CN109252447B - Prepressing operation method of high-altitude tower column cross beam support - Google Patents
Prepressing operation method of high-altitude tower column cross beam support Download PDFInfo
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- CN109252447B CN109252447B CN201811141778.9A CN201811141778A CN109252447B CN 109252447 B CN109252447 B CN 109252447B CN 201811141778 A CN201811141778 A CN 201811141778A CN 109252447 B CN109252447 B CN 109252447B
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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
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Abstract
The invention relates to the field of bridge engineering and discloses a prepressing operation method of a high-altitude tower column cross beam supportThe method is suitable for bridges such as cable-stayed bridges, suspension bridges and the like, and comprises the following steps: s1, manufacturing a hinged pre-pressing force transmission structure, wherein the hinged pre-pressing force transmission structure is formed by correspondingly connecting a hinged inclined strut A, a hinged inclined strut B and a force transmission support through a steel pin; s2, constructing a tower column and erecting a support, wherein the tower column is provided with a tower column preformed hole for penetrating and conveying a steel wire rope, the horizontal included angle of the tower column preformed hole is 0 degree, and a support bracket and an upper support bracket are pre-embedded during tower column construction; after the construction of the bracket and the bracket of the upper bracket body is finished, erecting the bracket on the bracket and erecting the upper bracket body between the brackets of the upper bracket body; s3, installing a hinged prepressing force transmission structure, connecting one end of a steel wire rope with the hinged prepressing force transmission structure, and enabling one end of the steel wire rope to penetrate through a preformed hole of the tower column; s4 installing a jack, and applying tension to the steel cable by using the jackF n (ii) a S5, disassembling the hinged prepressing force-transferring structure and the jack to complete prepressing of the bracket.
Description
Technical Field
The invention relates to the field of bridge engineering, in particular to a prepressing operation method of a high-altitude tower column cross beam support, which is suitable for bridges such as cable-stayed bridges, suspension bridges and the like.
Background
When constructing a tower column cross beam of a cable-stayed bridge (or a suspension bridge), a support needs to be erected, a template needs to be erected after the support is pre-pressed, and the cross beam between tower columns needs to be poured. During the construction of a poured concrete structure, the support is pre-pressed for the following purposes: (1) the safety of the bracket is ensured, and the construction safety is ensured; (2) the influence of the inelastic deformation of the foundation and the support is eliminated, and the pouring quality of the cast-in-place concrete structure is ensured. At present, a conventional method for pre-pressing a bracket of a cross beam is to load by using a loose sand bag or a water tank, but because the position of the cross beam between tower columns of a cable-stayed bridge (or a suspension bridge) is high, and some cross beams are even hundreds of meters, the bracket is pre-pressed by using the conventional method, and the workload of up-and-down transmission such as water injection of the loose sand bag or the water tank is large, so that the realization is difficult.
Utility model CN201521107875.8 has proposed the method that adopts wire rope to carry out the loading pre-compaction to the support. And pre-pressing the support through tensioning steel wire ropes with two ends respectively connected to the bearing platform and the support distribution beam. If the method is adopted to pre-press the support, a single steel wire rope of the steel wire rope needs to be hung downwards for hundreds of meters under some conditions, and more steel wire ropes are needed for multi-point pre-pressing.
Disclosure of Invention
The invention aims to overcome at least one defect in the prior art, and provides a prepressing operation method of a high-altitude tower column cross beam support.
In order to solve the technical problems, the invention adopts the technical scheme that:
a prepressing operation method of a high-altitude tower column cross beam support comprises the following methods:
s1, manufacturing a hinged pre-pressing force transmission structure, wherein the hinged pre-pressing force transmission structure is formed by correspondingly connecting a hinged inclined strut A, a hinged inclined strut B and a force transmission support through a steel pin;
s2, constructing a tower column and erecting a support, wherein the tower column is provided with a tower column preformed hole for penetrating and conveying a steel wire rope, the horizontal included angle of the tower column preformed hole is 0 degree, and a support bracket and an upper support body bracket are pre-buried when the tower column is constructed; after the construction of the bracket and the bracket of the upper bracket body is finished, erecting the bracket on the bracket and erecting the upper bracket body between the brackets of the upper bracket body;
s3, installing a hinged prepressing force transmission structure, connecting one end of a steel wire rope with the hinged prepressing force transmission structure, and enabling one end of the steel wire rope to penetrate through a preformed hole of the tower column;
s4 installing a jack, and applying a pulling force F to the steel wire rope by using the jackn；
S5, disassembling the hinged prepressing force-transferring structure, the jack and the upper frame body to complete prepressing of the support.
