CN101858152A - Strengthening construction method for through cracking concrete crossbeam - Google Patents
Strengthening construction method for through cracking concrete crossbeam Download PDFInfo
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- CN101858152A CN101858152A CN 201010201397 CN201010201397A CN101858152A CN 101858152 A CN101858152 A CN 101858152A CN 201010201397 CN201010201397 CN 201010201397 CN 201010201397 A CN201010201397 A CN 201010201397A CN 101858152 A CN101858152 A CN 101858152A
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Abstract
The invention discloses a strengthening construction method for a through cracking concrete crossbeam, which is characterized in that a strengthening structure of the concrete crossbeam comprises a U-shaped bolt, chemical grout, a prestressed rod, alkali-resistant glass fiber cement mortar and a base plate; a V-shaped is formed at a bottom crack of the concrete crossbeam and filled by using the high-seepage chemical grout; the lower part of the high-seepage chemical grout is provided with the prestressed rod; the prestressed rod is fixed on a concrete floor slab through the U-shaped bolt; the base plate is arranged between the U-shaped bolt and the concrete floor slab; and the alkali-resistant glass fiber cement mortar is coated on the periphery of the U-shaped bolt. The method is safe and reliable, and has strong practicability.
Description
Technical field
The present invention relates to a kind of reinforced construction method that through crack concrete crossbeam is arranged, be applicable to building field.
Background technology
Through crack appears in the concrete crossbeam can have a strong impact on its bearing capacity, must reinforce it, and traditional reinforcement means adopts steel-bonded reinforcement, because steel and concrete cooperative ability are not enough, cause reinforcing the back bearing capacity of concrete-filled and does not still reach requirement.
Summary of the invention
The technical problem that the present invention solves provides a kind of reinforced construction method that through crack concrete crossbeam is arranged, and solves the concrete crossbeam and the not enough problem of bearing capacity behind the through crack occurs.
Reinforcing structure of the present invention comprises U bolt, chemical grout, prestressing force bar, alkali-resistant glass fibre cement mortar, backing plate.The place, crack is provided with the V-arrangement hole at the bottom of the concrete beam beam, fill with the hypertonicity chemical grout at the V-arrangement hole, hypertonicity chemical grout bottom is provided with the prestressing force bar, the prestressing force bar is fixed on above the concrete floor by U bolt, between U bolt and the concrete floor backing plate is set, the peripheral brushing alkali-resistant glass fibre of U bolt cement mortar.
Construction sequence of the present invention comprises:
1) cutter V-arrangement hole
The place, crack chisels the V-arrangement hole that the degree of depth is 6～10cm at the bottom of beam;
2) crack cleaning
The fracture faces cleaning is clean, concrete surface cutter hair is brushed with wire brush floating dust and loose part that it is surperficial, blow away the floating dust and the floating thing of inside, crack, with acetone the concrete in the 30mm of both sides, crack is wiped clean;
3) establish and put grout nipple
Grout nipple is arranged on the bottom in crack, and the spacing between grout nipple is 25～30cm;
4) mud jacking
Deployed hypertonicity chemical grout is poured in the grouting container, tightened the charging aperture of grouting tube, start air compressor, and make the pressure in the gasholder reach 0.4MPa, close admission valve, open grouting valve, slurries promptly are pressed into the crack; When slurries slowly were forced into the top from the bottom, slurries were filled in the crack, and just have slurries and from preformed hole, emerge, voltage stabilizing 2min, decompression is zero gradually then;
5) prestressing force bar stretch-draw anchor
Treat to carry out prestressing force bar stretch-draw anchor behind the mud jacking 1d, prestressing force bar stretching process divides two stages to carry out: the phase I with the prestressing force bar be stretched to 2/3 add internal force in advance, with the fixing prestressing force bar of U bolt, second stage is stretched to the prestressing force bar and adds internal force in advance.
