CN114108488A - Reverse-pulling construction method for thin-wall pier ultrahigh ultra-wide extra-heavy 0# block bracket - Google Patents
Reverse-pulling construction method for thin-wall pier ultrahigh ultra-wide extra-heavy 0# block bracket Download PDFInfo
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- CN114108488A CN114108488A CN202111557572.6A CN202111557572A CN114108488A CN 114108488 A CN114108488 A CN 114108488A CN 202111557572 A CN202111557572 A CN 202111557572A CN 114108488 A CN114108488 A CN 114108488A
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- bearing platform
- prestressed tendons
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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
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Abstract
The invention discloses a reverse-pulling construction method for a thin-wall pier ultra-high ultra-wide extra-heavy 0# block bracket, wherein anchoring ribs are pre-embedded in a bearing platform according to the load distribution condition; installing double-spliced I-shaped steel as an anchor beam in the vertical direction at the top of the 0# block triangular bracket beam; sequentially connecting the rest prestressed tendons through a steel bar connector until the last section of prestressed tendons is connected with the anchoring tendons anchored on the bearing platform; after the prestressed tendons are completely installed, a jack is used for applying stress to the triangular bracket beam in a grading mode according to the preset load, and therefore the equivalent counter-pulling of the bracket is completed. The invention does not need high piling operation on the pier top, can control the tension force according to the weight distribution of each part of the box girder, is more close to the actual working condition, and has short prepressing period, small workload, short prepressing and unloading time and reduced cost investment.
Description
Technical Field
The invention relates to the field of large-volume concrete prepressing of 0# blocks, hanging baskets and other continuous beams, in particular to a reverse-pulling construction method for a thin-wall pier ultrahigh ultra-wide extra-heavy 0# block bracket.
Background
In bridge construction, the traditional support preloading method in China at present is dominant preloading, namely, water tank, sand bag, concrete precast block or steel preloading. Traditional dominance surcharge carries the pre-compaction, though can reach the purpose of carrying out the pre-compaction to the support, nevertheless have a lot of difficulties and defects in actual work progress, especially to super wide extra heavy bracket, for example: the method has the advantages of large number of prepressing blocks (bags) required by the dominant preloading, serious material waste, long time for hoisting and prepressing the prepressing blocks (bags), high preloading height of the prepressing blocks (bags), high safety risk, difficult uniform preloading of the prepressing blocks (bags), non-uniform weight of the prepressing blocks (bags), low prepressing control precision and the like. With the rapid development of bridge engineering in China, the traditional dominant surcharge preloading can not meet the actual construction requirements, so that a set of ultrahigh, ultra-wide and extra-heavy preloading equivalent reverse pulling method is researched and summarized, the method has great significance in the aspects of improving the construction efficiency, saving the cost and safety, and theoretical basis and actual experience are provided for the construction of similar projects in the future.
Accordingly, the prior art is subject to further improvement and development.
Disclosure of Invention
In view of the defects of the prior art, the invention aims to provide a reverse-pulling construction method for a thin-wall pier ultra-high ultra-wide extra-heavy 0# block bracket.
