CN104746890A - Method for strengthening dense-rib hollow brick floor slab - Google Patents
Method for strengthening dense-rib hollow brick floor slab Download PDFInfo
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- CN104746890A CN104746890A CN201510046759.8A CN201510046759A CN104746890A CN 104746890 A CN104746890 A CN 104746890A CN 201510046759 A CN201510046759 A CN 201510046759A CN 104746890 A CN104746890 A CN 104746890A
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- reinforcing bar
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Abstract
The invention discloses a method for strengthening a dense-rib hollow brick floor slab. The method comprises the following steps that (1) a local decoration layer of the bottom of the floor slab is shoveled away, concrete at the bottom of a ribbed beam is exposed, and a structural damage area is determined; (2) the structure, at the bottom of the ribbed beam, of the structural damage area is scraped and chiseled, and exposed former steel ribs with the rusting phenomenon are completely exposed; (3) new steel ribs are used for replacing the exposed former steel ribs with the rusting phenomenon, and the two ends of the new steel ribs are fixed to the original structure; (4) a plurality of J-shaped shearing force pins are implanted in the steel rib replacing area at the bottom of the ribbed beam to hook the new steel ribs; (5) polymer mortar is pressed and plastered layer by layer till the polymer mortar is flush with the designed elevation of the bottom face of a concrete protection layer of the bottom of the ribbed beam; (6) the damaged decoration layer is restored. The method has the advantages that pertinence is high, the influence on the original building structure is small, the strengthening effect is good, and the engineering manufacturing cost is low.
Description
Technical field
The present invention relates to a kind of floor reinforcement means, particularly a kind of close rib hollow brick floor reinforcement means.
Background technology
Part floor in historical sites and landmark adopts close rib hollow brick floor.Close rib hollow brick floor is made up of the hollow brick of filling between the armored concrete slab of layer or concrete slab and intensive steel concrete girt strip and girt strip.The hollow brick of filling between girt strip can meet again sound insulation in building structure and insulation requirement as the template of top (reinforcing bar) concrete slab and girt strip.At present, there is structural failure in various degree in the close rib hollow brick of the part in above-mentioned building floor, principal phenomena is that girt strip lower concrete topping peels off, reinforcing steel bars exposed, corrosion etc.
Traditional reinforcement means of close rib hollow brick superstructure is: build the individual layer arrangement of reinforcement grouting bed of material in close rib hollow brick floor bottom.The program needs to root out the original finishing layer of close rib hollow brick floor face, also needs to recover after having reinforced; In order to ensure the pouring quality of the grouting bed of material, need to punch to floor; After strengthening construction completes, floor clear height at least will reduce 60mm, affects to some extent architectural space, and after reinforcing, floor deadweight will increase simultaneously.In sum, traditional reinforcement means to existing building structural deterioration comparatively large and complicated construction technique.
Summary of the invention
The present invention provides a kind of close rib hollow brick floor reinforcement means for solving in known technology the technical problem that exists, pointed strong, the advantage such as little to existing building structure influence, consolidation effect good and construction costs is low of the method.
The technical scheme that the present invention takes for the technical problem existed in solution known technology is: a kind of close rib hollow brick floor reinforcement means, adopt following steps: 1) exist bottom corresponding girt strip and to expose and the old reinforcing bar failure area of corrosion phenomena roots out the local finishing layer of floor slab bottoms, make the exposed concrete bottom girt strip, determine structural failure region; 2) pick the structure bottom cutter structural failure region girt strip, existence is exposed and the old reinforcing bar of corrosion phenomena exposes completely; 3) adopt new reinforcing bar to replace to exist and expose and the old reinforcing bar of corrosion phenomena, and make two end winding support of new reinforcing bar on original structure; 4) bottom girt strip, replace reinforcing bar region implant multiple " J " shape shear pin, new reinforcing bar is hooked on bottom girt strip; 5), after the visual concrete water of replacing reinforcing bar region bottom girt strip is moistening, adopt and manually divide lamination to smear polymer mortar towards a direction, until polymer mortar is equal with the floor design absolute altitude of the concrete cover bottom girt strip; 6) destroyed finishing layer is restored.
