construction process, if the size of the steel box girder 4 is larger than that of the splicing support platform 2, the part of the steel box girder 4 exceeding the splicing support platform 2 can not be spliced, and therefore, the side support system 7 is erected outside the anti-collision guardrail of the constructed bridge section 5, the steel box girder 4 can be smoothly spliced even if the size is large, and the problem that the steel box girder 4 can not be spliced and formed at one time due to the size limitation of the constructed bridge section 5 is avoided.
Further, set up avris braced system 7 outside the crash barrier, specifically include the following steps:
and an edge side supporting system 7 with an enlarged foundation is arranged at the bottom end of the anti-collision guardrail. In practical application, the enlarged foundation arranged at the bottom end of the side support system 7 can diffuse the pressure applied to the side support system 7, so that the bending strength of the side support system 7 is improved, and the reliability of the side support system 7 in the construction process is improved.
With reference to fig. 12, before the spliced steel box girder 4 is pushed to a proper position and falls to a proper position by the walking type pushing device 3 and the large-height-difference walking type pushing construction device 1, the method further comprises the following steps:
temporary buttresses 8 are erected on two sides of a pier of the large-span bridge, and the structures of the temporary buttresses 8 are shown in fig. 13. In the pushing process of the steel box girder 4, if the span of the bridge is large, the stress of the steel box girder 4 in the pushing process is unbalanced, so that temporary buttresses 8 are erected on two sides of a pier of the bridge with the large span, the stability of the steel box girder 4 in the pushing process is improved, and the phenomenon that the stress of the steel box girder 4 in the pushing process is unbalanced is avoided.
In practical application, a plurality of splicing support platforms 2 are erected on a constructed bridge section 5, and the method specifically comprises the following steps:
and (3) erecting a plurality of splicing support platforms 2 with the top surface height higher than the original state height of the walking type thrustor 3 on the constructed bridge section 5. After the steel box girders 4 are assembled, the walking type pushing device 3 is used for pushing the steel box girders 4 to a proper position, so that when the assembling support platform 2 is erected, the height of the top surface of the walking type pushing device is higher than the original state height of the walking type pushing device 3, and the walking type pushing device 3 can be rapidly installed below the steel box girders 4 after the steel box girders 4 are assembled.
Specifically, the method for constructing the walking type pushing device 3 on the bridge section 5 includes the following steps:
and (3) erecting a plurality of splicing support platforms 2 with the top surface height higher than the original state height of the walking type pushing device 3 and the position avoiding the pier top position on the constructed bridge section 5. Because the walking type pushing mechanism 31 is arranged at the position matched with the pier top on the bridge surface of the constructed bridge section 5, the arrangement position of the assembling support platform 2 is kept away from the pier top position in the actual installation process, and the walking type pushing mechanism 31 is prevented from being too close to the assembling support platform 2 in working.
Further, a plurality of assembling support platforms 2 with the top surface height higher than the original state height of the walking type pushing device 3 and the position avoiding the pier top position are erected on the constructed bridge section 5, and the method specifically comprises the following steps:
continuing to refer to fig. 3, a plurality of splicing support platforms 2 are erected on the constructed bridge section 5, wherein the top surface height of each splicing support platform is higher than the original state height of the walking thrustor 3, the arrangement positions of the splicing support platforms avoid the pier top position, and the Bailey beams 21 are used as supports. Of course, the splicing support platform 2 can also be erected by adopting a bowl-buckle scaffold or a socket scaffold. In comparison, the Bailey beam 21 has a large bearing capacity and a high installation speed, and the height of the Bailey beam 21 is basically between 1m and 4.5m, so that the Bailey beam has high stability.
In practical application, the walking incremental launching construction device 1 provided in the embodiment of the present application includes at least two groups of incremental launching construction mechanisms 11, where each group of incremental launching construction mechanisms 11 includes a plurality of first supporting columns 111, a plurality of supporting column groups 112, an anchor ear 113, an incremental launching device 114, a first joist 115, a second joist 116, a scissor support 117, an upper longitudinal beam 118, and a lower longitudinal beam 119.
