CN102425113A - Horizontal pre-jacking force application method for 1,000t pagoda-type concrete bridge tower - Google Patents
Horizontal pre-jacking force application method for 1,000t pagoda-type concrete bridge tower Download PDFInfo
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- CN102425113A CN102425113A CN2011103985868A CN201110398586A CN102425113A CN 102425113 A CN102425113 A CN 102425113A CN 2011103985868 A CN2011103985868 A CN 2011103985868A CN 201110398586 A CN201110398586 A CN 201110398586A CN 102425113 A CN102425113 A CN 102425113A
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Abstract
The invention discloses a horizontal pre-jacking force application method for a 1,000t pagoda-type concrete bridge tower. The method comprises the following steps of: 1) embedding a steel plate into a tower column; 2) welding left and right steel pipes arranged coaxially to the embedded steel plate, and welding flange plates to the inner ends of the steel pipes; 3) arranging a radial limiting framework on the steel pipes; 4) welding reinforcing structures to the flange plates; 5) fixing a jack between the two opposite reinforcing structures, wherein the jack is arranged coaxial with the steel pipes; 6) measuring the position of the tower column by using a total station instrument; 7) applying a pre-jacking force; 8) welding an inner supporting device; 9) returning oil to the jack and withdrawing the jack; 10) withdrawing the pre-jacking force after the construction of a cross beam above the pre-jacking force application position is finished; 11) detaching a pre-jacking force application device; and 12) treating the embedded piece of the tower column. By the method, the tensile stress of the concrete on the outer edge of the bridge tower can be controlled, the strength and the deformation of the concrete are ensured not to exceed the specified requirements, and the whole quality of the bridge tower and the safety of the construction structure are ensured.
Description
Technical field
The present invention relates to a kind of job practices of bridge, particularly relate to a kind of horizontal pre-jacking force applying method of 1000t level pagoda-shaped concrete bridge tower.
Background technology
Gulf, powder room Yangtze Bridge king-tower adopts pagoda-shaped, is made up of tower hat, upper king-post strut, middle king-post, lower king-post strut, top rail, middle cross beam, lower transverse beam.On the bridge tower, middle king-post height amounts to 150.8m, the high 37.5m of lower king-post strut.Bridge tower adopts the C55 concrete.On the bridge tower, middle king-post adopts the circular arc line style, king-post outside sweep 600.2m, king-post axis radius 602.6m.Upward, middle king-post all adopts box-type section.
Because the bridge tower king-post slopes inwardly, wherein the lower king-post strut gradient is 1: 5.45.Need reduce the concrete tensile stress value of outward flange in the work progress, strict control outward flange concrete pulling stress value makes it less than the concrete tensile strength standard value as far as possible.If in the king-post work progress, the edge concrete pre-stress is not controlled, can cause that then king-post intensity and distortion surpass the situation that regulation requires, thereby influence the safety of king-tower total quality and constructing structure.
Summary of the invention
The present invention provides a kind of horizontal pre-jacking force applying method of 1000t level pagoda-shaped concrete bridge tower for solving the technical problem that exists in the known technology; Adopt this method to apply horizontal pre-jacking force; Can make it less than the concrete tensile strength standard value by strict control bridge tower outward flange concrete pulling stress value; Guarantee that bridge tower intensity and distortion are no more than the regulation requirement, guarantee the safety of bridge tower total quality and constructing structure.