Described step 4): make to be positioned at all " J " shape shear pins that floor end is not more than 1/4 floor span scope and arranges according to the spacing of 200mm, " J " shape shear pins that own within the scope of all the other are arranged according to the spacing of 500mm.
Described step 2): counter structure failure area, picks the structure wall cut a hole and be positioned at below girt strip two ends, forms grout hole; Pick the concrete bottom cutter girt strip, existence is exposed and the old reinforcing bar of corrosion phenomena along it, span direction is elongated exposes; Described step 3): adopt the new reinforcing bar along the elongated layout in span direction to replace to exist and expose and the old reinforcing bar of corrosion phenomena, the two ends of described new reinforcing bar are equipped with the anchoring section of downward 90-degree bent, in grout hole, water grouting material form girt strip pad, the two ends anchoring section of new reinforcing bar is anchored in girt strip pad.
Described step 2): counter structure failure area, pick cutter and be positioned at the structure wall of girt strip below structural failure area end, form grout hole, pick the local concrete bottom cutter girt strip, existence is exposed and the old reinforcing bar of corrosion phenomena exposes along local, its span direction; Described step 3): adopt the new reinforcing bar arranged along local, span direction to replace to exist and expose and the old reinforcing bar of corrosion phenomena, one end of described new reinforcing bar is provided with the anchoring section of downward 90-degree bent, in grout hole, water grouting material form girt strip pad, the anchoring section of new reinforcing bar is made to be anchored in girt strip pad, the other end of described new reinforcing bar is provided with down and bends up lap segment, originally in the lower curved lap segment of described new reinforcing bar and girt strip does not expose the welding edges with the reinforcing bar of corrosion.
Described step 2): counter structure failure area, pick cutter girt strip bottom local concrete, existence is exposed and corrosion phenomena old reinforcing bar along span direction local expose; Described step 3): adopt the new reinforcing bar arranged along local, span direction to replace to exist and expose and the old reinforcing bar of corrosion phenomena, the two ends of described new reinforcing bar are equipped with lower curved lap segment, bend up originally in lap segment and girt strip not expose the welding edges with the reinforcing bar of corrosion under described new reinforcing bar.
Described step 3) in the diameter of new reinforcing bar expose with the existence of being replaced by it and the diameter of old reinforcing bar of corrosion phenomena identical.
The anchorage length of the anchoring section of described new reinforcing bar is not less than 120mm.
The overlap joint weld length bending up lap segment under described new reinforcing bar is not less than 6 times of new bar diameters.
The bar planting degree of depth of described " J " shape shear pin is counted from the floor design absolute altitude of the lower concrete topping of girt strip and is not less than 120mm, and the vertical segment length of eave tile of described " J " shape shear pin is not less than 20mm.
Described step 5), the polymer mortar that point lamination is smeared, every layer thickness controls at 10mm.
The advantage that the present invention has and good effect are: for occurring that the girt strip of structural failure phenomenon is reinforced, old reinforcing bar is replaced and the mode of setting up shear pin strengthens the bearing capacity and stiffness of close rib hollow brick floor by adopting new reinforcing bar, after smear polymer mortar and girt strip concrete binding is effective, cracking resistance and excellent in durability, effectively can suppress the corrosion of new reinforcing bar; And after strengthening construction completes, floor clear height is constant, does not affect architectural space.Prove through situ loading research and engineering practice, compared with traditional reinforcement means, the advantages such as the present invention is pointed by force, little to existing building structure influence, consolidation effect good, construction costs is low.
Accompanying drawing explanation
Fig. 1-1 is the structural representation of the embodiment of the present invention 1;
Fig. 1-2 is the structural representation of the embodiment of the present invention 2;
Fig. 1-3 is the structural representation of the embodiment of the present invention 3;
Fig. 2 is the sectional view of Fig. 1-1, Fig. 1-2 and Fig. 1-3;
Fig. 3 is that new reinforcing bar of the present invention welds schematic diagram with original not exposing with the bar splicing of corrosion;
Fig. 4 is application test strip load-mid-span deflection curve map of the present invention.