Furthermore, the hinged diagonal brace A is composed of two section steels and a male head, a gap is reserved between the section steels, the two section steels are integrally formed by adopting corresponding welding of steel plates, a hole is reserved in one end of each section steel, the male head made of the steel plates is welded in the other end of each section steel, and a hole is reserved in the male head.
Furthermore, articulated bracing B corresponds two shaped steel of welding formation with the steel sheet, leaves the space between the shaped steel, and the both ends of articulated bracing B all reserve the hole.
Furthermore, the force transmission support is formed by welding a steel base plate and a vertical steel plate at an angle of 90 degrees, and the vertical steel plate is provided with a hole.
Further, the hole distance L between the two ends of the hinged diagonal brace A and the hinged diagonal brace BxThe calculation formula of (2) is as follows:
in the formula:
Lxthe pitch of holes at two ends of a hinged diagonal brace A and a hinged diagonal brace B is in mm;
Hjafter the hinged prepressing force transmission structure is installed in S3, the vertical distance of the centers of the holes of the two force transmission supports is in unit of mm, and the range of the distance is 300-750 mm;
theta is an included angle between the central connecting line of the holes of the two force transmission supports and the hinged diagonal brace after the hinged prepressing force transmission structure is installed in S3, and the angle range is 5-10 degrees.
Further, the distance H between the top surface of the support and the center of the tower column preformed holekThe calculation formula of (2) is as follows:
the distance from the center of the hole of the force transmission support to the outer edge of the steel backing plate; setting the distance from the top surface of the bracket to the bottom surface of the bracket bodyIs 2+ Hj。
Furthermore, the tension F applied to the steel wire rope by the jacknThe calculation formula of (2) is as follows:
in the formula:
γcis the volume weight of the beam concrete with the unit of kN/m3Can be as high as 26kN/m3Taking;
Vcis the volume of the beam concrete, and the unit is m3；
AvpIs the vertical projected area of the beam, and the unit is m2；
qsFor construction load, the unit is kN/m2Can be as high as 8kN/m2Taking;
Nnumthe number of vertical pre-pressing acting force load points applied to the bracket.
Compared with the prior art, the invention has the beneficial effects that:
(1) the hinged prepressing force transmission structure provided by the invention can realize the conversion of the pulling force applied by a jack to a steel wire rope to the vertical prepressing acting force, more importantly, the angle theta is limited to 5-10 degrees, so that the purpose that the larger-tonnage vertical prepressing acting force can be obtained by adopting the pulling force applied by the smaller jack to the steel wire rope, and the effect of 'four-two-stirring jack' can be achieved, for example, when the angle theta is 5 degrees, F is appliednObtaining a vertical pre-pressing acting force 573.7kN as 100 kN;
(2) according to the calculated tension F applied to the steel wire rope by the jacknThe hinged prepressing force transmission structure is pressed, so that the vertical prepressing acting force required to be provided by the support can be ensured to be obtained, and a good prepressing effect is achieved;
(3) the invention applies force to the hinged prepressing force transmission structure through the jack, adopts the tower column as the fulcrum of the force application of the jack, and realizes the prepressing of the bracket through the vertical component force of the shaft force A of the hinged inclined strut. The method is unique, simple to prepare, beneficial to operation, simple and convenient to construct and beneficial to high-altitude operation; the technical defects that the workload of up-and-down transmission of bulk sandbags or water tank water injection and the like is large and the realization is difficult in the traditional technology overhead work and the technical defect that the method provided by the utility model CN201521107875.8 needs overlong steel wire ropes are fundamentally solved; the components such as the hinged prepressing force transmission structure can be repeatedly utilized; meanwhile, the technical scheme provided by the invention is complete, unique and feasible.
Drawings
Fig. 1 is a schematic structural view of a hinged diagonal brace a, wherein fig. 1a is an elevation view of the structure of the hinged diagonal brace a, and fig. 1b is a plan view of the structure of the hinged diagonal brace a.
Fig. 2 is a schematic structural view of the hinged diagonal brace B, wherein fig. 2a is an elevation view of the structure of the hinged diagonal brace B, and fig. 2B is a plan view of the structure of the hinged diagonal brace B.
