CN104533015A - Method for constructing beam steel bar protection layer of cast-in-place concrete beam slab - Google Patents
Method for constructing beam steel bar protection layer of cast-in-place concrete beam slab Download PDFInfo
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- CN104533015A CN104533015A CN201410760517.0A CN201410760517A CN104533015A CN 104533015 A CN104533015 A CN 104533015A CN 201410760517 A CN201410760517 A CN 201410760517A CN 104533015 A CN104533015 A CN 104533015A
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- cushion block
- bearing bar
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Abstract
The invention discloses a method for constructing a beam steel bar protection layer of a cast-in-place concrete beam slab, relating to the field of building engineering, aiming at protecting a protection cushion block from easily damaged and solving the quality problems of inadequate thickness of the concrete layer of beam bottom steel bars, beam lateral exposed steel bars and beam steel bars. The method comprises the steps of supporting beam forms comprising a beam bottom form and forms on two sides of a beam, and binding the beam steel bars; calculating the length of supporting steel bars and the thickness of cushion blocks; determining the supporting steel bars to be set up and the cushion blocks to be set up; arranging the supporting steel bars below an upper main steel bar of the beam, arranging the cushion blocks below the supporting steel bars and on the upper ends of beam lateral forms and the upper ends of top forms, and supporting the supporting steel bars; pouring concrete in the beam forms and on the upper ends of the top forms. The method disclosed by the invention is suitable for construction of beam steel bar protection layers in cast-in-place concrete beam slabs with control of the thickness of the beam steel bar protection layers.
Description
Technical field
The present invention relates to building engineering field, particularly relate to a kind of construction method of cast-in-situ concrete beam slab central sill reinforcement cover.
Background technology
When constructing to the beam of the building having top board, at the position having beam, before reinforcement placing and concreting, first below beam and top board and around installed beam forms and top template, beam forms comprises template bottom beam, beam two side template.Then beam steel and roof steel bar are set up in respective beam template and top template, and with stirrup, beam steel is fixed, usual beam top is provided with beam upper strata main reinforcement, is provided with main reinforcement bottom beam bottom beam, namely main reinforcement colligation bottom beam upper strata main reinforcement and beam is fixed together with stirrup.Bottom beam, some cushion blocks will be placed under main reinforcement and stirrup before erection beam steel, to pave beam steel, and make the position of beam steel and roof steel bar corresponding, generally beam steel upper surface should with the upper surface flush of roof steel bar; Then concreting in beam forms, makes beam, beam steel and cushion block become as a whole with top board.It should be noted that, cushion block is concrete pad, and the concrete of building in cushion block and beam forms can protect beam steel not perishable, becomes the concrete cover of beam steel.Cushion block is the concrete pad that length and width are determined, its thickness is determined according to the thickness of concrete cover of beam steel.
In the prior art, be placed on by cushion block in the concrete cover bottom beam, the bottom of beam steel, like this in work progress, cushion block needs the total weight bearing beam steel and beam, easily makes cushion block be damaged by pressure or produce displacement in work progress; Meanwhile, because cushion block is placed on below beam steel, especially the beam section of building is long-pending large, from great, easily make the concrete thickness of building outside beam steel uneven, namely the concrete cover of beam steel is uneven.After dismounting beam forms, easily occur bottom beam and beam side dew reinforcing bar, beam steel the quality problems such as thickness of concrete cover is inadequate.
Summary of the invention
The technical issues that need to address of the present invention are to provide a kind of construction method of cast-in-situ concrete beam slab central sill reinforcement cover; make it possible to protection cushion block not easily damage, and solve bottom beam and beam side dew reinforcing bar, beam steel the inadequate quality problems of thickness of concrete cover.
For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of construction method of cast-in-situ concrete beam slab central sill reinforcement cover, described cast-in-situ concrete beam slab is formed primarily of beam steel and concrete, the beam comprising the concrete cover that concrete is formed around beam steel and the concrete roof connected as one with beam, also comprise bearing bar and cushion block, described beam steel comprises main reinforcement, stirrup bottom beam upper strata main reinforcement, beam;
Beam upper strata main reinforcement is positioned at the upper end of beam, bottom beam, main reinforcement is positioned at the lower end of beam, main reinforcement bottom described beam upper strata main reinforcement and described beam is fixed together by stirrup, bearing bar is positioned at beam upper strata main reinforcement described in the main reinforcement supported underneath of described beam upper strata, and cushion block is placed in below described bearing bar, concrete cover upper end, beam side;
The construction method of described cast-in-situ concrete beam slab central sill reinforcement cover, comprising:
Steps A, installing and the colligation of beam steel of beam forms, beam forms comprises template and beam two side template bottom beam;
Step B, calculates the length of bearing bar and the thickness of cushion block;
Step C, determines bearing bar to be placed and cushion block, and the length of described cushion block and width are definite value;
Step D, places bearing bar under the main reinforcement of described beam upper strata;
Step e, under described bearing bar, described side template upper end, top template upper ends cushion block pave described bearing bar;
Step F, in described beam forms and the concreting of top template upper end.
