CN103352578A - Construction method of carbon fiber cloth steel member combination strengthening beam - Google Patents
Construction method of carbon fiber cloth steel member combination strengthening beam Download PDFInfo
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- CN103352578A CN103352578A CN 201310286756 CN201310286756A CN103352578A CN 103352578 A CN103352578 A CN 103352578A CN 201310286756 CN201310286756 CN 201310286756 CN 201310286756 A CN201310286756 A CN 201310286756A CN 103352578 A CN103352578 A CN 103352578A
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- 239000004744 fabric Substances 0.000 title claims abstract description 52
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 51
- 239000010959 steel Substances 0.000 title claims abstract description 50
- 229920000049 Carbon (fiber) Polymers 0.000 title claims abstract description 18
- 239000004917 carbon fiber Substances 0.000 title claims abstract description 18
- VNWKTOKETHGBQD-UHFFFAOYSA-N methane Chemical compound C VNWKTOKETHGBQD-UHFFFAOYSA-N 0.000 title claims abstract description 17
- 238000010276 construction Methods 0.000 title claims abstract description 10
- 238000005728 strengthening Methods 0.000 title abstract description 3
- 230000002787 reinforcement Effects 0.000 claims abstract description 38
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 48
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 claims description 46
- 229910052799 carbon Inorganic materials 0.000 claims description 46
- 239000010410 layer Substances 0.000 claims description 15
- 239000000203 mixture Substances 0.000 claims description 12
- 230000003014 reinforcing effect Effects 0.000 claims description 11
- 238000000034 method Methods 0.000 claims description 7
- 238000005452 bending Methods 0.000 claims description 6
- 239000003795 chemical substances by application Substances 0.000 claims description 6
- 238000013461 design Methods 0.000 claims description 6
- 229920006335 epoxy glue Polymers 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 4
- 241000826860 Trapezium Species 0.000 claims description 3
- 238000004364 calculation method Methods 0.000 claims description 3
- 239000000835 fiber Substances 0.000 claims description 3
- 239000003292 glue Substances 0.000 claims description 3
- 239000007943 implant Substances 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- 210000003205 muscle Anatomy 0.000 claims description 3
- 230000002265 prevention Effects 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 3
- 239000011241 protective layer Substances 0.000 claims description 3
- 238000004088 simulation Methods 0.000 claims description 3
- 238000004873 anchoring Methods 0.000 abstract 1
- 238000005516 engineering process Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 2
- 208000019901 Anxiety disease Diseases 0.000 description 1
- 230000036506 anxiety Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000010962 carbon steel Substances 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 239000010437 gem Substances 0.000 description 1
- 229910001751 gemstone Inorganic materials 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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Abstract
The invention relates to a construction method of a carbon fiber cloth steel member combination strengthening beam, and belongs to the field of structural seismic reinforcement. According to the construction method, as for the portion, where does not satisfy standard requirements after seismic appraisal of an underground space structure, of the beam, the bottom of the beam is firstly reinforced through carbon fiber cloth, and supporting reinforcement is conducted through a newly added H type steel beam structure. Due to the fact that the anchoring measures of steel members and bolts are added to the joint of the beam and a column, the new and original structures can be combined better to achieve the supporting function together. Meanwhile, holes are preformed for the steel members according to actual conditions, a certain amount of prevenient preparation work is conducted on following pipeline engineering, and underground space is utilized effectively. The construction method can well resolve the connection problem between the newly added H type steel beam structure and the original structure.
Description
Technical field
The present invention relates to the existing building reinforcing technique of a kind of comprehensive employing carbon fiber and Steel section member reinforcing and the method for construction, belong to the seismic hardening field.
Background technology
Along with socioeconomic fast development, the problem of metropolis land used anxiety is increasingly sharpened.Especially densely populated metropolis, the land supply pressure of its inner city is very outstanding.For alleviating this contradiction, carry out the transformation of the existing buildings such as old city or old residential quarter, the utilization needs that become a reality to the existing building underground space.