In order to solve the technical problem, the scheme of the invention comprises the following steps:
a reverse-pulling construction method for a thin-wall pier ultra-high ultra-wide extra-heavy 0# block bracket comprises the following steps:
A. embedding anchoring ribs in a bearing platform according to the load distribution condition, wherein the length of the anchoring ribs exposed out of the bearing platform is one fifth to one fourth of the length of the whole anchoring ribs, reinforcing steel bar meshes are arranged on the anchoring ribs embedded in the bearing platform, and the distance between the reinforcing steel bar meshes is the same as the distance between the anchoring ribs;
B. after the anchoring ribs are installed, tightly wrapping the finish rolling steel exposed outside the bearing platform by using a special protective sleeve (such as a rubber sleeve, a plastic sleeve, a nylon sleeve and the like) for later use;
C. arranging a triangular bracket above the bearing platform, installing double-spliced I-shaped steel as an anchor beam in the vertical direction of the top of a beam of the triangular bracket, and enabling the gap of the anchor beam to be vertical to the finish rolled steel pre-embedded at the top of the bearing platform;
D. fixing a first section of prestressed tendons on the top of the anchor beam by adopting a special opening type gasket and a bolt, and then sequentially connecting the rest prestressed tendons through a steel bar connector until the last section of prestressed tendons is connected with the anchoring tendons anchored on the bearing platform; arranging a steel plate on the top of the anchor beam, and fixing the prestressed tendons by bolts after the prestressed tendons penetrate through a center hole of the steel plate;
E. after the prestressed tendons are completely installed, a jack is arranged above the anchor beam, and a shoulder pole beam is arranged above the jack. The prestressed tendons penetrate through the shoulder pole beam, and are sequentially provided with a tool anchor plate and fixed by bolts.
F. And (4) applying pulling force to the triangular bracket beam in a grading manner by using a jack according to a preset load, and unloading after the load is continued for 5 minutes to finish the equivalent counter-pulling of the bracket.
The reverse drawing construction method comprises the following steps: the length of the anchoring rib is one meter, and the exposed part of the anchoring rib is twenty centimeters; the arrangement distance is determined according to a calculated tension value, in the case of ten centimeters, and the tensile strength meets 1.2 times of the maximum tensile force.
The reverse drawing construction method comprises the following steps: the distance between the double-spliced I-shaped steel bars is four centimeters, so that the finish-rolled deformed steel bar can smoothly pass through the double-spliced I-shaped steel bars, and the double-spliced I-shaped steel bars are perpendicular to the finish-rolled deformed steel bar pre-buried in the bearing platform.
The reverse drawing construction method, wherein the step D further comprises: the special open type gasket realizes the fixation of the prestressed tendons, the first prestressed tendon is closed after being hoisted in place, the prestressed tendons are fixed, then the second prestressed tendon is hoisted, the gasket is turned over after being connected by a steel bar connector, the prestressed tendons are put down, and the prestressed tendons are sequentially connected according to the method. The steel plate is square with side length of thirty centimeters, the thickness of the steel plate is two centimeters, and the diameter of the center hole is four centimeters.
The reverse drawing construction method comprises the following steps: the jack adopts intelligent jack, realizes equivalent pre-compaction.
The reverse drawing construction method can be also applied to hanging basket prepressing and cast-in-place beam prepressing, and the bearing beam can be added in the stress direction to enable finish rolling bolted steel or steel stranded wires to be vertical.
The invention provides a reverse-pulling construction method for a thin-wall pier ultrahigh, ultra-wide and extra-heavy 0# block bracket, which does not need to be operated on high preloading, is safe and controllable, can achieve prepressing weight, can control tensile force according to weight distribution of each part of a box girder, is closer to an actual working condition, has short prepressing period, does not need preloading and erecting a support operation platform, has small workload, short prepressing time and unloading time, only needs 2 to 3 days from the beginning of preparation work to the completion of unloading, greatly saves materials, can recycle jacks, prestressed ribs and other devices, and reduces cost input.
Drawings
FIG. 1 is a schematic view of the structure of the platform and the bracket of the present invention;
FIG. 2 is a side view of FIG. 1;
FIG. 3 is a schematic view of the open gasket of the present invention.
