CN209907223U - Temporary anchoring device for bridge tower and n-shaped main beam of cable-stayed bridge - Google Patents
Temporary anchoring device for bridge tower and n-shaped main beam of cable-stayed bridge Download PDFInfo
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- CN209907223U CN209907223U CN201920545577.9U CN201920545577U CN209907223U CN 209907223 U CN209907223 U CN 209907223U CN 201920545577 U CN201920545577 U CN 201920545577U CN 209907223 U CN209907223 U CN 209907223U
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Abstract
The utility model provides a cable-stay bridge pylon and interim anchor of pi type girder, including the vaulting pole, the vaulting pole tip is connected with an otic placode at least, and the otic placode includes the base, connects in the lug of base, and the lug rotates with the vaulting pole to be connected, and the lug of vaulting pole one end connects in the top end face that corresponds the base, and the lug of the vaulting pole other end connects in the bottom terminal surface that corresponds the base. The utility model discloses a girder of fixed king-tower crossbeam and king-tower top has realized the anchor of cable-stay bridge pylon and pi type girder, so set up and avoided the required large volume steel strand wires of the interim anchor of cable-stay bridge 0 # piece girder, does not occupy the use of batching stretch-draw time and stretch-draw equipment, need not drop into horizontal rotation stop device simultaneously, has saved the input of material equipment, and it is very convenient that whole device installation is dismantled, save time.
Description
Technical Field
The utility model relates to a bridge cable-stay bridge construction field, concretely relates to temporary anchoring device of cable-stay bridge in the work progress.
Background
In recent years, the influence of earthquake force and wind load is more and more emphasized in bridge construction projects around the world, for this reason, most of large-span concrete cable-stayed bridges are constructed by adopting a floating (semi-floating) system, concrete girders are mostly constructed by using hanging basket cantilevers, and after the construction of a No. 0 girder is completed, the girders are temporarily anchored so as to carry out construction operation of subsequent girder sections. At present, conventional temporary anchoring is mainly that the temporary support that passes through prestressing force and the main tower bottom end rail of girder below with the girder carries out rigid coupling, because during the cable-stay bridge construction of striding greatly, receive the roof beam body not balanced heavy, the influence of construction not balanced heavy and wind load is great, so required unbalanced force is great, need great volume steel strand wires, prestressing force anchorage system can't retrain the girder transverse rotation in addition, need in addition in both sides (the last downstream side of big or small mileage) No. 0 piece beam-ends set up with the interim horizontal stop device of main tower, required process is complicated, and the work progress is loaded down with trivial details, the installation is dismantled and is needed to occupy more time, waste time and energy.
SUMMERY OF THE UTILITY MODEL
The utility model provides a cable-stay bridge tower and pi type girder anchor temporarily, avoided the adoption of large amount of steel strand wires, few or need not horizontal stop device temporarily, solved the complicated problem of interim anchor dismouting, save time and cost.
In order to achieve the above purpose, the utility model adopts the following technical scheme: the utility model provides a cable-stay bridge pylon and interim anchor of pi type girder, includes the vaulting pole, and the vaulting pole tip is connected with an otic placode at least, the otic placode includes the base, connects in the lug of base, the lug rotates with the vaulting pole to be connected, and the lug of vaulting pole one end connects in the top end face that corresponds the base, and the lug of the vaulting pole other end connects in the bottom end face that corresponds the base.
Further, the otic placode still includes pre-buried anchor slab, lug stiffening rib, lug connection system, pre-buried anchor slab connects in the base terminal surface that deviates from the lug, and the twisted steel runs through pre-buried anchor slab, base setting, and the lug stiffening rib is located the base terminal surface of nearly lug and is connected with the lug, and the lug connection system is located on the lug.
Furthermore, the lifting lug is rotatably connected with the support rod through a pin shaft, and lifting lug pin hole reinforcing plates for the pin shaft to penetrate through are arranged on two sides of the lifting lug.
Furthermore, the vaulting pole includes the fagging of being connected with the lug, and the fagging pinhole reinforcing plate that supplies the round pin axle to pass is all established to the fagging both sides, establishes the fagging on the fagging and connects and be tied.