In practical application, at least two groups of pushing construction mechanisms 11 are respectively arranged on the top of one bent cap 1110 along the length direction of the bridge. In the construction process, at least two groups of pushing construction mechanisms 11 can work simultaneously, so that the steel box girder 4 can be quickly pushed to a proper position, and the construction efficiency is improved.
Specifically, a plurality of first support columns 111 are arranged on the top of the capping beam 1110 in a linear array along the length direction of the capping beam 1110, and the top end of the capping beam is used for arranging the first joists 115. As shown in fig. 8, the plurality of first support columns 111 are disposed on the top of the cover beam 1110 along the X-axis direction of the cover beam 1110, and the first joist 115 is flanged to the top ends of the plurality of first support columns 111, so that the flange connection operation is simple and the removal is convenient.
Further, the plurality of supporting column sets 112 are arranged on the top of the cover beam 1110 in a linear array along the length direction of the cover beam 1110, a jacking device 114 is arranged on each of the tops of the plurality of supporting column sets 112, and the top end of the jacking device 114 is used for arranging the second joist 116. In the advancing direction of the pushing apparatus 114, the plurality of first support columns 111 are located at a forward position, and the plurality of support column groups 112 are located at a rearward position. In practice, the second joist 116 is flanged to the top end of the plurality of support post sets 112. As shown in fig. 9, a plurality of support post sets 112 are provided on the top of the capping beam 1110 in a linear array in the X-axis direction of the capping beam 1110. In the pushing construction process, the vertical jack of the pushing device 114 operates to drive the second joist 116 to extend along the Z-axis direction of the capping beam 1110, so as to drive the steel box girder 4 to extend along the Z-axis direction of the capping beam 1110, then the pushing device 114 advances along the Y-axis direction of the capping beam 1110 to drive the second joist 116 to advance along the Y-axis direction of the capping beam 1110, so as to drive the steel box girder 4 to advance along the Y-axis direction of the capping beam 1110, and after the pushing device 114 advances to a maximum stroke along the Y-axis direction of the capping beam 1110, the vertical jack of the pushing device 114 resets to drive the steel box girder 4 to fall onto the first joist 115. Then, the pushing device 114 retreats along the Y-axis direction of the capping beam 1110 to reset, after the pushing device 114 resets along the Y-axis direction of the capping beam 1110, the vertical jack of the pushing device 114 works again to drive the second joist 116 to extend again along the Z-axis direction of the capping beam 1110, so that the second joist 116 drives the steel box girder 4 to extend again, and the pushing device 114 advances again along the Y-axis direction of the capping beam 1110 to drive the second joist 116 to advance again along the Y-axis direction of the capping beam 1110, so as to drive the steel box girder 4 to advance again along the Y-axis direction of the capping beam 1110. By repeating the actions, the pushing of the steel box girder 4 can be completed, the whole pushing process is convenient and fast, and the stability is high.
With continued reference to fig. 7, the support post set 112 includes at least two second support posts 1121. At least two second support posts 1121 are arranged on the top of the capping beam 1110 in a linear array along the direction of propulsion of the jacking device 114. The two second support columns 1121 are disposed on the support column set 112 to place a sliding rail of the pushing device 114, so as to ensure that the pushing device 114 can drive the second joist 116 to slide along the Y-axis direction of the cover beam 1110 shown in fig. 8. Certainly, if there is enough space at the top of the bent cap 1110, the supporting pillar set 112 may also include three, four, and the like second supporting pillars 1121, and in comparison, two second supporting pillars 1121 are provided to meet the supporting requirement, and the construction cost is low. In addition, a distance should be set between the two second support pillars 1121 to satisfy the installation of the hoop 113.
In practical application, a method of pre-burying screws at the top of the bent cap 1110 is adopted to connect the plurality of first supporting columns 111 or the plurality of second supporting columns 1121 with the bent cap 1110 in a normal direction, and after the pushing construction is completed and the plurality of first supporting columns 111 or the plurality of second supporting columns 1121 are removed, the screws are cut and rust-proof treatment is performed on the cut positions.