Detailed Description
The invention provides a reverse-pulling construction method for a thin-wall pier ultra-high ultra-wide extra-heavy 0# block bracket, and the invention is further described in detail below in order to make the purpose, technical scheme and effect of the invention clearer and clearer. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention
A reverse-drawing construction method for a thin-wall pier ultra-high ultra-wide extra-heavy No. 0 block bracket is shown in figures 1, 2 and 3, and comprises the following steps:
firstly, the method comprises the following steps: embedding anchoring ribs 2 in a bearing platform 1 according to the load distribution condition, wherein the length of the anchoring ribs 2 exposed out of the bearing platform 1 is one fifth to one fourth of the length of the whole anchoring ribs 2, reinforcing steel bar meshes are arranged on the anchoring ribs embedded in the bearing platform 2, and the distance between the reinforcing steel bar meshes is the same as the distance between the anchoring ribs;
II, secondly: after the anchoring ribs 2 are installed, tightly wrapping the finish rolling steel exposed outside the bearing platform by using an industrial adhesive tape for later use;
thirdly, the method comprises the following steps: arranging an embedded part on the thin-wall pier 3, arranging a triangular bracket 4 above the embedded part, installing double-spliced I-shaped steel 5 as an anchor beam in the vertical direction of the top of a cross beam of the triangular bracket 4, and enabling a gap of the anchor beam to be vertical to finish rolled steel embedded in the top of the bearing platform 2;
fourthly, the method comprises the following steps: hoisting the prestressed tendons, fixing a first section of prestressed tendons 7 at the top of the anchor beam 5 by adopting an open gasket 6, and then sequentially connecting the rest prestressed tendons through a steel bar connector 8 until the last section of prestressed tendons is connected with the anchoring tendons 2 anchored on the bearing platform 1; arranging a steel plate and a nut 9 on the top of the anchor beam to fix the prestressed tendon;
fifthly: after the prestressed tendons 7 are completely installed, the intelligent jack is pressed, a shoulder pole beam 11 is arranged at the top of the intelligent jack, the prestressed tendons 7 penetrate through the shoulder pole beam 11, and then a steel plate and a nut 12 are arranged;
sixthly, the method comprises the following steps: and (4) applying tension to the triangular bracket beam in a grading manner according to a preset load, and unloading after the load is continued for 5 minutes to finish the equivalent counter-pulling of the bracket.
And the step A further comprises the following steps: the length of the anchoring rib 2 is one meter, and the exposed part is twenty centimeters. The distance between the double-spliced I-shaped steel anchor beams 5 is four centimeters. The steel plate and the screw caps 11 and 12 are characterized in that the side length of the steel plate is thirty centimeters square, the thickness of the steel plate is two centimeters, and the diameter of the center hole is four centimeters. Of course, the reverse drawing construction method can be applied to hanging basket prepressing and cast-in-place beam prepressing, and the bearing beam can be added in the stress direction to enable the finish rolling bolted steel or steel stranded wires to be vertical.
In order to further describe the present invention, the following examples are given by way of illustration and not by way of limitation.
The first step is as follows: when the bearing platform 1 is constructed, the anchoring ribs 2 are embedded in the bearing platform 1 according to the load distribution condition, the anchoring ribs 2 are finish-rolled deformed steel bars with the diameter of 32 phi, the length of the finished-rolled deformed steel bars is 1m, the finished-rolled deformed steel bars are embedded in the bearing platform 1 by 80cm, and the top surface of the bearing platform 1 is exposed by 20 cm. The finish rolling deformed steel bar pre-buried in cushion cap 1 sets up 3 layers of phi 16's reinforcing bar net piece, and the interval between the net piece layer and the interval between the anchor muscle 2 are 10cm, and reinforcing bar net piece muscle sets up 8 to the bridge, and the longitudinal bridge sets up 6 to. In order to increase the anchoring force of the anchoring ribs 2, 1 steel plate with the thickness of 1cm and 15cm is installed on the lower portion of the finish rolling steel pre-embedded in the bearing platform 1, and the steel plate is fixed through bolts. After the anchoring ribs 2 are installed, the finish rolling threaded steel exposed outside the bearing platform 1 is tightly wrapped by the industrial adhesive tape, so that pollution and corrosion in the concrete pouring process and in rainy days are avoided, and the steel is reserved.
The second step is that: the embedded parts of the triangular bracket 4 are embedded during the construction of the thin-wall pier 3, after the triangular bracket 4 is installed, I45 four-spliced I-shaped steel serving as the anchor beam 5 is installed in the vertical direction of the top of a cross beam of the triangular bracket 4, and the distance between the two-spliced I-shaped steel is 4 cm. The gap of the anchor beam is vertical to the finish rolled steel pre-buried at the top of the bearing platform 1 and cannot be inclined.