In figure: 1, girt strip; 2, girt strip pad; 3, new reinforcing bar; 4, " J " shape shear pin; 5, polymer mortar; 6, originally the reinforcing bar with corrosion is not exposed.
Detailed description of the invention
For summary of the invention of the present invention, Characteristic can be understood further, hereby exemplify following examples, and coordinate accompanying drawing to be described in detail as follows:
Refer to accompanying drawing, a kind of close rib hollow brick floor reinforcement means, adopt following steps:
1) exist bottom corresponding girt strip 1 and to expose and the old reinforcing bar failure area of corrosion phenomena roots out the local finishing layer of floor slab bottoms, make the exposed concrete bottom girt strip 1, determine structural failure region; 2) pick the structure bottom cutter structural failure region girt strip 1, existence is exposed and the old reinforcing bar of corrosion phenomena exposes completely; 3) adopt new reinforcing bar 3 to replace to exist and expose and the old reinforcing bar of corrosion phenomena, and make two end winding support of new reinforcing bar 3 on original structure; 4) bottom girt strip 1, replace reinforcing bar region implant multiple " J " shape shear pin 4, new reinforcing bar 3 is hooked on bottom girt strip 1; 5), after the visual concrete water of replacing reinforcing bar region bottom girt strip 1 is moistening, adopt and manually divide lamination to smear polymer mortar 5 towards a direction, until polymer mortar is equal with the floor design absolute altitude of the concrete cover bottom girt strip 1; 6) destroyed finishing layer is restored.
The principle strengthened is needed according to beam slab end, in above-mentioned steps 4) in: make to be positioned at all " J " shape shear pins that floor end is not more than 1/4 floor span scope and arranges according to the spacing of 200mm, " J " shape shear pins that own within the scope of all the other are arranged according to the spacing of 500mm.
Exist bottom girt strip 1 and to expose and the old reinforcing bar failure area of corrosion phenomena divides three kinds of situations:
Refer to Fig. 1-1 and Fig. 2, the first situation: the old reinforcing bar of girt strip 1 exposes and corrosion phenomena along the elongated existence in span direction.For this kind of situation, above-mentioned steps 2) further specific practice be: counter structure failure area, pick the structure wall cut a hole and be positioned at below girt strip 1 two ends, form grout hole; Pick the concrete bottom cutter girt strip 1, existence is exposed and the old reinforcing bar of corrosion phenomena along it, span direction is elongated exposes completely; Above-mentioned steps 3) further specific practice be: adopt the new reinforcing bar along the elongated layout in span direction to replace to exist and expose and the old reinforcing bar of corrosion phenomena, the two ends of described new reinforcing bar are equipped with the anchoring section of downward 90-degree bent, in grout hole, water grouting material form girt strip pad 2, the two ends anchoring section of new reinforcing bar 3 is anchored in girt strip pad 2.
Refer to Fig. 1-2, Fig. 2 and Fig. 3, the second situation: the old reinforcing bar of girt strip 1 exists and exposes and corrosion phenomena near structure wall.For this kind of situation, above-mentioned steps 2) further specific practice be: counter structure failure area, pick cutter and be positioned at the structure wall of girt strip below structural failure area end, form grout hole, pick the local concrete bottom cutter girt strip 1, existence is exposed and the old reinforcing bar of corrosion phenomena exposes along local, its span direction; Described step 3) further specific practice be: adopt the new reinforcing bar 3 arranged along local, span direction to replace to exist and expose and the old reinforcing bar of corrosion phenomena, one end of described new reinforcing bar 3 is provided with the anchoring section of downward 90-degree bent, in grout hole, water grouting material form girt strip pad 2, the anchoring section of new reinforcing bar 3 is made to be anchored in girt strip pad 2, the other end of described new reinforcing bar 3 is provided with down and bends up lap segment, originally in the lower curved lap segment of described new reinforcing bar 3 and girt strip 1 does not expose the welding edges with the reinforcing bar 6 of corrosion.
