CN103469732B - Construction method of preformed holes for foundation bolts of bridge support - Google Patents
Construction method of preformed holes for foundation bolts of bridge support Download PDFInfo
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- CN103469732B CN103469732B CN201310432049.XA CN201310432049A CN103469732B CN 103469732 B CN103469732 B CN 103469732B CN 201310432049 A CN201310432049 A CN 201310432049A CN 103469732 B CN103469732 B CN 103469732B
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Abstract
The invention discloses a construction method of preformed holes for foundation bolts of a bridge support. The construction method comprises the following steps: (1) determining positions of the preformed holes in a capping beam or an abutment to be cast and reserving preformed hole gaps; (2) determining the positions of the centers of the preformed holes for the foundation bolts of the support opposite to a top reinforcement of the capping beam or the abutment; (3) manufacturing a steel sleeve; (4) manufacturing a fixed framework; (5) mounting the fixed framework above the reinforcement layer of the capping beam or the abutment to be cast; (6) inserting the steel sleeve in a circular ring of the fixed framework; (7) casting concrete, performing final setting, drawing the steel sleeve out, and removing or retaining the fixed framework; (8) binding support pad stone reinforcement meshes by reserved support pad stone longitudinal bars, inserting the steel sleeve for the second time, and casting support pad stone concrete. The construction method has the advantages that (1) the method has fewer processes and is easy to operate, (2) the steel sleeve can be repeatedly used, (3) the mounting positions of the reserved holes for the foundation bolts of the support are accurate and small in deviation, and (4) the surfaces of the holes are rough, the adhesion is good and the later-stage grouting compactness is high after the steel sleeve is drawn out.
Description
Technical field
The present invention relates to a kind of construction method of bridge pad anchor bolt box, belong to technical field of bridge engineering.
Background technology
In bridge construction; bearing is the tie point of bridge upper and lower part structure; its effect the load of superstructure is delivered to pleasantly, safely bridge pier platform to get on; ensure the Free Transform of superstructure under the factor effects such as load, variations in temperature, concrete shrinkage simultaneously; to make the actual loading situation according calculation of structure graphic, and to protect beam-ends, pier cap injury-free.In work progress, how to guarantee that bearing installation site is accurate, make its uniform force, preventing bias excessive and damage, is the problem must considered and solve in construction.
Before bearing is installed, the reserved of bearing anchor (bolt) hole must be carried out.Traditional construction technique adopts pre-buried PVC plastic pipe or round log, provides stone bolt diameter, length and preformed hole diameter to construct according to bearing producer.PVC plastic pipe end opening is shut, and makes its not spillage, outstanding cap top side location 10cm suitable for reading, and with active cover sealing, pipe shaft is fixed on cap or pier reinforcing bar and makes it unshift in concreting process.At present, this kind of technique is used on a large scale because method is easy, but still there is some deficiency, and one is that pvc pipe and pier shaft reinforcing bar lack effective fixation, vibrates in process at concrete, pvc pipe displacement easily occurs or damages; Two is that pvc pipe is constructed according to the mode that single tube is pre-buried, if one of them pvc pipe generation off normal phenomenon, needs to carry out the later stage and punchinges, can make bearing normal mounting; Three is that pvc pipe tube wall is smooth, and after stone bolt is embedding, adopt epoxy resin mortar joint filling, bond effect is undesirable.
Summary of the invention
Goal of the invention: the object of the invention is to for the deficiencies in the prior art, a kind of construction method of bridge pad anchor bolt box is provided, the method operation is few, simple to operate, utilization ratio of device is high, and preformed hole position is accurate, deviation is little, and hole rough surface, caking property is good, and later stage Grouted density is high.