The present invention improves further and is, step B calculates pad thickness and is:
According to the thickness calculating described cushion block, wherein, represent the thickness of cushion block, represent top plate thickness, represent top board upper strata thickness of concrete cover, represent the diameter of stirrup, represent the diameter of described beam upper strata main reinforcement, represent the diameter of described bearing bar.
The present invention improves further and is, step B calculates bearing bar length and is:
According to the length calculating bearing bar, wherein, represent the length of bearing bar, represent the width of beam cross section, represent the width of cushion block.
The present invention improves further and is: cushion block is long 50 millimeters, wide 50 millimeters.
Owing to adopting technique scheme, technological progress acquired by the present invention is: under cushion block is placed in beam upper strata main reinforcement and bearing bar, cushion block is made to bear the weight of bearing bar, beam upper strata main reinforcement and part beam etc., thus the load-bearing of cushion block can be reduced, extend the application life of cushion block.And this technology is by changing the placement location of cushion block, making the concrete cover removing beam forms after-pouring can protect bottom beam and the reinforcing bar of beam both sides does not expose, the thickness of concrete cover of beam steel can be controlled.
Accompanying drawing explanation
The construction method of a kind of cast-in-situ concrete beam slab central sill reinforcement cover that Fig. 1 provides for the embodiment of the present invention;
Fig. 2 A for construction that the embodiment of the present invention provides complete after the schematic diagram of beam;
Fig. 2 B for construction that prior art provides complete after the schematic diagram of beam;
The construction method of a kind of cast-in-situ concrete beam slab central sill reinforcement cover that Fig. 3 provides for the embodiment of the present invention.
Wherein, 1, beam upper strata main reinforcement, 2, main reinforcement bottom beam, 3, stirrup, 4, bearing bar, 5, cushion block, 6, top plate thickness.
Detailed description of the invention
Below in conjunction with drawings and Examples, the present invention is described in further details:
embodiment 1
The embodiment of the present invention provides a kind of construction method of cast-in-situ concrete beam slab central sill reinforcement cover, and as shown in Figure 1, the method comprises:
Steps A, in work progress, first installs beam forms, then according to the beam forms colligation beam steel installed.Wherein, it should be noted that, beam forms comprises template bottom beam, beam two side template, and in accompanying drawing 2A, the black line of bottom beam and both sides represents beam forms.Beam steel comprises main reinforcement and stirrup bottom beam upper strata main reinforcement, beam.
In the process install beam forms, first install template bottom beam, then main reinforcement and stirrup bottom beam upper strata main reinforcement, beam, then install template and the top template of beam both sides, so far beam forms has all installed.
Step B, this step for the thickness of the length and cushion block that calculate bearing bar, to choose suitable bearing bar and cushion block.
When calculating the length of bearing bar, need the width calculation of width according to beam cross section and cushion block, the width of cushion block and length are a value determined, in the present embodiment, the length of cushion block is 50 millimeters, width is 50 millimeters.The diameter of bearing bar is larger, can bear the weight of beam upper strata main reinforcement, roof steel bar and part beam.
When calculating the thickness of cushion block, need the diameter of acquisition top plate thickness, top board upper strata thickness of concrete cover, roof steel bar, the diameter of beam upper strata main reinforcement and the diameter of bearing bar.As can be seen from accompanying drawing 2A; according to calculating the thickness obtaining cushion block; wherein; represent the thickness of cushion block, represent top plate thickness, top plate thickness refers to as marked shown in 6 in Fig. 2 A; represent top board upper strata thickness of concrete cover; represent the diameter of stirrup, represent the diameter of described beam upper strata main reinforcement, represent the diameter of described bearing bar.Top board upper strata concrete cover is not shown in accompanying drawing 2A.
Step C, according to result of calculation, chooses bearing bar to be placed and cushion block, and the length of described cushion block and width are definite value.Length chosen by bearing bar is the length calculated in step B, and the length of cushion block is 50 millimeters, width is 50 millimeters, thickness is the thickness calculated in step B.
