CN103628698B - The construction method that in structural fortification, pre-stress floor punches - Google Patents
The construction method that in structural fortification, pre-stress floor punches Download PDFInfo
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- CN103628698B CN103628698B CN201310656623.XA CN201310656623A CN103628698B CN 103628698 B CN103628698 B CN 103628698B CN 201310656623 A CN201310656623 A CN 201310656623A CN 103628698 B CN103628698 B CN 103628698B
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Abstract
The construction method that in structural fortification, pre-stress floor punches, hole is picked by structure floor after cutter completes, determines the presstressed reinforcing steel that will break, and process this position concrete end face; According to the thickness of structure floor, processing customization pad steel beam column, the on-the-spot position of actual quantities presstressed reinforcing steel in structure floor, determines the position of pad steel beam column being worn muscle; After pad steel beam column polishing rust cleaning, steel bonding glue is smeared in inner side and structure floor is fixed, outside brushing rustproof paint, and presstressed reinforcing steel passes from the muscle position of wearing of pad steel beam column; Install after interim ground tackle puts, permanent ground tackle is installed and stretch-draw.Construction method of the present invention is simple and easy to do, mainly for the situation of presstressed reinforcing steel at the bottom of plate, pad steel beam column can be considered the backing plate of presstressed reinforcing steel ground tackle, to put and in stretching process at presstressed reinforcing steel, avoid stress excessive, cause presstressed reinforcing steel to burst apart concrete and the accident of hurting sb.'s feelings without constraint at the bottom of plate, ensure the workmanship of concrete floor.
Description
Technical field
The present invention relates to pre-stress floor in structural fortification to punch reinforcing bar stretch-draw and anchoring construction technology again.
Background technology
In structural strengthening transformation process, because functional requirement need punch again to original structure pre-stress floor, according to structure feature analysis, presstressed reinforcing steel is arranged with parabolical form in single span plate, plate span centre is minimum point, and beam slab intersection is peak.By having picked the contrast of cloth muscle situation in the hole chiseled to early stage, the presstressed reinforcing steel being positioned at span centre has been distributed in muscle position at the bottom of plate; Be positioned at the hole of beam side, presstressed reinforcing steel is close to reinforcing bar on beam and is passed.This kind of situation on the lower side, on the upper side; presstressed reinforcing steel bearing plate is when pressing close to port, and plate face is over half without the strong point, cause to put and in stretching process stress excessive; the concrete cover of top and below bursts apart, and very easily causes security incident and produces serious construction quality problem.
Summary of the invention
The invention provides the construction method that in a kind of structural fortification, pre-stress floor punches, presstressed reinforcing steel be solved in the arrangement of floor partial below, cause putting and the technical problem of stretch-draw anchor.
The technical solution adopted for the present invention to solve the technical problems is:
The construction method that in this structural fortification, pre-stress floor punches, construction sequence is as follows:
Step one, hole is picked by structure floor after cutter completes, determines the presstressed reinforcing steel that will break, and process this position concrete end face, until smooth;
Step 2, according to the thickness of structure floor, dimensions processing customization pad steel beam column according to the rules, the on-the-spot position of actual quantities presstressed reinforcing steel in structure floor, determines the position of pad steel beam column being worn muscle;
Step 3, after pad steel beam column polishing rust cleaning, steel bonding glue is smeared in inner side and structure floor is fixed, outside brushing rustproof paint, and presstressed reinforcing steel passes from the muscle position of wearing of pad steel beam column;
Step 4, installs interim presstressed reinforcing steel ground tackle outside pad steel beam column, by be cut off for presstressed reinforcing steel two end face anchoring temporarilies, cuts off presstressed reinforcing steel with abrasive machine, then by hydraulic jack through the presstressed reinforcing steel cut off, progressively puts a power of unloading and move back anchor;
Step 5, installs permanent presstressed reinforcing steel ground tackle outside pad steel beam column, and with jack tension to former pre-stress design value, is finally cut away by unnecessary for presstressed reinforcing steel end muscle bundle.
Described step one, concrete end face is floating by polymer mortar.
Described step 2, pad steel beam column comprises upper flange, lower wing plate and web, upper flange and lower wing plate are vertically connected at the one side of web towards structure floor, spacing between upper flange and lower wing plate and the thickness of structure floor adapt, and web has according to the on-the-spot position of actual quantities presstressed reinforcing steel in structure floor and horizontal wears muscle notch.
Described presstressed reinforcing steel passes from the muscle notch of wearing of pad steel beam column, after presstressed reinforcing steel is in place, wears muscle notch steel bonding glue and repairs.