Technical scheme: the construction method of a kind of bridge pad anchor bolt box of the present invention, comprises the steps:
(1) require to determine the position that preformed hole is arranged in cap to be built or pier according to design and bearing manufacturer, then the reinforcing bar of colligation cap to be built or pier, leaves hole to be provided gap;
(2) after the reinforcing bar binding and side form of building cap or pier install end, the relative cap in center of total powerstation determination bearing anchor bolt box or the position of pier top reinforcement is adopted;
(3) steel bushing is made, the external diameter of described steel bushing equals the internal diameter of preformed hole, the length of described steel bushing is greater than the degree of depth of preformed hole and the thickness sum of bearing pad stone, and the two-port of described steel bushing is sealed by Plate Welding, and the sidewall of the top port of described steel bushing is fixed with draw ring;
(4) fixing skeleton is made according to bearing specifications and models, described fixing skeleton is made up of the upper skeleton sheet be parallel to each other and lower skeleton sheet, described upper skeleton sheet is positioned at directly over lower skeleton sheet, be fixedly connected with by stud between described upper and lower matrix tablet, the height of described fixing skeleton is less than the difference of the length of steel bushing and the degree of depth of preformed hole, described matrix tablet comprises four equal diameter annulus, four isometric limit muscle and four isometric diagonal angle muscle, the internal diameter of described annulus equals the internal diameter of preformed hole, described annulus and limit muscle are alternately connected to form square structure, described annulus and limit muscle are positioned at same plane, connected by diagonal angle muscle between two pairs of annulus at described square structure diagonal angle, described diagonal angle muscle is fixed on the both sides of each pair of annulus,
(5) fixing skeleton is installed on the top of the steel bar layer of cap to be built or pier and the bottom surface of described fixing skeleton higher than the upper surface of cap or pier; First, adopt plummet collimation method to determine the plan-position of fixing skeleton with the position that step (two) is determined in two or more circle ring center position, the both sides of described fixing skeleton are fixed on screw-thread steel, the two ends of described screw-thread steel are fixed on side form, finally, the vertical muscle of bearing pad stone is reserved in the position of fixing skeleton surrounding;
(6) according to manufacturer's requirement, determine that steel bushing inserts the degree of depth of cap to be built or pier, inserted by steel bushing in the annulus of fixing skeleton, spot welding is fixed;
(7) check relevant built-in fitting, build concrete, after concrete final set, extract steel bushing out, remove or retain fixing skeleton;
(8), after the form removable of cap or pier, muscle is indulged by reserved bearing pad stone, colligation bearing pad stone reinforced mesh, secondary inserts steel bushing, builds bearing pad stone concrete, controls pinner absolute altitude, after concrete final set, extract steel bushing out, the construction of bridge pad anchor bolt box is complete thus.
Further, skeleton to be fixed recycles finally, retains fixing skeleton, as the embedded bar of bearing pad stone in described step (seven).
Adopt bar dowel to be welded on the top reinforcement of cap to be built or pier in described step (two), then smear the mark of red paint as preformed hole center.
Annulus in described step (four), limit muscle and diagonal angle muscle all adopt the reinforcement fabrication of diameter 10mm to form, and described annulus is fixedly connected with spot welding between limit muscle, diagonal angle muscle.
Steel bushing in described step (three) adopts wall thickness 2mm steel pipe manufacturing to form.
In described step (eight), the upper port of steel bushing and the distance of bearing pad stone upper surface are more than or equal to 10cm.
Compared with prior art, its beneficial effect is in the present invention: the construction method of bridge pad anchor bolt box of the present invention, and 1. operation is few, simple to operate; 2. device is reusable, and utilization rate is high; 3. fix skeleton entirety fixed-type, bearing anchor bolt box installation site is accurate, and deviation is little; 4., after steel bushing is extracted out, hole rough surface, caking property is good, and later stage Grouted density is high.
Accompanying drawing explanation
Fig. 1 is for fixing the structural representation of skeleton described in embodiment 1.
Fig. 2 is that in embodiment 1, steel bushing is installed on the schematic diagram in fixing skeleton.
In figure: 1, upper skeleton sheet; 2, lower skeleton sheet; 3, stud; 4, annulus; 5, limit muscle; 6, diagonal angle muscle; 7, steel bushing; 8, draw ring.
Detailed description of the invention
Below technical solution of the present invention is described in detail, but protection scope of the present invention is not limited to described embodiment.
embodiment 1:a construction method for bridge pad anchor bolt box, comprises the steps:
(1) require to determine the position that preformed hole is arranged in cap to be cast according to design and bearing manufacturer, then colligation cap reinforcing bar, leaves hole to be provided gap;
(2), after reinforcing bar binding and cap side form install end, the position of the relative cap top reinforcement in center of total powerstation determination bearing anchor bolt box is adopted; Be welded on bar dowel on the top reinforcement of cap to be built, then smear the mark of red paint as preformed hole center.
