CN104110136A - Erecting method for concrete pouring formwork with structural transition layer comprising H-type steel crossbeam - Google Patents

Erecting method for concrete pouring formwork with structural transition layer comprising H-type steel crossbeam Download PDF

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Publication number
CN104110136A
CN104110136A CN201310134569.2A CN201310134569A CN104110136A CN 104110136 A CN104110136 A CN 104110136A CN 201310134569 A CN201310134569 A CN 201310134569A CN 104110136 A CN104110136 A CN 104110136A
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CN
China
Prior art keywords
steel
concrete
horizontal
joist
crossbeam
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Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Pending
Application number
CN201310134569.2A
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Chinese (zh)
Inventor
赵建立
韩建
岳齐贤
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
MCC Tiangong Group Corp Ltd
CMTCC Shanghai Shisanye Construction Co Ltd
Original Assignee
MCC Tiangong Group Corp Ltd
CMTCC Shanghai Shisanye Construction Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by MCC Tiangong Group Corp Ltd, CMTCC Shanghai Shisanye Construction Co Ltd filed Critical MCC Tiangong Group Corp Ltd
Priority to CN201310134569.2A priority Critical patent/CN104110136A/en
Publication of CN104110136A publication Critical patent/CN104110136A/en
Pending legal-status Critical Current

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Abstract

The invention relates to an erecting method for a concrete pouring formwork with a structural transition layer comprising an H-type steel crossbeam. The method includes erecting an adjustable scaffolding; mounting two steel pipes; mounting a main horizontal keel and an auxiliary horizontal keel; paving a bottom concrete pouring formwork; hanging the H-type steel crossbeam to a designed position; allowing a hanging rib to penetrate the bottom concrete pouring formwork to fasten with the two steel pipes; binding a reinforcement cage; mounting side main keels, side auxiliary keels and side concrete pouring formworks on two sides of the H-type steel crossbeam; mounting horizontal oppositely-pulling bolts; transversely mounting a U-steel above the H-type steel crossbeam and the floor top plate; mounting side hanging ribs, which are firmly connected to the U-steel and the H-type steel crossbeam, on two sides of the U-steel; separating the scaffolding from the formwork; pouring concrete; dismantling the formwork through a temporary scaffolding when the dismantling condition is met; dismantling the temporary scaffolding. The erecting method has the advantages that a simple and feasible scheme is provided for structural transition layer crossbeam construction on the premise of guaranteeing the anti-bending, anti-shearing and anti-disturbance performances.

