CN104343086A - Small-spatial construction method for steel anchor beam anchoring zone of cable-stayed bridge upper pylon - Google Patents
Small-spatial construction method for steel anchor beam anchoring zone of cable-stayed bridge upper pylon Download PDFInfo
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- CN104343086A CN104343086A CN201410587438.4A CN201410587438A CN104343086A CN 104343086 A CN104343086 A CN 104343086A CN 201410587438 A CN201410587438 A CN 201410587438A CN 104343086 A CN104343086 A CN 104343086A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 140
- 239000010959 steel Substances 0.000 title claims abstract description 140
- 238000010276 construction Methods 0.000 title claims abstract description 41
- 238000004873 anchoring Methods 0.000 title claims abstract description 24
- 238000009415 formwork Methods 0.000 claims abstract description 13
- 238000009434 installation Methods 0.000 claims description 16
- 230000009194 climbing Effects 0.000 claims description 11
- 238000013461 design Methods 0.000 abstract description 4
- 238000005266 casting Methods 0.000 abstract 1
- 238000000034 method Methods 0.000 description 13
- 230000002787 reinforcement Effects 0.000 description 5
- 230000002265 prevention Effects 0.000 description 4
- 238000010586 diagram Methods 0.000 description 2
- 238000007689 inspection Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 210000005069 ears Anatomy 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 229910000679 solder Inorganic materials 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
- 238000004804 winding Methods 0.000 description 1
Classifications
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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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- Engineering & Computer Science (AREA)
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- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention relates to a small-spatial construction method for a steel anchor beam anchoring zone of a cable-stayed bridge upper pylon. The small-spatial construction method comprises the following steps: pre-casting a scaffold all-in-one device in a steel inner formwork; hoisting the steel inner formwork to a to-be-poured section of an upper pylon inner chamber, supporting the folded scaffold all-in-one device on the steel anchor beam, and mounting a scaffold board on the scaffold all-in-one device; unfolding the scaffold all-in-one device, and separating the scaffold all-in-one device from the steel anchor beam; hoisting up the steel inner formwork; repeating steps b to d. As the scaffold all-in-one device in an unfolding-folding design is pre-mounted on the steel inner formwork, and the scaffold all-in-one device is unfolded during hoisting, and is folded and supported on the steel anchor beam when the scaffold board is positioned and needs to be mounted, massive work of embedding embedded parts in the inner chamber is avoided during the construction in the steel anchor beam anchoring zone of the upper pylon on a cable tower, the repair problem of the inner chamber is avoided after the construction of the upper pylon on the cable tower, and massive labor and time consumption is avoided. The small-spatial construction method has the characteristics of high safety, convenience and rapidness and is suitable for overhead bridge construction.
Description
Technical field
The present invention relates to bridge high-altitude construction field, particularly a kind of cable stayed bridge upper king-post strut steel anchor beam anchoring section little space construction method.
Background technology
Along with the expanding day of China's traffic network, large-scale cable stayed bridge emerges in an endless stream.For cable stayed bridge, the tower end anchoring of suspension cable is also at Change and Development, as steel anchor box anchoring system, steel anchor beam anchoring system etc., no matter but adopt steel anchor box anchoring system or adopt the tower end anchorage style of steel anchor beam anchoring system, in the steel anchor beam anchoring section construction of upper king-post strut there is the difficulty that operating space is narrow and small, cannot adopt hydraulic climbing mould construction in case always, and adopt conventional steel pipe scaffold template system construction time-consuming, and dangerous.
The conventional method of upper king-post strut steel anchor beam anchoring section little space construction mainly contains two kinds.
First method is construct after steel pipe scaffold is set up in classification.Namely built-in fitting pre-buried at upper king-post strut last sections concrete side is in advance utilized, welding shaped steel distribution beam (other end is shelved on steel anchor beam top board stressed as fulcrum), erection construction platform also lays scaffold floor, set up steel pipe scaffold thereon again, after acceptance(check), then carry out reinforcement installation and the steel pipe scaffold operation platform built-in fitting of a pre-buried rear sections, then carry out model sheetinstallat and concrete pouring construction.Reach after strength of mould stripping until concrete strength, stripping, operation platform and the steel pipe scaffold of a rear sections are installed, complete the dismounting of last sections steel pipe scaffold and platform simultaneously, carry out the constructions such as the reinforcing bar of next sections, template and concrete again, so circulate, complete upper king-post strut construction.
