CN105525679A - Local prestress assembly type energy-dissipating beam column joint - Google Patents
Local prestress assembly type energy-dissipating beam column joint Download PDFInfo
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- CN105525679A CN105525679A CN201610044530.5A CN201610044530A CN105525679A CN 105525679 A CN105525679 A CN 105525679A CN 201610044530 A CN201610044530 A CN 201610044530A CN 105525679 A CN105525679 A CN 105525679A
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- Prior art keywords
- precast concrete
- column
- energy
- local
- concrete
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- 239000011178 precast concrete Substances 0.000 claims abstract description 67
- 230000021715 photosynthesis, light harvesting Effects 0.000 claims abstract description 19
- 239000004567 concrete Substances 0.000 claims abstract description 8
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 25
- 229910001209 Low-carbon steel Inorganic materials 0.000 claims description 23
- 238000004873 anchoring Methods 0.000 claims description 21
- XEEYBQQBJWHFJM-UHFFFAOYSA-N iron Chemical compound data:image/svg+xml;base64,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 data:image/svg+xml;base64,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 [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 20
- 239000011514 iron Substances 0.000 claims description 20
- 229910052742 iron Inorganic materials 0.000 claims description 20
- 210000003205 Muscles Anatomy 0.000 claims description 7
- 239000011513 prestressed concrete Substances 0.000 claims description 6
- 230000037250 Clearance Effects 0.000 claims description 4
- 230000035512 clearance Effects 0.000 claims description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 3
- 210000002435 Tendons Anatomy 0.000 claims description 3
- 238000001125 extrusion Methods 0.000 claims description 3
- 238000007373 indentation Methods 0.000 claims description 3
- 235000000396 iron Nutrition 0.000 claims description 3
- 239000010959 steel Substances 0.000 claims description 3
- 238000002788 crimping Methods 0.000 claims description 2
- 239000011148 porous materials Substances 0.000 claims description 2
- 280000398338 Seismic companies 0.000 abstract description 2
- 210000000614 Ribs Anatomy 0.000 abstract 4
- 238000010521 absorption reactions Methods 0.000 abstract 1
- 230000035939 shock Effects 0.000 abstract 1
- 238000003466 welding Methods 0.000 abstract 1
- 238000000034 methods Methods 0.000 description 8
- 238000010276 construction Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 6
- 238000010586 diagrams Methods 0.000 description 5
- 238000005728 strengthening Methods 0.000 description 4
- 238000009434 installation Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000006011 modification reactions Methods 0.000 description 2
- 230000000875 corresponding Effects 0.000 description 1
- 238000005538 encapsulation Methods 0.000 description 1
- 238000005265 energy consumption Methods 0.000 description 1
- 238000005516 engineering processes Methods 0.000 description 1
- 239000004615 ingredients Substances 0.000 description 1
- 230000036244 malformation Effects 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 230000001737 promoting Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
- E04B1/215—Connections specially adapted therefor comprising metallic plates or parts
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/22—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material with parts being prestressed
Abstract
Description
Technical field
The present invention relates to a kind of prestressing force assembling energy-dissipation beam column node, belong to building engineering field.
Background technology
Precast Concrete Frame can significantly improve construction ability and construction speed, save a large amount of labour, ensure build guality, and be conducive to the requirement reaching " four joint one environmental protection ", go into overdrive to carry out " industrialization of construction industry, housing industrialization " in country, under promoting the background of green building and green construction, there is good development prospect.From structural performance, the beam-column connection of Precast Concrete Frame is related to the anti-seismic performance of total, structure earthquake showed that beam-column connection destroyed in the past often becomes the main cause causing structural failure, therefore precast concrete beam-column connection is Precast Concrete Frame is able to the key of extensive use.
Prestressed concrete can play the advantage of precast concrete factorial praluction and assembling installation better, and prestress prepressing formula connects can provide good restorability, is convenient to the reparation after earthquake disaster, obtains and pay attention to widely.But the prefabricated beam-to-column joint of current conventional prepressing type many employings presstressed reinforcing steel is along the form of the elongated layout of precast beam, and prestressing force pulling force is high, presstressed reinforcing steel perforation workload is large, and post-tensioned prestressing significantly affects the holistic resistant behavior of precast beam.