Specifically, the scissor supports 117 are disposed between any two adjacent first support columns 111 or any two adjacent second support columns 1121. Further, the position of the cross brace 117 is determined according to actual requirements, and the arrangement of the cross brace 117 enables the two adjacent second support columns 1121 of the two adjacent first support columns 111 to form a whole, so that the stability of the pushing construction device in the construction process is improved, and the construction safety is ensured.
With reference to fig. 8, the anchor ear 113 is fastened to the lower end of the outer wall of the first support column 111 or the second support column 1121, and the wing plates of the anchor ear 113 disposed on the adjacent first support column 111 or the adjacent second support column 1121 are aligned in a straight line. In practical applications, the wing plates of the hoop 113 disposed on the adjacent first support column 111 or the adjacent second support column 1121 are disposed on a straight line, so that the stability of the first support column 111 or the second support column 1121 is better.
Further, an upper longitudinal beam 118 is provided above the wing panel for pressing the wing panel, and both ends thereof protrude from the capping beam 1110. The lower longitudinal beams 119 are disposed below the cover beam 1110, and correspond one-to-one to the positions of the upper longitudinal beams 118. The upper longitudinal beam 118 and the lower longitudinal beam 119 are connected. As shown in fig. 8 and 9, the anchor ear 113, the upper longitudinal beam 118 and the lower longitudinal beam 119 connect the plurality of first support columns 111 or the plurality of second support columns 1121 and the capping beam 1110 into a whole, so that the plurality of first support columns 111 or the plurality of second support columns 1121 are more stable during the construction process, and the anti-overturning performance and the overall stability of the pushing construction device during the construction process are further ensured.
In practical applications, since the lower longitudinal beams 119 cannot be disposed at the chamfers of the pillars and the capping beams 1110, the flanges of the hoop 113 should be disposed so as to avoid the chamfers of the pillars and the capping beams 1110, and if there are some first support columns 111 or second support columns 1121 which cannot be avoided, the hoop 113 may not be disposed on the outer wall thereof.
The large-altitude-difference walking type pushing construction device 1 provided by the embodiment of the application comprises at least two groups of pushing construction mechanisms 11, wherein each group of pushing construction mechanisms 11 comprises a plurality of first supporting upright columns 111, a plurality of supporting upright column groups 112, a hoop 113, a pushing device 114, a first joist 115, a second joist 116, a cross brace 117, an upper longitudinal beam 118 and a lower longitudinal beam 119. At least two groups of pushing construction mechanisms 11 are respectively arranged on the top of one bent cap 1110 along the length direction of the bridge. A plurality of first support uprights 111 are provided at the top of the capping beam 1110 in a linear array along the length of the capping beam 1110, the top end of which is used to provide the first joists 115. The plurality of supporting column groups 112 are arranged on the top of the cover beam 1110 in a linear array along the length direction of the cover beam 1110, the top of each supporting column group 112 is provided with one jacking device 114, and the top end of each jacking device 114 is used for arranging the second joist 116. In the advancing direction of the pushing apparatus 114, the plurality of first support columns 111 are located at a forward position, and the plurality of support column groups 112 are located at a rearward position. The support column set 112 includes at least two second support columns 1121. At least two second support posts 1121 are arranged on the top of the capping beam 1110 in a linear array along the direction of propulsion of the jacking device 114. The cross brace 117 is disposed between any two adjacent first support columns 111 or any two adjacent second support columns 1121. The anchor ear 113 is clamped at the lower end of the outer wall of the first support column 111 or the second support column 1121, and the wing plates of the anchor ear 113 arranged on the adjacent first support column 111 or the adjacent second support column 1121 are in a straight line. The upper longitudinal beam 118 is disposed above the wing panel for pressing the wing panel, and both ends thereof extend out of the capping beam 1110. The lower longitudinal beams 119 are disposed below the cover beam 1110, and correspond one-to-one to the positions of the upper longitudinal beams 118. The upper longitudinal beam 118 and the lower longitudinal beam 119 are connected. In practical application, through the arrangement of the cross braces 117, the hoop 113, the upper longitudinal beam 118 and the lower longitudinal beam 119, the first support column 111 and the second support column 1121 are always kept in a stable state in the pushing construction process, so that the overturning resistance of the first support column 111 and the second support column 1121 is improved, and the safety of the whole pushing construction device is further improved.
