CN103628698A - Construction method for holing pre-stressed floor slab in structural strengthening engineering - Google Patents

Construction method for holing pre-stressed floor slab in structural strengthening engineering Download PDF

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CN103628698A
CN103628698A CN201310656623.XA CN201310656623A CN103628698A CN 103628698 A CN103628698 A CN 103628698A CN 201310656623 A CN201310656623 A CN 201310656623A CN 103628698 A CN103628698 A CN 103628698A
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presstressed reinforcing
reinforcing steel
steel
construction method
floor
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CN103628698B (en
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周艳
刘伟
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China Construction First Group Corp Ltd
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China Construction First Group Corp Ltd
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Abstract

The invention discloses a construction method for holing a pre-stressed floor slab in structural strengthening engineering. After a structural floor slab is holed, a pre-stressed reinforcement to be broken is determined, and the concrete end surface at the position is treated; a supporting steel component is processed and customized according to the thickness of the structural floor slab, and the reinforcement penetration position of the supporting steel component is determined by actually measuring the position of the pre-stressed reinforcement in the structural floor slab in the field; after the supporting steel component is ground and de-rusted, a steel adhesive is coated on the inner side of the supporting steel component to fix the supporting steel component and the structural floor slab, anti-rust paint is coated on the outer side of the supporting steel component, and the pre-stressed reinforcement penetrates through the reinforcement penetration position of the supporting steel component; after a temporary anchorage device is installed and un-tensioned, a permanent anchorage device is installed and tensioned. The construction method is simple and easy to operate, and mainly aims at the situation that the pre-stressed reinforcement is positioned at the bottom of the slab; the supporting steel component can be regarded as a cushion plate of a pre-stressed reinforcement anchorage device; in the un-tensioning and tensioning processes of the pre-stressed reinforcement, an accident of injury to a person caused by cracking of concrete through the pre-stressed reinforcement due to over-large stress and non-restriction of the slab bottom is avoided, so that the engineering quality of the concrete floor slab is ensured.