Fig. 3 is a structural elevation of the hinged pre-compression force transfer structure.
Fig. 4 is a schematic structural view of the tower column 1 and the cross beam 2.
Fig. 5 is an elevational view of the preload of the beam support.
Fig. 6 is a semi-plan view of the preload of the beam support.
The device comprises a tower column 1, a beam 2, a support 3, a hinged prepressing force transmission structure 4, a hinged inclined strut A4B, a hinged inclined strut B4 c, a male head 4d, a force transmission support 4d, a steel base plate 4e, a vertical steel plate 4f, a steel pin 4g, a tower column preformed hole 5, a jack 6, a support bracket 7, an upper support bracket 8, a steel wire rope 9 and an upper support 10.
Detailed Description
The drawings are for illustrative purposes only and are not to be construed as limiting the patent; for the purpose of better illustrating the embodiments, certain features of the drawings may be omitted, enlarged or reduced, and do not represent the size of an actual product; it will be understood by those skilled in the art that certain well-known structures in the drawings and descriptions thereof may be omitted. The positional relationships depicted in the drawings are for illustrative purposes only and are not to be construed as limiting the present patent.
Example 1
As shown in fig. 4, the dimensions of the cross beam 2 between the two towers 1 of the cable-stayed bridge in the embodiment are: a is 6.0m, b is 3.0m, and h is 2.0 m. The beam is 81.5m away from the bridge floor. In order to pour the concrete of the beam 2, the brackets 3 of the beam 2 need to be pre-pressed.
In order to simply, quickly and effectively pre-press the bracket 3 of the cross beam 2, the method is adopted to pre-press the bracket 3, and the construction is carried out according to the following steps:
s1, manufacturing a hinged pre-pressing force transmission structure 4, wherein the hinged pre-pressing force transmission structure 4 is formed by correspondingly connecting a hinged inclined strut A4a, a hinged inclined strut B4B and a force transmission support 4d through a steel pin 4 g.
Specifically, the hinged diagonal brace A4a is composed of two section steels and a male head 4c, a gap is reserved between the section steels, the two section steels are integrally formed by adopting corresponding welding of steel plates, a hole is reserved at one end of each section steel, the male head 4c made of the steel plates is welded at the other end of each section steel, and a hole is reserved at the male head 4 c.
Specifically, the hinged inclined strut B4B is formed by correspondingly welding two section steels through steel plates, a gap is reserved between the section steels, and holes are reserved at two ends of the hinged inclined strut B4B.
Specifically, the force transmission support 4d is formed by welding a steel backing plate 4e and a vertical steel plate 4f at an angle of 90 °, and the vertical steel plate 4f is provided with a hole, in this example, the distance from the center of the hole of the force transmission support 4d to the outer edge of the steel backing plate 4e is 50 mm.
Wherein, the hole distances L at the two ends of the hinged inclined strut A4a and the hinged inclined strut B4BxThe calculation formula of (2) is as follows:
the unit is mm, and the unit is,
Hjafter the hinged prepressing force transmission structure 4 is installed at S3, the vertical distance of the hole centers of the two force transmission supports 4d is 300-750 mm in unit of mm, in this example, H is takenj＝500mm；
Theta is an included angle between a connecting line of hole centers of the two force transmission support seats 4d and the hinged inclined strut after the hinged pre-pressing force transmission structure 4 is installed in the step S3, and the angle range of theta is 5-10 degrees, wherein theta is 7.5 degrees in the example.
Then
S2 construction is carried out on the tower column 1 and the bracket 3 is erected, the tower column 1 is provided with a tower column preformed hole 5 for penetrating and conveying a steel wire rope 9, the horizontal included angle of the tower column preformed hole 5 is 0 degree, and the distance H between the top surface of the bracket 3 and the center of the tower column preformed hole 5 iskThe calculation formula of (2) is as follows:
when the tower column 1 is constructed, the bracket 7 and the upper bracket 8 are pre-embedded; after the construction of the bracket 7 and the upper bracket body bracket 8 is completed, the bracket 3 is erected on the bracket 7, and the upper bracket body 10 is erected between the upper bracket body brackets 8.