Furthermore, the number of the stay bars is two, and each stay bar comprises two stay plates which are arranged in parallel; each lug plate comprises two lifting lugs which are arranged in parallel, the two lifting lugs are vertically arranged on the base, and each lifting lug is arranged between the two supporting plates of the corresponding supporting rod through a pin shaft; the lifting lug stiffening rib is arranged on the base and connected with the two lifting lugs, and the lifting lug connecting system is respectively connected with the two lifting lugs; the supporting plate connection is respectively connected with the two supporting plates.
Furthermore, the base is divided into a plurality of rectangular spaces by the lifting lugs and the lifting lug stiffening ribs, and each rectangular space is internally provided with a twisted steel bar which runs through the embedded anchor plate and the base.
Further, the lifting lug connection system is in an L-shaped structure.
Further, the bracing plate connection system is in an L-shaped structure.
Compared with the prior art, the utility model discloses following beneficial effect has:
firstly, the lug plates at the two ends of the stay bar are connected with a cable-stayed bridge tower (main tower) and an n-shaped main beam (main beam), so that the main beam can be conveniently restrained from moving along the bridge direction, and the action of the rotation bending moment of the main beam can be balanced;
secondly, the installation and the disassembly are convenient and quick;
the lug plates and the stay bars are rotationally connected to release the main beam to vertically rotate, so that the construction of a stay cable of the cable-stayed bridge is facilitated;
and fourthly, only one pair of temporary anchoring devices of the cable-stayed bridge tower and the n-shaped main beam is needed to be arranged at a bridge span, a couple is formed between the temporary anchoring devices, so that the bending moment caused by the transverse wind load of the cantilever construction of the main beam is balanced, the stress of the whole structure is clear, and the installation is stable.
To sum up, the utility model discloses a girder of fixed main tower crossbeam and main tower top has realized the anchor of cable-stay bridge pylon (main tower) and pi type girder (girder), so set up and avoided the required large-size steel strand wires of cable-stay bridge 0 # piece girder anchor temporarily, do not occupy the use of tensioning time and tensioning equipment in batches, need not drop into horizontal rotation stop device simultaneously, saved the input of material equipment, it is very convenient that whole device installation is dismantled, save time.
Drawings
Fig. 1 is a schematic structural diagram of the present invention.
Fig. 2 is a view from a-a of fig. 1.
Fig. 3 is a view from the direction B-B of fig. 1.
Fig. 4 is a schematic structural diagram of an ear plate in the present application.
Fig. 5 is a view from direction C-C of fig. 4.
Fig. 6 is a view from direction D-D of fig. 4.
Fig. 7 is a schematic structural diagram of a stay bar in the present application.
Fig. 8 is a view from E-E of fig. 7.
Fig. 9 is a view from direction F-F of fig. 7.
Fig. 10 is a view from direction G-G of fig. 7.
Detailed Description
The present invention will be further described with reference to the accompanying drawings.
As shown in fig. 1-10, a temporary anchoring device for a cable-stayed bridge tower and an n-shaped girder comprises a stay bar 200, as shown in fig. 1, the end of the stay bar 200 is connected with at least one ear plate 100, the ear plate 100 comprises a base 102 and a lifting lug 103 connected to the base 102, the lifting lug 103 is rotatably connected with the stay bar 200, the lifting lug 103 at one end of the stay bar 200 is connected to the top end surface of the corresponding base 102, the lifting lug 103 at the other end of the stay bar 200 is connected to the bottom end surface of the corresponding base 102, in this embodiment, the lifting lug 103 connected to the bottom end surface of the corresponding base 102 is connected to the n-shaped girder, and the lifting lug 103 connected to the top end surface of the corresponding base 102 is connected to a lower beam of.
Specifically, in the present embodiment, two ends of the stay bar 200 are respectively provided with the ear plates 100, that is, the end of the stay bar 200 is connected to one ear plate 100.
Referring to fig. 2 and 3, the number of the stay bars 200 is two, two stay bars 200 are arranged side by side and in parallel, and each stay bar 200 includes two stay plates 201 arranged side by side and in parallel.
Referring to fig. 2, 3 and 5, each ear plate 100 includes two lugs 103 arranged in parallel, the two lugs 103 are vertically arranged on the base 102, each lug 103 is arranged between two supporting plates 201 corresponding to the supporting rod 200 through a pin 400, lug pin hole reinforcing plates 105 for the pin 400 to pass are arranged on both sides of the lug 103, supporting plate pin hole reinforcing plates 202 for the pin 400 to pass are arranged on both sides of the supporting plate 201, two supporting plates 201 are connected respectively by a supporting plate connection system 203, and the supporting plate connection system 203 is in an L-shaped structure.
