CN102251487B - Double oblique steel arch tower in-situ cantilever assembling method - Google Patents

Double oblique steel arch tower in-situ cantilever assembling method Download PDF

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Publication number
CN102251487B
CN102251487B CN 201110110855 CN201110110855A CN102251487B CN 102251487 B CN102251487 B CN 102251487B CN 201110110855 CN201110110855 CN 201110110855 CN 201110110855 A CN201110110855 A CN 201110110855A CN 102251487 B CN102251487 B CN 102251487B
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steel arch
cantilever
tower
line
arch tower
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CN102251487A (en
Inventor
陈玉发
王学明
苟祖宽
朱长城
汪兆清
邓少林
冯辉
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Construction Engineering Co Ltd of China Railway No 5 Engineering Group Co Ltd
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Construction Engineering Co Ltd of China Railway No 5 Engineering Group Co Ltd
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Abstract

The invention discloses a double oblique steel arch tower in-situ cantilever assembling method adopted in cable-stayed bridge construction. In-situ cantilever assembly is adopted in the method; and the method is implemented in a mode of using conventional longitudinal horizontal ropes (2), setting temporary stay ropes (3) and adopting a big closing section (4) for closing. The method comprises the following processes of: 1, assembling the lower outward inclined cantilever sections of steel arch towers (1), installing a group of horizontal ropes (2) between the steel arch towers (1) of two single arches for primary stress tension and installing a group of temporary stay ropes (3) for primary stress tension between two limbs of each single arch; 2, installing the horizontal ropes (2) and the temporary stay ropes (3) when the lower outward inclined cantilever sections of the steel arch towers (1) are upwards installed; 3, combining steel arch sections to be assembled into the big closing section (4) to realize one-time assembly in place when the gravity center of the cantilever structure in the single arch is inwards transferred in section-by-section assembly and exceeds a fulcrum center; and 4, detaching the temporary stay ropes (3) after the closing assembly is finished.