6) smear the alkali-resistant glass fibre cement mortar
After concrete surface is fully moistening, earlier handle former concrete surface with interface treating agent, interface treating agent adopts 107 an amount of glue of plain-water slurry admixture, divide again and smear the alkali-resistant glass fibre cement mortar three times, smearing thickness is 1～2cm for the first time, for the second time and for the third time smearing thickness is 1cm, treats when smearing to smear next time after the cement mortar initial set that the last time smears again.
Hypertonicity chemical grout proportioning adopts as follows: 78～80 parts of polymethyl methacrylates, 7～9 parts of the adjacent Dibutyl phthalates of plasticizing agent, 5～7 parts of hydrophilizing agent methyl-prop diluted acids, 2～4 parts of the adjacent monomethyl benzoyls of initator, 0.4～0.6 part of lignosulfonates, oxygen scavenger is to 1～3 part of toluene sulfurous acid, 1～2 part of accelerator dimethylaniline.
Hypertonicity chemical grout optimal proportion is: 79 parts of polymethyl methacrylates, 8 parts of the adjacent Dibutyl phthalates of plasticizing agent, 6 parts of hydrophilizing agent methyl-prop diluted acids, 3 parts of the adjacent monomethyl benzoyls of initator, 0.5 part of lignosulfonates, oxygen scavenger are to 2 parts of toluene sulfurous acid, 1.5 parts of accelerator dimethylanilines.
The present invention is safe and reliable, and is practical.
Description of drawings
The reinforcing schematic diagram of Fig. 1 concrete crossbeam
Accompanying drawing sign: 1, U bolt, 2, chemical grout, 3, the prestressing force bar, 4, the alkali-resistant glass fibre cement mortar, 5, backing plate, 6, concrete floor, 7 concrete beam
The specific embodiment
Below in conjunction with accompanying drawing present embodiment is described in detail.
Fig. 1 is the reinforcing schematic diagram of concrete crossbeam.The reinforcing structure of present embodiment comprises U bolt 1, chemical grout 2, prestressing force bar 3, alkali-resistant glass fibre cement mortar 4, backing plate 5.The place, crack is provided with the V-arrangement hole at the bottom of concrete beam 7 beams, fill with hypertonicity chemical grout 2 at the V-arrangement hole, hypertonicity chemical grout 2 bottoms are provided with prestressing force bar 3, prestressing force bar 3 is fixed on above the concrete floor 6 by U bolt 1, between U bolt 1 and the concrete floor 6 backing plate 5 is set, U bolt 1 peripheral brushing alkali-resistant glass fibre cement mortar 4.
Construction sequence of the present invention comprises:
1) cutter V-arrangement hole
The place, crack chisels the V-arrangement hole that the degree of depth is 8cm at the bottom of beam;
2) crack cleaning
The fracture faces cleaning is clean, concrete surface cutter hair is brushed with wire brush floating dust and loose part that it is surperficial, blow away the floating dust and the floating thing of inside, crack, with acetone the concrete in the 30mm of both sides, crack is wiped clean, make the place, crack expose unsalted surface, has certain roughness, to improve adhesive strength;
3) establish and put grout nipple
Grout nipple is arranged on the bottom in crack, and the spacing between grout nipple is 30cm;
4) mud jacking
Deployed hypertonicity chemical grout 2 is poured in the grouting container, tightened the charging aperture of grouting tube, start air compressor, and make the pressure in the gasholder reach 0.4MPa, close admission valve, open grouting valve, chemical grout 2 promptly is pressed into the crack; When chemical grout 2 slowly was forced into the top from the bottom, slurries were filled in the crack, and just have chemical grout 2 and from preformed hole, emerge, voltage stabilizing 2min, decompression is zero gradually then;
5) prestressing force bar 3 stretch-draw anchors
Treat to carry out prestressing force bar 3 stretch-draw anchors behind the mud jacking 1d, during stretch-draw, move by special jack pulling prestressing force bar 3, to be tensioned to the control anchoring live prestressing force bar 3.Be the stress loss that reduces to cause in the stretching process, prestressing force bar 3 stretching processes divide two stages to carry out: the phase I with prestressing force bar 3 be stretched to 2/3 add internal force in advance, with the fixing prestressing force bar 3 of U bolt 1, second stage is stretched to prestressing force bar 3 and adds internal force in advance.