The third step: the first section of prestressed tendon 7 is fixed at the top of the anchor beam by adopting an open gasket 6, then the rest prestressed tendons are sequentially connected through a steel bar connector 8 until the last section of prestressed tendon is connected with the anchoring tendon 2 anchored on the bearing platform 1, and the step is repeated and finally connected with the anchoring tendon 2 anchored on the bearing platform 1.
The fourth step: and after finishing the connection of the finish rolled steel, placing a steel plate with the thickness of 2cm and the thickness of 30cm on the top of the anchor beam, arranging a hole with the diameter of 4cm at the center of the steel plate, and fixing the prestressed tendon by using a bolt after penetrating through the steel plate.
The fifth step: an intelligent jack is placed on the anchor beam 5, a double-spliced I-shaped steel carrying pole beam is placed at the top of the jack, and the prestressed tendon is fixed through the carrying pole beam by adopting a steel plate and a nut.
And a sixth step: and after all the installation is finished, the intelligent jack is utilized to simultaneously apply tension in stages according to the design load, the load is held for 5 minutes, then the unloading is carried out, and the equivalent counter-pulling of the bracket is finished.
It is to be understood that the above description is not intended to limit the present invention, and the present invention is not limited to the above examples, and those skilled in the art may make modifications, alterations, additions or substitutions within the spirit and scope of the present invention.
Claims (6)
1. A reverse-pulling construction method for a thin-wall pier ultra-high ultra-wide extra-heavy 0# block bracket comprises the following steps:
A. embedding anchoring ribs in the bearing platform according to the load distribution condition, wherein the length of the anchoring ribs exposed out of the bearing platform meets the connection requirement, arranging reinforcing mesh sheets on the anchoring ribs embedded in the bearing platform, and enabling the distance between the reinforcing mesh sheets and the distance between the anchoring ribs to be the same;
B. after the anchoring ribs are installed, tightly wrapping the finish rolling steel exposed outside the bearing platform by using a protective sleeve;
C. arranging a triangular bracket above the bearing platform, wherein the triangular bracket is connected with a pier body embedded part through bolts, mounting double-spliced I-shaped steel serving as an anchor beam in the vertical direction of the top of a beam of the triangular bracket, and a gap of the anchor beam is vertical to finish rolled steel embedded in the top of the bearing platform;
D. fixing a first section of prestressed tendons on the top of the anchor beam by adopting a special opening type gasket and a bolt, and then sequentially connecting the rest prestressed tendons through a steel bar connector until the last section of prestressed tendons is connected with the anchoring tendons anchored on the bearing platform; arranging a steel plate on the top of the anchor beam, and fixing the prestressed tendons by bolts after the prestressed tendons penetrate through a center hole of the steel plate;
E. after the prestressed tendons are completely installed, a jack is arranged above the anchor beam, a shoulder pole beam is arranged above the jack, the prestressed tendons penetrate through the shoulder pole beam, and tools, anchor plates and bolts are sequentially installed for fixing;
F. and (4) applying pulling force to the triangular bracket beam in a grading manner by using a jack according to a preset load, and unloading after the load is continued for 5 minutes to finish the equivalent counter-pulling of the bracket.
2. The reverse drawing construction method according to claim 1, wherein the step a further comprises: the length of the anchoring rib is one meter, and the exposed part of the anchoring rib is twenty centimeters; the arrangement distance is ten centimeters, and the tensile strength meets 1.2 times of the maximum tensile force.
3. The reverse drawing construction method according to claim 1, wherein the step C further comprises: the distance between the double-spliced I-shaped steel bars is four centimeters, so that the finish-rolled deformed steel bar can smoothly pass through the double-spliced I-shaped steel bars, and the double-spliced I-shaped steel bars are perpendicular to the finish-rolled deformed steel bar pre-buried in the bearing platform.