Referring to fig. 1-6, the ear plate 100 further includes an embedded anchor plate 101, a lifting lug stiffening rib 104, and a lifting lug connection system 106, wherein the embedded anchor plate 101 is connected to an end surface of the base 102 away from the lifting lug 103, the lifting lug stiffening rib 104 is disposed on an end surface of the base 102 near the lifting lug 103 and connected to the lifting lug 103, the lifting lug stiffening rib 104 is connected to the two lifting lugs 103, the lifting lug connection system 106 is respectively connected to the two lifting lugs 103, and the lifting lug connection system 106 is in an L-shaped structure.
The lifting lugs 103 and the lifting lug stiffening ribs 104 divide the base 102 into a plurality of rectangular spaces, each rectangular space is internally provided with a threaded steel bar 300 which runs through the embedded anchor plate 101 and the base 102, the lifting lugs 103 of the n-shaped main beam are connected with the lifting lugs 103, the threaded steel bars 300 run through the embedded anchor plates 101 and the base 102 from top to bottom, the lifting lugs 103 are connected with the lower cross beam of the cable-stayed bridge pylon, and the threaded steel bars 300 run through the embedded anchor plates 101 and the base 102 from bottom to top.
When the construction of the lower beam of the main tower and the construction of the No. 0 main beam block are carried out, the anchor plate and the finish rolling twisted steel need to be pre-embedded in advance, and after the construction of the No. 0 lower beam and the No. 0 main beam block is completed, the length of the support rod can be flexibly adjusted according to the actual position, and then the installation of the whole temporary anchoring device is carried out. The temporary anchoring device can be integrally installed when the girder No. 0 block is constructed, the number 0 block is poured, the length of the stay bar is not required to be adjusted, and the stay bar is ensured to be installed in place along the bridge direction. The temporary anchoring device can well restrain the main beam to move along the bridge direction, the whole device is hinged by the pin shaft, the main beam is released to vertically rotate, and the construction of a cable of the cable-stayed bridge is facilitated. In addition, the temporary anchoring devices are only needed to be arranged on one side (side span or mid span) of the bridge span in two, namely the transverse bridge direction is arranged to be 1 pair, a couple is formed between the transverse bridge direction and the 1 pair, so that the bending moment caused by the transverse wind load of the main beam cantilever construction is balanced, the whole structure is clear in stress, and the installation is stable.
Specifically, when the lower beam of the main tower of the cable-stayed bridge is constructed, a main beam temporary supporting cushion stone (for balancing the overturning moment of the cantilever construction of the main beam) is poured before the No. 0 block of the main beam is poured. According to the installation of the temporary anchoring device for the bridge tower and the n-shaped girder of the cable-stayed bridge, pre-buried anchor plates 101 and threaded steel bars 300 are embedded in advance according to the installation position, meanwhile, the lifting lugs 103 of the lug plates 100 are integrally welded on the base 102, lifting lug pin hole reinforcing plates 105 are welded on the lifting lugs 103, lifting lug connecting systems 106 of the two lifting lugs 103 are welded on the lifting lugs 103, and lifting lug reinforcing ribs 104 of the two lifting lugs are welded on the base; and welding the parts of the stay bar 200: firstly, pin holes for the pin shaft 400 to pass through are processed at two ends of the supporting plate 201, supporting plate pin hole reinforcing plates 202 are welded on the supporting plates 201 at two sides of the pin holes, then supporting plate connecting systems 203 are welded on the two supporting plates 201 of the same stay bar 200, and the two supporting plates 201 are connected into a whole; on-site assembling lifting lugs 103 and supporting plates 201 through pin shafts 400: referring to fig. 2, in the ear plate 100 connected to the lower beam of the cable-stayed bridge pylon, the lifting lugs 103 are inserted into one ends of the supporting plates of the corresponding stay bars, the pin shaft passes through the pin holes of the supporting plates, the lifting lugs and the pin hole of the other supporting plate to fix the two supporting plates and one lifting lug, the other stay bar is operated in the same way, and at this time, the lifting lugs 103 of the ear plate are connected to the top end surface of the corresponding base 102. The lifting lugs 103 in the lug plates 100 connected with the n-shaped main beam are placed into one ends of the supporting plates of the corresponding support rods, the pin shaft penetrates through the pin holes of the supporting plates, the lifting lugs and the pin hole of the other supporting plate to fix the two supporting plates and one lifting lug, the other support rod operates in the same way, and at the moment, the lifting lugs 103 of the lug plates are connected to the end surfaces of the bottoms of the corresponding bases 102.