Specifically, a large-height-difference walking type pushing construction device 1 is arranged on the top surface of a span section bent cap 1110 to be constructed, and specifically comprises the following steps:
a plurality of first support posts 111 are provided in a linear array along the length of the capping beam 1110 at the top thereof.
A first joist 115 is disposed at the top of the plurality of first support columns 111.
A plurality of support post sets 112 are provided in a linear array along the length of the lid beam 1110 at the top thereof.
A jacking device 114 is provided at the top of each support column set 112.
A second joist 116 is provided at the top end of the jacking device 114.
A scissor support 117 is disposed between any two adjacent first support columns 111 or any two adjacent second support columns 1121.
The anchor ear 113 is clamped at the lower end of the outer wall of the first support column 111 or the second support column 1121.
An upper longitudinal beam 118 is provided above the flanges of the anchor ear 113, a lower longitudinal beam 119 is provided below the cover 1110 at a position corresponding to the upper longitudinal beam 118, and the upper longitudinal beam 118 and the lower longitudinal beam 119 are connected.
With continued reference to fig. 8, first support column 111 includes a plurality of first supports 111 a. Each first support 111a includes a length of a first small steel tube segment 111a1 and two first flanges 111a 2. Two first flanges 111a2 are respectively provided at both ends of the first small steel pipe segment 111a 1. Adjacent two first supporting members 111a are connected by adjacent first flanges 111a2, the upper end of the uppermost first supporting member 111a is connected to the bottom of the first joist 115, and the lower end of the lowermost first supporting member 111a is connected to the top of the capping beam 1110. Specifically, the first supporting upright 111 comprises a plurality of first supporting members 111a, after the steel box girder 4 is pushed in place, the steel box girder 4 can fall off by detaching the first supporting members 111a, and the whole girder falling process is simple and convenient. In practical application, the first small steel pipe segment 111a1 of the first support 111a is composed of
Is formed by cutting two spiral steel pipes with the length of 300mmThe first flange plate 111a2 is welded at two ends of the first small steel pipe segment 111a1, the adjacent first flange plates 111a2 are connected through high-strength bolts, the first flange plates 111a2 are connected through bolts, the connection process is simple, the first support piece 111a can be rapidly detached after pushing is completed, and the construction efficiency is improved.
The above-mentioned a plurality of first support columns 111 are arranged on the top of the bent cap 1110 in a linear array along the length direction thereof, and the method specifically includes the following steps:
arranging two first flanges 111a2 at two ends of the first small steel pipe segment 111a1 to obtain first supports 111 a;
connecting a plurality of first supporting pieces 111a one by one through first flanges 111a2 at two ends to obtain first supporting upright posts 111;
a plurality of first support posts 111 are provided in a linear array along the length of the capping beam 1110 at the top thereof.
With continued reference to fig. 9, the second support post 1121 includes a plurality of second supports 1121 a. Each second support 1121a includes a length of second small steel tube segments 1121a1 and two second flanges 1121a 2. Two second flanges 1121a2 are respectively disposed at two ends of the second small steel tube segment 1121a 1. Two adjacent second supporting members 1121a are connected by adjacent second flanges 1121a2, the upper end of the uppermost second supporting member 1121a is connected to the bottom of the pushing device 114, and the lower end of the lowermost second supporting member 1121a is connected to the top of the capping beam 1110. Specifically, the second support posts 1121 include a plurality of second supports 1121a, and after the steel box girder 4 is pushed in place, the steel box girder 4 can fall down by detaching the second supports 1121a, so that the whole girder falling process is simple and convenient. In practical applications, the second small steel tube segment 1121a1 of the second support 1121a is composed of
The length of the spiral steel pipe is 300mm, two second flanges 1121a2 are welded at two ends of the second small steel pipe segment 1121a1, and the adjacent second flanges 1121a2 are connected through high-strength bolts. The second flange 1121a2 are connected by bolts, so that the second support member can be quickly connected after construction is completed1121a is removed, and the construction efficiency is improved.