6) smear alkali-resistant glass fibre cement mortar 4
After concrete surface is fully moistening, earlier handle former concrete surface with interface treating agent, interface treating agent adopts 107 an amount of glue of plain-water slurry admixture, divide again and smear alkali-resistant glass fibre cement mortar 43 times, each smearing thickness is 1cm, treats when smearing to smear next time after the cement mortar initial set that the last time smears again;
Hypertonicity chemical grout 2 proportionings adopt as follows: 79 parts of polymethyl methacrylates, 8 parts of the adjacent Dibutyl phthalates of plasticizing agent, 6 parts of hydrophilizing agent methyl-prop diluted acids, 3 parts of the adjacent monomethyl benzoyls of initator, 0.5 part of lignosulfonates, oxygen scavenger are to 2 parts of toluene sulfurous acid, 1.5 parts of accelerator dimethylanilines.Hypertonicity chemical grout 2 stirs must be even, and each component is fully reacted, and hypertonicity chemical grout 2 can infiltrate in the crack of the wide 0.03mm of seam.The hypertonicity chemical grout 2 that normal temperature solidifies down will solidify after the modulation within a certain period of time.
Claims (10)
1. reinforced construction method that through crack concrete crossbeam is arranged, the reinforcing structure that it is characterized in that the concrete crossbeam comprises U bolt, chemical grout, prestressing force bar, alkali-resistant glass fibre cement mortar, backing plate, the place, crack is provided with the V-arrangement hole at the bottom of the concrete beam beam, fill with the hypertonicity chemical grout at the V-arrangement hole, hypertonicity chemical grout bottom is provided with the prestressing force bar, the prestressing force bar is fixed on above the concrete floor by U bolt, between U bolt and the concrete floor backing plate is set, the peripheral brushing alkali-resistant glass fibre of U bolt cement mortar.
2. the reinforced construction method that through crack concrete crossbeam is arranged according to claim 1 is characterized in that construction sequence comprises:
1) cutter V-arrangement hole
The place, crack chisels the V-arrangement hole that the degree of depth is 6～10cm at the bottom of beam;
2) crack cleaning
The fracture faces cleaning is clean, concrete surface cutter hair is brushed with wire brush floating dust and loose part that it is surperficial, blow away the floating dust and the floating thing of inside, crack, with acetone the concrete in the 30mm of both sides, crack is wiped clean;
3) establish and put grout nipple
Grout nipple is arranged on the bottom in crack, and the spacing between grout nipple is 25～30cm;
4) mud jacking
Deployed hypertonicity chemical grout is poured in the grouting container, tightened the charging aperture of grouting tube, start air compressor, and make the pressure in the gasholder reach 0.4MPa, close admission valve, open grouting valve, slurries promptly are pressed into the crack; When slurries slowly were forced into the top from the bottom, slurries were filled in the crack, and just have slurries and from preformed hole, emerge, voltage stabilizing 2min, decompression is zero gradually then;
5) prestressing force bar stretch-draw anchor
Treat to carry out prestressing force bar stretch-draw anchor behind the mud jacking 1d.
6) smear the alkali-resistant glass fibre cement mortar
After concrete surface is fully moistening, earlier handle former concrete surface with interface treating agent, interface treating agent adopts 107 an amount of glue of plain-water slurry admixture, divides and smears the alkali-resistant glass fibre cement mortar three times, treats when smearing to smear next time after the cement mortar initial set that the last time smears again.