During the construction of the lower beam of the main tower of the cable-stayed bridge, the twisted steel corresponding to the lug plate 100 (the left lug plate in fig. 1) for connecting the lower beam of the main tower of the cable-stayed bridge is vertically penetrated through the embedded anchor plate for integral installation and positioning, after the construction of the lower beam is completed, when the construction of the No. 0 block of the main beam of the bridge is waited, the twisted steel corresponding to the lug plate 100 (the right lug plate 100 in fig. 1) for connecting the n-shaped main beam is vertically penetrated through the embedded anchor plate for integral installation and positioning, and during the positioning, the concrete of the No. 0 block of the main beam is poured after the strut 200 is aligned and fixed with the integral installation of the lug plate 100 of the main tower and the main. In the above-mentioned work progress, cable-stay bridge tower and pi type girder temporary anchoring device set up two in one side (side span or midspan) of bridge span, the upstream and downstream side sets up to a pair in the cross bridge promptly.
And (3) when the temporary anchoring device of the bridge tower of the cable-stayed bridge and the n-shaped girder is installed in place, the construction of the cantilever hanging basket of the girder can be carried out. In the girder cantilever construction, because the cantilever is progressively lengthened, the bridge tower both sides will produce the unbalanced load of dead weight because of the difference in roof beam body weight, consider in addition that cantilever construction girder both sides cantilever end probably has the unbalanced load of construction (heap load), in addition the wind load acts on the girder, and vertical wind load will lead to the vertical rotation of girder, and horizontal wind load will lead to the horizontal rotation of girder. Under the action of the load, the main beam generates forward displacement and transverse (vertical) rotation, at the moment, the vertical rotation of the main beam is restrained by the temporary cushion stone, the forward displacement is restrained by the temporary anchoring devices (providing horizontal force and bending moment) of the cable-stayed bridge tower and the n-shaped main beam, and the transverse rotation is balanced by force couples generated on the upstream side and the downstream side by the temporary anchoring devices of the cable-stayed bridge tower and the n-shaped main beam.
In this application, base 102 carries out bolted connection through twisted steel 300 (finish rolling twisted steel) and pre-buried anchor slab 101, and every otic placode 100 is all in the same direction as the bridge to setting up, and the bottom end rail of cable-stay bridge pylon is connected to an otic placode 100, and pi type girder is connected to another otic placode 100, and restraint girder that can be convenient is in the same direction as the bridge to the displacement. With this application cable-stay bridge pylon and pi type girder temporary anchoring device set up to a pair to in the cross bridge, form the couple between the two to the effect of balanced girder rotation bending moment.
This application carries out bolted connection with base 102 through twisted steel 300 and pre-buried anchor slab 101, and whole device all adopts building site processing preparation, easily installs and dismantles, does not harm any position concrete of bridge, and the construction structures of being convenient for arrange, especially have very strong suitability in the construction of floating (semi-floating) cable-stay bridge temporary anchoring.
In the construction process, only pre-buried anchor slab 101 and twisted steel 300 need be pre-buried, all the other adopt the building site processing preparation, adopt bolt and round pin axle 400 to connect, install, dismantle convenient and fast.
Finally, although the present invention has been described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that the present invention can be modified or replaced by other means without departing from the spirit and scope of the present invention, which should be construed as limited only by the appended claims.
Claims (8)
1. The utility model provides a cable-stay bridge tower and interim anchor of pi type girder which characterized in that: including vaulting pole (200), vaulting pole (200) tip is connected with an otic placode (100) at least, otic placode (100) include base (102), connect in lug (103) of base (102), lug (103) rotate with vaulting pole (200) and are connected, lug (103) of vaulting pole (200) one end connect in the top terminal surface that corresponds base (102), and lug (103) of vaulting pole (200) other end connect in the bottom terminal surface that corresponds base (102).