The technical scheme that the present invention takes for the technical problem that exists in the solution known technology is: a kind of horizontal pre-jacking force applying method of 1000t level pagoda-shaped concrete bridge tower may further comprise the steps:
One) applies the position at the horizontal pre-jacking force of left width of cloth king-post left width of cloth king-post pre-embedded steel slab is set, apply the position at the horizontal pre-jacking force of right width of cloth king-post right width of cloth king-post pre-embedded steel slab is set, left width of cloth king-post pre-embedded steel slab and right width of cloth king-post pre-embedded steel slab bilateral symmetry;
Two) surpass horizontal pre-jacking force at king-post construction absolute altitude and apply the position; And after this position concrete strength has reached design strength; With left width of cloth king-post pre-embedded steel slab and the welding of left width of cloth steel pipe outer end; Right width of cloth king-post pre-embedded steel slab and the welding of right width of cloth steel pipe outer end, left and right width of cloth steel pipe supports by the bridge construction strutting system, and left and right width of cloth steel pipe the inner all is welded with flange; The coaxial setting of left and right width of cloth steel pipe;
Three) radially spacing framework all is set on left and right width of cloth steel pipe, radially spacing framework and the welding of bridge construction strutting system;
Four) on the inner flange of left and right width of cloth steel pipe, all weld reinforcement;
Five) fixing jack between two relative reinforcements, jack and the coaxial setting of left and right width of cloth steel pipe;
Six) use total station survey king-post position, and carry out record;
Seven) pre-jacking force applies:
Jack applies according to classification, and the principle that promotes steadily is load application repeatedly; Whenever apply a subordinate load, use total powerstation that the king-post off normal is done one-shot measurement; When treating that king-post off normal and pre-jacking force all reach design load, pushing tow is accomplished;
Eight) support arrangement in the welding: between two relative reinforcements, weld support structure in two groups in the bilateral symmetry of jack;
Nine) the jack oil return is withdrawn from;
Ten) apply above the position between left and right width of cloth king-post after the construction of crossbeam accomplishing pre-jacking force, cancel pre-jacking force: when cancelling, earlier jack is put into the position of its load application once more and is loaded on preparatory top loading and carries, very heavy lotus, the support arrangement in removing of holding;
11) the slow oil return of jack is withdrawn from, and successively steel pipe and king-post built-in fitting is separated, removes steel pipe radially stopping means, dismounting steel pipe again;
12) handle the king-post built-in fitting, recover concrete appearance.
Said reinforcement is some i iron of welding side by side, and the upper flange of all i iron forms the outerplanar with the flange welding, and the lower wing plate of all i iron is formed for applying the inner plane of horizontal pre-jacking force; The web of every i iron whenever is provided with transversely stiffened plate one at a distance from 8～15cm.
Support arrangement comprises two groups of i iron welded constructions that are symmetrically welded at the jack both sides in said; Every group of i iron welded construction comprises two-layer i iron up and down; Every layer of i iron comprises two that weld side by side front and back, and the web of every i iron whenever is provided with transversely stiffened plate one at a distance from 8～15cm; Every group of welded two ends of i iron respectively with about the welding of width of cloth steel pipe.
Said step 7) also comprise use steel ruler measurement jack elongation, use fixedly reference measure steel pipe decrement, jack elongation-steel pipe decrement equals the off normal amount of king-post.
Said radially spacing framework is welded by channel-section steel.
Advantage and good effect that the present invention has are: adopt strutting system; In the inboard cross binding that increases of king-post; Reduce king-post outer ledge tensile stress, in work progress, king-post is applied pre-jacking force, strict control king-post outer ledge concrete pulling stress value through strutting system; Make it less than the concrete tensile strength standard value; Guarantee that king-post intensity and distortion are no more than the regulation requirement, king-post meets the requirement of technical quality and safe construction in the assurance bridge tower work progress, has guaranteed the durability of king-post.Applicability of the present invention is strong, can be widely used in shaped form bridge tower or the leaning tower construction of suspension bridge, cable stayed bridge, can effectively improve the bridge tower stress state, the control bridge tower is linear, reduces potential safety hazard, the reduction of erection time, reduces cost.
Description of drawings
Fig. 1 is the embodiment of the present invention step 5) structural representation;
Fig. 2 is the 1-1 part sectioned view of Fig. 1;
Fig. 3 is the embodiment of the present invention step 8) structural representation;
Fig. 4 is the 2-2 part sectioned view of Fig. 3;
Fig. 5 is the vertical view of Fig. 3.
Among the figure: 11, left width of cloth king-post, 12, right width of cloth king-post, 21, left width of cloth king-post pre-embedded steel slab, 22, right width of cloth king-post pre-embedded steel slab; 31, left width of cloth steel pipe, 32, right width of cloth steel pipe, 40, radially spacing framework, 50, flange; 60, reinforcement, 70, jack, 80, i iron, 81, transversely stiffened plate; 90, i iron welded construction, 100, i iron, 101, transversely stiffened plate.