In the first situation above-mentioned and the second situation, the anchorage length of the anchoring section of described new reinforcing bar 3 is not less than 120mm.
Refer to Fig. 1-3, Fig. 2 and Fig. 3, the third situation: the old reinforcing bar of girt strip 1 exists and exposes and corrosion phenomena in the middle part of its span.For this kind of situation, described step 2) further specific practice be: counter structure failure area, pick the local concrete bottom cutter girt strip 1, existence exposed and the old reinforcing bar of corrosion phenomena exposes along local, span direction; Above-mentioned steps 3) further specific practice be: adopt the new reinforcing bar 3 arranged along local, span direction to replace to exist and expose and the old reinforcing bar of corrosion phenomena, the two ends of described new reinforcing bar 3 are equipped with lower curved lap segment, and described new reinforcing bar bends up for 3 times and originally in lap segment and girt strip do not expose the welding edges with the reinforcing bar 6 of corrosion.
In above-mentioned the second situation and the third situation, the overlap joint weld length that described new reinforcing bar bends up lap segment for 3 times is not less than 6 times of new bar diameters, ensures to replace reinforcing bar 3 and originally not to expose, Corrosion Reinforcement 6 can effective force.
In above-mentioned three kinds of situations; the bar planting degree of depth of " J " shape shear pin 4 is counted from the floor design absolute altitude of the lower concrete topping of girt strip and is not less than 120mm; the vertical segment length of eave tile of " J " shape shear pin 4 is not less than 20mm, can fix new reinforcing bar 3 to make shear pin 4.The diameter of new reinforcing bar 3 expose with the existence of being replaced by it and the diameter of old reinforcing bar of corrosion phenomena identical.Divide the polymer mortar that lamination is smeared, every layer thickness controls at 10mm.Polymer mortar adopts I grade of polymer mortar in the present embodiment.
Application example of the present invention:
The close rib hollow brick floor of certain office building adopts above-mentioned reinforcement means to carry out test construction and situ loading.The span of breadboard I and test strip II is 4.2m, and width is 900mm, and girt strip center to center distance is all about 300mm, and girt strip width is between 60mm ~ 75mm, and girt strip clear height is all about 100mm, and on it, reinforced concrete floor thickness is about 70mm.All being furnished with 1 diameter bottom each girt strip is the ribbed reinforcing bars of 16mm.The reinforcing mode wherein testing strip I is elongated replacement reinforcing bar and smears polymer mortar situation after setting up shear pin, and the reinforcing mode of test strip II is replaced reinforcing bar for local and smears polymer mortar situation after setting up shear pin.
Test proves: after smear polymer mortar and former girt strip concrete binding is effective, can effectively stop close rib hollow brick floor after reinforcing to ftracture.Replacement reinforcing bar in local can be connected to become entirety with raw steel muscle and can at effective force under load action.After adopting the method to reinforce, bearing capacity and the rigidity of floor all increase.Refer to Fig. 4, in Fig. 4 bracket, internal loading grade is applicable to the situation before testing strip I reinforcing.As seen from Figure 4, for before and after test strip I is reinforced, first order load (1.2kN/m
2) to fourth stage load (4.8kN/m
2) load-mid-span deflection curve linearly and basically identical, show test strip I be in elastic stage and before and after reinforcing rigidity basically identical; Be loaded on level V load (6.0kN/m
2) time, the mid-span deflection that test strip I reinforces front and back is respectively 3.43mm and 3.02mm, and test strip I is reinforced rear mid-span deflection and reduce 12% before being reinforced, and shows that the rigidity after testing strip I reinforcing increases.For after reinforcing with test strip II after test strip I is reinforced, in whole loading procedure, mid-span deflection after the reinforcing of test strip II is all significantly less than the mid-span deflection after the reinforcing of test strip I, tests the mid-span deflection after strip II reinforcing than testing after strip I is reinforced and reduce 43.2% ~ 55.3% respectively in loading procedure.