But existed building is carried out storey-adding reconstruction, can the difficult point of technology be, add layer later original structural system and also satisfy safe requirement, in addition, add between member and the existing building member behind the layer and can form reliable the connection, and the co-ordination of original structure member integrated.
At present, reinforcing to the existed building member, adopt often single reinforcement form, single reinforcement form often can only play single effect, in storey-adding reconstruction, should reinforce the problem that existing member forms whole stress system again cannot well solve, and the present invention proposes the reinforcement of one kind of multiple reinforcing modes combinations, and this technology can solve preferably and increase being connected and the acting in conjunction problem between fixing structure and the original structure newly.
Summary of the invention
The object of the invention is to overcome the deficiency of conventional method, for solving better in the old house underground space seismic hardening comprehensive reformation, existing single reinforcement means can't be realized the technical problem not only strengthening original structure spare but also strengthen, and a kind of simple in structure, economical rationality, actual effectively Shockproof reinforcing method are provided.
To achieve these goals, the present invention has taked following technical scheme:
A kind of job practices of carbon cloth steel Component composition reinforcement, described carbon cloth steel Component composition reinforcement comprises original structure beam, carbon fiber reinforcement layer and reinforcing steel beam, described carbon fiber reinforcement layer is bonded in the bottom surface of original structure beam by the modified epoxy glue caking agent, the bottom surface of the end face of described reinforcing steel beam and carbon fiber reinforcement layer is adjacent to, and by wearing beam anchor pole and original structure beam drawknot for whole, the construction sequence of described job practices is as follows:
Step 1 is carried out seismic resistance calculation by simulation softward to the original structure beam of all existing underground spaces, finds out the position of not satisfying the original structure beam that shockproof requirements needs reinforcement;
Step 11 is carried out antirust, fire prevention processing to reinforcing steel beam, steel floor, outer anchor slab and interior anchor slab.
Described reinforcing steel beam is H section steel beam, steel channel beam, steel I-beam or box beam.
In the described step 3, carbon cloth is the little tow I grade carbon fiber cloth of PAN base.
In the described step 6, outer anchor slab is of a size of 600 * 550 * 15mm, and interior anchor slab is of a size of 600 * 600 * 15mm.
In the described step 8, the step that reinforcing steel beam is installed is as follows: at first at the interior anchor slab on the both sides junction plate of burn-oning, should guarantee accurate positioning and vertical full weld; Then in the reservation anchor hole of the end, bottom flange of reinforcing steel beam, penetrate wire rope, hold reinforcing steel beam in original structure beam lower end with wire rope, and lay jack on original structure beam top, reinforcing steel beam slowly is fit into the position; Enter the position after with double nut to wearing on the high-strength bolt anchor, tighten double nut the reinforcing steel beam end be fixedly connected with junction plate.
Steel floor in the described step 10 is triangle, rectangle or right-angled trapezium.
The present invention is compared with existing technology, and has following beneficial effect:
Structure to underground space does not satisfy the code requirement position behind Seismic, adopt the method for the invention to reinforce, and by increasing the carbon fiber reinforcement measure at beam, post binding site, new and old structure is better combined, and makes it the acting in conjunction load-bearing.Simultaneously, adopt anchor pole or high-strength bolt etc. will increase the steel member newly and be connected with old reliable in structure, box out at shaped steel limb jewel hole, for follow-up pipe engineering is done preposition work, saved the underground space, improved and utilized effect.
The present invention adopts shaped steel that the original structure beam is strengthened, and increases the steel anchor slab and wears the beam anchor pole in beam end both beam column junction, improves the bearing capacity of combined beam structure.Adoptable girder steel section form is flexible, and adopts girder steel can guarantee that the space clear height satisfies related request, and can reduce engineering quantity, saves initial investment.
Nodes of the present invention adopts the bolt weldering to be connected, and forms strong node, and anti-seismic performance is good, because the member that adopts is prefabricated component, it is more convenient to construct, and construction site construction waste is few, and does not affect the normal use of existing building in the work progress.