After the tower column 1 is constructed, the distance from the top surface of the bracket 3 to the bottom surface of the upper frame body 10 is set to be (2+ H)j)＝(2x50+500)＝600mm。
S3, a hinged prepressing force transmission structure 4 is installed, one end of a steel wire rope 9 is connected with the hinged prepressing force transmission structure 4, and the other end of the steel wire rope penetrates through a tower column preformed hole 5. The steel backing plates 4e of the two force transmission supports 4d of the hinged prepressing force transmission structure 4 are respectively welded and connected with the top surface of the bracket 3 and the bottom surface of the upper frame body 10; the hinged prepressing force transmission structure 4 is held by a steel wire rope 9 and then passes through a tower column preformed hole 5.
S4, installing the jack 6, and applying the tension F to the steel cable 9 by using the jack 6n. Installing a jack 6, applying a pulling force to the steel wire rope 9 by using the jack 6, and applying a pulling force F to the steel wire rope 9 by using the jack 6nIs obtained by the following formula
Tension F applied to steel wire rope 9 by jack 6nThe calculation formula of (2) is as follows:
in the formula:
γcthe unit of the volume weight of the concrete of the cross beam 2 is kN/m3This example follows 26kN/m3Taking;
Vcthe volume of concrete of the beam 2 is given by the dimension V of the beamc＝axbxh＝6x3x2＝36m3；
AvpIs the vertical direction of the cross beam 2Projected area, A being the plane size given by the beamvp＝axb＝6x3＝18m2；
qsFor construction load, the unit is kN/m2This example follows 8kN/m2Taking;
Nnumthe number of vertical pre-pressing force load points applied to the support 3, in this example Nnum＝6。
And the tension applied to the steel wire rope 9 by the jack 6 is obtained:
s5, disassembling the hinged prepressing force-transferring structure 4, the jack 6 and the upper frame body 10 to complete prepressing of the bracket 3.
It should be understood that the above-described embodiments of the present invention are merely examples for clearly illustrating the present invention, and are not intended to limit the embodiments of the present invention. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. And are neither required nor exhaustive of all embodiments. Any modification, equivalent replacement, and improvement made within the spirit and principle of the present invention should be included in the protection scope of the claims of the present invention.
Claims (7)
1. A prepressing operation method of a high-altitude tower column cross beam support is characterized by comprising the following steps of: including but not limited to the following steps:
s1, manufacturing a hinged pre-pressing force transmission structure (4), wherein the hinged pre-pressing force transmission structure (4) is formed by correspondingly connecting a hinged inclined strut A (4a), a hinged inclined strut B (4B) and a force transmission support (4d) through a steel pin (4 g);
s2, constructing a tower column (1) and erecting a support (3), wherein the tower column (1) is provided with a tower column preformed hole (5) for penetrating and conveying a steel wire rope (9), the horizontal included angle of the tower column preformed hole (5) is 0 degrees, and when the tower column (1) is constructed, a support bracket (7) and an upper support body bracket (8) are pre-embedded; after the construction of the bracket (7) and the upper bracket body bracket (8) is finished, the bracket (3) is erected on the bracket (7), and the upper bracket body (10) is erected between the upper bracket body brackets (8);
s3, installing a hinged prepressing force transmission structure (4), and welding steel backing plates (4e) of two force transmission supports (4d) of the hinged prepressing force transmission structure (4) with the top surface of the bracket (3) and the bottom surface of the upper bracket body (10) respectively; one end of a steel wire rope (9) is connected with a hinged prepressing force transmission structure (4), and the other end of the steel wire rope penetrates through a tower column preformed hole (5);
s4, a jack (6) is installed, and the jack (6) is used for applying a pulling force F to the steel wire rope (9)n；
S5, disassembling the hinged prepressing force-transferring structure (4), the jack (6) and the upper frame body (10) to complete prepressing of the bracket (3).
2. The pre-pressing operation method of the high-altitude tower column cross beam bracket according to claim 1, characterized in that: articulated bracing A (4a) comprises two shaped steel and positive head (4c), leaves the space between the shaped steel, adopts the steel sheet to correspond the welding and makes two shaped steel form wholly, and shaped steel one end is reserved has the hole, and the other end welding has positive head (4c) of utilizing the steel sheet to make, and positive head (4c) is reserved has the hole.
