CN103397741A - Construction method for steel reinforced concrete beam - Google Patents
Construction method for steel reinforced concrete beam Download PDFInfo
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- CN103397741A CN103397741A CN2013103438812A CN201310343881A CN103397741A CN 103397741 A CN103397741 A CN 103397741A CN 2013103438812 A CN2013103438812 A CN 2013103438812A CN 201310343881 A CN201310343881 A CN 201310343881A CN 103397741 A CN103397741 A CN 103397741A
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Abstract
The invention discloses a construction method for a steel reinforced concrete beam, and is characterized in that a part below 1/3 of the beam bottom is made of a high-strength non-shrinkage grouting material, a part above 2/3 of the beam bottom is made of concrete, and the particle size of stones in the concrete is controlled within 15 mm. A construction order of the beam comprises firstly, pouring the high-strength non-shrinkage grouting material, half an hour later, starting to pour the concrete, and before the high-strength non-shrinkage grouting material is initially set, finishing pouring of the upper concrete. The initial setting time of the high-strength non-shrinkage grouting material is controlled to be 6-8 h, and the pouring of the high-strength non-shrinkage grouting material of the beam is completed in 2-3 h; the slump degree of the high-strength non-shrinkage grouting material is 300-350 mm; a template at one side of the beam is provided with 8 inspection holes as vent holes with the diameter of 16 mm, and the hole elevations are at positions of 200 mm above the beam bottom.
Description
Technical field
The present invention relates to a kind of girder with rolled steel section en cased in concrete, particularly a kind of steel reinforced concrete beam construction method.
Background technology
In the steel reinforced concrete beam structure construction, section steel beam and reinforced concrete post beam steel mutually intert and arrange, particularly in the close concrete steel bone of large span, beam column shaped steel cross section is large and reinforcement placement is more, between reinforcing bar and reinforcing bar, between steel pier and reinforcing bar, space is all less, the intensive complexity of bean column node, take very difficulty of conventional concreting method construction, and construction quality also is difficult to guarantee.In addition, the girder steel two ends are reinforced concrete column, and in reinforced concrete column column cap and steel frame beam, the reinforcing bar gap is little, can't carry out pervibration, adopt the ordinary concrete compactness not reach code requirement, bring great difficulty for this position concrete pouring construction.
Summary of the invention
Technical problem to be solved by this invention is to provide the steel reinforced concrete beam construction method that a kind of construction quality is good, cost is low.
At the bottom of central sill of the present invention, High Strength Non-shrinking Filling Material is adopted at 1/3 following position, and at the bottom of beam, 2/3 adopts concrete with upper part, and in concrete, cobble-stone diameter is controlled to be in 15mm.
The beam sequence of construction is: first builds High Strength Non-shrinking Filling Material, starts concreting after 3h, and top concreting is not complete before initial set at High Strength Non-shrinking Filling Material.The job practices of tradition concreting is first to build High Strength Non-shrinking Filling Material, build again upper surface concrete after intensity reaches 30MPa, although construction quality easily guarantee, waits for too long, the bi-material contact surface easily produces crack, to structural bearing capacity, brings impact.And the present invention can effectively avoid the generation of constuction joint at High Strength Non-shrinking Filling Material concreting before initial set not.The High Strength Non-shrinking Filling Material initial setting time is controlled to be 6～8h, and the deck-molding strength contraction-free grouting concrete is cast in 2～3h and completes.
The High Strength Non-shrinking Filling Material slump is too small easily causes leakiness between shaped steel and steel bar stress, and the High Strength Non-shrinking Filling Material slump is crossed conference affects intensity,, according to a large amount of practices, determines that the High Strength Non-shrinking Filling Material slump is 300～350mm.
High Strength Non-shrinking Filling Material adopts forced mixer to stir, and mixing time, greater than 3min, is finished using in the slurry 1h that stirs into continuously, and slurry out should carry out grouting procedure immediately from mixer, and middle holding time must not surpass 5min.