In the construction process, after the steel box girder 4 is pushed to a proper position by the walking type pushing device 3, the large-height-difference walking type pushing construction device 1 and the guide beam 6, the vertical jack of the pushing device 114 works to drive the second supporting beam 116 to extend along the direction vertical to the top surface of the capping beam 1110, so as to drive the steel box girder 4 to extend along the direction vertical to the top surface of the capping beam 1110, firstly, the scissor supports 117 arranged between any two adjacent first supporting upright columns 111 are removed, then, the vertical jack of the pushing device 114 is reset to drive the steel box girder 4 to fall onto the first supporting beam 115, and then the scissor supports 117 arranged between any two adjacent second supporting upright columns 1121 are removed; the vertical jack of the pushing device 114 works again to drive the second joist 116 to extend again along the direction perpendicular to the top surface of the capping beam 1110, so as to drive the steel box girder 4 to extend again along the direction perpendicular to the top surface of the capping beam 1110, remove one first supporting piece 111a of the plurality of first supporting columns 111 first, then the vertical jack of the pushing device 114 resets to drive the steel box girder 4 to fall onto the first joist 115, remove one second supporting piece 1121a of the plurality of second supporting columns 1121, repeat the above actions ceaselessly until the plurality of first supporting columns 111 and the plurality of second supporting columns 1121 are all removed, after the removal is completed, mount a support on the capping beam 1110, fall the steel box girder 4 onto the support, and then remove the pushing device 114, so as to complete the girder falling of the steel box girder 4. Further, when the plurality of first support columns 111 or the plurality of second support columns 1121 are removed to a proper position, the first joist 115, the second joist 116, the hoop 113, the upper longitudinal beam 118 and the lower longitudinal beam 119 can be removed.
The above-mentioned setting up a plurality of support upright post groups 112 at the top of bent cap 1110 along its length direction linear array includes the following steps specifically:
two second flanges 1121a2 are disposed at two ends of the second small steel pipe segment 1121a1 to obtain second supports 1121 a;
connecting a plurality of second supporting pieces 1121a one by one through second flanges 1121a2 at two ends thereof to obtain second supporting columns 1121;
arranging at least two second support columns 1121 at the top of the bent cap 1110 in a linear array along the propelling direction of the pushing device 114 to obtain a support column group 112;
a plurality of support post sets 112 are provided in a linear array along the length of the lid beam 1110 at the top thereof.
With continued reference to FIG. 8, the incremental launching mechanism 11 further includes a plurality of dip structures 1111. The staggered position of the connecting part of the cover beam 1110 and each first support upright 111 or each second support upright 1121 is provided with a shoveling structure 1111. Because the top of the bent cap 1110 has the support cushion stone and the shockproof stop block, and the positions of the support cushion stone and the shockproof stop block are staggered with the first support upright 111 or the second support upright 1121, a slab staggering may exist at the connection position of the bent cap 1110 and the first support upright 111 or the second support upright 1121, and therefore, a shoveling structure 1111 is arranged at the slab staggering position, so as to ensure that the bottom of the first support upright 111 or the second support upright 1121 is horizontally placed with the top of the bent cap 1110, and improve the stability of the device. Further, the shoveling pad structure 1111 is independently designed and independently produced according to the longitudinal slope and the transverse slope of the top surface of the cover beam 1110 and the height of the support cushion stone or the shockproof stop block, so that the bottom surface of the shoveling pad structure 1111 is attached to the cover beam 1110, and the top surface of the shoveling pad structure 1111 is positioned on the same horizontal line with the support cushion stone or the shockproof stop block.
In practical applications, the mat structure 1111 includes a rubber support and a stiffening steel plate. The staggered platform part of the joint of the cover beam 1110 and each first support upright 111 or each second support upright 1121 is provided with a rubber support, and at least two stiffening steel plates are arranged inside the rubber support in parallel. Because the rubber support is weak in rigidity and can generate a certain deformation amount when bearing a large load, the stability of the pushing construction device is affected, and therefore the stiffening steel plate is arranged in the rubber support, and the shoveling pad structure 1111 has enough rigidity to bear a vertical load.