Description

A kind of double oblique steel arch tower in-situ cantilever assembling method
Technical field
The present invention relates to a kind of cable stayed bridge double oblique steel arch tower cantilever assembling method.
Background technology
In the assembly unit of cable stayed bridge inclination steel arch tower, traditional assembling method utilizes the pylon of turning to turn the steel arch tower of assembly unit moulding in place for to carry out the assembly unit of steel arch tower at support or platform afterwards.Adopt that traditional assembling method construction period is long, cost is higher, construction risk is wayward.
Summary of the invention
The technical problem to be solved in the present invention is: provide a kind of double oblique steel arch tower in-situ cantilever assembling method, to overcome long, the deficiency such as cost is higher, construction risk is wayward of the construction period that prior art exists.
Technical scheme of the present invention: original position free cantilever erection, by utilizing existing vertical equity rope, interim drag-line is set and adopts the mode of large closure section closure to carry out, specifically comprise following process: first, assembly unit steel arch tower bottom flare cantilever segment, between the steel arch tower of two single arches, install in the stretch-draw of one group of horizontal Suo Jinhang initial stress, one group of interim drag-line is installed between two limbs of each single arch is carried out initial stress stretch-draw; The second, upwards install with steel arch tower bottom flare cantilever segment, continue respectively to install horizontal rope and interim drag-line; The 3rd, when cantilever construction in single arch inwardly shifts when surpassing dot center with its center of gravity of assembly unit piecemeal, steel arch sections to be assembled is merged into a large closure section assembly unit and is put in place thereafter; The 4th, after the closure assembly unit is finished, remove interim drag-line.
Cantilever construction shifts above the following part of fulcrum center with its center of gravity of assembly unit is inside piecemeal in single arch, and the interim drag-lines of four groups of intersections are installed between two limbs of each single arch altogether.
Interim drag-line adopts φ 15.20 steel strand and intermediate plate ground tackle to form, and every group of interim drag-line is divided into the two sides that two bundles are anchored in respectively steel arch tower sections.
Between the steel arch tower of two single arches, nine groups of horizontal ropes are installed altogether.
The mode of double oblique steel arch tower by utilizing existing vertical equity rope, interim drag-line being set and adopting large closure section to join the two sections of a bridge, etc, steel arch tower original position free cantilever erection is carried out in control steel arch tower internal stress and distortion.Before the double oblique steel arch tower assembly unit, adopt finite element analysis software to set up the structural model of each construction stage, consider environmental factor, calculate the initial tension of jump stay, interim drag-line.
The invention solves cable stayed bridge double oblique steel arch tower in-situ cantilever assembling arch tower internal stress and displacement problem, shortened the duration, saved cost, controlled construction risk.
Description of drawings
Fig. 1 is elevation of the present invention;
Fig. 2 is the A-A sectional view of Fig. 1;
Fig. 3 is for installing the 3 D stereo view of first group of jump stay;
Fig. 4 is for installing the 3 D stereo view of first group of interim drag-line;
3 D stereo view when Fig. 5 is the double oblique steel arch tower closure;
Fig. 6 is the 3 D stereo view that Fig. 5 removes interim drag-line;
Fig. 7 is the 3 D stereo view that Fig. 5 removes jump stay.
The specific embodiment
Embodiments of the invention: original position free cantilever erection, by utilizing existing vertical equity rope 2, interim drag-line 3 is set and adopts the mode of large closure section 4 closures to carry out, specifically comprise following process: first, assembly unit steel arch tower 1 bottom flare cantilever segment, when one group of horizontal rope 2 of installation carries out initial stress stretch-draw between the steel arch tower 1 of two single arches, one group of interim drag-line 3 is installed between two limbs of each single arch is carried out initial stress stretch-draw; The second, upwards install with steel arch tower 1 bottom flare cantilever segment, horizontal rope 2, interim drag-line 3 are installed respectively; The 3rd, when cantilever construction in single arch inwardly shifts when surpassing dot center with its center of gravity of assembly unit piecemeal, steel arch sections to be assembled is merged into large closure section 4 assembly units and is put in place thereafter; The 4th, after the closure assembly unit is finished, remove interim drag-line 3.
In described " the 3rd " process, as shown in Fig. 1, Fig. 5, Fig. 6, anticipate, among the figure top not the steel arch sections of the horizontal rope 2 of installation namely merge into 4 assembly units of large closure section and put in place.Can find out from Fig. 5, Fig. 6, these do not install the steel arch sections of horizontal rope 2, and its position of centre of gravity has surpassed steel arch tower 1 bottom (i.e. bottom) dot center.
Cantilever construction shifts above the following part of fulcrum center with its center of gravity of assembly unit is inside piecemeal in single arch, and the interim drag-lines 3 of four groups of intersections are installed between two limbs of each single arch altogether.
Interim drag-line 3 adopts φ 15.20 steel strand and intermediate plate ground tackle to form, and every group of interim drag-line 3 is divided into the two sides that two bundles are anchored in respectively steel arch tower 1 sections.
Between the steel arch tower 1 of two single arches, nine groups of horizontal ropes 2 are installed altogether.Every group of horizontal rope is 2 horizontal ropes.
When assembly unit steel arch tower 1 bottom flare cantilever segment, nine groups of horizontal ropes 2 are installed and are carried out initial stress stretch-draw, internal stress when reducing steel arch tower 1 free cantilever erection and overcome vertical flare displacement of two steel arch towers 1, four groups of interim drag-lines 3 are installed and are carried out initial stress stretch-draw, the internal stress when reducing steel arch tower 1 free cantilever erection and overcome the direction across bridge flare displacement of bottom two limbs in single arch.
When assembly unit steel arch tower 1 top introversion cantilever segment, single limb cantilever construction shifted soon above dot center's generation introversion trend with its center of gravity of assembly unit is inside piecemeal in list encircleed, merge into 4 assembly units of large closure section with steel arch sections to be assembled and put in place this moment, to avoid the direction across bridge introversion displacement of single arch internal upper part two limbs.
After closure is finished, remove interim drag-line 3.