2. The temporary anchoring device for a cable-stayed bridge tower and an n-shaped main beam according to claim 1, wherein: the ear plate (100) further comprises an embedded anchor plate (101), lifting lug stiffening ribs (104) and a lifting lug connecting system (106), the embedded anchor plate (101) is connected to the end face of the base (102) deviating from the lifting lug (103), the threaded steel bars (300) penetrate through the embedded anchor plate (101) and the base (102) and are arranged, the lifting lug stiffening ribs (104) are arranged on the end face of the base (102) close to the lifting lug (103) and are connected with the lifting lug (103), and the lifting lug connecting system (106) is arranged on the lifting lug (103).
3. The temporary anchoring device for a cable-stayed bridge tower and an n-shaped main beam according to claim 2, wherein: the lifting lug (103) is rotatably connected with the stay bar (200) through a pin shaft (400), and lifting lug pin hole reinforcing plates (105) for the pin shaft (400) to penetrate are arranged on two sides of the lifting lug (103).
4. The temporary anchoring device for a cable-stayed bridge tower and an n-shaped main beam according to claim 3, wherein: the stay bar (200) comprises a stay plate (201) connected with the lifting lug (103), both sides of the stay plate (201) are provided with stay plate pin hole reinforcing plates (202) for the pin shaft (400) to pass through, and the stay plate (201) is provided with a stay plate connecting system (203).
5. The temporary anchoring device for the tower and the n-shaped main beam of the cable-stayed bridge according to claim 4, wherein: the number of the support rods (200) is two, and each support rod (200) comprises two support plates (201) which are arranged in parallel;
each lug plate (100) comprises two lifting lugs (103) which are arranged in parallel, the two lifting lugs (103) are vertically arranged on the base (102), and each lifting lug (103) is arranged between two supporting plates (201) of the corresponding supporting rod (200) through a pin shaft (400);
the lifting lug stiffening rib (104) is arranged on the base (102) and connected with the two lifting lugs (103), and the lifting lug connecting system (106) is respectively connected with the two lifting lugs (103);
the bracing plate connecting system (203) is respectively connected with the two bracing plates (201).
6. The temporary anchoring device for a cable-stayed bridge tower and an n-shaped main beam according to claim 5, wherein: the lifting lug (103) and the lifting lug stiffening rib (104) divide the base (102) into a plurality of rectangular spaces, and each rectangular space is internally provided with a twisted steel bar (300) which runs through the embedded anchor plate (101) and the base (102).
7. The temporary anchoring device for a cable-stayed bridge tower and an n-type main girder according to any one of claims 2 to 6, wherein: the lifting lug connecting system (106) is in an L-shaped structure.
8. The temporary anchoring device for a cable-stayed bridge tower and an n-type main girder according to any one of claims 4 to 6, wherein: the bracing plate connection system (203) is in an L-shaped structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920545577.9U CN209907223U (en) | 2019-04-22 | 2019-04-22 | Temporary anchoring device for bridge tower and n-shaped main beam of cable-stayed bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920545577.9U CN209907223U (en) | 2019-04-22 | 2019-04-22 | Temporary anchoring device for bridge tower and n-shaped main beam of cable-stayed bridge |
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| Publication Number | Publication Date |
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| CN209907223U true CN209907223U (en) | 2020-01-07 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201920545577.9U Active CN209907223U (en) | 2019-04-22 | 2019-04-22 | Temporary anchoring device for bridge tower and n-shaped main beam of cable-stayed bridge |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112695637A (en) * | 2020-12-24 | 2021-04-23 | 云南交投公路建设第二工程有限公司 | Tower beam temporary consolidation supporting structure easy to unload quickly and manufacturing and construction process |
-
2019
- 2019-04-22 CN CN201920545577.9U patent/CN209907223U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112695637A (en) * | 2020-12-24 | 2021-04-23 | 云南交投公路建设第二工程有限公司 | Tower beam temporary consolidation supporting structure easy to unload quickly and manufacturing and construction process |
| CN112695637B (en) * | 2020-12-24 | 2022-11-29 | 云南交投公路建设第二工程有限公司 | Tower beam temporary consolidation supporting structure easy to unload quickly and manufacturing and construction process |
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