Although be described the preferred embodiments of the present invention by reference to the accompanying drawings above; but the present invention is not limited to above-mentioned detailed description of the invention; above-mentioned detailed description of the invention is only schematic; be not restrictive; those of ordinary skill in the art is under enlightenment of the present invention; do not departing under the ambit that present inventive concept and claim protect, can also make a lot of form, these all belong within protection scope of the present invention.
Claims (10)
1. a close rib hollow brick floor reinforcement means, is characterized in that, adopts following steps:
1) exist bottom corresponding girt strip and to expose and the old reinforcing bar failure area of corrosion phenomena roots out the local finishing layer of floor slab bottoms, make the exposed concrete bottom girt strip, determine structural failure region;
2) pick the structure bottom cutter structural failure region girt strip, existence is exposed and the old reinforcing bar of corrosion phenomena exposes completely;
3) adopt new reinforcing bar to replace to exist and expose and the old reinforcing bar of corrosion phenomena, and make two end winding support of new reinforcing bar on original structure;
4) bottom girt strip, replace reinforcing bar region implant multiple " J " shape shear pin, new reinforcing bar is hooked on bottom girt strip;
5), after the visual concrete water of replacing reinforcing bar region bottom girt strip is moistening, adopt and manually divide lamination to smear polymer mortar towards a direction, until polymer mortar is equal with the floor design absolute altitude of the concrete cover bottom girt strip;
6) destroyed finishing layer is restored.
2. close rib hollow brick floor reinforcement means according to claim 1, it is characterized in that, described step 4): make to be positioned at all " J " shape shear pins that floor end is not more than 1/4 floor span scope and arranges according to the spacing of 200mm, " J " shape shear pins that own within the scope of all the other are arranged according to the spacing of 500mm.
3. close rib hollow brick floor reinforcement means according to claim 2, is characterized in that, described step 2): counter structure failure area, picks the structure wall cut a hole and be positioned at below girt strip two ends, forms grout hole; Pick the concrete bottom cutter girt strip, existence is exposed and the old reinforcing bar of corrosion phenomena along it, span direction is elongated exposes;
Described step 3): adopt the new reinforcing bar along the elongated layout in span direction to replace to exist and expose and the old reinforcing bar of corrosion phenomena, the two ends of described new reinforcing bar are equipped with the anchoring section of downward 90-degree bent, in grout hole, water grouting material form girt strip pad, the two ends anchoring section of new reinforcing bar is anchored in girt strip pad.
4. close rib hollow brick floor reinforcement means according to claim 2, it is characterized in that, described step 2): counter structure failure area, pick cutter and be positioned at the structure wall of girt strip below structural failure area end, form grout hole, pick the local concrete bottom cutter girt strip, existence is exposed and the old reinforcing bar of corrosion phenomena exposes along local, its span direction;
Described step 3): adopt the new reinforcing bar arranged along local, span direction to replace to exist and expose and the old reinforcing bar of corrosion phenomena, one end of described new reinforcing bar is provided with the anchoring section of downward 90-degree bent, in grout hole, water grouting material form girt strip pad, the anchoring section of new reinforcing bar is made to be anchored in girt strip pad, the other end of described new reinforcing bar is provided with down and bends up lap segment, originally in the lower curved lap segment of described new reinforcing bar and girt strip does not expose the welding edges with the reinforcing bar of corrosion.
5. close rib hollow brick floor reinforcement means according to claim 2, it is characterized in that, described step 2): counter structure failure area, pick cutter girt strip bottom local concrete, existence is exposed and corrosion phenomena old reinforcing bar along span direction local expose;
Described step 3): adopt the new reinforcing bar arranged along local, span direction to replace to exist and expose and the old reinforcing bar of corrosion phenomena, the two ends of described new reinforcing bar are equipped with lower curved lap segment, bend up originally in lap segment and girt strip not expose the welding edges with the reinforcing bar of corrosion under described new reinforcing bar.
6. close rib hollow brick floor reinforcement means according to claim 1, is characterized in that, described step 3) in the diameter of new reinforcing bar expose with the existence of being replaced by it and the diameter of old reinforcing bar of corrosion phenomena identical.
7. the close rib hollow brick floor reinforcement means according to claim 3 or 4, it is characterized in that, the anchorage length of the anchoring section of described new reinforcing bar is not less than 120mm.
