CN202247711U - Adjustable controllable reinforced bridge - Google Patents
Adjustable controllable reinforced bridge Download PDFInfo
- Publication number
- CN202247711U CN202247711U CN2011203445935U CN201120344593U CN202247711U CN 202247711 U CN202247711 U CN 202247711U CN 2011203445935 U CN2011203445935 U CN 2011203445935U CN 201120344593 U CN201120344593 U CN 201120344593U CN 202247711 U CN202247711 U CN 202247711U
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- bent cap
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- bearing
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- 230000002787 reinforcement Effects 0.000 claims abstract description 29
- 229910000831 Steel Inorganic materials 0.000 claims description 66
- 239000010959 steel Substances 0.000 claims description 66
- 239000004567 concrete Substances 0.000 claims description 17
- 230000015271 coagulation Effects 0.000 claims description 10
- 238000005345 coagulation Methods 0.000 claims description 10
- 239000011150 reinforced concrete Substances 0.000 claims description 10
- 238000010008 shearing Methods 0.000 claims description 10
- 238000003466 welding Methods 0.000 claims description 5
- 230000002146 bilateral effect Effects 0.000 claims description 3
- 230000010412 perfusion Effects 0.000 claims description 3
- 238000005253 cladding Methods 0.000 abstract 1
- 239000002131 composite material Substances 0.000 abstract 1
- 230000003014 reinforcing effect Effects 0.000 description 8
- 238000010276 construction Methods 0.000 description 5
- 230000007812 deficiency Effects 0.000 description 5
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 3
- 229910052799 carbon Inorganic materials 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 239000004744 fabric Substances 0.000 description 3
- 238000005520 cutting process Methods 0.000 description 2
- 230000002950 deficient Effects 0.000 description 2
- 239000000835 fiber Substances 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000005489 elastic deformation Effects 0.000 description 1
- 239000003112 inhibitor Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
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Abstract
The utility model discloses an adjustable controllable reinforcement type bridge, including old bent cap and old bridge base, old bridge base bearing old bent cap, the bridge is still including new bent cap and the new bridge base of addding, the cladding of new bent cap the both sides and the bottom surface of old bent cap to with old bent cap fastening connection, new bent cap with old bent cap constitutes the whole bent cap of bridge, the vertical setting of new bridge base, new bridge base are located under the new bent cap, and the shore new bent cap. The reinforced bridge can complete active reinforcement of old bent cap of pier, and can adjust the proportion of the bent cap and the new foundation structure to bear all the loads and the proportion of the new and old bent cap composite structure to bear all the loads, and is adjustable and controllable.
Description
Technical field
The utility model relates to a kind of bridge, specifically is meant a kind of adjustable controlled reinforcement type bridge.
Background technology
Old bridge often runs into following multiple situation in reinforcing:
When pile soil bearing capacity was not enough, conventional reinforcement means was stake end or the slip casting of stake side etc.
When pile body existed defective or bearing capacity deficiency, conventional reinforcement means was newly-increased pile foundation cushion cap or newly-increased steel pipe pile etc.
When the cushion cap bearing capacity was not enough, conventional reinforcement means was bottom surface, cushion cap top, side sticking steel plate or pastes carbon cloth etc.
When the pier stud bearing capacity was not enough, conventional reinforcement means was the pier stud sticking steel plate or increases pier stud cross section etc.
When the bent cap bearing capacity was not enough, conventional reinforcement means was bottom surface, bent cap top, side sticking steel plate or pastes carbon cloth etc.
When yet, pile body not enough when pile soil bearing capacity exists five kinds of defective or bearing capacity deficiency, cushion cap bearing capacity deficiency, pier stud bearing capacity deficiency, bent cap bearing capacity deficiencies etc. or multiple situation to take place simultaneously; All need above structural strengthening; It will be loaded down with trivial details unusually reinforcing, long construction period; More disadvantageous is more than to reinforce and be passive reinforcing, during the bridge normal operating condition; The reinforcement measure that increases newly is only born a spot of mobile load, and its stress level is little, and entire infrastructure dead load and most of mobile load are born by old structure; Its stress level is high, and its consolidation effect is difficult to assessment.