The specific embodiment
For further understanding summary of the invention of the present invention, characteristics and effect, the following examples of giving an example now, and conjunction with figs. specifies as follows:
See also Fig. 1～Fig. 5, a kind of horizontal pre-jacking force applying method of 1000t level pagoda-shaped concrete bridge tower may further comprise the steps:
One) applies the position at left width of cloth king-post 11 horizontal pre-jacking forces left width of cloth king-post pre-embedded steel slab 21 is set, apply the position at right width of cloth king-post 12 horizontal pre-jacking forces right width of cloth king-post pre-embedded steel slab 22 is set, left width of cloth king-post pre-embedded steel slab 21 and right width of cloth king-post pre-embedded steel slab 22 bilateral symmetry;
Two) surpass horizontal pre-jacking force at king-post construction absolute altitude and apply the position; And after this position concrete strength has reached design strength; With left width of cloth king-post pre-embedded steel slab 21 and the welding of left width of cloth steel pipe 31 outer ends; Right width of cloth king-post pre-embedded steel slab 22 and the welding of right width of cloth steel pipe 32 outer ends, left and right width of cloth steel pipe supports by the bridge construction strutting system, the inner all welding flanges 50 of left and right width of cloth steel pipe; Left and right width of cloth steel pipe 31,32 coaxial settings;
Three) radially spacing framework 40 all is set on left and right width of cloth steel pipe 31,32, radially spacing framework 40 and the welding of bridge construction strutting system; Steel pipe can only be moved axially, radially fixing.In this example, radially spacing framework 40 is welded by channel-section steel.
Four) on the flange 50 of left and right width of cloth steel pipe 31,32 the inners, all weld reinforcement 60;
In this example, reinforcement 60 is some i iron 80 of welding side by side, and the upper flange of all i iron 80 forms the outerplanar with the flange welding, and the lower wing plate of all i iron is formed for applying the inner plane of horizontal pre-jacking force; The web of every i iron 80 whenever is provided with transversely stiffened plate 81 one at a distance from 8～15cm, and in this example, transversely stiffened plate 81 is the 1cm steel plate.
Five) between the inner plane of two relative reinforcements 60, install and fix jack 70, must make jack 70 coaxial with left and right width of cloth steel pipe 31,32;
Six) before pre-jacking force applies, need to use total station survey king-post position, and carry out record;
Seven) pre-jacking force applies:
Jack applies according to classification, and the principle that promotes steadily is load application repeatedly.In this example, apply the 1000t pre-jacking force adopt two nested structures identical, be arranged in the pre-jacking force bringing device in the same horizontal plane, the order of the synchronous load application of every cover bringing device is: 100t, 200t, 300t, 350t, 400t, 450t, 500t.Whenever apply a subordinate load, total powerstation is done one-shot measurement to the king-post off normal.Use steel ruler to measure the jack elongation simultaneously, and use fixedly reference measure steel pipe decrement, jack elongation-steel pipe decrement should equal the off normal amount of king-post, and this off normal amount is used for checking the measured value of total powerstation.When treating that king-post off normal and pre-jacking force all reach design load, pushing tow is accomplished.
Above-mentioned pre-jacking force bringing device comprises the left width of cloth king-post pre-embedded steel slab 21 and right width of cloth king-post pre-embedded steel slab 22 that is embedded in respectively in left width of cloth king-post 11 and the right width of cloth king-post 12, left width of cloth king-post pre-embedded steel slab 21 and right width of cloth king-post pre-embedded steel slab 22 bilateral symmetry; Left side width of cloth king-post pre-embedded steel slab 21 welds with the left width of cloth steel pipe 31 of coaxial setting and the outer end of right width of cloth steel pipe 32 respectively with right width of cloth king-post pre-embedded steel slab 22; The inner of left side width of cloth steel pipe 31 and right width of cloth steel pipe 32 is respectively welded on 50, two flange 50 of a flange and all is welded with reinforcement 60; Be provided with radially spacing framework 40 on left side width of cloth steel pipe 31 and the right width of cloth steel pipe 32, radially spacing framework 40 and the welding of bridge construction strutting system are connected with jack 70 between two reinforcements 60.