Consider that the High Strength Non-shrinking Filling Material heat of hydration is larger, template adopts the thick composite board of 15mm, is conducive to the High Strength Non-shrinking Filling Material insulation effect, and the steel frame beam cross section is large, and the concrete load is large, and specialized purpose-build is adopted in the reinforcing of beam forms.Because the compactness of High Strength Non-shrinking Filling Material is difficult for checking, double as steam vent therefore at beam one side template, the inspection eye that 8 diameters are 16mm is set, the hole absolute altitude is the position of above 200mm at the bottom of beam.
girder with rolled steel section en cased in concrete formwork erection structure comprises wooden form, rough ground, the steel pipe hoop, split bolt, reinforced bar support, the steel pipe bottom bracing, the steel pipe diagonal brace, height adjusting part, wooden form thickness is 15mm, the wooden form outside arranges rough ground, rough ground thickness is 20～25mm, the rough ground outside arranges the steel pipe hoop, below beam sill template, rough ground is set, the steel pipe bottom bracing is set below rough ground, the steel pipe diagonal brace is linked to be integral body with steel pipe bottom bracing and steel pipe hoop, the steel pipe bar slope is 60 °～70 °, below the steel pipe bottom bracing, height adjusting part is set, the offside wooden form connects by split bolt, the split bolt diameter is 14～16mm, offside depth of beam 1/3 is to arrange reinforced bar support between the wooden form of upper part, the reinforced bar support diameter is 16～18mm, the reinforced bar support setting space is for to arrange 1 every 300～350mm.
Build to other end column cap from newel post's head while building, will check when building whether High Strength Non-shrinking Filling Material arrives position, inspection eye place, confirm the rear enclosed steam vent.
, due to High Strength Non-shrinking Filling Material easy segregation under high vibration,, therefore should avoid the vibrating spear direct tamping when High Strength Non-shrinking Filling Material vibrates, adopt at the bottom of beam and beam side tapping template is carried out jolt ramming.
The method of vibrating simultaneously inside and outside adopting during concrete vibrating is carried out.Outside by the little vibrating spear vibration additional steel pipe of diameter less than 30mm, band moving platen surface vibration, discharge the bubble in reinforcing bar and reinforcing bar, takes simultaneously artificial tapping template; When the concrete of pervibration top, the excellent degree of depth under strict control, vibrating spear mustn't be inserted into High Strength Non-shrinking Filling Material and vibrate, and prevents that High Strength Non-shrinking Filling Material is subject to judder and emanates.
After beam concreting final set, cover 1 layer of plastic sheeting and 2 layers of straw screen or mat and be incubated by water conservation, simultaneously bury the temperature temperature measurer after reinforcing bar binding underground in reinforcing bar, at the bottom of detecting beam respectively, in, upper 3 temperature, carry out maintenance according to the actual temperature difference.The steel frame beam concrete curing time is no less than 14d.
Construction quality of the present invention is better guaranteed, while saving construction cost, reduction of erection time.
Description of drawings
Fig. 1 girder with rolled steel section en cased in concrete formwork erection organigram.
Reference numeral: 1, wooden form, 2, rough ground, 3, the steel pipe hoop, 4, split bolt, 5, reinforced bar support, 6, the steel pipe bottom bracing, 7, the steel pipe diagonal brace, 8, height adjusting part.
Below in conjunction with accompanying drawing, the present embodiment is described in detail.
Certain engineering adopts girder with rolled steel section en cased in concrete, and beam section height is 1500mm, and width is 800mm, and span is 12m, the shaped steel span 12m in beam, and cross section is I shape, reinforcing bar master muscle diameter is 28mm.
At the bottom of beam, High Strength Non-shrinking Filling Material is adopted at 1/3 following position, and at the bottom of beam, 2/3 adopts concrete with upper part, and in concrete, cobble-stone diameter is controlled to be in 15mm.
The beam sequence of construction is: first builds High Strength Non-shrinking Filling Material, starts concreting after 3h, and top concreting is not complete before initial set at High Strength Non-shrinking Filling Material.The High Strength Non-shrinking Filling Material initial setting time is controlled to be 6～8h, and the deck-molding strength contraction-free grouting concrete is cast in 2～3h and completes.
The High Strength Non-shrinking Filling Material slump is 300～350mm.High Strength Non-shrinking Filling Material adopts forced mixer to stir, and mixing time, greater than 3min, is finished using in the slurry 1h that stirs into continuously, and slurry out should carry out grouting procedure immediately from mixer, and middle holding time must not surpass 5min.