Prestressing force prefabrication and assembly construction concrete structure, owing to there is presstressed reinforcing steel, have higher recoverable force ability, but energy dissipation capacity is more weak, and needing increases energy dissipation capacity by corresponding measure.The energy dissipation capacity of general dissipative cell often can only design for clear and definite single seismic behavior, often inoperative under the geological process being less than this rank.
Summary of the invention
The object of the invention is to propose a kind of local prestressing force assembling energy-dissipation beam column node, improve the advantage of precast prestressed concrete frame structure, keep the restorability that precompressed precast beam Column border node is stronger, reduce post-tensioned prestressing muscle to integrally-built impact simultaneously, strengthen the energy dissipation capacity of structure, realize classification damping, and be convenient to shake rear reparation.
The technical solution used in the present invention is: a kind of local prestressing force assembling energy-dissipation beam column node, comprises precast concrete column, precast concrete beam, presstressed reinforcing steel, prestressed anchor and replaceable power consumption rod;
Described precast concrete column reserves presstressed reinforcing steel duct and bracket in beam-to-column joint district, and described bracket to consume energy excellent installed position reserving hole channel at described replaceable, for through described replaceable power consumption rod;
Described precast concrete beam is pretensioned prestressed concrete girder, and upper and lower, cross section arranges pre-tensioned prestressing muscle according to calculation requirement, is made by long line method pedestal, plays the advantage that long line method prestressed member is produced; Described precast concrete beam end reserves prestressed pore passage, is positioned in the middle of beam section height, is symmetrically arranged; Its length carries out reasonable computation according to the deformation requirements of presstressed reinforcing steel; Described presstressed reinforcing steel duct afterbody bends to beam sides, reserves tension of prestressed tendon and anchoring space; Bracket tongue and groove is left in described precast concrete beam end cross-sectional bottom;
Described precast concrete beam ends rest is on the bracket of described precast concrete column; Described presstressed reinforcing steel passes the presstressed reinforcing steel duct of described precast concrete column and described precast concrete beam end, by post-tensioned prestressing by integral for the two crimping; Anchoring is carried out by described ground tackle in described presstressed reinforcing steel two ends; The superimposed cast-in-situ concrete within the scope of FFL of described precast concrete beam upper surface;
Described replaceable power consumption rod is for strengthening the energy dissipation capacity of node of the present invention, and be installed on described precast concrete beam upper and lower surface, one end connects described precast concrete column, and the other end connects precast concrete beam.
As preferably, described bracket tongue and groove position arranges pressure-bearing end plate, and encrypts the stirrup of bracket tongue and groove and neighbouring position, operative constraint beam-ends concrete, guarantees that beam-ends destroys under geological process and littlely even not to destroy.
As preferably, when described replaceable power consumption rod is positioned at described precast concrete beam upper surface, built in cast-in-situ concrete, when being positioned at soffit, through the preformed hole of described bracket, exposed portion is coated by mortar.Described replaceable power consumption rod can adopt the described replaceable power consumption rod form in groups of multiple different size to be installed on described precast concrete upper and lower surface, successively hierarchically plays the effect of surrender power consumption according to different anti-seismic grade.
As preferably, described replaceable power consumption rod comprises mild steel bar, anti-buckling sleeve, anchoring sleeve, nut and fixing iron member; Described anti-surrender jacket casing is in described mild steel bar; Described anchoring sleeve is embedded in precast concrete column in advance, and one end is provided with internal thread, and the screw thread of its size and described mild steel bar matches, and the other end is provided with orthogonal hole, through two horizontal rod irons, for strengthening anchoring ability; Described fixing iron member is embedded in precast prestressed concrete beam end upper and lower surface in advance; Described mild steel bar one end is provided with short thread segments, and the other end establishes long thread segment, is threaded through roll extrusion and is formed, make thread segment intensity higher than normal reach; Short thread end is screwed into described anchoring sleeve, and the long end of thread is connected on described fixing iron member by two described nuts.