Before the step of disposing the cross brace 117 between any two adjacent first support columns 111 or any two adjacent second support columns 1121, the method further includes the following steps:
a dip pad structure 1111 is arranged at the staggered position of the connecting part of the cover beam 1110 and each first supporting upright 111 or each second supporting upright 1121. The shoveling pad structure 1111 can increase the stability of the first support column 111 or the second support column 1121, so as to improve the stability of the pushing construction mechanism 11.
Specifically, the upper longitudinal beam 118 includes two i-beams. The two I-beams are welded to form an upper longitudinal beam 118, and an upper mounting seam is reserved between the two I-beams. Two I-steel that the welding formed not only can satisfy the intensity demand, and it also can be convenient for to go up longeron 118 and be connected with longeron 119 down to go up the erection joint simultaneously to compress tightly staple bolt 113 better, and then strengthen pushing construction device's in the work progress stability and antidumping nature.
Before the upper longitudinal beam 118 is arranged above the wing plate of the hoop 113, the method further comprises the following steps:
the two i-beams are welded to form an upper longitudinal beam 118, and an upper mounting seam is reserved between the two i-beams.
Further, the side sill 119 includes two i-beams. The two I-shaped steels are welded to form the lower longitudinal beam 119, and a lower mounting seam is reserved between the two I-shaped steels. Two I-steel that the welding formed not only can satisfy the intensity demand, and the erection joint also can be convenient for down longeron 119 and last longeron 118 be connected down simultaneously to compress tightly staple bolt 113 better, further strengthen first support post 111 or second support post 1121 stability, improve the anti-overturning property that pushes away construction equipment in the work progress.
Before the lower longitudinal beam 119 is arranged below the cover beam 1110 at the position corresponding to the upper longitudinal beam 118, the method further comprises the following steps:
and the two I-shaped steels are welded to form the lower longitudinal beam 119, and a lower mounting seam is reserved between the two I-shaped steels.
Specifically, the pushing construction mechanism 11 further includes finish-rolled deformed steel bar 1112. Two ends of the finish-rolled deformed steel bar 1112 penetrate through the upper mounting seam and the lower mounting seam and are respectively connected with a high-strength nut. As shown in fig. 9, the finish-rolled deformed steel bar 1112 and the high-strength nut are used to connect the upper longitudinal beam 118 and the lower longitudinal beam 119, so that the operation is simple, the fastening performance is good, and the anchor ear 113 can be better fixed, so that the first support column 111 or the second support column 1121 and the cover beam 1110 are integrated, the stability of the first support column 111 or the second support column 1121 is further improved, and the safety of the pushing construction device in the construction process is improved. Of course, other deformed steel bars with prestress can be used to connect the upper longitudinal beam 118 and the lower longitudinal beam 119, and in comparison, the first finish-rolled deformed steel bar 1112 has higher strength and has the advantages of simple connection, simple and convenient anchoring, strong adhesion, convenient construction, steel bar saving, component area and weight reduction and the like.
The above-mentioned connecting the upper longitudinal beam 118 and the lower longitudinal beam 119 specifically includes the following steps:
two ends of the finish-rolled deformed steel bar 1112 are respectively connected with a high-strength nut after passing through the upper mounting seam of the upper longitudinal beam 118 and the lower mounting seam of the lower longitudinal beam 119.
The embodiments in the present specification are described in a progressive manner, and the same or similar parts among the embodiments may be referred to each other, and each embodiment focuses on the differences from the other embodiments.
The above embodiments are only used to illustrate the technical solutions of the present application, and not to limit the present application; although the present application has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; such modifications or substitutions do not depart from the spirit and scope of the present disclosure.
Claims (9)
1. A steel box girder pushing construction method is characterized by comprising the following steps:
erecting a plurality of splicing support platforms (2) on the constructed bridge section (5);
splicing a steel box girder (4) on the splicing support platforms (2) at one time;
arranging a walking type pushing device (3) on the bridge deck of the constructed bridge section (5);
arranging a large-height-difference walking type pushing construction device (1) on the top surface of a span section bent cap (1110) to be constructed;
and pushing the spliced steel box girder (4) to be in place and falling the girder to be in place through the walking type pushing device (3) and the large-height-difference walking type pushing construction device (1).
