CN105735490A - Construction method for beam column joint core area rigid steel structure - Google Patents
Construction method for beam column joint core area rigid steel structure Download PDFInfo
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Abstract
Disclosed is a construction method for a beam column joint core area rigid steel structure. Multi-way, anchoring and welding-reduction operations are carried out on a steel bar structure in sequence. Beam haunching and beam depth reduction operations are carried out on a section in sequence. According to the multi-way operation, for upper steel bars with different reinforcement values on the two sides of a support, the steel bars with the same diameter are selected as much as possible, are made to penetrate through the support and are prevented from being anchored on the support separately. According to the anchoring operation, when beam steel bars can not penetrate through a joint, the beam steel bars can be anchored in a joint core area. According to the welding-reduction operation, when the beam steel bars can not penetrate through the joint or be anchored, the steel bars can be welded to a profile steel rib plate. According to the beam haunching operation, stress steel bars on the edges of beams can come across profile steel columns for penetrating or being directly anchored. According to the beam depth reduction operation, the elevation of the tops of the beams is lowered, and at complex joints on multiple beams and multiple rows of steel bars where a plate surface may exceed the height after pouring is completed, the elevation of the tops of the beams is lowered. The strength of the joint area is guaranteed, the influences of strength changes of concrete are weakened, the bearing capacity can be improved by 20-30%, and the construction cost is lowered.
Description
Technical field
The present invention relates to IPC International Classification of Patents E04G construction equipment or other building auxiliary equipment, especially bean column node
Core space strength Construction of Steel Structure method.
Background technology
Framework is in high-rise concrete structures, and framework, frame are cut or framed-tube structure is as lateral resistant member, all rises the heaviest
The effect wanted.In Aseismic Design, " strong column and weak beam ", " strong shear capacity and weak bending capacity ", " strong node " etc. are as basic design principle, also
It is important anti-seismic construction measure, is to ensure that structure has a rational anti-vibration defense lines, and bigger ductility and energy dissipation capacity
Ensure.Beam column core space is the key that can these earthquake resistant constructions realize.But, bean column node itself is more complicated, stress
Complexity, it is possible that shear compression failure and bonding fastening destruction, it cannot function as the power consumption position of framework.Therefore, in design
Calculate while meeting, bean column node is proposed strong core space, the requirement of strong anchoring.Additionally often due to Load Combination and interior
The result that power calculates, requires that in high level vertical structure takes relatively high concrete strength grade, and plane beam slab is for reducing concrete
The adverse effect of the heat of hydration, strength grade of concrete, typically not above C35, causes the vertical posts of same layer, wall member coagulation
Soil strength grade is higher than beam, the strength grade of concrete of plate level component.At the frame structure node of skyscraper, often
The situation that post strength grade of concrete is higher than same layer beam slab occurs.For this situation, common construction method is first to water joint
The core that at Dian, strength grade of concrete is high, then waters beam slab concrete before initial set again.In construction, bean column node
It itself it is again difficult point.On the one hand, beam column node area is beam and the crossing place of post reinforcing bar, and number of steel bars is many, again phase IPN fork, again
Having enough anchorings, concrete is difficult to pour dense.On the other hand, due to the requirement of design, in high level, often same layer is perpendicular
Xiang Zhu, wall member strength grade of concrete are higher than beam, the strength grade of concrete of plate level component, which in turns increases and execute
The difficulty of work.In this case, once process bad, part floor height strength grade at bean column node will occur
Occurring microscopic checks near concrete interface, this is clearly undesirable phenomenon.Two, from construction method, analysis is
What can produce crack？Whether structure there is harmful effect？We first analyze from construction method.The most commodity in use of building
Situation about smashing is watered in concrete or the pumping of Site station, and when beam column strength grade of concrete difference, construction can use and water respectively
The method smash.No matter capital stays or does not stay construction joint, all should first use tower crane suspension bucket or the concrete of concrete pump transport column grade
In place, layering is vibrated, and reserves 45 ° of inclined-planes at floor girder and board.Before concrete initial set, pumping pours floor girder and board therewith
Concrete.Adopt and water when smashing story post, wall, beam, board concrete in this way, answer priority control height strength grade coagulation
The proximal surface of soil can not form cold seam, and this is also the main cause occurring microscopic checks near interface.Containing section steel beam, type
When steel column, the most beams intersection occurs simultaneously, its complicated construction technique, difficulty of construction is big, especially this type of complicated beam column joint
The construction quality of some core space is difficult to obtain due guarantee especially.Often there is reinforcing bar in the beam column core space of this type of complex node
Intensive and welding quality intricate, that anchorage length of steel bar is difficult to meet and take gusset of arranging is difficult to control to, beam bottom steel
Muscle welding operation face is not enough, Steel section member percent opening is difficult to control to, reinforcing bar superposition arrangement causes the construction difficult problems such as plate face superelevation.