As preferably, described fixing iron member comprises angle bar, shear connector and stiffening rib, and U-shaped breach is left in described angle bar side, and gap width is greater than described mild steel bar diameter, is less than described nut size; Described shear connector is welded in described angle bar opposite side bottom surface; Described shear connector is embedded among precast concrete; Described stiffening rib is welded in two ends inside angle bar.
As preferably, described anti-surrender sleeve is made up of smooth bar pipe, internal diameter is greater than described mild steel bar diameter 1-5mm, described mild steel bar adopts low surrender steel to make, the quantity of described nut is 2-4, the U-shaped indentation, there of described fixing iron member can be clamped near two nuts of described fixing iron member, also can preset clearance, gap length designs according to the effect of different anti-seismic grade opportunity.
Beneficial effect:
(1) the present invention adopts pre-tensioning system precast concrete beam, precast concrete beam and prefabricated post is crimped together by post-tensioned prestressing, forms effective dry type and connects into entirety, reduces wet trade, improves field erected efficiency, improve construction speed.
(2) beam-ends of the present invention has carried out strengthening process, under geological process, destroys slight, and be provided with post-tensioned prestressing muscle connection prefabricated post at prefabricated beam-ends center position, after geological process, there is good restorability, repair rapidly after being convenient to shake, recover to use.
(3) post-tensioned prestressing muscle of the present invention is only arranged at prefabricated beam-ends, length can require to design according to malformation, there is higher flexibility, reduce post-tensioned prestressing to integrally-built impact, decrease the consumption of presstressed reinforcing steel and the perforation workload of post-tensioned prestressing muscle, reduce cost.
(4) the present invention installs anti-buckling energy-consumption rod in node bonding pad, and improve the energy dissipation capacity of structure, quantity, specification and effect can design according to different anti-seismic grade opportunity, realize classification antidetonation, convenient, flexible.This power consumption rod can dismounting, is convenient to change process, repairs after being beneficial to shake.
Accompanying drawing explanation
Fig. 1 is precast concrete beam schematic diagram of the present invention;
Fig. 2 is the sectional view of Fig. 1;
Fig. 3 is prestressing force assembling energy-dissipation beam column node schematic diagram of the present invention;
Fig. 4 is the top view of Fig. 3;
Fig. 5 is that replaceable of the present invention consumes energy excellent schematic diagram;
Fig. 6 is fixing iron member schematic diagram of the present invention;
Fig. 7 is anchoring sleeve schematic diagram of the present invention.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the present invention will be further described.
As Figure 1-4: the upper and lower, cross section of precast concrete beam 1 arranges pre-tensioned prestressing muscle 2 according to calculation requirement, is made by long line method pedestal; Presstressed reinforcing steel duct 3 is left in centre position to beam end depth of section, is symmetrically arranged, and its length carries out reasonable computation according to the deformation requirements of presstressed reinforcing steel; Presstressed reinforcing steel duct 3 afterbody bends to beam sides, reserves tension of prestressed tendon and anchoring space 4.Bracket tongue and groove 5 is left in bottom, beam end cross section, and bracket tongue and groove position arranges pressure-bearing end plate 6, and encrypts the stirrup 7 of bracket tongue and groove and neighbouring position; Fixing iron member 9 for fixing replaceable power consumption rod 8 is embedded in the upper and lower surface of precast beam 1 in advance.
Precast concrete column 10 reserves presstressed reinforcing steel duct 11 and bracket 12 in beam-to-column joint district, is embedded in cylinder and bracket 12 in advance for the anchoring sleeve 13 connecting replaceable power consumption rod 8; Precast concrete beam 1 is held on the bracket 12 of precast concrete column 10, presstressed reinforcing steel 14 is through the presstressed reinforcing steel duct 11 of precast concrete column 10 and the presstressed reinforcing steel duct 3 of precast concrete beam 1 end, then tensioned prestressing bar 14, crimps integral by post-tensioned prestressing by precast concrete column 10 and precast concrete beam 1; Anchoring is carried out by prestressed anchor 15 in presstressed reinforcing steel 14 two ends; In precast concrete beam 1 upper and lower surface, replaceable power consumption rod 8 is installed; Precast concrete beam 1 upper surface is superimposed cast-in-situ concrete 16 within the scope of FFL; By mortar 17 by the partial encapsulation that expose of replaceable power consumption rod 8 that are positioned at below in wherein.