Eight) support arrangement in the welding:
Support arrangement in should in time between two relative reinforcements 60, welding after pushing tow is accomplished; In this example, interior support arrangement comprises two groups of i iron welded constructions 90 that are symmetrically welded at the jack both sides, and every group of i iron welded construction 90 comprises two-layer i iron up and down; Every layer of i iron comprises two that weld side by side front and back; The web of every i iron 100 whenever is provided with transversely stiffened plate 101 one at a distance from 8～15cm, and in this example, transversely stiffened plate 101 is the 1cm steel plate.Every group of welded two ends of i iron respectively with about 31,32 welding of width of cloth steel pipe.Size after the length of i iron is extended according to the jack of measuring is confirmed.Support arrangement symmetrical configuration, stress equalization in should guaranteeing.
Nine) interior support arrangement welding finishes, and the jack oil return is withdrawn from.Before should guaranteeing that jack is withdrawn from, interior support arrangement is firm welding.
Ten) apply above the position between left and right width of cloth king-post after the construction of crossbeam accomplishing pre-jacking force, cancel pre-jacking force: when cancelling, earlier jack being put into the position of its load application once more and is loaded on preparatory top loading and carries, is 500t in this example.Very heavy lotus, the support arrangement in removing of holding;
11) the slow oil return of jack is withdrawn from, and successively steel pipe and king-post built-in fitting is separated, removes steel pipe radially stopping means, dismounting steel pipe again.
12) handle the king-post built-in fitting, recover concrete appearance.
During gulf, powder application of the present invention room Yangtze Bridge king-tower was built, totally six positions had applied pre-jacking force in upper, middle and lower, and each road pre-jacking force applying method is all identical.
Although combine accompanying drawing that the preferred embodiments of the present invention are described above; But the present invention is not limited to the above-mentioned specific embodiment, and the above-mentioned specific embodiment only is schematically, is not restrictive; Those of ordinary skill in the art is under enlightenment of the present invention; Not breaking away under the scope situation that aim of the present invention and claim protect, can also make a lot of forms, these all belong within protection scope of the present invention.
Claims (5)
1. the horizontal pre-jacking force applying method of a 1000t level pagoda-shaped concrete bridge tower is characterized in that, may further comprise the steps:
One) applies the position at the horizontal pre-jacking force of left width of cloth king-post left width of cloth king-post pre-embedded steel slab is set, apply the position at the horizontal pre-jacking force of right width of cloth king-post right width of cloth king-post pre-embedded steel slab is set, left width of cloth king-post pre-embedded steel slab and right width of cloth king-post pre-embedded steel slab bilateral symmetry;
Two) surpass horizontal pre-jacking force at king-post construction absolute altitude and apply the position; And after this position concrete strength has reached design strength; With left width of cloth king-post pre-embedded steel slab and the welding of left width of cloth steel pipe outer end; Right width of cloth king-post pre-embedded steel slab and the welding of right width of cloth steel pipe outer end, left and right width of cloth steel pipe supports by the bridge construction strutting system, and left and right width of cloth steel pipe the inner all is welded with flange; The coaxial setting of left and right width of cloth steel pipe;
Three) radially spacing framework all is set on left and right width of cloth steel pipe, radially spacing framework and the welding of bridge construction strutting system;
Four) on the inner flange of left and right width of cloth steel pipe, all weld reinforcement;
Five) fixing jack between two relative reinforcements, jack and the coaxial setting of left and right width of cloth steel pipe;
Six) use total station survey king-post position, and carry out record;
Seven) pre-jacking force applies:
Jack applies according to classification, and the principle that promotes steadily is load application repeatedly; Whenever apply a subordinate load, use total powerstation that the king-post off normal is done one-shot measurement; When treating that king-post off normal and pre-jacking force all reach design load, pushing tow is accomplished;
Eight) support arrangement in the welding: between two relative reinforcements, weld support structure in two groups in the bilateral symmetry of jack;
Nine) the jack oil return is withdrawn from;
Ten) apply above the position between left and right width of cloth king-post after the construction of crossbeam accomplishing pre-jacking force, cancel pre-jacking force: when cancelling, earlier jack is put into the position of its load application once more and is loaded on preparatory top loading and carries, very heavy lotus, the support arrangement in removing of holding;
11) the slow oil return of jack is withdrawn from, and successively steel pipe and king-post built-in fitting is separated, removes steel pipe radially stopping means, dismounting steel pipe again;
12) handle the king-post built-in fitting, recover concrete appearance.