The utility model content
The purpose of the utility model provides a kind of adjustable controlled reinforcement type bridge; This reinforcement type bridge can be accomplished the active of the old bent cap of bridge pier and reinforce; And the newly-increased structure in bent cap and basis be can adjust and the ratio of whole loads and the ratio that the new and old combining structure of bent cap is born whole loads born, adjustable controlled.
The utility model above-mentioned purpose realizes through following technical scheme: a kind of adjustable controlled reinforcement type bridge; Comprise old bent cap and old abutment, the said old bent cap of described old abutment support is characterized in that: said bridge also comprises the new bent cap of setting up and new abutment; Said new bent cap coats the both sides and the bottom surface of said old bent cap; And be fastenedly connected with old bent cap, said new bent cap and said old bent cap constitute the whole bent cap of bridge, and said new abutment vertically is provided with; New abutment is positioned under the new bent cap, and shores described new bent cap.
The utility model is carved shearing groove, bar planting, cutter hair at former bent cap concrete surface by design; Reserving certain zone in the centre supplies bent cap length to build for the second time; Utilize jack two ends jacking simultaneously bent cap; Through control jack power and top lifting height, adjust new and old bent cap according to a certain percentage and bear the load reasonable value respectively, reach by design adjustment structural internal force; The part moment of flexure is transferred to newly-increased bent cap, reduces the purpose of former bent cap cantilever root compressive stress; Be transferred to old structure foundation internal force on the newly-increased basis through jacking; Through control prestressed strand quantity and position, old pier stud bent cap institute bearing load is partly or entirely transferred on new pier stud and the new and old combining structure of bent cap, and can be by designing and calculating, realize that the new and old combining structure of adjustment bent cap bears the ratio of whole loads.
In the utility model; Described new bent cap comprises concrete structure of bent cap, bent cap second coagulation degree structure and prestressed strand; Concrete structure of described bent cap is symmetrical set; In the middle of said bent cap second coagulation degree structure was positioned at, described prestressed strand laterally ran through and is arranged in the whole bent cap of bridge pier.
Said new abutment is made up of the new abutment of two rows unit; The new abutment of two rows unit is the bilateral symmetry shape and distributes, and each new abutment unit includes new pile foundation, new pier stud and steel reinforced concrete structure, and the fixing perfusion of said new pile foundation on the ground; Said new pier stud is positioned on the new pile foundation; And be fixedly connected with new pier stud, said steel reinforced concrete structure fixedly is cast in the top of new pier stud, and shores described new bent cap.
Described steel reinforced concrete structure comprises superposed bearing lower steel plate, is positioned at vertical shaped steel, the pre-embedded steel slab that is positioned at the bottom and the bearing that is provided with in middle part; Said bearing is positioned at bearing lower steel plate top; Described pre-embedded steel slab is embedded in the new pier stud; Described bearing lower steel plate, pre-embedded steel slab laterally laterally arrange, and said shaped steel, bearing lower steel plate, pre-embedded steel slab weld the back and form whole steel plate structure, the interior and equal on every side concreting of said steel plate structure.
Described bearing is a pot rubber bearing, has certain elastic deformation ability, has better anti seismic efficiency.
In the utility model, the welding between said shaped steel, bearing lower steel plate, the pre-embedded steel slab is full weld, makes it have better welding effect.
In the utility model, the surface of said old bent cap is provided with carves shearing groove, bar planting and cutter hair, and said quarter, the shearing groove depth was 5cm; Described bar planting comprises the bottom surface bar planting and the side bar planting of old bent cap; The degree of depth of said cutter hair is 6mm.
In the utility model, the length of said bent cap second coagulation degree structure accounts for 1/3rd of new bent cap total length.Reserving 1/3rd bent cap length, to carry out building second time purpose be to adjust old bent cap lower edge compressive stress, and the combined stress of avoiding causing with the later stage stretch-draw prestressing force is excessive.
Through control prestressed strand quantity and position old pier stud institute bearing load is partly or entirely transferred on new pier stud and the new and old combining structure of bent cap in the utility model; And can be by designing and calculating, the ratio that control new and old combining structure of bent cap and new pier stud are born whole loads respectively is another characteristics of the utility model.Treat that new bent cap concrete strength reaches 90% design strength, curing age is carried out the prestress steel cable stretching to new bent cap after reaching more than 7 days.Adopt symmetrical stretching mode; Size through designing and calculating control prestressed strand quantity, position and stretching force; To realize that the new and old combining structure of bent cap bears the initiative and the adjustability of superstructure load ratio, can control, prevent simultaneously the shrinkage crack of bent cap effectively.