Description

The construction method that in structural fortification, pre-stress floor punches
Technical field
The present invention relates in structural fortification pre-stress floor 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 to having picked the contrast of cloth muscle situation in the hole of chiseling early stage, the presstressed reinforcing steel that is positioned at span centre is 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 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 put and stretching process in 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, solve presstressed reinforcing steel and just arrange on the lower side at floor, 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 1, after on structure floor, hole being picked and having cut a hole, determine will be disconnected presstressed reinforcing steel, and process this position concrete end face, until smooth;
Step 2, according to the thickness of structure floor, dimensions processing customizes pad steel member according to the rules, and the position of on-the-spot actual quantities presstressed reinforcing steel in structure floor, determines the position of wearing muscle on pad steel member;
Step 3, after pad steel member polishing rust cleaning, steel bonding glue is smeared in inner side and structure floor is fixed, outside brushing rustproof paint, presstressed reinforcing steel passes from the muscle position of wearing of pad steel member;
Step 4, installs interim presstressed reinforcing steel ground tackle in pad steel member outside, by presstressed reinforcing steel two end face anchoring temporarilies to be cut off, with abrasive machine, cuts off presstressed reinforcing steel, then passes by hydraulic jack the presstressed reinforcing steel cutting off, and progressively puts a power of unloading and moves back anchor;
Step 5, installs permanent presstressed reinforcing steel ground tackle in pad steel member outside, and with jack tension to former prestressing force design load, finally the unnecessary muscle bundle in presstressed reinforcing steel end is cut away.
Described step 1, concrete end face is floating by polymer mortar.
Described step 2, pad steel member comprises upper flange, lower wing plate and web, upper flange and lower wing plate are vertically connected at web towards the one side of structure floor, spacing between upper flange and lower wing plate and the thickness of structure floor adapt, and according to on-the-spot actual quantities presstressed reinforcing steel, the position in structure floor has the horizontal muscle notch of wearing to web.
Described presstressed reinforcing steel passes from the muscle notch of wearing of pad steel member, after presstressed reinforcing steel is in place, wears muscle notch steel bonding glue and repairs.
Described upper flange and web top vertical welding are fixed, and lower wing plate and web lower vertical are welded and fixed.
Between described lower wing plate bottom surface and web bottom, be also vertically welded with stiffener.
Described step 4, presstressed reinforcing steel, after two end face anchoring temporarilies that cut off, is peelled off presstressed reinforcing steel plastic pipe, in the both sides of cut-out point, pinions Prestress tendon respectively 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, at hole periphery, reserve reinforcement material requisite space in advance, after step 5 completes, in this headspace, presstressed reinforcing steel anchored end is hidden with pea gravel concreten end socket.
The gluing strengthening steel slab that connects of steel bonding for described pea gravel concreten end socket bottom surface, then pass strengthening steel slab and the anchoring of pea gravel concreten end socket by crab-bolt at the bottom of rear expansion.
Beneficial effect of the present invention is as follows:
The present invention is calculated and is contacted on-site actual situations by theory, design the small-sized pad steel member being become by Plate Welding.This pad steel element structure is simple, easy making process.Upper flange, lower wing plate and the web of pad steel member form C shape jointly, structure floor end can be wrapped in completely to its inner side, presstressed reinforcing steel put and stretching process in, structure floor is formed to effective protection.In the bottom of pad steel member, can do local reinforcement and process, welding stiffener.The muscle slotted eye of wearing of web position should the on-the-spot perforate of the physical location in plate according to presstressed reinforcing steel.
In actual mechanical process, pad steel member easy construction is easily gone, situation mainly for presstressed reinforcing steel at the bottom of plate, pad steel member can be considered the backing plate of presstressed reinforcing steel ground tackle, presstressed reinforcing steel put and stretching process in, avoid stress excessive, the accident of hurting sb.'s feelings without constraint causes presstressed reinforcing steel to burst apart concrete at the bottom of plate, the workmanship of assurance concrete floor.
When punch mouth is larger, simple disconnect presstressed reinforcing steel and by both sides anchoring and do not do other processing respectively, in structural safety, can there is hidden danger, can should reserve in advance the required space of reinforcement material at the periphery at hole, after installing little Steel section member, consolidation process is carried out in follow-up hole again.
The invention solves because of presstressed reinforcing steel and just arrange on the lower side and cause putting and the technical barrier of stretch-draw anchor at floor, when being applicable to construction pre-stress floor and 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 the punch plan view of construction method of structure floor.
Fig. 2 is the punch elevation of construction method of structure floor.
Fig. 3 is the punch sectional drawing of construction method of structure floor.
Fig. 4 is the side elevation structural representation of pad steel member.
Fig. 5 is the positive facade structural representation of pad steel member.
Fig. 6 is the perspective view of pad steel member.
Reference numeral: 1-pad steel member, 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-.
The specific embodiment
Embodiment is referring to shown in Fig. 1～3, the construction method that in this structural fortification, pre-stress floor punches, and construction sequence is as follows:
Step 1, after on structure floor 2, hole 3 being picked and having cut a hole, determine will be disconnected presstressed reinforcing steel 4, 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 member 1 according to the rules, and the position of on-the-spot actual quantities presstressed reinforcing steel 4 in structure floor 2, determines the position of wearing muscle on pad steel member 1;
Step 3, after the 1 polishing rust cleaning of pad steel member, it is fixing with structure floor 2 that steel bonding glue 5 is smeared in inner side, outside brushing rustproof paint, presstressed reinforcing steel 4 passes from the muscle position of wearing of pad steel member 1;
Step 4, in pad steel member 1 outside, interim presstressed reinforcing steel ground tackle is installed, by presstressed reinforcing steel 4 two end face anchoring temporarilies to be cut off, peel off presstressed reinforcing steel plastic pipe, Prestress tendon is pinioned with iron wire respectively in both sides at cut-out point, prevent that muscle bundle collapses out when disconnected muscle, bring difficulty to the permanent ground tackle of installation, cut-out presstressed reinforcing steel with a branch of bundle of abrasive machine, be sure not instantaneous trip, in order to avoid stress is lost rapidly interim ground tackle, collapse out, then pass by hydraulic jack the presstressed reinforcing steel cutting off, progressively put a power of unloading and move back anchor;
Step 5, installs permanent presstressed reinforcing steel ground tackle 7 in pad steel member 1 outside, and with jack tension to former prestressing force design load, finally the presstressed reinforcing steel 4 unnecessary muscle bundles in end are cut away.
Larger when punching, when consolidation process need be done in hole 3, at hole, 3 peripheries reserve reinforcement material requisite space 8 in advance, after step 5 completes, in this headspace, presstressed reinforcing steel 4 anchored end are hidden with pea gravel concreten end socket 9.
Described pea gravel concreten end socket is steel bonding glue 5 bonding strengthening steel slabs 10 for 9 bottom surfaces, then pass strengthening steel slab 10 and 9 anchorings of pea gravel concreten end socket by crab-bolt at the bottom of rear expansion 11.
Shown in Fig. 4～6, pad steel member 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 web 1.3 towards the one side of structure floor 2, and the spacing between upper flange 1.1 and lower wing plate 1.2 and the thickness of structure floor 2 adapt.Upper flange 1.1 is fixed with web 1.3 top vertical weldings, and lower wing plate 1.2 is welded and fixed with web 1.3 lower vertical.Between lower wing plate 1.2 bottom surfaces and web 1.3 bottoms, be also vertically welded with stiffener 1.4.
According to on-the-spot actual quantities presstressed reinforcing steel 4, the position in structure floor 2 has the horizontal muscle notch 1.5 of wearing to described web 1.3.Presstressed reinforcing steel 4 passes from the muscle notch 1.5 of wearing of pad steel member 1, after presstressed reinforcing steel 4 is in place, wears muscle notch 1.5 steel bonding glue and repairs.