Step D, this step, for placing bearing bar, passes bearing bar under the main reinforcement of beam upper strata.
Step e, after bearing bar has been placed, under bearing bar, the cushion block determined of side template upper ends pave bearing bar.Understandable, one piece of cushion block is placed respectively at two of bearing bar.
Optionally, the work progress placing bearing bar and cushion block can also carry out according to under type: the side template upper end in beam forms, top template upper ends cushion block.Understandable, need to place a cushion block respectively in beam two side template upper end and top template upper end.Wherein, side template upper end and top template are on a horizontal plane.Insert bearing bar under beam upper strata main reinforcement in cushion block upper end, beam steel, make bearing bar can prop up beam upper strata main reinforcement, adjustment is fixed support reinforcing bar also.
Step F, in beam forms and the concreting of top template upper end.
Beam schematic diagram after construction provided by the invention as shown in Figure 2 A completes; wherein; beam is formed primarily of beam steel and concrete; beam steel comprises main reinforcement 2 and stirrup 3 bottom beam upper strata main reinforcement 1, beam; cast-in-situ concrete beam slab comprises beam, concrete roof, bearing bar 4 and cushion block 5; wherein, beam is the beam of the concrete cover formed around beam steel, and concrete roof is the concrete roof connected as one with beam.Bearing bar 4 is positioned at the below of beam upper strata main reinforcement 1; and support beam upper strata main reinforcement 1; cushion block 5 is positioned at below bearing bar 4, concrete cover 6 upper end, beam side, and in beam, bearing bar 2 two ends respectively pave one piece of cushion block 5, are in equilibrium state to make bearing bar 2.Beam upper strata main reinforcement 1 is positioned at the upper end of beam, and the lower end of beam arranges main reinforcement 2 bottom beam, and main reinforcement 2 bottom beam upper strata main reinforcement 1 and beam is fixed by stirrup 3.It should be noted that, beam upper strata main reinforcement 1 and stirrup 3 upper end are interspersed with roof steel bar, beam upper strata main reinforcement 1 and the upper surface of stirrup 3 and the upper surface flush of roof steel bar.
After such construction completes, cushion block bears the weight of bearing bar, beam upper strata main reinforcement and part beam etc., thus can reduce the load-bearing of cushion block, extends the application life of cushion block.The schematic diagram of the beam after adopting prior art to construct as shown in Figure 2 B, in prior art, cushion block 5 is placed in the concrete cover bottom beam, the total weight of beam steel and beam need be born, cushion block is easily caused to damage by pressure, the problem of displacement, if cushion block pad is bottom beam below main reinforcement 2 in addition, the then colligation silk part unbalance stress of main reinforcement 2 bottom stirrup 3 and beam, easy fracture, if cushion block is positioned over below stirrup 3, the stressed large disconnection of colligation Si Yiyin of main reinforcement 2 bottom stirrup 3 so near cushion block 5 both sides and beam, therefore, this technology is by changing the placement location of cushion block, can solve in prior art because of problem that the placement location of cushion block easily causes.And this technology is by changing the placement location of cushion block, making the concrete cover removing beam forms after-pouring can protect bottom beam and the reinforcing bar of beam both sides does not expose, the thickness of concrete cover of beam steel can be controlled.
embodiment 2
The embodiment of the present invention provides a kind of construction method of cast-in-situ concrete beam slab central sill reinforcement cover, and as shown in Figure 3, the method comprises:
Steps A 1, bottom beam, template installs.
Steps A 2, according to the template bottom the beam installed, colligation beam steel.Beam steel comprises main reinforcement and stirrup bottom beam upper strata main reinforcement, beam.
Steps A 3, installing of beam two side template and top template.
It should be noted that, steps A 1-steps A 3 and beam forms in prior art install and the colligation of beam steel identical, this is no longer going to repeat them.
Step B1, according to the width of beam cross section and the width of cushion block, calculates the length of bearing bar.
Such as, according to the length calculating bearing bar, wherein, represent the length of bearing bar, represent the width of beam cross section, represent the width of cushion block.
In addition, when determining the diameter of bearing bar, the weight of needs according to the beam upper strata main reinforcement that bearing bar is arranged and roof steel bar etc. and the load-bearing of bearing bar.
Step B2, calculates the thickness of cushion block.