201210469165.4 1 kinds of strength steel-concrete structures of disclosed relevant Chinese patent application optimize executing of steel bar arrangement
Work method, operation includes, Secondary Design, post, the connection of beam longitudinal reinforcement, column tie-bar and the construction of additional muscle and beam stirrup
And the construction of tension rib；Hanging device is only needed to lift by crane girder.
Summary of the invention
It is an object of the invention to provide a kind of beam column node core area strength Construction of Steel Structure method, it is to avoid or unfavorable in minimizing construction
Impact, reduces joint cores high strength concrete and waters the time of smashing, and stops leakage and shakes dead angle, it is to avoid just strength grade coagulation
The proximal surface of soil forms cold seam.
The purpose of the present invention will be realized by techniques below measure: in construction, first bar construction is successively carried out manifold, can
Anchor and weld operation less, then, pair cross-section successively carries out beam haunch and fall deck-molding operation；Manifold is i.e. joined for bearing both sides difference
The upper reinforcement of muscle value, selects the reinforcing bar that diameter is identical so that it is through bearing, it is to avoid anchor respectively at bearing the most as far as possible；
Can anchor be when beam steel cannot meet the condition of through node, can select to anchor in joint cores；Few weldering is for working as
When beam steel cannot meet the condition of through node and anchoring, may select and reinforcement welding and shaped steel are taken gusset；Beam haunch i.e. beam
Edge steel bar stress can bypass the through or straight anchor of steel column；Fall deck-molding is reduction back absolute altitude, at Duo Liang, many placing of reinforcements,
The complex node having poured back plate face superelevation may be caused, back absolute altitude is reduced.
Especially, in force, structure chart, steel construction in-depth figure are comprehensively deepened setting-out, utilizes computer to complexity
Node carries out three-dimensional modeling and plane setting-out, or drawing built-in problem conflicting to detail treatment feeds back to each specialty
And designing institute deepens examination & verification again；On the premise of related specifications and every profession and trade standard are allowed use reinforcing bar bending, Reinforcement Replacement,
Reinforcing bar in original drawing arranged by beam section haunch, mechanical anchor, reduction back absolute altitude, the method such as use of reducing sleeve,
Anchoring and Type of Welding, take bars position, wear muscle hole number and position carries out checking and deepening setting-out, and be reflected in three-dimensional and build
In mould model, check its spatial relationship；After the comprehensive in-depth figure confirmation of complex beam Column border node, publish picture and issue construction,
During keeping under strict supervision close inspection and control its Steel Reinforcing Bar Material, section steel suspended sets position, working procedure and construction quality；Construction procedure is concrete
Including: 1. beam steel and the in-depth of beam section and setting-out at complex node, Reinforcement Replacement: will according to equal strength substitution principle
The Reinforcement Replacement that diameter is little, radical is many is the high tensile reinforcement being relatively large in diameter；Reinforcing bar bends: Large-size rebar horizontal direction bends
The angle needing bending reinforcing steel bar, within 30 °, is arranged to realize the optimization principles of " manifold, can anchor " by the number of degrees；Anchor type:
Complex node region specifically include that steel column or structure type steel column, section steel beam, muscle indulged by post, beam indulges muscle, core space stirrup,
Column bracket reinforcing bar, bent anchor, is mechanical anchoring in this node region and uses simultaneously；Beam haunch: use beam haunch, beam edge stress steel
Muscle can bypass the through or straight anchor of steel column；Fall back absolute altitude: at Duo Liang, many placing of reinforcements, complex node back absolute altitude is dropped
Low；2. the in-depth of complex node core space column tie-bar and setting-out: right on the premise of the designer meeting specification, levy approves
The column tie-bar of profile steel joint is optimized；3. the working procedure in work progress controls, in work progress, to containing shaped steel
The sequence of construction of the complex node of post, section steel beam, prestressing force and xoncrete structure is carried out clearly, and supervises in work progress
Superintend and direct execution；4. the control of percent opening, use reinforcing bar bending get around steel column through or anchoring, answer restricted type time inevitable
Steel web holes cross section loss rate, otherwise should be relevant by 04SG523 " reinforced concrete composite structure structure " within 25%
Requirement carries out reinforcement.