Described upper flange and web plan vertical are welded and fixed, and lower wing plate and web lower vertical are welded and fixed.
Also stiffener is vertically welded with between described lower wing plate bottom surface and web bottom.
Described step 4, presstressed reinforcing steel, after two the end face anchoring temporarilies cut off, peels off presstressed reinforcing steel plastic pipe, pinions Prestress tendon respectively in the both sides of cut-out point with iron wire, then uses the cut-out presstressed reinforcing steel of a branch of bundle of abrasive machine.
When consolidation process need be done in described hole, reserve reinforcement material requisite space at hole periphery in advance, after step 5 completes, in this headspace, by hidden for presstressed reinforcing steel anchored end pea gravel concreten end socket.
Described pea gravel concreten end socket bottom surface steel bonding is gluing connects strengthening steel slab, then by crab-bolt at the bottom of rear expansion through strengthening steel slab and the anchoring of pea gravel concreten end socket.
Beneficial effect of the present invention is as follows:
The present invention, by theory calculate and contact on-site actual situations, designs the small-sized pad steel beam column become by Plate Welding.This pad steel beam column structure is simple, easy making process.The upper flange of pad steel beam column, lower wing plate and web form C shape jointly, structure floor end can be wrapped up within it completely, to put and in stretching process, form available protecting to structure floor at presstressed reinforcing steel.Local strengthening process can be done, welding stiffener in the bottom of pad steel beam column.The muscle slotted eye of wearing of web position should according to the on-the-spot perforate of the physical location of presstressed reinforcing steel in plate.
In actual mechanical process, pad steel beam column easy construction is easy, mainly for the situation of presstressed reinforcing steel at the bottom of plate, pad steel beam column can be considered the backing plate of presstressed reinforcing steel ground tackle, to put and in stretching process at presstressed reinforcing steel, avoid stress excessive, cause presstressed reinforcing steel to burst apart concrete and the accident of hurting sb.'s feelings without constraint at the bottom of plate, ensure the workmanship of concrete floor.
When punched mouth is larger, simple disconnection presstressed reinforcing steel and by both sides respectively anchoring and do not do other process, hidden danger can be there is in structural safety, space needed for reinforcement material can should be reserved in advance at the periphery at hole, again after installing little Steel section member, consolidation process is carried out to follow-up hole.
The invention solves because presstressed reinforcing steel causes putting and the technical barrier of stretch-draw anchor in the arrangement of floor partial below, be applicable to construction pre-stress floor when punching, reinforcing bar is stretch-draw and anchoring construction again.
Accompanying drawing explanation
Below in conjunction with drawings and Examples, the present invention is further described.
Fig. 1 is that structure floor punches the plan view of construction method.
Fig. 2 is that structure floor punches the elevation of construction method.
Fig. 3 is that structure floor punches the sectional drawing of construction method.
Fig. 4 is the side elevation structural representation of pad steel beam column.
Fig. 5 is the positive facade structural representation of pad steel beam column.
Fig. 6 is the perspective view of pad steel beam column.
Reference numeral: 1-pad steel beam column, 1.1-upper flange, 1.2-lower wing plate, 1.3-web, 1.4-stiffener, 1.5-expand end crab-bolt after wearing muscle notch, 2-structure floor, 3-hole, 4-presstressed reinforcing steel, 5-steel bonding glue, 6-polymer mortar, the permanent presstressed reinforcing steel ground tackle of 7-, 8-reinforcement material requisite space, 9-pea gravel concreten end socket, 10-strengthening steel slab, 11-.
Detailed description of the invention
Embodiment see shown in Fig. 1 ~ 3, the construction method that in this structural fortification, pre-stress floor punches, construction sequence is as follows:
Step one, hole 3 is picked by structure floor 2 after cutter completes, determine the presstressed reinforcing steel 4 that will break, and process this position concrete end face, concrete end face is floating by polymer mortar 6;
Step 2, according to the thickness of structure floor 2, dimensions processing customization pad steel beam column 1 according to the rules, the on-the-spot position of actual quantities presstressed reinforcing steel 4 in structure floor 2, determines the position of pad steel beam column 1 being worn muscle;
Step 3, pad steel beam column 1 is polished after rust cleaning, and inner side is smeared steel bonding glue 5 and fixed with structure floor 2, outside brushing rustproof paint, and presstressed reinforcing steel 4 passes from the muscle position of wearing of pad steel beam column 1;
Step 4, interim presstressed reinforcing steel ground tackle is installed outside pad steel beam column 1, by to be cut off for presstressed reinforcing steel 4 two end face anchoring temporarilies, peel off presstressed reinforcing steel plastic pipe, Prestress tendon is pinioned with iron wire respectively in the both sides of cut-out point, prevent the muscle bundle when disconnected muscle from collapsing out, bring difficulty to the permanent ground tackle of installation, with the cut-out presstressed reinforcing steel of a branch of bundle of abrasive machine, be sure not instantaneous trip, collapse out in order to avoid stress loses interim ground tackle rapidly, then by hydraulic jack through the presstressed reinforcing steel cut off, progressively put a power of unloading and move back anchor;
Step 5, installs permanent presstressed reinforcing steel ground tackle 7 outside pad steel beam column 1, and with jack tension to former pre-stress design value, is finally cut away by unnecessary for presstressed reinforcing steel 4 end muscle bundle.
