CN101333825B - High-rise building frame supported sectional steel concrete girder-like structural transfer floor construction method - Google Patents
High-rise building frame supported sectional steel concrete girder-like structural transfer floor construction method Download PDFInfo
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Abstract
Disclosed is a construction method of the support frame steel concrete girder structure transfer floor for the high-rise buildings, which relates to the high-rise building structural transferring technology. Reinforced plates are welded on a profiled steel girder column flange plate and a profiled steel column flange plate; a profiled steel column stirrup is machined to an open stirrup which is welded on the reinforced plate. A perforation hole used for the stirrup to be inserted into is preset on the web plate of the profiled steel column; an angle table is welded on the profiled steel column flange plate; reinforced steel bars are in lap welding with the angle table. In the intersection of a non-frame girder and the profiled steel girder, the reinforced steel bars disconnect a bent anchor on the profiled steel girder web plate; wall body reinforced plates are generally welded on the upper flange wall body of the profiled steel girder; both sides of the wall body reinforced steel bars are welded on the wall body reinforced plates. Perforation holes used for the stirrup to be inserted into are prearranged on the upper flange of the profiled steel girder for the reinforced steel bar parts of the upper column and the concealed column of the profiled steel concrete girder; tie bars are welded with the tie bar reinforced plates. Spilt bolts are welded on both sides of the profiled steel web plate to reinforce the profiled steel concrete girder mould plate. The construction method of the support frame steel concrete girder structure transfer floor for the high-rise buildings has the advantages that the important technical problem the support frame steel concrete girder structure transfer floor in the construction process of the high-rise buildings is solved; the intensity, rigidity and the vibration resistance of the profiled steel concrete girder are reinforced.
Description
Technical field
The present invention relates to the high building structure switch technology, a kind of high-rise building frame supported sectional steel concrete girder-like structural transfer floor construction method especially is provided, be applicable to that frame props up steel reinforced concrete beam type structural transition layer.
Background technology
Conversion layer is an extremely important structure in the highrise building, and it can guarantee the overall security of highrise building, and different its job practicess of conversion layer structure form also respectively have characteristics.From the present highrise building of domestic and international existing band conversion layer, conversion layer structure mainly contains beam type, board-like, box, truss-like and Vierendeel truss formula.Also have some forms not too commonly used in addition, as arch formula, zygostyle formula, wall formula, indirect type, mega-frame etc.The concrete beam-type structural transition layer is used the most extensively at home, accounts for more than 85% of conversion layer form according to statistics.Reason be its design and the construction simpler, power transmission is direct, force mechanism is clear and definite and cost is reasonable.Beam-type transition layer is widely used among the Large Space at Lower Part shear wall structure owing to its advantage, when needs can adopt two-way beam when direction is changed simultaneously in length and breadth.But when the span of beam is big, because the size of conversion beam is controlled but not anti-bending bearing capacity by shear-carrying capacity usually.So and the very big size Gao Erda that brings beam of the vertical load that bears, the excessive difficulty of construction of bringing of depth of beam strengthens.Reducing concrete conversion crossbeam deck-molding comparison efficient ways is to adopt reinforced concrete composite structure, also claims steel composite construction.Because the plurality of advantages of steel reinforced concrete, this structure of many employings is done conversion layer in high level, superelevation layer conversion layer structure.