Template adopts the thick composite board of 15mm.At beam one side template, the inspection eye that 8 diameters are 16mm is set and doubles as steam vent, the hole absolute altitude is the position of above 200mm at the bottom of beam.
Fig. 1 is girder with rolled steel section en cased in concrete formwork erection organigram.the present embodiment Shaped Steel concrete beam mould board installs structure and comprises wooden form 1, rough ground 2, steel pipe hoop 3, split bolt 4, reinforced bar support 5, steel pipe bottom bracing 6, steel pipe diagonal brace 7, height adjusting part 8, wooden form 1 thickness is 15mm, wooden form 1 outside arranges rough ground 2, rough ground 2 thickness are 22mm, rough ground 2 outsides arrange steel pipe hoop 3, below beam sill template 1, rough ground 2 is set, steel pipe bottom bracing 6 is set below rough ground 2, steel pipe diagonal brace 7 is linked to be integral body with steel pipe bottom bracing 6 and steel pipe hoop 3, steel pipe diagonal brace 7 gradients are 65 °, height adjusting part 8 is set below steel pipe bottom bracing 7, offside wooden form 1 connects by split bolt 4, split bolt 4 diameters are 16mm, offside depth of beam 1/3 is to arrange reinforced bar support 5 between upper part wooden form 1, reinforced bar support 5 diameters are 18mm, the reinforced bar support setting space is for to arrange 1 every 320mm.
For ease of exhaust in beam, build to other end column cap from newel post's head while building, to check when building whether High Strength Non-shrinking Filling Material arrives position, inspection eye place, confirm the rear enclosed steam vent.
Should avoid the vibrating spear direct tamping when High Strength Non-shrinking Filling Material vibrates, adopt at the bottom of beam and beam side tapping template is carried out jolt ramming.
The method of vibrating simultaneously inside and outside adopting during concrete vibrating is carried out.Outside by the little vibrating spear vibration additional steel pipe of diameter less than 30mm, band moving platen surface vibration, discharge the bubble in reinforcing bar and reinforcing bar, takes simultaneously artificial tapping template; When the concrete of pervibration top, the excellent degree of depth under strict control, vibrating spear mustn't be inserted into High Strength Non-shrinking Filling Material and vibrate, and prevents that High Strength Non-shrinking Filling Material is subject to judder and emanates.
After beam concreting final set, cover 1 layer of plastic sheeting and 2 layers of straw screen or mat and be incubated by water conservation, simultaneously bury the temperature temperature measurer after reinforcing bar binding underground in reinforcing bar, at the bottom of detecting beam respectively, in, upper 3 temperature, carry out maintenance according to the actual temperature difference.The steel frame beam concrete curing time is no less than 14d.
In the present embodiment, the form removable back rest is not found mass defect, and quality is better guaranteed, has saved simultaneously great amount of cost, has shortened the duration.
Claims (2)
1. steel reinforced concrete beam construction method, it is characterized in that beam at the bottom of 1/3 following position adopt High Strength Non-shrinking Filling Material, at the bottom of beam, 2/3 adopts concrete with upper part, in concrete, cobble-stone diameter is controlled to be in 15mm; The beam sequence of construction is: first builds High Strength Non-shrinking Filling Material, starts concreting after 3h, and top concreting is not complete before initial set at High Strength Non-shrinking Filling Material; The High Strength Non-shrinking Filling Material initial setting time is controlled to be 6～8h, and the deck-molding strength contraction-free grouting concrete is cast in 2～3h and completes; The High Strength Non-shrinking Filling Material slump is 300～350mm; High Strength Non-shrinking Filling Material adopts forced mixer to stir, and mixing time, greater than 3min, is finished using in the slurry 1h that stirs into continuously, and slurry out should carry out grouting procedure immediately from mixer, and middle holding time must not surpass 5min; The girder with rolled steel section en cased in concrete formwork erection adopts specialized purpose-build, and template adopts the thick composite board of 15mm; At beam one side template, the inspection eye that 8 diameters are 16mm is set and doubles as steam vent, the hole absolute altitude is the position of above 200mm at the bottom of beam.