Compared with prior art, the utlity model has following remarkable result:
(1) under bearing, presses jacking simultaneously bent cap in design power two ends in the utility model; Avoid asymmetric jacking to cause that structure topples or tilt, confirm the height after each jack jacking, adjust structural internal force effectively according to designing and calculating; Reduce the hogging moment that former bent cap is born; The part moment of flexure is transferred to newly-increased bent cap, reduces former bent cap cantilever root compressive stress, be transferred to old structure foundation internal force on the newly-increased basis simultaneously.
(2) the active adjustment control of initiatively adjusting control and prestressed strand through the top lift and the top lifting height of jack in the utility model; The new and old combining structure of control bent cap can be born whole upper load ratios; Even make when old pier stud need cut; The new and old combining structure of bent cap can be born whole upper loads, guarantees the effect that bent cap is reinforced.
(3) in the utility model through building new pier stud and pile foundation at the original structure direction across bridge, the prestressed stretch-draw of bent cap also is convenient in influence from bridge to newly-built pier stud that both avoided vertical bridge to open the navigation or air flight, be open to traffic under to.
(4) the utility model draws back big distance with newly-built pier stud along direction across bridge, avoids receiving the restriction of under-clearance height less than 2m, makes reinforcement have enough operating spaces; Simultaneously, also avoided new pier stud excavation of foundation pit to bring danger for too deeply old pier stud and old pile foundation.
(5) in the utility model through carving enough caking property, globalities between shearing groove, cutter hair, three kinds of new and old bent caps of technical guarantee of bar planting, guaranteed that old pier removes the new and old bent cap in back and can form a whole force structure that bonding is intact.
(6) the adjustable bent cap technology of initiatively reinforcing has been avoided loaded down with trivial details construction sequence of traditional reinforcement means and process to the reinforcing of structure described in the utility model, shortens construction period, guarantees that also bridge construction can be open to traffic as early as possible.
(7) the said adjustable bent cap technology of initiatively reinforcing of the utility model has been saved materials such as bottom surface, cushion cap top, side, pier stud sticking steel plate or subsides carbon cloth, and certain reinforcement cost has also been saved in the recyclable utilization of concrete after old pier stud cushion cap is abolished.
Description of drawings
Below in conjunction with the accompanying drawing and the specific embodiment the utility model is done further to specify.
Fig. 1 is the overall structure sketch map of the utility model reinforcement type bridge;
Fig. 2 is the structural representation of steel reinforced concrete structure in the utility model reinforcement type bridge;
Fig. 3 is side cutter hair, cutting, the bar planting sketch map in the utility model reinforcement type bridge;
Fig. 4 is bottom surface outline cutter hair, cutting, the bar planting sketch map in the utility model reinforcement type bridge.
Description of reference numerals
101, old bent cap; 102, old pier stud; 103 old cushion caps; 104, old pile foundation;
201, the bent cap concrete structure first time; 202, the bent cap concrete structure second time;
203, new pier stud; 204, new pile foundation; 1, jack; 2, pre-embedded steel slab;
3, shaped steel; 4, concrete; 5, bearing lower steel plate; 6, bearing;
7, cutter hair; 8, carve the shearing groove; 9, bar planting; 10, prestressed strand
The specific embodiment
To a kind of adjustable controlled reinforcement type bridge shown in Figure 4, comprise old bent cap 101 and old abutment, the old bent cap of old abutment support like Fig. 1; Old abutment comprises old pier stud 102, old cushion cap 103 and old pile foundation 104; The surface of old bent cap 101 is provided with carves shearing groove 8, bar planting 9 and cutter hair 7, and carving shearing groove 8 degree of depth is 5cm, should not injure the bent cap reinforcing bar when carving the shearing groove; Should be during the reinforcing bar exposure at its surfaces coated corrosion inhibitor; Bar planting 9 comprises the bottom surface bar planting and the side bar planting of old bent cap, and the bottom surface bar planting is constructed according to quincunx diagonal, and the side bar planting is by row construction from top to bottom in batches; The degree of depth of cutter hair 7 is 6mm, and the original structure compacted layer is exposed.