Description of drawings
Fig. 1 is structural representation of the present invention.
Fig. 2 is the A-A sectional drawing of Fig. 1.
Fig. 3 is the girder steel that increases newly and the detail drawing that is connected of structural column Nodes.
Reference numeral: anchor slab, 8-billet, 9-wear beam anchor pole, 10-steel floor, 11-prick post anchor pole, 12-high-strength bolt, 13-annulated column carbon cloth in 1-original structure beam, 2-structural column, 3-carbon fiber reinforcement layer, 4-reinforcing steel beam, 5-junction plate, the outer anchor slab of 6-, the 7-.
The specific embodiment
Such as Fig. 1～shown in Figure 3, a kind of job practices of carbon cloth steel Component composition reinforcement, described carbon cloth steel Component composition reinforcement comprises original structure beam 1, carbon fiber reinforcement layer 3 and reinforcing steel beam 4, described carbon fiber reinforcement layer 3 is bonded in the bottom surface of original structure beam 1 by the modified epoxy glue caking agent, the bottom surface of the end face of described reinforcing steel beam 4 and carbon fiber reinforcement layer 3 is adjacent to, and by wearing beam anchor pole 9 and original structure beam 1 drawknot for whole, the end sides of described reinforcing steel beam 4 is connected with junction plate 5 by high-strength bolt 12, reinforcing steel beam 4 is concordant with junction plate 5 ends, all withstand on the interior anchor slab 7 of structural column 2 medial surfaces, and junction plate and interior anchor slab 7 are welded to connect, described structural column 2 lateral surfaces also are provided with outer anchor slab 6, pass through prick post anchor pole 11 drawknots between described outer anchor slab 6 and the interior anchor slab 7.Be lined with billet 8 between the described nut of wearing beam anchor pole 9 and original structure beam 1 end face.The construction sequence of described job practices is as follows:
Step 1 is carried out seismic resistance calculation by simulation softward to the original structure beam 1 of all existing underground spaces, finds out the position of not satisfying the original structure beam 1 that shockproof requirements needs reinforcement;
Step 11 is carried out antirust, fire prevention processing to reinforcing steel beam 4, steel floor 10, outer anchor slab 6 and interior anchor slab 7.
Described reinforcing steel beam 4 is H section steel beam, steel channel beam, steel I-beam or box beam.
More than be an exemplary embodiments of the present invention, enforcement of the present invention is not limited to this.
Claims (6)
1. the job practices of a carbon cloth steel Component composition reinforcement, described carbon cloth steel Component composition reinforcement comprises original structure beam (1), carbon fiber reinforcement layer (3) and reinforcing steel beam (4), described carbon fiber reinforcement layer (3) is bonded in the bottom surface of original structure beam (1) by the modified epoxy glue caking agent, the bottom surface of the end face of described reinforcing steel beam (4) and carbon fiber reinforcement layer (3) is adjacent to, and by wearing beam anchor pole (9) and original structure beam (1) drawknot for whole, it is characterized in that the construction sequence of described job practices is as follows:
Step 1 is carried out seismic resistance calculation by simulation softward to the original structure beam (1) of all existing underground spaces, finds out the position of not satisfying the original structure beam (1) that shockproof requirements needs reinforcement;
Step 2 is processed the bottom surface of the original structure beam (1) that needs reinforcement smooth, and guarantees that the protective layer thickness of reinforcing bar is not less than 15mm;
Step 3 is according to reinforcing the thickness that requires to select carbon cloth, according to the length of original structure beam (1) and length and the width of width selection carbon cloth; The length of the Length Ratio original structure beam (1) of carbon cloth grows 500mm, and width equates with original structure beam (1);