As shown in Figure 5: replaceable power consumption rod 8 adopts the described replaceable power consumption rod form in groups of multiple different size to be installed on described precast concrete upper and lower surface, successively hierarchically plays the effect of surrender power consumption according to different anti-seismic grade; Replaceable consumes energy rod 8 by mild steel bar 18, anti-buckling sleeve 19, nut 20, and anchoring sleeve 13 and fixing iron member 9 form; Mild steel bar 18 adopts low surrender steel to make, and one end is provided with short thread segments, and the other end establishes long thread segment, is threaded through roll extrusion and is formed; Short thread end is screwed into anchoring sleeve 13, the long end of thread is connected on fixing iron member 9 by two nuts 20, can clamp U-shaped indentation, there or the preset clearance of described fixing iron member between two nuts 20 as required, gap length designs according to the effect of different anti-seismic grade opportunity; Anti-surrender sleeve 19 is made up of smooth bar pipe, and internal diameter is greater than described mild steel bar diameter 1-5mm, is enclosed within mild steel bar 18; Anchoring sleeve 13 is embedded on the bracket 12 of precast concrete column 10 and precast concrete column in advance; Fixing iron member 9 is embedded in precast concrete beam 1 end upper and lower surface in advance.
As shown in Figure 6: fixing iron member 9 is made up of angle bar 21, shear connector 22 and stiffening rib 23.U-shaped breach is left in angle bar 21 side, and gap width is greater than described mild steel bar diameter, is less than nut size; Shear connector 22 is welded in angle bar opposite side bottom surface 21, and shear connector 22 is embedded among precast concrete; Stiffening rib 23 is welded in two ends inside angle bar 21.
As shown in Figure 7: anchoring sleeve 13 one end is provided with internal thread 24, and the screw thread of its size and mild steel bar 18 matches, and the other end is provided with orthogonal hole, through two horizontal rod irons 25, for strengthening anchoring ability.
When replaceable power consumption excellent 8 is installed, first anti-buckling sleeve 19 is placed in mild steel bar 18, nut 20 is arranged on the long end of thread of mild steel bar 18, then the long end of thread of mild steel bar 18 is sticked into the U-shaped breach of fixing iron member 9, short thread end is screwed into anchoring sleeve 13, finally nut 20 is tightened, or preset clearance; Demolishing process is contrary with installation process.
It should be pointed out that for those skilled in the art, under the premise without departing from the principles of the invention, can also make some improvements and modifications, these improvements and modifications also should be considered as protection scope of the present invention.The all available prior art of each ingredient not clear and definite in the present embodiment is realized.