The steel reinforced concrete structure conversion layer is a kind of novel form of structure, and the building of banding pattern steel concrete conversion beam conversion layer is more and more, and the whole lateral deformation stiffness of steel reinforced concrete structure beam-type transition layer is very big, can satisfy shockproof requirements.The conversion layer frame props up girder with rolled steel section en cased in concrete, column section is big, the reinforcing bar dense arrangement.The steel reinforced concrete conversion beam that has is respectively arranged double reinforcing bar up and down, the bean column node reinforcing bar is crisscross, stirrup is with ring-like profile steel concrete column, the beam periphery of centering on, when profile steel concrete column or beam size too hour, spacing is too little between stirrup and the shaped steel, 135 ° of crotch site operations of stirrup are difficult for, and stirrup collides with section steel beam, post frange plate easily.Cause the bad or shock resistance loss of construction quality, meet section steel beam position stirrup at bean column node position steel column stirrup and need run through the section steel beam web, can't adopt closed stirrups, present known way is to reserve to wear the muscle hole on the section steel beam web, pass in the hole that the stirrup of steel column has stayed on the section steel beam web, owing to whole stirrup can't pass, can only be with the stirrup segmentation, adopt the construction of L type or ㄇ type combination, weld with electric welding again.But this job practices stirrup is worn the muscle hole site and section steel beam web bolt hole is very approaching, and perforation has weakened the intensity of section steel beam.Cause the section steel beam web to tear easily, influence shock resistance.To pass the web of steel column at the main muscle of bean column node position girder with rolled steel section en cased in concrete, meet the steel column edge of a wing because can not perforate on frange plate, present known way is a welded reinforcement continued access device on the steel column frange plate, the steel reinforced concrete beam steel is connected by steel bar connector, but continued access device quantity is too much in application process because on the steel column frange plate, even steel bar connector dual layer arrangement, cause the welding procedure difficulty, or the diaphragm spacing is too small in the steel column, construction is difficult for, or, cause the steel column frange plate to tear easily because diaphragm and steel bar connector can't horizontal alignments in the steel column.Because the compression of girder with rolled steel section en cased in concrete size makes steel bar connector and section steel beam wing plate insufficient space, influence section steel beam and steel column infiltration welding or continued access device and steel column frange plate welding quality.Normal generation debentition and fracture in the steel bar connector test, quality (intensity, toughness) does not reach standard.The steel bar connector of having finished welding on the steel column frange plate suffers damaged in collision easily in reinforcing bar binding, carrying, hoisting process.And the steel bar connector overmatter forms grouting hole or honeycombing easily less than maximum bar diameter.The joint weakness of destroying easily will be formed.
Prop up in the steel reinforced concrete beam type structural transition layer work progress at frame in addition and also can meet following technical barrier:
1, it is very close that frame props up the interior lacing wire of girder with rolled steel section en cased in concrete, level interval is the twice of non-encrypted area stirrup spacing, and two rows vertically are staggeredly arranged, and lacing wire need be passed the section steel beam web, need on the section steel beam web, reserve and wear the muscle hole, certainly will weaken the bearing capacity of section steel beam like this;
2, the body of wall reinforcing bar all needs anchoring in frame props up girder with rolled steel section en cased in concrete on the conversion layer, belongs to wall on the beam.The body of wall reinforcing bar need pass the upper and lower edge of a wing of section steel beam on the girder with rolled steel section en cased in concrete, this just need reserve on the upper and lower edge of a wing of section steel beam and wear the muscle hole, and the body of wall vertical reinforcement is very close, it is densely arranged on the section steel beam edge of a wing that section steel beam is worn the muscle hole, greatly weakened the bearing capacity of section steel beam, very unfavorable to structure stress.
3, common non-Vierendeel girder and section steel beam intersection bottom reinforcement bars chance frame props up section steel beam and will wear the muscle hole in the reservation of web place;
4, more section steel beam, the post splicing upper and lower edge of a wing of section steel beam, node place are adopted and are connected steel plate, high-strength bolt connection.Because the very close reinforcing bar binding difficulty that causes of reinforcing bar in the girder with rolled steel section en cased in concrete.
5, to prop up the girder with rolled steel section en cased in concrete depth of section very big for frame, has enough intensity, rigidity, stability in order to guarantee beam forms, indeformable in concrete placement, formwork erection, reinforces difficulty.
6, girder with rolled steel section en cased in concrete upper prop, the anchoring in girder with rolled steel section en cased in concrete of shear wall sleeper reinforcing bar must be reserved in the section steel beam top flange and wear the muscle hole, and perforate has weakened the intensity of section steel beam, must take reinforcement measure.
Summary of the invention
The object of the present invention is to provide a kind of high-rise building frame supported sectional steel concrete girder-like structural transfer floor construction method, overcome column beam joint position profile steel concrete column encrypted area stirrup and worn the section steel beam web, girder with rolled steel section en cased in concrete master muscle is worn the steel column edge of a wing, the section steel beam web is worn in lacing wire in the beam, need on web, reserve and wear the muscle hole, the body of wall reinforcing bar need pass on the section steel beam on the girder with rolled steel section en cased in concrete, the bottom flange, need be on section steel beam, the bottom flange is reserved and is worn the muscle hole, common non-Vierendeel girder and girder with rolled steel section en cased in concrete intersection bottom reinforcement bars are worn the section steel beam web, section steel beam, on the post splicing node place section steel beam, the bottom flange connects steel plate because of adopting, the high-strength bolt connection causes reinforcing bar binding difficulty in the girder with rolled steel section en cased in concrete, frame props up the girder with rolled steel section en cased in concrete formwork erection, reinforce difficulty, the conversion layer upper prop, the sleeper reinforcing bar is worn on the section steel beam, the bottom flange need be on section steel beam, a series of technical barriers such as wearing the muscle hole are reserved in the bottom flange.