3. according to claim 1 or the described reinforced construction method that through crack concrete crossbeam is arranged of claim 2, it is characterized in that prestressing force bar stretching process divides two stages to carry out: the phase I with the prestressing force bar be stretched to 2/3 add internal force in advance, with the fixing prestressing force bar of U bolt, second stage is stretched to the prestressing force bar and adds internal force in advance.
4. according to claim 1 or the described reinforced construction method that through crack concrete crossbeam is arranged of claim 2, it is characterized in that smearing in the alkali-resistant glass fibre cement mortar step for the first time that smearing thickness is 1～2cm, for the second time and for the third time smearing thickness is 1cm.
5. the reinforced construction method that through crack concrete crossbeam is arranged according to claim 3 is characterized in that smearing in the alkali-resistant glass fibre cement mortar step for the first time that smearing thickness is 1～2cm, and for the second time and for the third time smearing thickness is 1cm.
6. according to claim 1 or the described reinforced construction method that through crack concrete crossbeam is arranged of claim 2, it is as follows to it is characterized in that hypertonicity chemical grout proportioning adopts: 78～80 parts of polymethyl methacrylates, 7～9 parts of the adjacent Dibutyl phthalates of plasticizing agent, 5～7 parts of hydrophilizing agent methyl-prop diluted acids, 2～4 parts of the adjacent monomethyl benzoyls of initator, 0.4～0.6 part of lignosulfonates, oxygen scavenger are to 1～3 part of toluene sulfurous acid, 1～2 part of accelerator dimethylaniline.
7. the reinforced construction method that through crack concrete crossbeam is arranged according to claim 3, it is as follows to it is characterized in that hypertonicity chemical grout proportioning adopts: 78～80 parts of polymethyl methacrylates, 7～9 parts of the adjacent Dibutyl phthalates of plasticizing agent, 5～7 parts of hydrophilizing agent methyl-prop diluted acids, 2～4 parts of the adjacent monomethyl benzoyls of initator, 0.4～0.6 part of lignosulfonates, oxygen scavenger are to 1～3 part of toluene sulfurous acid, 1～2 part of accelerator dimethylaniline.
8. the reinforced construction method that through crack concrete crossbeam is arranged according to claim 4, it is as follows to it is characterized in that hypertonicity chemical grout proportioning adopts: 78～80 parts of polymethyl methacrylates, 7～9 parts of the adjacent Dibutyl phthalates of plasticizing agent, 5～7 parts of hydrophilizing agent methyl-prop diluted acids, 2～4 parts of the adjacent monomethyl benzoyls of initator, 0.4～0.6 part of lignosulfonates, oxygen scavenger are to 1～3 part of toluene sulfurous acid, 1～2 part of accelerator dimethylaniline.
9. according to claim 1 or the described reinforced construction method that through crack concrete crossbeam is arranged of claim 2, it is characterized in that hypertonicity chemical grout optimal proportion is: 79 parts of polymethyl methacrylates, 8 parts of the adjacent Dibutyl phthalates of plasticizing agent, 6 parts of hydrophilizing agent methyl-prop diluted acids, 3 parts of the adjacent monomethyl benzoyls of initator, 0.5 part of lignosulfonates, oxygen scavenger are to 2 parts of toluene sulfurous acid, 1.5 parts of accelerator dimethylanilines.
10. the reinforced construction method that through crack concrete crossbeam is arranged according to claim 8, it is characterized in that hypertonicity chemical grout optimal proportion is: 79 parts of polymethyl methacrylates, 8 parts of the adjacent Dibutyl phthalates of plasticizing agent, 6 parts of hydrophilizing agent methyl-prop diluted acids, 3 parts of the adjacent monomethyl benzoyls of initator, 0.5 part of lignosulfonates, oxygen scavenger are to 2 parts of toluene sulfurous acid, 1.5 parts of accelerator dimethylanilines.