Step 4, the carbon cloth that is cut into suitable dimension is bonded in the bottom surface of original structure beam (1) with the modified epoxy glue caking agent, and will go out structural column (2) side that is bonded in original structure beam (1) two ends after the carbon cloth bending of original structure beam (1), simultaneously, on the structural column (2) at two ends, set up respectively twice annulated column carbon cloth, by the annulated column carbon cloth carbon cloth termination that is bonded in structural column (2) side after bending is reinforced, the termination overlap joint of annulated column carbon cloth, and lap length is not less than 100mm; Afterwards carbon fibre cloth layer is pressurizeed maintenance to satisfying the correlation technique standard;
Step 5 is intended location, the position unwrapping wire of reinforcement by connection girder steel (4) at the structural column (2) at two ends, and outside the outside of structural column (2) and inboard corresponding the subsides anchor slab (6) and interior anchor slab (7); And respectively in original structure beam (1) and the upper artificial boring of structural column (2), the aperture of holing, back gauge, center to center distance all should meet design requirement, and bore position will be avoided structure master muscle; Simultaneously outside anchor slab (6), interior anchor slab (7) and billet (8) boring of correspondence;
Step 6 is injected the bar planting structure glue in the boring of original structure beam (1) and structural column (2), implant and wear beam anchor pole (9) and prick post anchor pole (11); Then paste respectively outer anchor slab (6) and interior anchor slab (7) and prick post anchor pole (11) is inserted in the boring of outer anchor slab (6) and interior anchor slab (7) at structural column (2) ectonexine, usefulness nut anchor is tight;
Step 7 is determined the blank size of reinforcing steel beam (4) according to the span width between design size and the structural column (2);
Step 8 is installed reinforcing steel beam (4);
Step 9 behind the preformed hole of alignment original structure beam (1) and reinforcing steel beam (4), is worn beam anchor pole (9) with torque spanner installation and adjustment original structure beam (1) and reinforcing steel beam (4) is fixed;
Step 10 is installed in steel floor (10) in the angle that forms between reinforcing steel beam (4) and the interior anchor slab (7), and steel floor (10) and reinforcing steel beam (4) and interior anchor slab (7) are welded to connect;
Step 11 is carried out antirust, fire prevention processing to reinforcing steel beam (4), steel floor (10), outer anchor slab (6) and interior anchor slab (7).
2. the job practices of carbon cloth steel Component composition reinforcement according to claim 1 is characterized in that: described reinforcing steel beam (4) is H section steel beam, steel channel beam, steel I-beam or box beam.
3. the job practices of carbon cloth steel Component composition reinforcement according to claim 1 is characterized in that: in the described step 3, carbon cloth is the little tow I grade carbon fiber cloth of PAN base.
4. the job practices of carbon cloth steel Component composition reinforcement according to claim 1, it is characterized in that: in the described step 6, outer anchor slab (6) is of a size of 600 * 550 * 15mm, and interior anchor slab (7) is of a size of 600 * 600 * 15mm.
5. the job practices of carbon cloth steel Component composition reinforcement according to claim 1, it is characterized in that: in the described step 8, the step that reinforcing steel beam (4) is installed is as follows: at first at the interior anchor slab (7) on the both sides junction plate (5) of burn-oning, should guarantee accurate positioning and vertical full weld; Then in the reservation anchor hole of the end, bottom flange of reinforcing steel beam (4), penetrate wire rope, hold reinforcing steel beam (4) in original structure beam (1) lower end with wire rope, and lay jack on original structure beam (1) top, reinforcing steel beam (4) slowly is fit into the position; Enter the position after with double nut to wearing on high-strength bolt (12) anchor, tighten double nut reinforcing steel beam (4) end be fixedly connected with junction plate (5).