3. The pre-pressing operation method of the high-altitude tower column cross beam bracket as claimed in claim 2, wherein: articulated bracing B (4B) correspond two shaped steel of welding by the steel sheet and form, leave the space between the shaped steel, the hole is all reserved at the both ends of articulated bracing B (4B).
4. The pre-pressing operation method of the high-altitude tower column cross beam bracket as claimed in claim 3, wherein: the force transmission support (4d) is formed by welding a steel backing plate (4e) and a vertical steel plate (4f) at an angle of 90 degrees, and the vertical steel plate (4f) is provided with a hole.
5. The high-altitude tower column cross beam support preloading operation method as claimed in any one of claims 1 to 4, wherein the hole pitch L between the two ends of the hinged diagonal brace A (4a) and the hinged diagonal brace B (4B)xThe calculation formula of (2) is as follows:
in the formula:
Hjis the vertical distance H between the centers of the holes of the two force transmission supports (4d)jThe range of (A) is 300-750 mm;
theta is an included angle between the central connecting line of the holes of the two force transmission supports (4d) and the hinged inclined strut, and the range of theta is 5-10 degrees.
6. The pre-pressing operation method of the high-altitude tower column cross beam bracket as claimed in claim 5, wherein: the distance H between the top surface of the support (3) and the center of the preformed hole of the tower column (1)kThe calculation formula of (2) is as follows:
the distance from the center of the hole of the force transmission support (4d) to the outer edge of the steel backing plate (4 e); the distance from the top surface of the bracket (3) to the bottom surface of the frame body (10) is set to be 2+ Hj。
7. The pre-pressing operation method of the high-altitude tower column cross beam bracket as claimed in claim 5, wherein: the tension F applied by the jack to the steel wire ropenThe calculation formula of (2) is as follows:
in the formula:
γcthe volume weight of the concrete of the cross beam (2);
Vcthe volume of the concrete of the cross beam (2);
Avpis the vertical projection area of the beam (2);
qsis a construction load;
Nnumthe number of vertical pre-pressing acting force load points applied to the bracket (3).
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| Application Number | Priority Date | Filing Date | Title |
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| CN201811141778.9A CN109252447B (en) | 2018-09-28 | 2018-09-28 | Prepressing operation method of high-altitude tower column cross beam support |
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| CN201811141778.9A CN109252447B (en) | 2018-09-28 | 2018-09-28 | Prepressing operation method of high-altitude tower column cross beam support |
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| CN109252447B true CN109252447B (en) | 2020-07-28 |
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| CN113338163B (en) * | 2021-04-30 | 2021-12-14 | 广西北投交通养护科技集团有限公司 | Opposite-pulling combined device for bridge tower inclined support and construction method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11181725A (en) * | 1997-12-22 | 1999-07-06 | Maeda Corp | Method for constructing horizontal beam of main tower made of concrete |
| CN202881856U (en) * | 2012-10-19 | 2013-04-17 | 中铁三局集团有限公司 | Concrete pouring support prepressing device |
| CN106400694A (en) * | 2016-11-14 | 2017-02-15 | 中交第二航务工程局有限公司 | Fabricated prestressing device and method for high pier scaffoldings |
| CN106677070A (en) * | 2016-12-31 | 2017-05-17 | 中铁局集团有限公司 | Construction support and method for overhead large-span heavy-duty cross beam |
| CN108487084A (en) * | 2018-06-14 | 2018-09-04 | 中铁十六局集团第三工程有限公司 | Prefabricating load for No. 0 block temporary support brackets of bridge applies structure |
-
2018
- 2018-09-28 CN CN201811141778.9A patent/CN109252447B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11181725A (en) * | 1997-12-22 | 1999-07-06 | Maeda Corp | Method for constructing horizontal beam of main tower made of concrete |
| CN202881856U (en) * | 2012-10-19 | 2013-04-17 | 中铁三局集团有限公司 | Concrete pouring support prepressing device |
| CN106400694A (en) * | 2016-11-14 | 2017-02-15 | 中交第二航务工程局有限公司 | Fabricated prestressing device and method for high pier scaffoldings |
| CN106677070A (en) * | 2016-12-31 | 2017-05-17 | 中铁局集团有限公司 | Construction support and method for overhead large-span heavy-duty cross beam |
| CN108487084A (en) * | 2018-06-14 | 2018-09-04 | 中铁十六局集团第三工程有限公司 | Prefabricating load for No. 0 block temporary support brackets of bridge applies structure |
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