Description

Structural transition layer includes the concrete-pouring template erection method of H shaped steel crossbeam
Technical field
The present invention relates to building engineering structure construction field, relate in particular to the formwork for placing erection method of the steel concrete crossbeam of floor gap structure conversion place.
Background technology
In the time that building top is different from substructure form, conventionally carry out structure conversion and load transmission by conversion layer.Because conversion layer has that cross section is large conventionally, span is large, from the feature such as great, the formwork system of type Reinforced Concrete Structure must be safe and reliable and be ensured the quality of products.In conversion beam formwork erection process, if adopt conventional mold method, the some layers of ability that crossbeam scaffold support system must continue to set up below conversion layer meet load requirement, and so, taking in a large number material and space potential for a long time must affect the normal turnover of duration and material.
Summary of the invention
When the object of the invention is to improve conventional conversion layer beam-slab template and installing, lower support system takies material and space etc. for a long time in a large number causes construction space deficiency, material and goods and materials cannot have enough to meet the need, take in a large number manually, and then causes the problems such as construction cost increase, construction period prolongation.
In order to achieve the above object, the present invention is achieved in that
Structural transition layer includes a concrete-pouring template erection method for H shaped steel crossbeam, and it comprises, and H section steel beam, channel-section steel, back cord, horizontal main joist, horizontal secondary joist, suspention muscle, side direction main joist, side direction secondary joist, side direction are hung muscle, stiffener, the rib of putting more energy into, vertical rod and bottom concrete-pouring template, side direction concrete-pouring template, some horizontal split bolts; It is characterized in that: it comprises the steps:
Step 1, around crossbeam set-point, set up adjustable scaffold by design drawing requirement;
Step 2, at scaffold top, along crossbeam the two steel pipes as Horizontal load-bearing member are longitudinally conventionally installed;
Step 3, on two steel pipes, crossbeam bottom main joist is installed and secondary joist is installed on request on main joist by designing requirement;
Step 4, on secondary joist, lay bottom concrete-pouring template and adjust bottom concrete-pouring template height to design elevation;
Step 5, at the upper and lower frange plate of H section steel beam inner side welding stiffener, in the inner side of channel-section steel, the rib of putting more energy into is installed;
Step 6, lifting H section steel beam are to design attitude;
Step 7, welded nut on the web of H section steel beam on request, in top flange end face welding vertical rod, at bottom flange welding suspention muscle;
The adjustable jack of step 8, adjustment adjustable scaffold, according to the one thousandth arch camber of span;
Step 9, will suspend muscle in midair through bottom concrete-pouring template and by butterfly button and two steel pipe fastenings;
Step 10, by designing requirement around H section steel beam assembling reinforcement cage;
Step 11, in H section steel beam both sides by designing requirement installation side to main joist, side direction secondary joist and side direction concrete-pouring template;
Step 12, horizontal split bolt is installed, and is reliably connected with H section steel beam by the nut being welded on web;
Step 13, channel-section steel is laterally installed above H section steel beam, floor roof, firmly weld with the vertical rod of being located at H section steel beam top channel-section steel bottom;
Step 14, at channel-section steel both sides installation side to hanging muscle, side direction is hung muscle and is connected firmly with two steel pipes of channel-section steel and H section steel beam below respectively by bolt;
Step 15, adjustable jack is lowered to 200mm, make scaffold depart from template;
Step 10 six, concreting;
Step 10 seven, reach after form removal condition, by cripple stripping;
Step 10 eight, dismounting cripple.
The present invention, taking H section steel beam as cutting point, makes it to bear the whole load of crossbeam and is transferred in the transition mast at two ends, thereby can save the support system of whole crossbeams bottom.In the situation that ensureing that bending resistance, shearing resistance, three aspects of anti-interference all can meet code requirement for conversion layer crossbeam construction provides a kind of simple and feasible operation scheme.
Brief description of the drawings
Fig. 1 is structure sectional view of the present invention.
Fig. 2 is structural representation of the present invention.
Detailed description of the invention
Further illustrate the present invention by specific embodiment below.
With 1200 × 2500mm, the conversion beam construction operation of span length 8400mm is example.
As shown in Figure 1 and Figure 2:
The first step, below H section steel beam 17 with longitudinal vertical pole ' s span 700mm, laterally vertical pole ' s span 512mm, 416mm, 512mm, step pitch 1500mm sets up adjustable scaffold 8;
Second step, at adjustable scaffold 8 tops, along two steel pipes 18 of longitudinal installation diameter 48mm, the wall thickness 3.5mm of H section steel beam 17 as Horizontal load-bearing member, totally 4 roads;
The 3rd step is installed on request the horizontal main joist 15 of H section steel beam 17 and horizontal secondary joist 14 on two steel pipes 18.Horizontal main joist 15 adopts 50 × 100mm flitch, spacing 175mm, and horizontal secondary joist 14 adopts 50 × 100mm flitch, spacing 150mm;
The 4th step is laid bottom concrete-pouring template 19 on horizontal secondary joist 14, detects its end face absolute altitude, planeness, and bottom concrete-pouring template 19 is spliced to gap tape-stripping covers;
The 5th step, frange plate inner side is welded with stiffener 9 at H section steel beam Shang Xia 17, and Chi Cun Wei – 8 × 180mm, L=180mm, spacing are 1920mm, get 1h0 spacing;
The 6th step, lifting H section steel beam 17 is to design attitude;
The 7th step, on H section steel beam 17 webs with vertical direction, be welded 4 pairs of M16 nuts apart from bottom concrete-pouring template apical side height 450mm, 900mm, 1400mm, 1900mm position, horizontal-direction pitch 700mm, at H section steel beam 17 top flange plate welded top diameter 20mm, length 400mm, spacing 700mm screw-thread steel as vertical rod 3, at the screw-thread steel of H section steel beam 17 bottom flange bottom welding diameter 16mm, spacing 700mm as suspention muscle 13;
The 8th step, promotes 8mm arch camber in H section steel beam 17 centre positions by adjustable jack;
The 9th step, will suspend muscle 13 in midair through bottom concrete-pouring template 19, two steel pipe 18 and buckle 16 by butterfly and firmly be connected with pair steel pipes 18;
The tenth step, by designing requirement around H section steel beam 17 assembling reinforcement cages;
The 11 step, installation side is to template 20, and setting side is to secondary joist 11 from bottom to top, and side direction secondary joist 11 adopts 50 × 100mm flitch, level interval 270mm; Along side direction secondary joist 11 vertical direction installation sides to main joist 12, side direction main joist 12 adopts the two steel pipes of diameter 48mm, wall thickness 3.5mm, spacing≤600mm;
The 12 step, position perforate in side direction template 20 of the M16 nut of corresponding H section steel beam 17 webs, make horizontal split bolt 21 bore a hole and by a side be screwed in M16 nut, opposite side buckles and two steel pipe fastenings by butterfly through side direction main joist 12 steel pipes.
The 13 step, will be welded with the reinforcement rib 2 of diameter 16mm in advance in channel-section steel 4.Vertical rod 3 tops are through channel-section steel 4 bottom wing listrium firm welding, and channel-section steel 4 is 700mm along beam longitudinal pitch;
The 14 step, the screw-thread steel that diameter 16mm is installed in the position of the channel-section steel 4 two steel pipes 18 in concrete-pouring template 19 both sides, bottom, correspondence bottom, both sides hangs muscle 10 as side direction, this side direction is hung muscle 10 should be through channel-section steel frange plate top double nut 16 is tightened Shang Xia 4, side direction is hung muscle 10 tops double nut 16 and is connected with channel-section steel 4, and bottom is buckled 16 with two steel pipes 18 by butterfly and is firmly connected.
The 15 step, lowers 200mm by adjustable jack, makes scaffold depart from template.
The 16 step, concreting.
The 17 step, reaches after form removal condition, by cripple stripping.
The 18 step, removes cripple.
The present invention, taking H section steel beam as cutting point, makes it to bear the whole load of crossbeam and is transferred in the transition mast at two ends, thereby can save the support system of whole crossbeams bottom.In the situation that ensureing that bending resistance, shearing resistance, three aspects of anti-interference all can meet code requirement for conversion layer crossbeam construction provides a kind of simple and feasible operation scheme.