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| CN2010102013972A CN101858152B (en) | 2010-06-05 | 2010-06-05 | Strengthening construction method for through cracking concrete crossbeam |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102251683A (en) * | 2011-05-23 | 2011-11-23 | 国核电力规划设计研究院重庆有限公司 | Reinforced concrete beam strengthening member |
| CN103306493A (en) * | 2013-05-29 | 2013-09-18 | 叶香竹 | Method for reinforcing building structure |
| CN105714695A (en) * | 2016-02-18 | 2016-06-29 | 沈阳建筑大学 | Anchoring structure for reinforcing T beam FRP |
| CN110107059A (en) * | 2019-05-15 | 2019-08-09 | 衢州枫婉智能设备科技有限公司 | A kind of Paint Adhesion can improve equipment |
| CN111873488A (en) * | 2020-06-17 | 2020-11-03 | 达小莉 | Preparation method of bridging type strong-corner-point glass fiber reinforced plastic frame |
| CN116397922A (en) * | 2023-04-12 | 2023-07-07 | 兰州有色冶金设计研究院有限公司 | Sliding type cavity pressing and injecting device and method for forming plug pin film on surface of reinforced concrete beam |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20050235597A1 (en) * | 2004-03-30 | 2005-10-27 | Yeou-Fong Li | Method for making a reinforcement device for a concrete structural member, and method for strengthening the concrete structural member |
| CN101240662A (en) * | 2008-03-13 | 2008-08-13 | 山东省建筑科学研究院 | Inner binding outer cramping method architecture structural crack comprehensive processing method |
| DE102007033557A1 (en) * | 2007-07-19 | 2009-01-22 | Universität Leipzig | Hybrid composite structure for renovating and reinforcing bridge, has reinforcement elements exhibiting small thickness with respect to length of edges, where holes with bulged perforation are inserted in elements |
-
2010
- 2010-06-05 CN CN2010102013972A patent/CN101858152B/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20050235597A1 (en) * | 2004-03-30 | 2005-10-27 | Yeou-Fong Li | Method for making a reinforcement device for a concrete structural member, and method for strengthening the concrete structural member |
| DE102007033557A1 (en) * | 2007-07-19 | 2009-01-22 | Universität Leipzig | Hybrid composite structure for renovating and reinforcing bridge, has reinforcement elements exhibiting small thickness with respect to length of edges, where holes with bulged perforation are inserted in elements |
| CN101240662A (en) * | 2008-03-13 | 2008-08-13 | 山东省建筑科学研究院 | Inner binding outer cramping method architecture structural crack comprehensive processing method |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102251683A (en) * | 2011-05-23 | 2011-11-23 | 国核电力规划设计研究院重庆有限公司 | Reinforced concrete beam strengthening member |
| CN103306493A (en) * | 2013-05-29 | 2013-09-18 | 叶香竹 | Method for reinforcing building structure |
| CN103306493B (en) * | 2013-05-29 | 2015-08-26 | 叶香竹 | The reinforcement means of fabric structure |
| CN105714695A (en) * | 2016-02-18 | 2016-06-29 | 沈阳建筑大学 | Anchoring structure for reinforcing T beam FRP |
| CN110107059A (en) * | 2019-05-15 | 2019-08-09 | 衢州枫婉智能设备科技有限公司 | A kind of Paint Adhesion can improve equipment |
| CN111873488A (en) * | 2020-06-17 | 2020-11-03 | 达小莉 | Preparation method of bridging type strong-corner-point glass fiber reinforced plastic frame |
| CN116397922A (en) * | 2023-04-12 | 2023-07-07 | 兰州有色冶金设计研究院有限公司 | Sliding type cavity pressing and injecting device and method for forming plug pin film on surface of reinforced concrete beam |
| CN116397922B (en) * | 2023-04-12 | 2023-09-08 | 兰州有色冶金设计研究院有限公司 | Sliding type cavity pressing and injecting device and method for forming plug pin film on surface of reinforced concrete beam |
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| CN101858152B (en) | 2011-09-28 |
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