Cushion block length and width are determined, in the present embodiment, the length of cushion block is 50 millimeters, width is 50 millimeters.The thickness of cushion block needs to calculate according to actual conditions to determine.When calculating the thickness of cushion block, according to calculating, wherein, the thickness of cushion block is represented; represent top plate thickness, top board is positioned on the stirrup of colligation beam, represents top board upper strata thickness of concrete cover; represent the diameter of stirrup, represent the diameter of described beam upper strata main reinforcement, represent the diameter of bearing bar.
Step C, according to result of calculation, determines bearing bar to be placed and cushion block.Understandable, this step is according to result of calculation, chooses suitable bearing bar and cushion block, for placement work is afterwards prepared.
Step D, places the bearing bar determining length, bearing bar of namely slinging under the main reinforcement of beam upper strata under the main reinforcement of beam upper strata.Then to guarantee that protective layer thickness is for principle, and spacing is decided according to the size of beam, several bearing bars of slinging successively.
Step e, under bearing bar, side template upper end, top template upper ends cushion block pave described bearing bar.
Under bearing bar, place the cushion block determined and pave bearing bar.Shown in accompanying drawing 2A, under cushion block is positioned at bearing bar, side template upper end, after placing cushion block, adjustment cushion block is to guarantee the firm stable of cushion block.Like this, the position of cushion block makes cushion block need not bear the total weight of beam and beam steel, make cushion block not fragile, displacement.
Step F, in beam forms and the concreting of top template upper end, makes concrete wrap beam steel, corrodes to prevent beam steel.It is dismountable beam forms after concrete dries.
The control method of a kind of cast-in-situ concrete beam slab central sill reinforcement cover that the embodiment of the present invention provides, under cushion block being placed on beam upper strata main reinforcement and bearing bar, make cushion block not fragile, displacement.And after form removal, none dew reinforcing bar phenomenon of all beams of building, protective layer thickness evenly and meet the requirements, ensure that construction quality, solves the quality problems revealing reinforcing bar and beam sides dew reinforcing bar at the bottom of beam.
Claims (4)
1. the construction method of a cast-in-situ concrete beam slab central sill reinforcement cover, it is characterized in that, described cast-in-situ concrete beam slab is formed primarily of beam steel and concrete, the beam comprising the concrete cover that concrete is formed around beam steel and the concrete roof connected as one with beam, also comprise bearing bar (4) and cushion block (5), described beam steel comprises main reinforcement (2) bottom beam upper strata main reinforcement (1), beam, stirrup (3);
Beam upper strata main reinforcement (1) is positioned at the upper end of beam, bottom beam, main reinforcement (2) is positioned at the lower end of beam, main reinforcement (2) bottom described beam upper strata main reinforcement (1) and described beam is fixed together by stirrup (3), bearing bar (4) is positioned at beam upper strata main reinforcement (1) described in main reinforcement (1) supported underneath of described beam upper strata, and cushion block (5) is placed in described bearing bar (4) below, concrete cover (6) upper end, beam side;
The construction method of described cast-in-situ concrete beam slab central sill reinforcement cover, comprising:
Steps A, installing and the colligation of beam steel of beam forms, beam forms comprises template and beam two side template bottom beam;
Step B, calculates the length of bearing bar and the thickness of cushion block;
Step C, determines bearing bar to be placed and cushion block, and the length of described cushion block and width are definite value;
Step D, places bearing bar under the main reinforcement of described beam upper strata;
Step e, under described bearing bar, described side template upper end, top template upper ends cushion block pave described bearing bar;
Step F, in described beam forms and the concreting of top template upper end.
2. the construction method of a kind of cast-in-situ concrete beam slab central sill reinforcement cover according to claim 1, is characterized in that, described step B calculates pad thickness and is:
According to the thickness calculating described cushion block, wherein, represent the thickness of cushion block, represent top plate thickness, represent top board upper strata thickness of concrete cover, represent the diameter of stirrup, represent the diameter of described beam upper strata main reinforcement, represent the diameter of described bearing bar.
3. the construction method of a kind of cast-in-situ concrete beam slab central sill reinforcement cover according to claim 1, is characterized in that, described step B calculates bearing bar length and is:
According to the length calculating bearing bar, wherein, represent the length of bearing bar, represent the width of beam cross section, represent the width of cushion block.