Claims (1)

1. structural transition layer includes a concrete-pouring template erection method for H shaped steel crossbeam, and it comprises, and H section steel beam, channel-section steel, back cord, horizontal main joist, horizontal secondary joist, suspention muscle, side direction main joist, side direction secondary joist, side direction are hung muscle, stiffener, the rib of putting more energy into, vertical rod and bottom concrete-pouring template, side direction concrete-pouring template, some horizontal split bolts; It is characterized in that: it comprises the steps:
Step 1, around crossbeam set-point, set up adjustable scaffold by design drawing requirement;
Step 2, at scaffold top, along crossbeam the two steel pipes as Horizontal load-bearing member are longitudinally conventionally installed;
Step 3, on two steel pipes, by designing requirement, horizontal main joist is installed and the horizontal secondary joist of installation on request on horizontal main joist;
Step 4, on horizontal secondary joist, lay bottom concrete-pouring template and adjust bottom concrete-pouring template height to design elevation;
Step 5, at the upper and lower frange plate of H section steel beam inner side welding stiffener, in the inner side of channel-section steel, the rib of putting more energy into is installed;
Step 6, lifting H section steel beam are to design attitude;
Step 7, welded nut on the web of H section steel beam on request, in top flange end face welding vertical rod, at bottom flange welding suspention muscle;
The adjustable jack of step 8, adjustment adjustable scaffold, according to the one thousandth arch camber of span;
Step 9, will suspend muscle in midair through bottom concrete-pouring template and by butterfly button and two steel pipe fastenings;
Step 10, by designing requirement around H section steel beam assembling reinforcement cage;
Step 11, in H section steel beam both sides by designing requirement installation side to main joist, side direction secondary joist and side direction concrete-pouring template;
Step 12, horizontal split bolt is installed, and is reliably connected with H section steel beam by the nut being welded on web;
Step 13, channel-section steel is laterally installed above H section steel beam, floor roof, firmly weld with the vertical rod of being located at H section steel beam top channel-section steel bottom;
Step 14, at channel-section steel both sides installation side to hanging muscle, side direction is hung muscle and is connected firmly with two steel pipes of channel-section steel and H section steel beam below respectively by bolt;
Step 15, adjustable jack is lowered to 200mm, make scaffold depart from template;
Step 10 six, concreting;
Step 10 seven, reach after form removal condition, by cripple stripping;
Step 10 eight, dismounting cripple.
CN201310134569.2A 2013-04-18 2013-04-18 Erecting method for concrete pouring formwork with structural transition layer comprising H-type steel crossbeam Pending CN104110136A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201310134569.2A CN104110136A (en) 2013-04-18 2013-04-18 Erecting method for concrete pouring formwork with structural transition layer comprising H-type steel crossbeam