6. the job practices of carbon cloth steel Component composition reinforcement according to claim 1 is characterized in that: the steel floor (10) in the described step 10 is triangle, rectangle or right-angled trapezium.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310286756.2A CN103352578B (en) | 2013-07-09 | 2013-07-09 | A kind of construction method of carbon fiber cloth steel member composite reinforcement beam |
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| CN201310286756.2A CN103352578B (en) | 2013-07-09 | 2013-07-09 | A kind of construction method of carbon fiber cloth steel member composite reinforcement beam |
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| CN103352578A true CN103352578A (en) | 2013-10-16 |
| CN103352578B CN103352578B (en) | 2015-08-05 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103924793A (en) * | 2014-05-06 | 2014-07-16 | 北京筑福建筑事务有限责任公司 | Old house reinforcing structure and reinforcing method thereof |
| CN105484517A (en) * | 2014-09-18 | 2016-04-13 | 沈阳铝镁设计研究院有限公司 | Connection structure of steel beam newly added below original roofing beam of factory building |
| CN108547467A (en) * | 2018-03-21 | 2018-09-18 | 上海宝冶集团有限公司 | Container type house overhangs ruggedized construction |
| CN111411793A (en) * | 2020-03-27 | 2020-07-14 | 王升 | Steel framework reinforcing device |
| CN114182979A (en) * | 2021-12-20 | 2022-03-15 | 甘肃建研建设工程有限公司 | Method for reinforcing low-strength concrete flower basket beam of brick-concrete structure |
| CN115467548A (en) * | 2022-08-23 | 2022-12-13 | 中国京冶工程技术有限公司 | Method for reinforcing lower chord of steel truss gallery |
-
2013
- 2013-07-09 CN CN201310286756.2A patent/CN103352578B/en active Active
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103924793A (en) * | 2014-05-06 | 2014-07-16 | 北京筑福建筑事务有限责任公司 | Old house reinforcing structure and reinforcing method thereof |
| CN105484517A (en) * | 2014-09-18 | 2016-04-13 | 沈阳铝镁设计研究院有限公司 | Connection structure of steel beam newly added below original roofing beam of factory building |
| CN108547467A (en) * | 2018-03-21 | 2018-09-18 | 上海宝冶集团有限公司 | Container type house overhangs ruggedized construction |
| CN111411793A (en) * | 2020-03-27 | 2020-07-14 | 王升 | Steel framework reinforcing device |
| CN114182979A (en) * | 2021-12-20 | 2022-03-15 | 甘肃建研建设工程有限公司 | Method for reinforcing low-strength concrete flower basket beam of brick-concrete structure |
| CN115467548A (en) * | 2022-08-23 | 2022-12-13 | 中国京冶工程技术有限公司 | Method for reinforcing lower chord of steel truss gallery |
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| Publication number | Publication date |
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| CN103352578B (en) | 2015-08-05 |
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| CB03 | Change of inventor or designer information | ||
| CB03 | Change of inventor or designer information |
Inventor after: Du Lihong Inventor before: Dong You Inventor before: Wan Zhao Inventor before: Ju Shusen Inventor before: Xie Jianming |
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| TR01 | Transfer of patent right |
Effective date of registration: 20171031 Address after: 102600, room 2, building 2212, center 3, 2 Xinghua street, Daxing District, Beijing Patentee after: Beijing Yong Bo Science and Technology Ltd. Address before: 100043, Beijing, Shijingshan District, 166 Fu Shi Road, 2 floor, Chak Yang Building Patentee before: Beijing Aeido International Engineering Technology Co., Ltd. |
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Address after: Changshou District, Chongqing city Wei 401220 No. 13 Building 2 3 unit 1-1 Patentee after: Beijing Yong Bo Science and Technology Ltd. Address before: 102600, room 2, building 2212, center 3, 2 Xinghua street, Daxing District, Beijing Patentee before: Beijing Yong Bo Science and Technology Ltd. |
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Inventor after: Wu Xinmin Inventor after: Sheng Hanyang Inventor after: Wang Yuanming Inventor after: Qiu Jinxi Inventor after: Wang Xiaolin Inventor before: Du Lihong |
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Effective date of registration: 20180418 Address after: 410015 floor 29-32, Jiangshan resource building, 256 West Road, Tianxin District, Changsha, Hunan Patentee after: Zhongnan Construction Group Co., Ltd. Address before: Changshou District, Chongqing city Wei 401220 No. 13 Building 2 3 unit 1-1 Patentee before: Beijing Yong Bo Science and Technology Ltd. |