4. the construction method of a kind of cast-in-situ concrete beam slab central sill reinforcement cover according to claim 1, is characterized in that, long 50 millimeters of described cushion block, wide 50 millimeters.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410760517.0A CN104533015A (en) | 2014-12-12 | 2014-12-12 | Method for constructing beam steel bar protection layer of cast-in-place concrete beam slab |
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| CN201410760517.0A CN104533015A (en) | 2014-12-12 | 2014-12-12 | Method for constructing beam steel bar protection layer of cast-in-place concrete beam slab |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106223545A (en) * | 2016-09-12 | 2016-12-14 | 中国建筑局（集团）有限公司 | Utilize beam bottom steel bar structure of reinforcing bar protection layer thickness of steel bar support skeleton control |
| CN110206163A (en) * | 2019-06-18 | 2019-09-06 | 五冶集团上海有限公司 | A kind of PC superimposed sheet location structure |
| CN111764577A (en) * | 2020-06-30 | 2020-10-13 | 中国二十二冶集团有限公司 | Construction method for reinforcing steel bar cushion block protection reinforcing steel bar system |
| CN113622598A (en) * | 2021-09-28 | 2021-11-09 | 中冶建工集团有限公司 | Construction process of reinforcing steel bar protection layer cushion belt for wall column and beam structure |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001020376A (en) * | 1999-07-12 | 2001-01-23 | Norie Yukimura | Sc beam construction method for building |
| JP2003293521A (en) * | 2002-04-03 | 2003-10-15 | Sanei Shoji Kk | Double reinforcement structure of reinforced concrete foundation |
| CN201567723U (en) * | 2009-11-10 | 2010-09-01 | 鞍钢房地产开发集团有限公司 | Longitudinal reinforced frame for limiting two-way slab stressed bar deformed |
| CN101845872A (en) * | 2009-12-24 | 2010-09-29 | 上海市第七建筑有限公司 | Control method for strengthening beam steel protective layer |
| CN202483077U (en) * | 2012-03-22 | 2012-10-10 | 福州市第三建筑工程公司 | Conical cage type steel bar pad support |
| CN202767370U (en) * | 2012-08-23 | 2013-03-06 | 北京城建北方建设有限责任公司 | Shear wall reinforcing steel bar locating frame clamp |
| CN204001436U (en) * | 2014-05-15 | 2014-12-10 | 中国建筑第六工程局有限公司 | A kind of constructing structure that guarantees topping at the bottom of beam, deck-molding and thickness of slab |
-
2014
- 2014-12-12 CN CN201410760517.0A patent/CN104533015A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001020376A (en) * | 1999-07-12 | 2001-01-23 | Norie Yukimura | Sc beam construction method for building |
| JP2003293521A (en) * | 2002-04-03 | 2003-10-15 | Sanei Shoji Kk | Double reinforcement structure of reinforced concrete foundation |
| CN201567723U (en) * | 2009-11-10 | 2010-09-01 | 鞍钢房地产开发集团有限公司 | Longitudinal reinforced frame for limiting two-way slab stressed bar deformed |
| CN101845872A (en) * | 2009-12-24 | 2010-09-29 | 上海市第七建筑有限公司 | Control method for strengthening beam steel protective layer |
| CN202483077U (en) * | 2012-03-22 | 2012-10-10 | 福州市第三建筑工程公司 | Conical cage type steel bar pad support |
| CN202767370U (en) * | 2012-08-23 | 2013-03-06 | 北京城建北方建设有限责任公司 | Shear wall reinforcing steel bar locating frame clamp |
| CN204001436U (en) * | 2014-05-15 | 2014-12-10 | 中国建筑第六工程局有限公司 | A kind of constructing structure that guarantees topping at the bottom of beam, deck-molding and thickness of slab |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106223545A (en) * | 2016-09-12 | 2016-12-14 | 中国建筑局（集团）有限公司 | Utilize beam bottom steel bar structure of reinforcing bar protection layer thickness of steel bar support skeleton control |
| CN106223545B (en) * | 2016-09-12 | 2018-08-07 | 中国建筑一局(集团)有限公司 | Construction method of beam bottom steel bar structure by using steel bar supporting framework to control thickness of steel bar protective layer |
| CN110206163A (en) * | 2019-06-18 | 2019-09-06 | 五冶集团上海有限公司 | A kind of PC superimposed sheet location structure |
| CN111764577A (en) * | 2020-06-30 | 2020-10-13 | 中国二十二冶集团有限公司 | Construction method for reinforcing steel bar cushion block protection reinforcing steel bar system |
| CN113622598A (en) * | 2021-09-28 | 2021-11-09 | 中冶建工集团有限公司 | Construction process of reinforcing steel bar protection layer cushion belt for wall column and beam structure |
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Application publication date: 20150422 |