The method has following shortcoming:
1) every sections reinforcement installation could need be constructed after the operation platform of every sections and steel pipe scaffold installation, and operation is long for off time, and the duration relatively lags behind.
2) steel anchor beam structure must be installed in advance, space critical constraints when upper king-post strut construct before every segmental construction, therefore every operation platform of sections and the installation of steel pipe scaffold and remove difficult.
3) every operation platform of sections and the installation of steel pipe scaffold and dismounting need to consume more manpower and time, and lifting often, safety prevention measure needs synchronous dismounting back and forth, there is larger potential safety hazard.
4) operation platform of every sections and steel pipe scaffold construction need check multiple project such as bridging, safety prevention measure of weld seam between each built-in fitting and platform shaped steel distribution beam, steel pipe scaffold, and inspection personnel's workload is larger.
5) need on each sections of upper king-post strut burial and construction platform built-in fitting, both wasted material, and affected again room concrete appearance in Sarasota upper king-post strut, and in the future process also needs to exert.
Second method be elongated set up steel pipe scaffold after construct.Namely on Sarasota top rail top cover concrete surface, set up pin pipe leg hand cradle (attached wall classification is attached on each layer steel anchor beam), then the reinforcement installation of the last sections of upper king-post strut is carried out, carry out model sheetinstallat and concrete pouring construction again, high steel pipe scaffold is connect in equal strength process, carry out the dabbing of the last sections top of concrete of upper king-post strut, carry out the reinforcement installation of a sections after upper king-post strut, remove the template of last sections and clear up finishing, a sections template after installing, a sections concrete after again building, circulation like this, completes upper king-post strut construction.
The shortcoming of this method is:
1) steel anchor beam structure must be installed in advance, space critical constraints when upper king-post strut is constructed before every segmental construction, the dismounting operational difficulties that therefore installation of every sections steel pipe scaffold is difficult and last.
2) elongated steel pipe scaffold repeatedly installs (each increase a setting height(from bottom)) needs to consume more manpower and time, and lifting often, safety prevention measure needs synchronously install back and forth, there is larger potential safety hazard.
3) the elongated steel pipe scaffold set up need check multiple project such as bridging, safety prevention measure, and inspection personnel's workload is larger.
4) the elongated steel pipe scaffold set up must arrange multilayer attached wall part, need when attached wall part by steel anchor beam side is arranged to arrange solder joint at steel anchor beam, attached wall part by king-post concrete side needs pre-buried built-in fitting in advance when arranging, and weld with shaped steel, both material was wasted, affect again room concrete appearance in Sarasota upper king-post strut, and process also needs to exert in the future.
Summary of the invention
In order to overcome above-mentioned technical problem, the object of the present invention is to provide a kind of safety, easily cable stayed bridge upper king-post strut steel anchor beam anchoring section little space construction method.
The technical solution adopted in the present invention is:
A kind of cable stayed bridge upper king-post strut steel anchor beam anchoring section little space construction method, comprises the following steps:
A. the pin hand integrated device can opened and close up is contained in steel internal mold in advance;
B. steel internal mold is lifted on the sections to be cast of room in upper king-post strut, makes the pin hand integrated device closed up be bearing on steel anchor beam, installation foot palm on pin hand integrated device;
C. opening pin hand integrated device makes it be separated with steel anchor beam;
D. hoisting steel internal mold;
E. step b to d is repeated.
As the further improvement of technique scheme, described steel internal mold comprises and being parallel to each other and be separated from each other two pieces, described pin hand integrated device comprises two relative expansion bearings, described two expansion bearings back to end be articulated on two pieces of steel internal molds respectively, the removable connection in opposite end.
As the further improvement of technique scheme, in described step b, rotate two expansion bearings and make both close up and be crossbeam shape, utilize bolt and junction plate that two expansion bearings are connected into entirety.
As the further improvement of technique scheme, in described step c, two expansion bearings are split and to rotate around pivotal axis separately, expansion bearing is separated with steel anchor beam.
As the further improvement of technique scheme, in described steps d, lift by crane each steel internal mold successively.
As the further improvement of technique scheme, tower crane is fastened and is hooked on the steel internal mold of monolithic, rotary moveable supporting makes it be separated with steel anchor beam, after tower crane lifting steel internal mold puts in place, rotary moveable supports and makes it be bearing in the corresponding steel anchor beam end face in top, steel internal mold and the outside hydraulic climbing formwork template put in place of having creeped is connected by pull bar, and steel internal mold top uses guide chain bolt to hang on stiff skeleton simultaneously.