Claims (4)

1. double oblique steel arch tower in-situ cantilever assembling method, it is characterized in that: the original position free cantilever erection, by utilizing existing horizontal rope (2), interim drag-line (3) is set and adopts the mode of large closure section (4) closure to carry out, specifically comprise following process: first, assembly unit steel arch tower (1) bottom flare cantilever segment, when one group of horizontal rope of installation (2) carries out initial stress stretch-draw between the steel arch tower (1) of two single arches, one group of interim drag-line (3) is installed between two limbs of each single arch is carried out initial stress stretch-draw; The second, upwards install with steel arch tower (1) bottom flare cantilever segment, continue respectively to install horizontal rope (2) and interim drag-line (3); The 3rd, when cantilever construction in single arch inwardly shifts when surpassing dot center with its center of gravity of assembly unit piecemeal, steel arch sections to be assembled is merged into large closure section (4) assembly units and is put in place thereafter; The 4th, after the closure assembly unit is finished, remove interim drag-line (3).
2. double oblique steel arch tower in-situ cantilever assembling method according to claim 1, it is characterized in that: cantilever construction shifts above the following part of fulcrum center with its center of gravity of assembly unit is inside piecemeal in single arch, and the interim drag-lines (3) of four groups of intersections are installed between two limbs of each single arch altogether.
3. double oblique steel arch tower in-situ cantilever assembling method according to claim 1 and 2, it is characterized in that: interim drag-line (3) adopts φ 15.20 steel strand and intermediate plate ground tackle to form, and every group of interim drag-line (3) is divided into the two sides that two bundles are anchored in respectively steel arch tower (1) sections.
4. double oblique steel arch tower in-situ cantilever assembling method according to claim 1 is characterized in that: between the steel arch tower (1) of two single arches nine groups of horizontal ropes (2) are installed altogether.
CN 201110110855 2011-04-29 2011-04-29 Double oblique steel arch tower in-situ cantilever assembling method Active CN102251487B (en)

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CN102251487B true CN102251487B (en) 2013-01-02

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Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104846748B (en) * 2015-05-25 2016-08-17 中铁上海工程局集团第五工程有限公司 A kind of device and method ensureing that line style installed by spatial warping curve steel king-tower

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US6401285B1 (en) * 1999-05-05 2002-06-11 David C. Morris Undulating support structure bridge
JP2003321805A (en) * 2002-05-02 2003-11-14 Sumitomo Mitsui Construction Co Ltd Method for building arch bridge and bearing for arch bridge
US7062812B1 (en) * 2004-12-06 2006-06-20 Morris David C Arch bridge
CN101117790A (en) * 2007-08-22 2008-02-06 中铁大桥局股份有限公司 Closure method of large-span continuous steel truss arch
CN101117792A (en) * 2007-08-22 2008-02-06 中铁大桥局股份有限公司 Erection method of large-span continuous steel truss arch
CN101793010A (en) * 2010-03-16 2010-08-04 中交二航局第二工程有限公司 Arch-included integral pushing method for large-tonnage multi-span combined arch bridge
JP4522941B2 (en) * 2005-11-04 2010-08-11 三井住友建設株式会社 How to dismantle and remove the arch bridge

Family Cites Families (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20050097686A1 (en) * 2003-11-12 2005-05-12 Royer George R. Bridge structure

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US6401285B1 (en) * 1999-05-05 2002-06-11 David C. Morris Undulating support structure bridge
JP2003321805A (en) * 2002-05-02 2003-11-14 Sumitomo Mitsui Construction Co Ltd Method for building arch bridge and bearing for arch bridge
US7062812B1 (en) * 2004-12-06 2006-06-20 Morris David C Arch bridge
JP4522941B2 (en) * 2005-11-04 2010-08-11 三井住友建設株式会社 How to dismantle and remove the arch bridge
CN101117790A (en) * 2007-08-22 2008-02-06 中铁大桥局股份有限公司 Closure method of large-span continuous steel truss arch
CN101117792A (en) * 2007-08-22 2008-02-06 中铁大桥局股份有限公司 Erection method of large-span continuous steel truss arch
CN101793010A (en) * 2010-03-16 2010-08-04 中交二航局第二工程有限公司 Arch-included integral pushing method for large-tonnage multi-span combined arch bridge

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