The invention provides a kind of stiffener and "T"-shaped steel corbel etc., this stiffener and "T"-shaped steel corbel etc. have not only solved bean column node position profile steel concrete column stirrup and have worn that section steel beam web, girder with rolled steel section en cased in concrete master muscle are worn body of wall reinforcing bar on lacing wire in the steel column edge of a wing, the beam, the girder with rolled steel section en cased in concrete, common non-Vierendeel girder props up a series of technical barriers such as girder with rolled steel section en cased in concrete formwork erection, reinforcing difficulty, conversion layer upper prop, sleeper reinforcing bar binding with girder with rolled steel section en cased in concrete intersection bottom reinforcement bars, section steel beam, post splicing node place reinforcing bar binding difficulty, frame.Need not reserve on the section steel beam web and wear the muscle hole.Strengthened the intensity of section steel beam.Avoided the section steel beam web to reserve wearing that the muscle hole may cause tears, strengthened shock resistance.Avoided that steel bar connector welding procedure difficulty, steel column frange plate are torn easily, steel bar connector suffers that easily damaged in collision, steel bar connector influence section steel beam and steel column infiltration welding or continued access device with steel column frange plate welding quality, form the defectives such as hole or honeycomb of being in the milk easily.And the anchoring in frame props up girder with rolled steel section en cased in concrete of body of wall reinforcing bar need not reserved on the upper and lower edge of a wing of section steel beam and wear the muscle hole on the conversion layer, has increased the bearing capacity of girder with rolled steel section en cased in concrete, the conversion layer good integrity of construct, lateral deformation stiffness greatly, satisfy shockproof requirements.Highly beneficial to structure stress.And "T"-shaped steel corbel and stiffener do not influence girder with rolled steel section en cased in concrete formwork erection, reinforcing, have solved the reinforcing bar binding difficult problem that double reinforcing bar is crisscross, dense arrangement caused simultaneously yet.
The technical solution adopted for the present invention to solve the technical problems is:
1, profile steel concrete column is the stirrup encrypted area in the column cap position, conventional job practices profile steel concrete column stirrup need be worn the section steel beam web, consider that section steel beam and steel column position of joints are weak part, to wear the muscle hole very unfavorable to structure stress if do, employing is welded stiffener on section steel beam, steel column frange plate, profile steel concrete column encrypted area innner and outer side stirrup is made U-stirrups and is welded on the stiffener.Like this, steel column stirrup in bean column node position need not worn the section steel beam web.
2, for the cross wise reinforcement of guaranteeing steel reinforced concrete column beam joint place connects and do not disturb mutually, on the steel column web, reserve and wear the muscle hole, and will stagger mutually.Reservation is worn aperture, muscle hole and should be convenient to wear reinforcing bar and can not too much weaken the steel column web again, and the aperture of reserving hole is than the big 4～6mm of bar diameter., obtain designing unit and agree when improper as the size of perforate on the steel column web and position with electric drill perforations adding or reamer reaming, not handy gas cutting perforate.Steel column is worn the intensity that the muscle hole has weakened steel column, should take reinforcement measure.Girder with rolled steel section en cased in concrete levels reinforcing bar is as being double, section steel beam and all reinforcing bars of steel column connecting portion must not pass the steel column edge of a wing, on steel column, weld "T"-shaped bracket during the processing type steel column, the first floor reinforcing bar rides on the "T"-shaped steel corbel upper plate, second layer reinforcing bar rides on the "T"-shaped steel corbel lower plate, overlapping part electricity consumption sealing closes, two-sided welding 5d, throat depth h is that 0.3d～0.5d, weld width b are 0.7d～0.9d (d is a bar diameter), and welding quality must reach checks and accepts and code requirement.