The invention has the beneficial effects as follows: the pin hand integrated device that the present invention is designed by opening-closing type is contained on steel internal mold in advance, when promoting, pin hand integrated device is opened, locate and need to be closed up during installation foot palm and be bearing on steel anchor beam, to carry out the work that a large amount of built-in fitting is buried underground in interior room when avoiding the construction of Sarasota upper king-post strut steel anchor beam anchoring section, in after eliminating the construction of Sarasota upper king-post strut, problem is repaired in room, there is not upper king-post strut steel anchor beam anchoring section little space internal classification erection construction platform and steel pipe scaffold yet, the elongated difficulty setting up steel pipe scaffold, and there do not have steel pipe scaffold engineering to remove to be dangerous, avoid the consumption of a large amount of manpower and time, it has safety, convenient, feature efficiently.
Accompanying drawing explanation
Below in conjunction with drawings and embodiments, the present invention is further described.
Fig. 1 is the floor map of steel internal mold of the present invention and pin hand integrated device;
Fig. 2 is the elevational schematic view of steel internal mold of the present invention and pin hand integrated device;
Fig. 3 is the schematic diagram after expansion bearing is separated;
Fig. 4 is that steel internal mold promotes schematic diagram.
Detailed description of the invention
First be the design carrying out steel internal mold and pin hand integrated device, as depicted in figs. 1 and 2.
(1) according to the overall size of case in Sarasota, make steel internal mold 1 in a conventional manner, steel framed bent 5 is set by additional space simultaneously, steel framed bent 5 is welded and arranges on steel internal mold 1 back cord and along the short transverse of steel internal mold 1, an entirety is unified into again at vertical direction shaped steel, facilitate personnel to stand construction, ensure the appropriate gap of steel framed bent 5 limit and steel anchor beam 6, so that the dismounting of steel internal mold 1 and lifting.
(2) merogenesis is built according to the layout layer distance of upper king-post strut anchoring segment steel anchor beam 6 and Sarasota, design the relevant position of expansion bearing 2 on steel internal mold 1, comprise the quantity of expansion bearing 2 and the arrangement pitch of expansion bearing 2 bearing, during to ensure each segmental construction in upper king-post strut anchoring section, have expansion bearing 2 playing supporting-point effect.
(3) adopt pivotable to be connected between expansion bearing 2 and steel framed bent 5 entirety of steel internal mold 1, the vertical tube of steel internal mold 1 main body framework is provided with pivot joint ear 4 simultaneously, and expansion bearing 2 is articulated on pivot joint ear 4.Pivot joint ear 4 is arranged on vertical tube and can effectively prevents articulated section be out of shape and tear.Two pieces of steel internal molds 1 are provided with some pivot joint ears 4 along short transverse, and the pivot joint ear 4 of each steel internal mold 1 is symmetrical.On same steel internal mold 1, the setting of multiple pivot joint ear 4 can ensure that expansion bearing 2 has more installation position, the adjustment of portable propelling supporting 2.
(4) expansion bearing 2 on steel internal mold 1 adopts opening and closing formula to design, and namely in upper king-post strut, the expansion bearing 2 of both sides, room, after being in place, need connect into an entirety by bolt and junction plate 3, improves globality and the stability of structure.When needs are removed, bolt and junction plate 3 are dismantled, and rotary moveable supporting 2.
The construction method of the present embodiment is as follows:
1, steel internal mold 1 and pin hand integrated device are assembled into entirety at the scene, mainly first steel internal mold 1 are assembled into entirety, then expansion bearing 2 pivotable are connected on the steel framed bent 5 of steel internal mold 1.
2, use the steel internal mold 1 of tower crane whole lifting side to enter room in upper king-post strut, take rotary moveable to support simultaneously and 2 make that it is bearing on steel anchor beam 6, steel internal mold 1 is connected with outside hydraulic climbing formwork template 7 pull bar 8, three kinds of safety measures such as steel internal mold 1 bolt to be bundled on stiff skeleton by guide chain.After the lifting of opposite side steel internal mold 1 puts in place, rotate both sides expansion bearing 2 immediately and carry out bolt connection, forming an overall structure, then on expansion bearing 2, spread scaffold floor, forming construction operation platform.