2. The steel box girder jacking construction method according to claim 1, wherein before the completion of one-time splicing of a steel box girder (4) on the plurality of splicing support platforms (2), the method further comprises the following steps:
and drawing a plane position diagram according to the construction condition of the bridge.
3. The incremental launching construction method for the steel box girder as recited in claim 2, wherein after the plane position graph is drawn according to the construction condition of the bridge, the incremental launching construction method further comprises the following steps:
in the plane position diagram, if the plane position of the steel box girder (4) exceeds the outer side anti-collision guardrail of the constructed bridge section (5), an edge side supporting system (7) is erected outside the anti-collision guardrail.
4. The incremental launching construction method of the steel box girder as recited in claim 3, wherein the step of erecting a side support system (7) outside the anti-collision guardrail specifically comprises the following steps:
the side support system (7) with an enlarged foundation is arranged at the bottom end of the anti-collision guardrail.
5. The steel box girder pushing construction method according to claim 1, wherein before the spliced steel box girder (4) is pushed to a proper position and falls to a proper position by the walking pushing device (3) and the large-height-difference walking pushing construction device (1), the method further comprises the following steps:
temporary buttresses (8) are erected on two sides of the bridge pier of the bridge with the larger span.
6. The incremental launching construction method of the steel box girder according to claim 1, wherein a plurality of splicing support platforms (2) are erected on a constructed bridge section (5), and the incremental launching construction method specifically comprises the following steps:
and erecting a plurality of the splicing support platforms (2) with the top surface height higher than the original state height of the walking type pushing device (3) on the constructed bridge section (5).
7. The incremental launching construction method for the steel box girder as recited in claim 6, wherein the step of erecting a plurality of the assembled support platforms (2) with the top surface height higher than the original state height of the walking incremental launching device (3) on the constructed bridge section (5) comprises the following steps:
and erecting a plurality of the assembling support platforms (2) with the top surface height higher than the original state height of the walking type pushing device (3) and the position avoiding the pier top position on the constructed bridge section (5).
8. The incremental launching construction method for the steel box girder as recited in claim 7, wherein the step of building a plurality of the scaffold platforms (2) with the top surface height higher than the original state height of the walking incremental launching device (3) and the position avoiding the pier top position on the constructed bridge section (5) comprises the following steps:
and erecting a plurality of the assembling support platforms (2) with the top surface height higher than the original state height of the walking type thrustor (3) on the constructed bridge section (5), the positions avoiding the pier top position and adopting a Bailey beam (21) as a support.
9. The incremental launching construction method of the steel box girder according to claim 1, wherein the step incremental launching construction device (1) with large height difference is arranged on the top surface of the span section bent cap (1110) to be constructed, and the method specifically comprises the following steps:
a plurality of first supporting upright columns (111) are arranged on the top of the cover beam (1110) in a linear array along the length direction of the cover beam;
-arranging a first joist (115) at the top of a plurality of said first support columns (111);
a plurality of supporting column sets (112) are arranged on the top of the cover beam (1110) in a linear array along the length direction of the cover beam;
a jacking device (114) is arranged at the top of each supporting column group (112);
-arranging a second joist (116) at the top of a plurality of said jacking devices (114);
a scissor support (117) is arranged between any two adjacent first support columns (111) or any two adjacent second support columns (1121);
a hoop (113) is clamped at the lower end of the outer wall of the first support upright post (111) or the second support upright post (1121);
an upper longitudinal beam (118) is arranged above a wing plate of the hoop (113), a lower longitudinal beam (119) is arranged at a position corresponding to the upper longitudinal beam (118) below the cover beam (1110), and the upper longitudinal beam (118) is connected with the lower longitudinal beam (119).
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| CN202111225079.4A CN113802471B (en) | 2021-10-21 | 2021-10-21 | Pushing construction method for steel box girder |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114808720A (en) * | 2022-05-05 | 2022-07-29 | 广西路桥工程集团有限公司 | Steel box girder installation construction platform |
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