3, lacing wire is very close in the girder with rolled steel section en cased in concrete, conventional job practices need be passed the section steel beam web, need on the section steel beam web, reserve and wear the muscle hole, certainly will weaken the bearing capacity of section steel beam like this, along welding elongated lacing wire stiffener with section steel beam web vertical direction, lacing wire rides on the stiffener, overlapping part electricity consumption sealing closes, two-sided welding 5d, throat depth h are that 0.3d～0.5d, weld width b are 0.7d～0.9d (d is a bar diameter), and welding quality must reach checks and accepts and code requirement.
4, all anchorings in girder with rolled steel section en cased in concrete of body of wall reinforcing bar on the conversion layer belong to wall on the beam.At the high body of wall stiffener of the elongated welding in body of wall position, section steel beam top flange 150mm (body of wall stiffener height also can according to the bar diameter adjustment), the vertical double reinforcing bar of body of wall be made " U " shape, and the bar splice of " U " shape body of wall is staggered in 50% ratio.Both sides are welded on the body of wall stiffener, and two-sided welding 5d, throat depth h are that 0.3d～0.5d, weld width b are 0.7d～0.9d (d is a bar diameter), and welding quality must reach checks and accepts and code requirement.
5, common non-Vierendeel girder and frame prop up girder with rolled steel section en cased in concrete intersection bottom reinforcement bars chance frame and prop up the disconnection of section steel beam web, anchoring in frame props up girder with rolled steel section en cased in concrete.Meet the upwards curved anchor 15d (d is a bar diameter) of web.
6, section steel beam and steel column splicing node changes welding into.Reduce connection steel plate in bottom flange on the section steel beam, so that the steel reinforced concrete beam steel passes smoothly as far as possible.
7, for install, reinforcement type steel concrete side template, at section steel beam web both sides welding split bolt, split bolt diameter and spacing determine that by calculating split bolt adopts round steel to make, make " L " shape, turn chi partial-length 200mm (also can according to actual adjustment).Split bolt and the welding of section steel beam web, two-sided welding 5d, throat depth h are that 0.3d～0.5d, weld width b are 0.7d～0.9d (d is the split bolt diameter), welding quality must reach checks and accepts and code requirement.
8, girder with rolled steel section en cased in concrete upper prop, sleeper anchoring in girder with rolled steel section en cased in concrete, constrained edge newel post is at conversion layer place variable cross-section, and post variable cross-section position longitudinal reinforcement joint all adopts mechanical splice.Reinforcing bar reducing place adopts the reducing sleeve.In profile steel concrete column, insert 1.5lae (lae is a tensile reinforcement antidetonation anchorage length) when needing down slotting reinforcing bar down.The joint bar position is adjusted reinforcement location and is avoided steel column as colliding with steel column.Girder with rolled steel section en cased in concrete upper prop, shear wall sleeper are reserved in the section steel beam top flange and are worn the muscle hole, and section steel beam is worn the muscle bore dia and determined that according to the bar diameter size aperture of reserving hole is than the big 4～6mm of bar diameter.The magnetic force electric drill is all adopted in perforate, forbids flame cutting.Perforate has weakened the intensity of section steel beam, takes reinforcement measure.
The invention has the beneficial effects as follows that having solved the highrise building frame props up the great technical barrier of shaped steel concrete structural transition layer in work progress, has strengthened intensity, rigidity, the shock resistance of girder with rolled steel section en cased in concrete.Increased the bearing capacity of girder with rolled steel section en cased in concrete, the conversion layer good integrity of having constructed, lateral deformation stiffness be big, satisfy shockproof requirements.Highly beneficial to structure stress.Simple with the conventional construction method structure compared, job practices is easy, be convenient to operation, speed of application is fast, improved work efficiency, reduced labour intensity, with low cost.Not only save material but also can reduce cost, and overcome the steel bar connector quality and be not easy a series of shortcomings such as assurance.Construction quality is also guaranteed than additive method simultaneously, has increased durability of structures.Structural safety is reliable, and the quake-resistant safety degree of high level, super highrise building is guaranteed.Remedied the defective of existing construction technology.
Description of drawings
The present invention is further described below in conjunction with drawings and Examples.
Fig. 1 is the steel column stiffener schematic diagram of the specific embodiment of the invention.Wherein, girder with rolled steel section en cased in concrete 1, steel column 2, section steel beam 3, stiffener 4, the inboard stirrup 5 of steel column, steel column outside stirrup 6, profile steel concrete column master's muscle 7.
Fig. 2 is the common non-Vierendeel girder and the section steel beam intersection reinforcing bar way figure of the specific embodiment of the invention.Wherein, common non-Vierendeel girder 8, common non-Vierendeel girder bottom reinforcement bars 9.