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Application Number Priority Date Filing Date Title
CN201310134569.2A CN104110136A (en) 2013-04-18 2013-04-18 Erecting method for concrete pouring formwork with structural transition layer comprising H-type steel crossbeam

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CN104110136A true CN104110136A (en) 2014-10-22

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106988485A (en) * 2017-04-21 2017-07-28 江苏扬州建工建设集团有限公司 The construction method of structural transition layer Shaped Steel concrete beam
CN107882270A (en) * 2017-11-27 2018-04-06 五冶集团上海有限公司 The constructing structure and construction method of superelevation space stiff beam reinforced concrete enveloped
CN108019040A (en) * 2017-05-10 2018-05-11 江苏省华建建设股份有限公司 A kind of high-rise building transfer floor Bailey bracket platform construction method

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN201254832Y (en) * 2008-09-10 2009-06-10 中国建筑第四工程局有限公司 Self-supporting template apparatus for conversion layer structure
CN101818570A (en) * 2010-03-23 2010-09-01 南通宏华建筑安装有限公司 Method for constructing girder structure conversion layer of high-rise building
CN201605810U (en) * 2009-10-30 2010-10-13 华南理工大学 Profile steel beam self-bearing suspended formwork supporter
CN201614738U (en) * 2009-10-30 2010-10-27 华南理工大学 Support device for mould board assembly of steel reinforced concrete transfer beams
CN201865346U (en) * 2010-10-26 2011-06-15 中联世纪建设集团有限公司 Construction template structure for large-section stiff concrete beam of structure-shifting layer

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN201254832Y (en) * 2008-09-10 2009-06-10 中国建筑第四工程局有限公司 Self-supporting template apparatus for conversion layer structure
CN201605810U (en) * 2009-10-30 2010-10-13 华南理工大学 Profile steel beam self-bearing suspended formwork supporter
CN201614738U (en) * 2009-10-30 2010-10-27 华南理工大学 Support device for mould board assembly of steel reinforced concrete transfer beams
CN101818570A (en) * 2010-03-23 2010-09-01 南通宏华建筑安装有限公司 Method for constructing girder structure conversion layer of high-rise building
CN201865346U (en) * 2010-10-26 2011-06-15 中联世纪建设集团有限公司 Construction template structure for large-section stiff concrete beam of structure-shifting layer

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106988485A (en) * 2017-04-21 2017-07-28 江苏扬州建工建设集团有限公司 The construction method of structural transition layer Shaped Steel concrete beam
CN108019040A (en) * 2017-05-10 2018-05-11 江苏省华建建设股份有限公司 A kind of high-rise building transfer floor Bailey bracket platform construction method
CN107882270A (en) * 2017-11-27 2018-04-06 五冶集团上海有限公司 The constructing structure and construction method of superelevation space stiff beam reinforced concrete enveloped

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Application publication date: 20141022

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