Comparatively large when punching, when consolidation process need be done in hole 3, reserve reinforcement material requisite space 8 at hole 3 periphery in advance, after step 5 completes, in this headspace, by hidden for presstressed reinforcing steel 4 anchored end pea gravel concreten end socket 9.
The bonding strengthening steel slab 10 of described pea gravel concreten end socket 9 bottom surface steel bonding glue 5, then by crab-bolt at the bottom of rear expansion 11 through strengthening steel slab 10 and pea gravel concreten end socket 9 anchoring.
Shown in Fig. 4 ~ 6, pad steel beam column 1 comprises upper flange 1.1, lower wing plate 1.2 and web 1.3, upper flange 1.1 and lower wing plate 1.2 are vertically connected at the one side of web 1.3 towards structure floor 2, and the thickness of the spacing between upper flange 1.1 and lower wing plate 1.2 and structure floor 2 adapts.Upper flange 1.1 and web 1.3 plan vertical are welded and fixed, and lower wing plate 1.2 and web 1.3 lower vertical are welded and fixed.Stiffener 1.4 is also vertically welded with between lower wing plate 1.2 bottom surface and web 1.3 bottom.
Described web 1.3 has according to the on-the-spot position of actual quantities presstressed reinforcing steel 4 in structure floor 2 and horizontal wears muscle notch 1.5.Presstressed reinforcing steel 4 passes from the muscle notch 1.5 of wearing of pad steel beam column 1, after presstressed reinforcing steel 4 is in place, wears muscle notch 1.5 steel bonding glue and repairs.
Claims (8)
1. the construction method that in structural fortification, pre-stress floor punches, is characterized in that: construction sequence is as follows:
Step one, hole (3) picks by structure floor (2) after cutter completes, determines the presstressed reinforcing steel (4) that will break, and process this position concrete end face, until smooth;
Step 2, according to the thickness of structure floor (2), processing customization pad steel beam column (1), pad steel beam column (1) comprises upper flange (1.1), lower wing plate (1.2) and web (1.3), upper flange (1.1) and lower wing plate (1.2) are vertically connected at the one side of web (1.3) towards structure floor (2), and the thickness of the spacing between upper flange (1.1) and lower wing plate (1.2) and structure floor (2) adapts; On-the-spot actual quantities presstressed reinforcing steel (4) position in structure floor (2), determines the position of pad steel beam column (1) being worn muscle;
Web (1.3) has according to the on-the-spot position of actual quantities presstressed reinforcing steel (4) in structure floor (2) and horizontal wears muscle notch (1.5);
Step 3, after pad steel beam column (1) polishing rust cleaning, inner side is smeared steel bonding glue (5) and is fixed with structure floor (2), outside brushing rustproof paint, and the position that presstressed reinforcing steel (4) wears muscle from pad steel beam column (1) is passed;
Step 4, in pad steel beam column (1) outside, interim presstressed reinforcing steel ground tackle is installed, by two end face anchoring temporarilies to be cut off for presstressed reinforcing steel (4), cuts off presstressed reinforcing steel with abrasive machine, again with the presstressed reinforcing steel of hydraulic jack through cut-out, progressively put a power of unloading and move back anchor;
Step 5, installs permanent presstressed reinforcing steel ground tackle (7) in pad steel beam column (1) outside, and with jack tension to former pre-stress design value, is finally cut away by unnecessary for presstressed reinforcing steel (4) end muscle bundle.
2. the construction method that in structural fortification according to claim 1, pre-stress floor punches, is characterized in that: described step one, and concrete end face is floating by polymer mortar (6).
3. the construction method that in structural fortification according to claim 1, pre-stress floor punches, is characterized in that: after presstressed reinforcing steel (4) is in place, wears muscle notch (1.5) steel bonding glue and repairs.