Advantages of the present invention and effect: ensure node area intensity, also weakens concrete strength and change the impact brought, it is ensured that
Construction quality, it is simple to construction, reduces cement consumption, minimizing sand factor, increase stone content, the minimizing slump, reduces and use
The water yield, to reducing the slump, it is adaptable to the scale of construction is big, complex structural designs, containing a large amount of Steel section members, prestressed respectively
Plant industry and civil buildings, especially utilized widely in large scale business synthesis project and implement.It is easy to beam body
Quality control manages with safety construction；Bearing capacity can improve 20%-30%, reduction of erection time, reduces construction cost, warp
Ji is suitable for, easy and simple to handle.
Accompanying drawing explanation
Fig. 1 is the preferred engineering method schematic diagram of the embodiment of the present invention 1.
Fig. 2 is the embodiment of the present invention 1 schematic flow sheet.
Detailed description of the invention
The invention will be further described in conjunction with the accompanying drawings and embodiments.
Embodiment 1: as shown in Figure 1, the engineering method order of the optimal way of selection.In construction, to bar construction successively first
Carry out manifold, can anchor and weld operation less, then, pair cross-section successively carries out beam haunch and fall deck-molding operation.
In aforementioned, " manifold " is in guarantee specification and " for the upper reinforcement of bearing both sides difference arrangement of reinforcement value, the most to the greatest extent may be used
The reinforcing bar that diameter is identical can be selected so that it is through bearing, it is to avoid anchor respectively at bearing " relevant requirement." can anchor "
This engineering method understands and is defined as, when beam steel cannot meet the condition of through node, to select to carry out in joint cores anchor
Gu." few weldering " this engineering method understands and is defined as when beam steel cannot meet the condition of through node and anchoring, optional
Select and reinforcement welding and shaped steel are taken gusset.
In aforementioned, beam haunch i.e. uses beam haunch, beam edge steel bar stress to can bypass the through or straight anchor of steel column；Fall beam
Height is reduction back absolute altitude, at Duo Liang, many placing of reinforcements, may cause the complex node having poured back plate face superelevation,
Back absolute altitude is reduced.
This engineering method in force, as shown in Figure 2:
1, structure chart, steel construction in-depth figure are comprehensively deepened setting-out, utilize computer that complex node is carried out three-dimensional and build
Mould and plane setting-out, the spatial relationship between each component is directly clear, or drawing itself existence conflicting to detail treatment is asked
Topic feeds back to each specialty and designing institute deepens examination & verification again.
2, on the premise of related specifications and every profession and trade standard are allowed use reinforcing bar bending, Reinforcement Replacement, beam section haunch,
Mechanical anchor, reduce back absolute altitude, the reinforcing bar in original drawing is arranged, is anchored and weld by the method such as use of reducing sleeve
Form, take bars position, wear muscle hole number and position carries out checking and deepening setting-out, and be reflected in three-dimensional modeling model,
Check its spatial relationship.
3, by after the comprehensive in-depth figure confirmation of complex beam Column border node, publish picture and issue construction, during keeping under strict supervision close inspection controlling
Make its Steel Reinforcing Bar Material, section steel suspended sets position, working procedure and construction quality.