3, adjust template, the rod nut between fastening steel internal mold 1 and outside hydraulic climbing formwork template 7, carries out concrete pouring construction, waits strong maintenance, king-post sections top of concrete dabbing; Then the operation such as the installation of steel anchor beam, stiff skeleton installation, reinforcement installation of next sections king-post is carried out.
4, remove the rod nut between steel internal mold 1 and outside hydraulic climbing formwork template 7, outside hydraulic climbing formwork self climbing is in place, adjustment outside hydraulic climbing formwork template 7 is in place at next sections, constructor stands on steel anchor beam 6 end face of room in king-post, scaffold floor on each layer job platform is transferred to above contiguous steel anchor beam 6 or steel framed bent 5, steel internal mold 1 top of both sides is tied by guide chain respectively, again expansion bearing 2 connecting bolts are removed, rotate one-sided expansion bearing 2, expansion bearing 2 is screwed into be separated with steel anchor beam 6, when avoiding steel internal mold 1 to promote, expansion bearing 2 and steel anchor beam 6 are conflicted, as shown in Figure 3.
5, tower crane is tied one-sided steel internal mold 1 top, Survey Operations supports 2 states, when guaranteeing that steel internal mold 1 promotes can not with conflict such as cable support tower steel anchor beam 6 grade, check errorless after, tower crane whole promotes steel internal mold 1 to a rear sections position, one-sided expansion bearing 2 of outwarding winding makes it to be bearing on steel anchor beam 6, rod nut between one-sided steel internal mold 1 and outside hydraulic climbing formwork template 7 is installed, steel internal mold 1 top guide chain is fastened on king-post stiff skeleton, the steel internal mold 1 of same method lifting opposite side, expansion bearing 2 connecting bolts are connected after adjustment, layering installation foot hand platform, rod nut between fastening steel internal mold 1 and outside hydraulic climbing formwork template 7, a sections concrete after building, enter circulation construction, as shown in Figure 4.
6, before Sarasota binds, steel internal mold 1 is removed out together with expansion bearing 2 tower crane lifting.
Above embodiment is only in order to illustrate technical scheme of the present invention and unrestricted, although with reference to preferred embodiment to invention has been detailed description, those of ordinary skill in the art is to be understood that, can modify to technical scheme of the present invention or equivalent replacement, and not departing from aim and the scope of technical solution of the present invention, it all should be encompassed in the middle of right of the present invention.
Claims (6)
1. a cable stayed bridge upper king-post strut steel anchor beam anchoring section little space construction method, is characterized in that, comprise the following steps:
A. the pin hand integrated device can opened and close up is contained in steel internal mold in advance;
Steel internal mold is lifted on the sections to be cast of room in upper king-post strut, makes the pin hand integrated device closed up be bearing on steel anchor b. beam, installation foot palm on pin hand integrated device;
C. opening pin hand integrated device makes it be separated with steel anchor beam;
D. hoisting steel internal mold;
E. step b to d is repeated.
2. cable stayed bridge upper king-post strut steel anchor beam anchoring section according to claim 1 little space construction method, it is characterized in that: described steel internal mold comprises and being parallel to each other and be separated from each other two pieces, described pin hand integrated device comprises two relative expansion bearings, described two expansion bearings back to end be articulated on two pieces of steel internal molds respectively, the removable connection in opposite end.
3. cable stayed bridge upper king-post strut steel anchor beam anchoring section according to claim 2 little space construction method, it is characterized in that: in described step b, rotating two expansion bearings makes both close up and be crossbeam shape, utilizes bolt and junction plate that two expansion bearings are connected into entirety.
4. cable stayed bridge upper king-post strut steel anchor beam anchoring section according to claim 2 little space construction method, is characterized in that: in described step c, is split by two expansion bearings and to rotate around pivotal axis separately, expansion bearing is separated with steel anchor beam.
5. the cable stayed bridge upper king-post strut steel anchor beam anchoring section little space construction method according to Claims 2 or 3 or 4, is characterized in that: in described steps d, lifts by crane each steel internal mold successively.