Claims (6)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610044530.5A CN105525679B (en) | 2016-01-21 | 2016-01-21 | A kind of local prestressing force assembled energy-dissipation beam column node |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610044530.5A CN105525679B (en) | 2016-01-21 | 2016-01-21 | A kind of local prestressing force assembled energy-dissipation beam column node |
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| Publication Number | Publication Date |
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| CN105525679A true CN105525679A (en) | 2016-04-27 |
| CN105525679B CN105525679B (en) | 2017-09-29 |
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| CN201610044530.5A CN105525679B (en) | 2016-01-21 | 2016-01-21 | A kind of local prestressing force assembled energy-dissipation beam column node |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105839775A (en) * | 2016-05-24 | 2016-08-10 | 东南大学 | Beam end crossed arc-shaped post-tensioned pre-stressed reinforcing steel dry-type assembling beam-column node |
| CN105863046A (en) * | 2016-05-05 | 2016-08-17 | 四川省第四建筑工程公司 | Prefabricated assembly type beam column joint connecting process |
| CN106499051A (en) * | 2016-11-21 | 2017-03-15 | 中国建筑股份有限公司 | A kind of post insertion prefabricated PC concrete frame frame system and its construction method |
| CN107630553A (en) * | 2016-07-18 | 2018-01-26 | 上海奇谋能源技术开发有限公司 | It is a kind of first to open rapid construction device and method for large span floor |
| CN108643669A (en) * | 2018-04-13 | 2018-10-12 | 东南大学 | It pushes up bottom and becomes friction energy-dissipating Self-resetting prestressed concrete beam Column border node device |
| CN108842911A (en) * | 2018-05-31 | 2018-11-20 | 南京东南建筑机电抗震研究院有限公司 | Assembled Self-resetting prestressed concrete frame SMA energy dissipation node |
| CN109113171A (en) * | 2018-09-06 | 2019-01-01 | 同济大学 | A kind of Novel bolt connection Precast Concrete Frame |
| CN109469202A (en) * | 2018-12-12 | 2019-03-15 | 中国建筑技术集团有限公司 | A kind of prestressing force assembled integral concrete frame structure system and its construction method |
| CN109798011A (en) * | 2019-03-06 | 2019-05-24 | 东南大学 | Series connection disc spring large deformation energy-dissipation beam column node |
| CN110528689A (en) * | 2019-09-10 | 2019-12-03 | 东南大学 | A kind of assembled beam-column anti-seismic structure |
| CN111101597A (en) * | 2019-12-30 | 2020-05-05 | 同济大学 | Assembled replaceable energy-consuming damping steel frame beam-column joint |
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Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105863046A (en) * | 2016-05-05 | 2016-08-17 | 四川省第四建筑工程公司 | Prefabricated assembly type beam column joint connecting process |
| CN105839775A (en) * | 2016-05-24 | 2016-08-10 | 东南大学 | Beam end crossed arc-shaped post-tensioned pre-stressed reinforcing steel dry-type assembling beam-column node |
| CN107630553B (en) * | 2016-07-18 | 2020-07-31 | 上海奇谋能源技术开发有限公司 | Pre-tensioning rapid construction device and method for large-span floor slab |
| CN107630553A (en) * | 2016-07-18 | 2018-01-26 | 上海奇谋能源技术开发有限公司 | It is a kind of first to open rapid construction device and method for large span floor |
| CN106499051A (en) * | 2016-11-21 | 2017-03-15 | 中国建筑股份有限公司 | A kind of post insertion prefabricated PC concrete frame frame system and its construction method |
| CN108643669A (en) * | 2018-04-13 | 2018-10-12 | 东南大学 | It pushes up bottom and becomes friction energy-dissipating Self-resetting prestressed concrete beam Column border node device |
| CN108842911A (en) * | 2018-05-31 | 2018-11-20 | 南京东南建筑机电抗震研究院有限公司 | Assembled Self-resetting prestressed concrete frame SMA energy dissipation node |
| CN109113171A (en) * | 2018-09-06 | 2019-01-01 | 同济大学 | A kind of Novel bolt connection Precast Concrete Frame |
| CN109469202A (en) * | 2018-12-12 | 2019-03-15 | 中国建筑技术集团有限公司 | A kind of prestressing force assembled integral concrete frame structure system and its construction method |
| CN109798011A (en) * | 2019-03-06 | 2019-05-24 | 东南大学 | Series connection disc spring large deformation energy-dissipation beam column node |
| CN109798011B (en) * | 2019-03-06 | 2020-09-11 | 东南大学 | Series disc spring large deformation energy consumption beam column node |
| CN110528689A (en) * | 2019-09-10 | 2019-12-03 | 东南大学 | A kind of assembled beam-column anti-seismic structure |
| CN110528689B (en) * | 2019-09-10 | 2020-11-03 | 东南大学 | Assembled beam column earthquake-resistant structure |
| CN111101597A (en) * | 2019-12-30 | 2020-05-05 | 同济大学 | Assembled replaceable energy-consuming damping steel frame beam-column joint |
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