Bridge also comprises the new bent cap of setting up and new abutment, and new bent cap coats the both sides and the bottom surface of old bent cap 101, and is fastenedly connected with old bent cap; New bent cap and old bent cap constitute the whole bent cap of bridge; New abutment vertically is provided with, and new abutment is positioned under the new bent cap, and shores new bent cap.New bent cap comprises concrete structure 201 of bent cap, bent cap second coagulation degree structure 202 and prestressed strand 10; Concrete structure 201 of bent cap is symmetrical set; In the middle of bent cap second coagulation degree structure 202 is positioned at; The length of bent cap second coagulation degree structure 202 accounts for 1/3rd of new bent cap total length, and prestressed strand 10 laterally runs through and is arranged in the whole bent cap of bridge pier.In the concreting process of concrete structure of bent cap 201 and bent cap second coagulation degree structure 202; Concrete is the concrete that mixes string and steel fibre; Mixing string is to prevent concrete early-age shrinkage crack; Mixing steel fibre is to prevent stressed crack of concrete later stage, strengthens structural strength simultaneously.
New abutment is made up of the new abutment of two rows unit; Two row new abutment unit are the bilateral symmetry shape and distribute, and each new abutment unit includes new pile foundation 204, new pier stud 203 and steel reinforced concrete structure, and new pile foundation 204 fixing perfusions on the ground; New pier stud 203 is positioned on the new pile foundation 204; And be fixedly connected with new pier stud 203, steel reinforced concrete structure fixedly is cast in the top of new pier stud, and shores new bent cap.
Steel reinforced concrete structure comprises superposed bearing lower steel plate 5, is positioned at vertical shaped steel 3, the pre-embedded steel slab 2 that is positioned at the bottom and the bearing 6 that is provided with in middle part; Bearing 6 is a pot rubber bearing; Bearing 6 is positioned at bearing lower steel plate 5 tops; Pre-embedded steel slab 2 is embedded in the new pier stud 203, and bearing lower steel plate 5, pre-embedded steel slab 2 laterally laterally arrange, and shaped steel 3, bearing lower steel plate 5, pre-embedded steel slab 2 welding backs form whole steel plate structure; Welding between shaped steel 3, bearing lower steel plate 5, the pre-embedded steel slab 2 is full weld, the interior and equal on every side concreting 4 of steel plate structure.
Claims (8)
1. an adjustable controlled reinforcement type bridge comprises old bent cap and old abutment, the said old bent cap of described old abutment support; It is characterized in that: said bridge also comprises the new bent cap of setting up and new abutment, and said new bent cap coats the both sides and the bottom surface of said old bent cap, and is fastenedly connected with old bent cap; Said new bent cap and said old bent cap constitute the whole bent cap of bridge; Said new abutment vertically is provided with, and new abutment is positioned under the new bent cap, and shores described new bent cap.
2. adjustable controlled reinforcement type bridge according to claim 1; It is characterized in that: described new bent cap comprises concrete structure of bent cap, bent cap second coagulation degree structure and prestressed strand; Concrete structure of described bent cap is symmetrical set; In the middle of said bent cap second coagulation degree structure was positioned at, described prestressed strand laterally ran through and is arranged in the whole bent cap of bridge pier.
3. adjustable controlled reinforcement type bridge according to claim 1 and 2; It is characterized in that: said new abutment is made up of the new abutment of two rows unit; The new abutment of two rows unit is the bilateral symmetry shape and distributes, and each new abutment unit includes new pile foundation, new pier stud and steel reinforced concrete structure, and the fixing perfusion of said new pile foundation on the ground; Said new pier stud is positioned on the new pile foundation; And be fixedly connected with new pier stud, said steel reinforced concrete structure fixedly is cast in the top of new pier stud, and shores described new bent cap.