4. The reverse drawing construction method according to claim 1, wherein the step D further comprises: the special open type gasket realizes the aerial connection of the prestressed tendons, the gasket is closed after the first prestressed tendon is hoisted in place, the prestressed tendons are fixed, then the second prestressed tendon is hoisted, the gasket is turned over after the prestressed tendons are connected by adopting a steel bar connector, the prestressed tendons are put down and connected in sequence according to the method, the steel plate is a square with the side length of thirty centimeters, the thickness of the steel plate is two centimeters, and the diameter of the central hole is four centimeters.
5. The reverse drawing construction method according to claim 1, wherein the step F further comprises: the jack adopts intelligent jack, realizes equivalent pre-compaction.
6. The reverse drawing construction method according to claim 1, wherein the reverse drawing construction method can be applied to cradle prepressing and cast-in-place beam prepressing, and the bearing beam can be increased in the stress direction to enable the finish-rolled bolted steel or steel strand to be vertical.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111557572.6A CN114108488A (en) | 2021-12-19 | 2021-12-19 | Reverse-pulling construction method for thin-wall pier ultrahigh ultra-wide extra-heavy 0# block bracket |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202111557572.6A CN114108488A (en) | 2021-12-19 | 2021-12-19 | Reverse-pulling construction method for thin-wall pier ultrahigh ultra-wide extra-heavy 0# block bracket |
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| CN114108488A true CN114108488A (en) | 2022-03-01 |
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| CN202111557572.6A Pending CN114108488A (en) | 2021-12-19 | 2021-12-19 | Reverse-pulling construction method for thin-wall pier ultrahigh ultra-wide extra-heavy 0# block bracket |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114855639A (en) * | 2022-06-15 | 2022-08-05 | 保利长大工程有限公司 | High altitude cable tower crossbeam construction bracket pre-compaction subassembly |
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| CN211947982U (en) * | 2020-02-25 | 2020-11-17 | 王林 | Lower part tensioning equipment for counter-force prepressing of continuous beam bracket |
| CN214656404U (en) * | 2021-01-06 | 2021-11-09 | 中交二公局第三工程有限公司 | Prestressing force loading pre-compaction device for 0# block bracket of double-limb pier continuous beam |
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2021
- 2021-12-19 CN CN202111557572.6A patent/CN114108488A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203213024U (en) * | 2013-04-25 | 2013-09-25 | 中国建筑第六工程局有限公司 | Continuous beam block 0 bracket prepressing device |
| CN204325931U (en) * | 2014-11-29 | 2015-05-13 | 中铁十九局集团有限公司 | Bridge High-pier platform top end holder hierarchical loading device |
| CN204941424U (en) * | 2015-08-14 | 2016-01-06 | 中国石油天然气股份有限公司 | A kind of well head ruggedized construction |
| CN205676784U (en) * | 2016-06-07 | 2016-11-09 | 中铁十二局集团有限公司 | Bracket reverse drawing loads prepressing device |
| CN108193605A (en) * | 2018-02-24 | 2018-06-22 | 中交路桥建设有限公司 | No. 0 block bracket prepressing structure of continuous beam bridge pier in water |
| CN208201656U (en) * | 2018-04-28 | 2018-12-07 | 中交一公局第五工程有限公司 | A kind of high pier end bay Cast-in-Situ Segment reverse drawing counter weight device |
| CN211947982U (en) * | 2020-02-25 | 2020-11-17 | 王林 | Lower part tensioning equipment for counter-force prepressing of continuous beam bracket |
| CN214656404U (en) * | 2021-01-06 | 2021-11-09 | 中交二公局第三工程有限公司 | Prestressing force loading pre-compaction device for 0# block bracket of double-limb pier continuous beam |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114855639A (en) * | 2022-06-15 | 2022-08-05 | 保利长大工程有限公司 | High altitude cable tower crossbeam construction bracket pre-compaction subassembly |
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