(3) steel bushing is made, described steel bushing adopts wall thickness 2mm steel pipe manufacturing to form, its external diameter equals the internal diameter of preformed hole, length is greater than the degree of depth of preformed hole and the thickness sum of bearing pad stone, the two-port of described steel bushing is sealed by the Plate Welding that 3mm is thick, and the sidewall of the top port of described steel bushing is fixed with draw ring;
(4) fixing skeleton is made according to bearing specifications and models, described fixing skeleton is made up of the upper skeleton sheet be parallel to each other and lower skeleton sheet, described upper skeleton sheet is positioned at directly over lower skeleton sheet, be fixedly connected with by stud between described upper and lower matrix tablet, the height of described fixing skeleton is less than the difference of the length of steel bushing and the degree of depth of preformed hole, described matrix tablet comprises four equal diameter annulus, four isometric limit muscle and four isometric diagonal angle muscle, the internal diameter of described annulus equals the internal diameter of preformed hole, described annulus and limit muscle are alternately connected to form square structure, described annulus and limit muscle are positioned at same plane, connected by diagonal angle muscle between two pairs of annulus at described square structure diagonal angle, described diagonal angle muscle is fixed on the both sides of each pair of annulus, refer to accompanying drawing 1, wherein, annulus, limit muscle, diagonal angle muscle and stud all adopt the reinforcement fabrication of diameter 10mm to form, and between described annulus, limit muscle, diagonal angle muscle and stud, spot welding is fixedly connected with.
(5) fixing skeleton is installed on the top of the steel bar layer of cap to be built and the bottom surface of described fixing skeleton higher than the upper surface of cap; First, adopt plummet collimation method to determine the plan-position of fixing skeleton with the position that step (two) is determined in two or more circle ring center position, the both sides of described fixing skeleton are fixed on screw-thread steel, the two-end-point solid welding of described screw-thread steel is on cap side form, prevent skeleton slippage, finally, the vertical muscle of bearing pad stone is reserved in the position of fixing skeleton surrounding;
(6) according to manufacturer's requirement, determine that steel bushing inserts the degree of depth of cap to be built, the annulus mid point solid welding of steel bushing being inserted fixing skeleton is fixed, refers to accompanying drawing 2;
(7) check relevant built-in fitting, build fine strain of millet body concrete, after concrete final set, extract steel bushing out, remove fixing skeleton;
(8) after the form removable of fine strain of millet body, muscle is indulged by reserved bearing pad stone, colligation bearing pad stone reinforced mesh, secondary inserts steel bushing, the upper port of steel bushing and the distance of bearing pad stone upper surface are more than or equal to 10cm, build bearing pad stone concrete, control pinner absolute altitude, after concrete final set, extract steel bushing out, the construction of bridge pad anchor bolt box is complete thus.
Skeleton to be fixed recycles finally, retains fixing skeleton, as the embedded bar of bearing pad stone in described step (seven).
As mentioned above, although represented with reference to specific preferred embodiment and described the present invention, it shall not be construed as the restriction to the present invention self.Under the spirit and scope of the present invention prerequisite not departing from claims definition, various change can be made in the form and details to it.
Claims (6)
1. a construction method for bridge pad anchor bolt box, is characterized in that, comprises the steps:
(1) require to determine the position that preformed hole is arranged in cap to be built or pier according to design and bearing manufacturer, then the reinforcing bar of colligation cap to be built or pier, leaves hole to be provided gap;
(2) after the reinforcing bar binding and side form of building cap or pier install end, the relative cap in center of total powerstation determination bearing anchor bolt box or the position of pier top reinforcement is adopted;
(3) steel bushing is made, the external diameter of described steel bushing equals the internal diameter of preformed hole, the length of described steel bushing is greater than the degree of depth of preformed hole and the thickness sum of bearing pad stone, and the two-port of described steel bushing is sealed by Plate Welding, and the sidewall of the top port of described steel bushing is fixed with draw ring;
(4) fixing skeleton is made according to bearing specifications and models, described fixing skeleton is made up of the upper skeleton sheet be parallel to each other and lower skeleton sheet, described upper skeleton sheet is positioned at directly over lower skeleton sheet, be fixedly connected with by stud between described upper and lower matrix tablet, the height of described fixing skeleton is less than the difference of the length of steel bushing and the degree of depth of preformed hole, described matrix tablet comprises four equal diameter annulus, four isometric limit muscle and four isometric diagonal angle muscle, the internal diameter of described annulus equals the internal diameter of preformed hole, described annulus and limit muscle are alternately connected to form square structure, described annulus and limit muscle are positioned at same plane, connected by diagonal angle muscle between two pairs of annulus at described square structure diagonal angle, described diagonal angle muscle is fixed on the both sides of each pair of annulus,
(5) fixing skeleton is installed on the top of the steel bar layer of cap to be built or pier and the bottom surface of described fixing skeleton higher than the upper surface of cap or pier; First, adopt plummet collimation method to determine the plan-position of fixing skeleton with the position that step (two) is determined in two or more circle ring center position, the both sides of described fixing skeleton are fixed on screw-thread steel, the two ends of described screw-thread steel are fixed on side form, finally, the vertical muscle of bearing pad stone is reserved in the position of fixing skeleton surrounding;
(6) according to manufacturer's requirement, determine that steel bushing inserts the degree of depth of cap to be built or pier, inserted by steel bushing in the annulus of fixing skeleton, spot welding is fixed;
(7) check relevant built-in fitting, build concrete, after concrete final set, extract steel bushing out, remove or retain fixing skeleton;
(8), after cap or pier form removable, muscle is indulged by reserved bearing pad stone, colligation bearing pad stone reinforced mesh, secondary inserts steel bushing, builds bearing pad stone concrete, controls pinner absolute altitude, after concrete final set, extract steel bushing out, the construction of bridge pad anchor bolt box is complete thus.