2. the horizontal pre-jacking force applying method of 1000t level pagoda-shaped concrete bridge tower according to claim 1; It is characterized in that; Said reinforcement is some i iron of welding side by side; The upper flange of all i iron forms the outerplanar with the flange welding, and the lower wing plate of all i iron is formed for applying the inner plane of horizontal pre-jacking force; The web of every i iron whenever is provided with transversely stiffened plate one at a distance from 8～15cm.
3. the horizontal pre-jacking force applying method of 1000t level pagoda-shaped concrete bridge tower according to claim 1; It is characterized in that; Support arrangement comprises two groups of i iron welded constructions that are symmetrically welded at the jack both sides in said; Every group of i iron welded construction comprises two-layer i iron up and down, and every layer of i iron comprises two that weld side by side front and back, and the web of every i iron whenever is provided with transversely stiffened plate one at a distance from 8～15cm; Every group of welded two ends of i iron respectively with about the welding of width of cloth steel pipe.
4. the horizontal pre-jacking force applying method of 1000t level pagoda-shaped concrete bridge tower according to claim 1; It is characterized in that; Said step 7) also comprises use steel ruler measurement jack elongation; Use fixedly reference measure steel pipe decrement, jack elongation-steel pipe decrement equals the off normal amount of king-post.
5. the horizontal pre-jacking force applying method of 1000t level pagoda-shaped concrete bridge tower according to claim 1 is characterized in that, said radially spacing framework is welded by channel-section steel.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109338900A (en) * | 2018-11-28 | 2019-02-15 | 中国铁建大桥工程局集团有限公司 | A kind of king-tower lower beam construction method |
| CN109853391A (en) * | 2019-02-19 | 2019-06-07 | 中交二航局第四工程有限公司 | A kind of combination unit for head tower structural stress deformation active accommodation |
| CN113062219A (en) * | 2021-03-19 | 2021-07-02 | 中铁大桥科学研究院有限公司 | Precise adjustment method for cable tower column stress |
| CN113250092A (en) * | 2021-05-28 | 2021-08-13 | 中铁二十局集团第三工程有限公司 | Middle tower transverse supporting construction method and middle tower transverse supporting equipment |
| CN113338163A (en) * | 2021-04-30 | 2021-09-03 | 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 |
| CN113356058A (en) * | 2021-04-30 | 2021-09-07 | 广西大学 | Bracing device and mounting structure for bridge tower column construction |
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| CN201746774U (en) * | 2010-07-27 | 2011-02-16 | 浙江省交通规划设计研究院 | Cable-stayed bridge cable tower anchorage zone steel bracket with assembled anchoring device |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109338900A (en) * | 2018-11-28 | 2019-02-15 | 中国铁建大桥工程局集团有限公司 | A kind of king-tower lower beam construction method |
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| CN109853391B (en) * | 2019-02-19 | 2023-09-19 | 中交二航局第四工程有限公司 | Combined device for actively adjusting stress deformation of steel tower structure |
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| CN113338163A (en) * | 2021-04-30 | 2021-09-03 | 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 |
| CN113356058A (en) * | 2021-04-30 | 2021-09-07 | 广西大学 | Bracing device and mounting structure for bridge tower column construction |
| 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 |
| CN113250092A (en) * | 2021-05-28 | 2021-08-13 | 中铁二十局集团第三工程有限公司 | Middle tower transverse supporting construction method and middle tower transverse supporting equipment |
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