2. steel reinforced concrete beam construction method according to claim 1, it is characterized in that girder with rolled steel section en cased in concrete formwork erection structure comprises wooden form, rough ground, the steel pipe hoop, split bolt, reinforced bar support, the steel pipe bottom bracing, the steel pipe diagonal brace, height adjusting part, wooden form thickness is 15mm, the wooden form outside arranges rough ground, rough ground thickness is 20～25mm, the rough ground outside arranges the steel pipe hoop, below beam sill template, rough ground is set, the steel pipe bottom bracing is set below rough ground, the steel pipe diagonal brace is linked to be integral body with steel pipe bottom bracing and steel pipe hoop, the steel pipe bar slope is 60 °～70 °, below the steel pipe bottom bracing, height adjusting part is set, the offside wooden form connects by split bolt, the split bolt diameter is 14～16mm, offside depth of beam 1/3 is to arrange reinforced bar support between the wooden form of upper part, the reinforced bar support diameter is 16～18mm, the reinforced bar support setting space is for to arrange 1 every 300～350mm.
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| CN2013103438812A CN103397741A (en) | 2013-08-03 | 2013-08-03 | Construction method for steel reinforced concrete beam |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105350441A (en) * | 2015-11-30 | 2016-02-24 | 广东工业大学 | Concrete combined box beam internally provided with tie bar steel and box column |
| CN110700490A (en) * | 2019-10-30 | 2020-01-17 | 武汉市盘龙明达建筑有限公司 | Transfer floor large-span steel reinforced concrete beam and construction method |
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| JP2006169826A (en) * | 2004-12-16 | 2006-06-29 | Kajima Corp | Steel-concrete composite beam and its construction method |
| CN201180313Y (en) * | 2008-03-14 | 2009-01-14 | 中建三局建设工程股份有限公司 | Large-span dense-reinforcement steel beam pouring structure |
| CN101775903A (en) * | 2010-01-22 | 2010-07-14 | 北京首钢建设集团有限公司 | Construction method for pouring after settlement of reinforced concrete continuous beam with cohesive pre-stress |
| KR20100111883A (en) * | 2009-04-08 | 2010-10-18 | (주)대우건설 | Method for constructing beam reinforced concrete in delay joint sections by using coupler |
| CN102182309A (en) * | 2011-03-22 | 2011-09-14 | 中国十九冶集团有限公司 | Construction method of steel reinforced concrete beam of large metallurgical industry factory building |
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2013
- 2013-08-03 CN CN2013103438812A patent/CN103397741A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006169826A (en) * | 2004-12-16 | 2006-06-29 | Kajima Corp | Steel-concrete composite beam and its construction method |
| CN201180313Y (en) * | 2008-03-14 | 2009-01-14 | 中建三局建设工程股份有限公司 | Large-span dense-reinforcement steel beam pouring structure |
| KR20100111883A (en) * | 2009-04-08 | 2010-10-18 | (주)대우건설 | Method for constructing beam reinforced concrete in delay joint sections by using coupler |
| CN101775903A (en) * | 2010-01-22 | 2010-07-14 | 北京首钢建设集团有限公司 | Construction method for pouring after settlement of reinforced concrete continuous beam with cohesive pre-stress |
| CN102182309A (en) * | 2011-03-22 | 2011-09-14 | 中国十九冶集团有限公司 | Construction method of steel reinforced concrete beam of large metallurgical industry factory building |
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| 陈明留: "大跨密筋钢骨梁灌浆料与混凝土浇筑结合施工技术", 《施工技术》, no. 7, 30 July 2005 (2005-07-30), pages 3 - 1 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105350441A (en) * | 2015-11-30 | 2016-02-24 | 广东工业大学 | Concrete combined box beam internally provided with tie bar steel and box column |
| CN110700490A (en) * | 2019-10-30 | 2020-01-17 | 武汉市盘龙明达建筑有限公司 | Transfer floor large-span steel reinforced concrete beam and construction method |
| CN110700490B (en) * | 2019-10-30 | 2021-07-13 | 武汉市盘龙明达建筑有限公司 | Transfer floor large-span steel reinforced concrete beam and construction method |
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Application publication date: 20131120 |