4. adjustable controlled reinforcement type bridge according to claim 3; It is characterized in that: described steel reinforced concrete structure comprises superposed bearing lower steel plate, is positioned at vertical shaped steel, the pre-embedded steel slab that is positioned at the bottom and the bearing that is provided with in middle part; Said bearing is positioned at bearing lower steel plate top; Described pre-embedded steel slab is embedded in the new pier stud; Described bearing lower steel plate, pre-embedded steel slab laterally laterally arrange, and said shaped steel, bearing lower steel plate, pre-embedded steel slab weld the back and form whole steel plate structure, the interior and equal on every side concreting of said steel plate structure.
5. adjustable controlled reinforcement type bridge according to claim 4, it is characterized in that: described bearing is a pot rubber bearing.
6. adjustable controlled reinforcement type bridge according to claim 4, it is characterized in that: the welding between said shaped steel, bearing lower steel plate, the pre-embedded steel slab is full weld.
7. adjustable controlled reinforcement type bridge according to claim 1 is characterized in that: the surface of said old bent cap is provided with carves shearing groove, bar planting and cutter hair, and said quarter, the shearing groove depth was 5cm; Described bar planting comprises the bottom surface bar planting and the side bar planting of old bent cap; The degree of depth of said cutter hair is 6mm.
8. adjustable controlled reinforcement type bridge according to claim 2 is characterized in that: the length of said bent cap second coagulation degree structure accounts for 1/3rd of new bent cap total length.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011203445935U CN202247711U (en) | 2011-09-14 | 2011-09-14 | Adjustable controllable reinforced bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011203445935U CN202247711U (en) | 2011-09-14 | 2011-09-14 | Adjustable controllable reinforced bridge |
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| Publication Number | Publication Date |
|---|---|
| CN202247711U true CN202247711U (en) | 2012-05-30 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2011203445935U Expired - Fee Related CN202247711U (en) | 2011-09-14 | 2011-09-14 | Adjustable controllable reinforced bridge |
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| Country | Link |
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| CN (1) | CN202247711U (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105113387A (en) * | 2015-08-27 | 2015-12-02 | 苏州同尚工程设计咨询有限公司 | Reconstruction structure and construction method of bridge bearing platform |
| CN107447647A (en) * | 2017-07-25 | 2017-12-08 | 武汉理工大学 | Assembled bridge pier and its construction method |
| CN109162210A (en) * | 2018-09-04 | 2019-01-08 | 广东和立土木工程有限公司 | Newly-added pile foundation construction method for bridge maintenance reinforcement or widening extension |
| CN113202017A (en) * | 2020-03-17 | 2021-08-03 | 中国铁路设计集团有限公司 | Connecting structure between prefabricated assembled pier stud and top cap and construction method |
| CN113403968A (en) * | 2021-07-15 | 2021-09-17 | 广东省九域工程技术咨询有限公司 | Bridge pier underpinning method and underpinning structure |
| CN107794848B (en) * | 2017-10-26 | 2023-03-17 | 南京林业大学 | Treatment method for abutment camber |
-
2011
- 2011-09-14 CN CN2011203445935U patent/CN202247711U/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105113387A (en) * | 2015-08-27 | 2015-12-02 | 苏州同尚工程设计咨询有限公司 | Reconstruction structure and construction method of bridge bearing platform |
| CN107447647A (en) * | 2017-07-25 | 2017-12-08 | 武汉理工大学 | Assembled bridge pier and its construction method |
| CN107794848B (en) * | 2017-10-26 | 2023-03-17 | 南京林业大学 | Treatment method for abutment camber |
| CN109162210A (en) * | 2018-09-04 | 2019-01-08 | 广东和立土木工程有限公司 | Newly-added pile foundation construction method for bridge maintenance reinforcement or widening extension |
| CN113202017A (en) * | 2020-03-17 | 2021-08-03 | 中国铁路设计集团有限公司 | Connecting structure between prefabricated assembled pier stud and top cap and construction method |
| CN113403968A (en) * | 2021-07-15 | 2021-09-17 | 广东省九域工程技术咨询有限公司 | Bridge pier underpinning method and underpinning structure |
| CN113403968B (en) * | 2021-07-15 | 2022-02-15 | 广东省九域工程技术咨询有限公司 | Bridge pier underpinning method and underpinning structure |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20120530 Termination date: 20140914 |
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| EXPY | Termination of patent right or utility model |