2. the construction method of a kind of bridge pad anchor bolt box according to claim 1, is characterized in that, retains fixing skeleton, as the embedded bar of bearing pad stone in described step (seven).
3. the construction method of a kind of bridge pad anchor bolt box according to claim 1, it is characterized in that, adopt bar dowel to be welded on the top reinforcement of cap to be built or pier in described step (two), then smear the mark of red paint as preformed hole center.
4. the construction method of a kind of bridge pad anchor bolt box according to claim 1, it is characterized in that, annulus in described step (four), limit muscle and diagonal angle muscle all adopt the reinforcement fabrication of diameter 10mm to form, and described annulus is fixedly connected with spot welding between limit muscle, diagonal angle muscle.
5. the construction method of a kind of bridge pad anchor bolt box according to claim 1, is characterized in that, the steel bushing in described step (three) adopts wall thickness 2mm steel pipe manufacturing to form.
6. the construction method of a kind of bridge pad anchor bolt box according to claim 1, is characterized in that, in described step (eight), the upper port of steel bushing and the distance of bearing pad stone upper surface are more than or equal to 10cm.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201310432049.XA CN103469732B (en) | 2013-09-22 | 2013-09-22 | Construction method of preformed holes for foundation bolts of bridge support |
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| CN201310432049.XA CN103469732B (en) | 2013-09-22 | 2013-09-22 | Construction method of preformed holes for foundation bolts of bridge support |
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| CN103469732B true CN103469732B (en) | 2015-07-15 |
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Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104404882B (en) * | 2014-11-19 | 2016-06-22 | 中铁六局集团有限公司 | A kind of bearing auxiliary installation mold and construction method thereof |
| CN105113408A (en) * | 2015-09-25 | 2015-12-02 | 中铁第五勘察设计院集团有限公司 | Bolt-steel sleeve-connecting finned plate coupling |
| CN109386009A (en) * | 2017-08-04 | 2019-02-26 | 上海宝冶集团有限公司 | Equipment anchor bolt buries the construction tool and method of reserving hole |
| CN108360551A (en) * | 2018-03-20 | 2018-08-03 | 南京兴华建筑设计研究院股份有限公司 | The positioning device of scene binding foundation bolt in steel construction |
| CN110983994A (en) * | 2019-12-02 | 2020-04-10 | 中铁四院集团岩土工程有限责任公司 | Slotting method for bridge pier support base pad stone and construction method for bridge deviation correction |
| CN112052492B (en) * | 2020-07-20 | 2022-09-27 | 中国二十冶集团有限公司 | BIM (building information modeling) fine modeling method for reserved dowel bars of foundation column of continuous casting circulating water pump room |
| CN115506489A (en) * | 2022-10-21 | 2022-12-23 | 金陵科技学院 | Foundation bolt of equipment foundation and preformed hole setting method |
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| KR20090001261A (en) * | 2007-06-29 | 2009-01-08 | (주)한맥기술 | Prestressed concrete girder bridge having connecting structure using steel bar, and constructing method thereof |
| KR20090055063A (en) * | 2007-11-28 | 2009-06-02 | 주식회사 코아이엔씨 | Construction method of pre-stressed concrete beam |
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