6. cable stayed bridge upper king-post strut steel anchor beam anchoring section according to claim 5 little space construction method, it is characterized in that: tower crane is fastened and is hooked on the steel internal mold of monolithic, rotary moveable supporting makes it be separated with steel anchor beam, after tower crane lifting steel internal mold puts in place, rotary moveable supports and makes it be bearing in the corresponding steel anchor beam end face in top, steel internal mold and the outside hydraulic climbing formwork template put in place of having creeped is connected by pull bar, and steel internal mold top uses guide chain bolt to hang on stiff skeleton simultaneously.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410587438.4A CN104343086B (en) | 2014-10-27 | 2014-10-27 | Cable-stayed bridge upper king-post strut steel anchor beam anchoring section little space construction method |
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| CN201410587438.4A CN104343086B (en) | 2014-10-27 | 2014-10-27 | Cable-stayed bridge upper king-post strut steel anchor beam anchoring section little space construction method |
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| CN104343086A true CN104343086A (en) | 2015-02-11 |
| CN104343086B CN104343086B (en) | 2016-11-09 |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106284092A (en) * | 2016-08-31 | 2017-01-04 | 中铁四局集团第二工程有限公司 | Steel anchor beam suspender and using method thereof |
| CN111455848A (en) * | 2020-03-16 | 2020-07-28 | 中铁大桥局集团第二工程有限公司 | Positioning and rechecking method for accurately positioning cable-stayed bridge tower column template based on steel anchor beam |
| CN111485495A (en) * | 2020-04-17 | 2020-08-04 | 中交第二航务工程局有限公司 | Bridge inner cavity lifting platform and construction method thereof |
| CN112942115A (en) * | 2021-01-28 | 2021-06-11 | 高旭东 | Thin-wall platform and construction method thereof |
| CN113914232A (en) * | 2021-11-25 | 2022-01-11 | 中铁广州工程局集团桥梁工程有限公司 | High main tower inner formwork and scaffold integrated construction system and method |
| CN114960426A (en) * | 2022-04-20 | 2022-08-30 | 西安科技大学 | Steel inner die for concrete bridge tower anchoring area and construction method thereof |
| CN115419266A (en) * | 2022-09-22 | 2022-12-02 | 中国华电科工集团有限公司 | Method for installing herringbone column template of large cooling tower |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106284092A (en) * | 2016-08-31 | 2017-01-04 | 中铁四局集团第二工程有限公司 | Steel anchor beam suspender and using method thereof |
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| CN111455848A (en) * | 2020-03-16 | 2020-07-28 | 中铁大桥局集团第二工程有限公司 | Positioning and rechecking method for accurately positioning cable-stayed bridge tower column template based on steel anchor beam |
| CN111485495A (en) * | 2020-04-17 | 2020-08-04 | 中交第二航务工程局有限公司 | Bridge inner cavity lifting platform and construction method thereof |
| CN111485495B (en) * | 2020-04-17 | 2021-12-14 | 中交第二航务工程局有限公司 | Bridge inner cavity lifting platform and construction method thereof |
| CN112942115A (en) * | 2021-01-28 | 2021-06-11 | 高旭东 | Thin-wall platform and construction method thereof |
| CN113914232A (en) * | 2021-11-25 | 2022-01-11 | 中铁广州工程局集团桥梁工程有限公司 | High main tower inner formwork and scaffold integrated construction system and method |
| CN114960426A (en) * | 2022-04-20 | 2022-08-30 | 西安科技大学 | Steel inner die for concrete bridge tower anchoring area and construction method thereof |
| CN115419266A (en) * | 2022-09-22 | 2022-12-02 | 中国华电科工集团有限公司 | Method for installing herringbone column template of large cooling tower |
| CN115419266B (en) * | 2022-09-22 | 2023-05-30 | 中国华电科工集团有限公司 | Method for installing herringbone column template of large cooling tower |
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Effective date of registration: 20180130 Address after: Nansha District Nansha street Guangzhou city Guangdong province 510032 Port Street No. 1 Port Avenue South of Hong Kong Air China court office building No. 1 room 2502 Co-patentee after: CHINA RAILWAY GUANGZHOU ENGINEERING GROUP BRIDGE ENGINEERING CO.,LTD. Patentee after: CHINA RAILWAY GUANGZHOU ENGINEERING GROUP Co.,Ltd. Address before: 510660 Guangzhou Science City, Guangdong Xiang Shan Road, No. 11 Co-patentee before: BRIDGE BRANCH OF CHINA RAILWAY PORT AND CHANNEL ENGINEERING GROUP CO.,LTD. Patentee before: CHINA RAILWAY PORT AND CHANNEL ENGINEERING GROUP Co.,Ltd. |
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