Claims (9)

1. the construction method that in structural fortification, pre-stress floor punches, is characterized in that: construction sequence is as follows:
Step 1, structure floor (2) upper hole (3) are picked cut a hole after, definite presstressed reinforcing steel (4) that will be disconnected, and process this position concrete end face, until smooth;
Step 2, according to the thickness of structure floor (2), dimensions processing customizes pad steel member (1) according to the rules, and the position of on-the-spot actual quantities presstressed reinforcing steel (4) in structure floor (2), determines the position of wearing muscle on pad steel member (1);
Step 3, after pad steel member (1) polishing rust cleaning, it is fixing with structure floor (2) that steel bonding glue (5) is smeared in inner side, outside brushing rustproof paint, presstressed reinforcing steel (4) passes from the muscle position of wearing of pad steel member (1);
Step 4, in pad steel member (1) outside, interim presstressed reinforcing steel ground tackle is installed, by presstressed reinforcing steel (4) two end face anchoring temporarilies to be cut off, with abrasive machine, is cut off presstressed reinforcing steel, the presstressed reinforcing steel through cut-out by hydraulic jack, progressively puts a power of unloading and moves back anchor again;
Step 5, installs permanent presstressed reinforcing steel ground tackle (7) in pad steel member (1) outside, and with jack tension to former prestressing force design load, finally the unnecessary muscle bundle in presstressed reinforcing steel (4) end is cut away.
2. the construction method that in structural fortification according to claim 1, pre-stress floor punches, is characterized in that: described step 1, 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, it is characterized in that: described step 2, pad steel member (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 web (1.3) towards the one side of structure floor (2), spacing between upper flange (1.1) and lower wing plate (1.2) and the thickness of structure floor (2) adapt, according to on-the-spot actual quantities presstressed reinforcing steel (4), the position in structure floor (2) has the horizontal muscle notch (1.5) of wearing to web (1.3).
4. the construction method that in structural fortification according to claim 3, pre-stress floor punches, it is characterized in that: described presstressed reinforcing steel (4) passes from the muscle notch (1.5) of wearing of pad steel member (1), after presstressed reinforcing steel (4) is in place, wears muscle notch (1.5) steel bonding glue and repair.
5. the construction method that in structural fortification according to claim 3, pre-stress floor punches, it is characterized in that: described upper flange (1.1) is fixed with web (1.3) top vertical welding, lower wing plate (1.2) is welded and fixed with web (1.3) lower vertical.
6. the construction method that in structural fortification according to claim 4, pre-stress floor punches, is characterized in that: between described lower wing plate (1.2) bottom surface and web (1.3) bottom, be also vertically welded with stiffener (1.4).
7. 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 end face anchoring temporarilies that cut off, peel off presstressed reinforcing steel plastic pipe, Prestress tendon is pinioned with iron wire respectively in both sides at cut-out point, then uses the cut-out presstressed reinforcing steel of a branch of bundle of abrasive machine.
8. 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, at hole, (3) periphery reserves reinforcement material requisite space (8) in advance, after step 5 completes, in this headspace, presstressed reinforcing steel (4) anchored end is hidden with pea gravel concreten end socket (9).
9. the construction method that in structural fortification according to claim 8, pre-stress floor punches, it is characterized in that: described pea gravel concreten end socket (9) is the bonding strengthening steel slab of steel bonding glue (5) (10) for bottom surface, then at the bottom of using rear expansion, crab-bolt (11) is passed strengthening steel slab (10) and pea gravel concreten end socket (9) anchoring.
CN201310656623.XA 2013-12-09 2013-12-09 The construction method that in structural fortification, pre-stress floor punches Active CN103628698B (en)

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Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104763161A (en) * 2014-09-24 2015-07-08 杭州江润科技有限公司 Beam-adding reinforced structure of a reinforced concrete floor with an opening and construction method
CN105863289A (en) * 2016-04-15 2016-08-17 山东省建筑科学研究院 Steel structure spatial system for reinforcement and construction method thereof
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

Families Citing this family (1)

* Cited by examiner, † Cited by third party
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

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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

Patent Citations (4)

* Cited by examiner, † Cited by third party
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 (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104763161A (en) * 2014-09-24 2015-07-08 杭州江润科技有限公司 Beam-adding reinforced structure of a reinforced concrete floor with an opening and construction method
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
CN105863289A (en) * 2016-04-15 2016-08-17 山东省建筑科学研究院 Steel structure spatial system for reinforcement and construction method thereof
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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