4. the construction method that in structural fortification according to claim 1, pre-stress floor punches, it is characterized in that: described upper flange (1.1) and web (1.3) plan vertical are welded and fixed, lower wing plate (1.2) and web (1.3) lower vertical are welded and fixed.
5. the construction method that in structural fortification according to claim 3, pre-stress floor punches, is characterized in that: be also vertically welded with stiffener (1.4) between described lower wing plate (1.2) bottom surface and web (1.3) bottom.
6. the construction method that in structural fortification according to claim 1, pre-stress floor punches, it is characterized in that: described step 4, presstressed reinforcing steel (4) is after two the end face anchoring temporarilies cut off, peel off presstressed reinforcing steel plastic pipe, pinion Prestress tendon with iron wire respectively in the both sides of cut-out point, then use the cut-out presstressed reinforcing steel of a branch of bundle of abrasive machine.
7. the construction method that in structural fortification according to claim 1, pre-stress floor punches, described hole (3) it is characterized in that: when need do consolidation process, reinforcement material requisite space (8) is reserved in advance at hole (3) periphery, after step 5 completes, in this headspace, by hidden for presstressed reinforcing steel (4) anchored end pea gravel concreten end socket (9).
8. the construction method that in structural fortification according to claim 7, pre-stress floor punches, it is characterized in that: described pea gravel concreten end socket (9) bottom surface steel bonding glue (5) bonding strengthening steel slab (10), then by crab-bolt (11) at the bottom of rear expansion through strengthening steel slab (10) and pea gravel concreten end socket (9) anchoring.
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| CN201310656623.XA CN103628698B (en) | 2013-12-09 | 2013-12-09 | The construction method that in structural fortification, pre-stress floor punches |
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| CN201310656623.XA CN103628698B (en) | 2013-12-09 | 2013-12-09 | The construction method that in structural fortification, pre-stress floor punches |
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| CN103628698B true CN103628698B (en) | 2015-11-25 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107859352A (en) * | 2017-11-23 | 2018-03-30 | 中铁建设集团南方工程有限公司 | Consolidation process construction at skyscraper different strength concrete bean column node |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104763161B (en) * | 2014-09-24 | 2017-05-31 | 温州振华建设有限公司 | Punched after a kind of reinforced concrete floor and add the construction method of beam reinforced structure |
| CN109057392B (en) * | 2016-04-15 | 2020-09-18 | 山东省建筑科学研究院 | Construction method of steel structure for reinforcement |
| CN107100376A (en) * | 2017-04-15 | 2017-08-29 | 福州大学 | Superstructure reinforcing device and its construction method |
| CN108425506A (en) * | 2018-03-19 | 2018-08-21 | 中冶建筑研究总院有限公司 | To the method that punches of existing prestressed structure plate |
| CN112360177A (en) * | 2020-09-30 | 2021-02-12 | 杭州圣基建筑特种工程有限公司 | Method for opening hole in beam slab of unbonded prestressed concrete structure |
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| CN1290798A (en) * | 2000-11-17 | 2001-04-11 | 胡伟 | Hole drilling technology for cohesionless prestressed concrete roof board |
| JP2006063732A (en) * | 2004-08-30 | 2006-03-09 | Shimizu Corp | Antiseismic reinforcement structure |
| CN202073192U (en) * | 2011-06-01 | 2011-12-14 | 内蒙古电力勘测设计院 | Reinforcement and anti-leakage structure for hole on existing reinforced concrete wall |
| CN202969628U (en) * | 2012-11-28 | 2013-06-05 | 南京固强建筑技术有限公司 | Hole reinforcing node for shear wall |
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2013
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Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1290798A (en) * | 2000-11-17 | 2001-04-11 | 胡伟 | Hole drilling technology for cohesionless prestressed concrete roof board |
| JP2006063732A (en) * | 2004-08-30 | 2006-03-09 | Shimizu Corp | Antiseismic reinforcement structure |
| CN202073192U (en) * | 2011-06-01 | 2011-12-14 | 内蒙古电力勘测设计院 | Reinforcement and anti-leakage structure for hole on existing reinforced concrete wall |
| CN202969628U (en) * | 2012-11-28 | 2013-06-05 | 南京固强建筑技术有限公司 | Hole reinforcing node for shear wall |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107859352A (en) * | 2017-11-23 | 2018-03-30 | 中铁建设集团南方工程有限公司 | Consolidation process construction at skyscraper different strength concrete bean column node |
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