8. the close rib hollow brick floor reinforcement means according to claim 4 or 5, it is characterized in that, the overlap joint weld length bending up lap segment under described new reinforcing bar is not less than 6 times of new bar diameters.
9. close rib hollow brick floor reinforcement means according to claim 1; it is characterized in that; the bar planting degree of depth of described " J " shape shear pin is counted from the floor design absolute altitude of the lower concrete topping of girt strip and is not less than 120mm, and the vertical segment length of eave tile of described " J " shape shear pin is not less than 20mm.
10. close rib hollow brick floor reinforcement means according to claim 1, is characterized in that, described step 5), the polymer mortar that point lamination is smeared, every layer thickness controls at 10mm.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510046759.8A CN104746890B (en) | 2015-01-29 | 2015-01-29 | Method for strengthening dense-rib hollow brick floor slab |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510046759.8A CN104746890B (en) | 2015-01-29 | 2015-01-29 | Method for strengthening dense-rib hollow brick floor slab |
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| CN104746890B CN104746890B (en) | 2017-04-12 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107447902A (en) * | 2017-09-21 | 2017-12-08 | 中标建设集团股份有限公司 | A kind of prefabricated arch hollow block and its joist cast-in-situ monoblock type floor construction |
| CN109914842A (en) * | 2017-12-12 | 2019-06-21 | 中冶建筑研究总院（上海）有限公司 | A kind of concrete floor structure and its reinforcement means with secondary beam |
| CN111719883A (en) * | 2020-03-21 | 2020-09-29 | 东莞市大乘建筑工程技术有限公司 | Joint structure for reinforcing new and old concrete by increasing section and construction method |
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| US4495744A (en) * | 1981-05-18 | 1985-01-29 | Heinz Carl | Displacement body |
| JP3770772B2 (en) * | 2000-05-25 | 2006-04-26 | 泰稔 山本 | Concrete wall reinforcement structure |
| CN201261924Y (en) * | 2008-09-17 | 2009-06-24 | 新蒲建设集团有限公司 | Anticracking prefabricated floor cover board |
| CN201554235U (en) * | 2009-10-12 | 2010-08-18 | 上海维固工程实业有限公司 | Polymer modified cement mortar reinforcement mesh surface layer reinforcing structure |
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| CN103161322A (en) * | 2011-12-16 | 2013-06-19 | 贵州中建建筑科研设计院有限公司 | Reinforcing method and reinforcing structure of improvement of original construction floor structure |
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2015
- 2015-01-29 CN CN201510046759.8A patent/CN104746890B/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4495744A (en) * | 1981-05-18 | 1985-01-29 | Heinz Carl | Displacement body |
| JP3770772B2 (en) * | 2000-05-25 | 2006-04-26 | 泰稔 山本 | Concrete wall reinforcement structure |
| CN201261924Y (en) * | 2008-09-17 | 2009-06-24 | 新蒲建设集团有限公司 | Anticracking prefabricated floor cover board |
| CN201554235U (en) * | 2009-10-12 | 2010-08-18 | 上海维固工程实业有限公司 | Polymer modified cement mortar reinforcement mesh surface layer reinforcing structure |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107447902A (en) * | 2017-09-21 | 2017-12-08 | 中标建设集团股份有限公司 | A kind of prefabricated arch hollow block and its joist cast-in-situ monoblock type floor construction |
| CN109914842A (en) * | 2017-12-12 | 2019-06-21 | 中冶建筑研究总院（上海）有限公司 | A kind of concrete floor structure and its reinforcement means with secondary beam |
| CN111719883A (en) * | 2020-03-21 | 2020-09-29 | 东莞市大乘建筑工程技术有限公司 | Joint structure for reinforcing new and old concrete by increasing section and construction method |
| CN111719883B (en) * | 2020-03-21 | 2021-08-31 | 东莞市大乘建筑工程技术有限公司 | Joint structure for reinforcing new and old concrete by increasing section and construction method |
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| CN104746890B (en) | 2017-04-12 |
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