Continue construction procedure to specifically include:
1, beam steel and the in-depth of beam section and setting-out at complex node；
Have during for avoiding the beam steel construction of complicated beam column node core area that reinforcing bar arrangement is in disorder, bar spacing is unsatisfactory for specification,
Anchorage length of steel bar is not enough, take on gusset the mass defects such as reinforcing bar weld seam short of width, simultaneously for avoiding section steel beam, the post edge of a wing
On plate, the random perforate because of reinforcement construction, causes the phenomenons such as Steel section member bearing capacity weakening, and this engineering method, for problems, carries
Go out and beam steel and cross section are optimized in the range of specification is allowed.According to optimizing, intrinsic amendment amplitude, scene are executed
Work is difficult to degree, affecting size, be conducive to the condition such as structural safety to determine that optimization principles and program are structure design:
Method used in concrete optimization process: 1. Reinforcement Replacement: according to equal strength substitution principle, diameter is little, radical is many
Reinforcement Replacement be the high tensile reinforcement being relatively large in diameter, to reduce reinforcing bar radical or reinforcing bar row, it is simple to the through connection of reinforcing bar or anchor
Gu, it is to avoid reinforcing bar anchors respectively in node area, causes reinforcing bar overstocked to affect concreting, plate face superelevation, takes steel on gusset
The generation of the unfavorable factors such as the too much weld width of muscle cannot ensure.
2. reinforcing bar bending: through linking up with designer, Large-size rebar horizontal direction bends the number of degrees within 30 ° to reinforcing bar
The stress performance of itself there is no considerable influence, therefore can arrange and make down material list by the angle needing bending reinforcing steel bar and be processed by subpackage
Blanking, to realize the optimization principles of " manifold, can anchor ".
3. anchor type: complex node region specifically includes that steel column or structure type steel column, section steel beam, post indulge muscle, Liang Zong
Muscle, core space stirrup, column bracket reinforcing bar.Region component is many, reinforcing bar is intensive for these, collides probability greatly between reinforcing bar and Steel section member,
Reinforcing bar anchor and the form in post only rely on traditional straight anchor formula can not meet on-the-spot practice of construction, therefore bent anchor, mechanical anchor
Also to use at this node region simultaneously.
4. beam haunch: for some node, need to contact confirmation beam section width with designer and suitably strengthen, to electromechanics, build
Build, whether hard-cover, each specialty of structure exists without directly affecting, as without impact, can suitably used beam haunch, beam edge stress
Reinforcing bar can bypass the through or straight anchor of steel column.
5. fall back absolute altitude: there is Duo Liang, many placing of reinforcements, the complex node having poured back plate face superelevation may be caused to examine
Consider and back absolute altitude is suitably reduced.
2, the in-depth of complex node core space column tie-bar and setting-out: owing to complex node core space column tie-bar difficulty of construction is big, logical
Section steel beam web to be run through, when there is the bigger steel column in cross section, stirrup installation is difficult to operation, for this point, full
On the premise of foot specification, the designer's accreditation levied, the column tie-bar to profile steel joint suitably optimizes.
3, the working procedure in work progress controls
In work progress, inharmonious owing to coordinating between each specialty, cause the doing over again phenomenon of rectification that sequence of construction is misorient is universal
Existing, not only cause progress lost, the cost control to project management is ineffective simultaneously.Between the most each specialty, respectively itemize work
Between journey, rational sequence of construction is particularly important, to containing steel column, section steel beam, prestressing force and xoncrete structure in this engineering method
The sequence of construction of complex node carry out clearly, and implementation and supervision in work progress.
4, the control of percent opening
Reinforcing bar is worn muscle hole and is reserved work and can not accomplish to check completely the requirement of civil engineering by steel construction specialty in-depth unit,
And change is frequent in large-scale synthesis body items in commerce work progress, the perforate at Steel section member scene, reaming problem are difficult to avoid,
Therefore, for avoid percent opening excessive cause to Steel section member bearing capacity weaken phenomenon, should use as far as possible reinforcing bar bending around
Open form steel column is through or anchoring, should limit shaped steel web holes cross section loss rate time inevitable within 25%, otherwise should be by
The relevant requirement of 04SG523 " reinforced concrete composite structure structure " carries out reinforcement.
Claims (2)
1. beam column node core area strength Construction of Steel Structure method, it is characterised in that in construction, is first successively carried out bar construction
Manifold, can anchor and weld operation less, then, pair cross-section successively carries out beam haunch and fall deck-molding operation；Manifold is i.e. for bearing two
The upper reinforcement of side difference arrangement of reinforcement value, selects the reinforcing bar that diameter is identical so that it is through bearing, it is to avoid divide at bearing the most as far as possible
Do not anchor；Can anchor be when beam steel cannot meet the condition of through node, can select to anchor in joint cores；
Few weldering, for when beam steel cannot meet the condition of through node and anchoring, may select and reinforcement welding and shaped steel are taken gusset；Beam
Haunch i.e. beam edge steel bar stress can bypass the through or straight anchor of steel column；Fall deck-molding is reduction back absolute altitude, at Duo Liang, many
Placing of reinforcement, may cause the complex node having poured back plate face superelevation, is reduced by back absolute altitude.
2. beam column node core area as claimed in claim 1 strength Construction of Steel Structure method, it is characterised in that in force,
Structure chart, steel construction in-depth figure are comprehensively deepened setting-out, utilizes computer that complex node is carried out three-dimensional modeling and plane
Setting-out, or drawing built-in problem conflicting to detail treatment feeds back to each specialty and designing institute deepens examination & verification again；
On the premise of related specifications and every profession and trade standard are allowed use reinforcing bar bending, Reinforcement Replacement, beam section haunch, mechanical anchor,
Reduce back absolute altitude, the reinforcing bar in original drawing is arranged by the method such as use of reducing sleeve, anchoring and Type of Welding, take muscle
Board position, wear muscle hole number and position carries out checking and deepening setting-out, and be reflected in three-dimensional modeling model, check its space
Relation；After the comprehensive in-depth figure confirmation of complex beam Column border node, publish picture and issue construction, during keeping under strict supervision close inspection controlling
Its Steel Reinforcing Bar Material, section steel suspended set position, working procedure and construction quality；Construction procedure specifically includes: 1. at complex node
Beam steel and the in-depth of beam section and setting-out, Reinforcement Replacement: the reinforcing bar according to equal strength substitution principle, diameter is little, radical is many
Replacement is the high tensile reinforcement being relatively large in diameter；Reinforcing bar bends: the Large-size rebar horizontal direction bending number of degrees, need within 30 °
The angle of bending reinforcing steel bar arranges realizing the optimization principles of " manifold, can anchor "；Anchor type: complex node region is mainly wrapped
Include: steel column or structure type steel column, section steel beam, muscle indulged by post, beam indulges muscle, core space stirrup, column bracket reinforcing bar, bent anchor, machine
Tool is anchored at this node region and uses simultaneously；Beam haunch: using beam haunch, it is through that beam edge steel bar stress can bypass steel column
Or straight anchor；Fall back absolute altitude: at Duo Liang, many placing of reinforcements, complex node back absolute altitude is reduced；2. complex node core
The column tie-bar in-depth of heart district and setting-out: on the premise of the designer meeting specification, levy approves, the column tie-bar of profile steel joint is entered
Row optimizes；3. the working procedure in work progress control, in work progress, to containing steel column, section steel beam, prestressing force,
And the sequence of construction of the complex node of xoncrete structure is carried out clearly, and implementation and supervision in work progress；4. percent opening
Control, use reinforcing bar bending get around steel column through or anchoring, shaped steel web holes cross section loss rate should be limited time inevitable
Within 25%, otherwise should carry out reinforcement by 04SG523 " reinforced concrete composite structure structure " relevant requirement.
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| CN201410815218.2A CN105735490A (en) | 2014-12-08 | 2014-12-08 | Construction method for beam column joint core area rigid steel structure |
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| CN201410815218.2A CN105735490A (en) | 2014-12-08 | 2014-12-08 | Construction method for beam column joint core area rigid steel structure |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111734134A (en) * | 2020-06-02 | 2020-10-02 | 中国华冶科工集团有限公司 | Construction method and system for section steel concrete beam column joint |
| CN113882863A (en) * | 2021-09-29 | 2022-01-04 | 重庆建工第七建筑工程有限责任公司 | Construction method of underground complex frame shear structure based on BIM technology |
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| CN111734134A (en) * | 2020-06-02 | 2020-10-02 | 中国华冶科工集团有限公司 | Construction method and system for section steel concrete beam column joint |
| CN113882863A (en) * | 2021-09-29 | 2022-01-04 | 重庆建工第七建筑工程有限责任公司 | Construction method of underground complex frame shear structure based on BIM technology |
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Application publication date: 20160706 |