Fig. 3 is body of wall reinforcing bar way figure on section steel beam on the conversion layer of the specific embodiment of the invention.Wherein, body of wall reinforcing bar 10, body of wall stiffener 11 on the conversion layer.
Fig. 4 is that section steel beam upper prop, the shear wall sleeper of the specific embodiment of the invention worn muscle hole schematic diagram.Wherein, section steel beam is worn muscle hole 12, section steel beam reinforcement steel plate 13.
Fig. 5 is the section steel beam and the steel column bean column node place steel corbel schematic diagram of the specific embodiment of the invention.Wherein, section steel beam stirrup 14, T-shape steel corbel upper plate 15, T-shape steel corbel lower plate 16, steel column are worn muscle hole 17, steel column reinforcement steel plate 18, lacing wire stiffener 19, split bolt 20.
The specific embodiment
In Fig. 1, welding stiffener 4 on the section steel beam 3 in girder with rolled steel section en cased in concrete 1, steel column 2 frange plates, the inboard stirrup 5 of steel column, steel column outside stirrup 6 are all made U-stirrups and are welded on the stiffener 4.Two-sided welding 5d, throat depth h are that 0.4d, weld width b are 0.8d (d is a bar diameter), and welding quality must reach checks and accepts and code requirement.The inboard stirrup 5 of steel column, steel column outside stirrup 6 other ends and 7 colligations of profile steel concrete column master muscle.
In embodiment illustrated in fig. 2, section steel beam 3 intersections in common non-Vierendeel girder 8 and the girder with rolled steel section en cased in concrete 1, common non-Vierendeel girder 8 bottom reinforcement barses are met section steel beam 3 web places and are disconnected anchoring in girder with rolled steel section en cased in concrete 1.Meet the upwards curved anchor 15d (d is a bar diameter) of web.
In another embodiment shown in Figure 3, all anchorings in girder with rolled steel section en cased in concrete 1 of body of wall reinforcing bar 10 belong to wall on the beam on the conversion layer.
At the elongated welding wall stiffener 11 in body of wall position, section steel beam 3 top flange, body of wall stiffener 11 height are 150mm, highly also can be according to the bar diameter adjustment, but height can not exceed conversion layer structure plate top mark height.Body of wall reinforcing bar 10 is made " U " shape on the conversion layer, and joint staggers in 50% ratio.Both sides are welded on the body of wall stiffener 11, and two-sided welding 5d, throat depth h are that 0.4d, weld width b are 0.8d (d is a bar diameter), and welding quality must reach checks and accepts and code requirement.
In the embodiment shown in fig. 4, the all anchorings in girder with rolled steel section en cased in concrete 1 of girder with rolled steel section en cased in concrete upper prop, sleeper reinforcing bar, girder with rolled steel section en cased in concrete upper prop, shear wall sleeper are reserved section steel beam and are worn muscle hole 12 in section steel beam 3 top flanges, section steel beam is worn the muscle bore dia and is determined that according to post, shear wall sleeper bar diameter size section steel beam is worn the aperture in muscle hole 12 than the big 5mm of bar diameter.The magnetic force electric drill is all adopted in perforate, forbids flame cutting.Perforate has weakened the intensity of section steel beam 3, and the perforate position is done reinforcement at section steel beam 3 top flange weld type girder steel reinforcement steel plates 13 and handled.
In the embodiment shown in fig. 5, in girder with rolled steel section en cased in concrete 1,, on steel column 2 webs, reserve steel column and wear muscle hole 17, and will stagger mutually for the cross wise reinforcement of guaranteeing the column beam joint place connects and do not disturb mutually.Steel column is worn 17 apertures, muscle hole and should be convenient to wear reinforcing bar and can not too much weaken steel column 2 webs again, and the aperture of reserving hole is than the big 5mm of bar diameter in the girder with rolled steel section en cased in concrete 1., obtain designing unit and agree when improper as the size of perforate on steel column 2 webs and position with electric drill perforations adding or reamer reaming, not handy gas cutting perforate.Steel column is worn the intensity that muscle hole 17 has weakened steel column 2 webs, wears muscle hole 17 position weld type steel column reinforcement steel plates 18 as reinforcement at steel column 2 open form steel columns.The levels reinforcing bar is as being double in the girder with rolled steel section en cased in concrete 1, in the girder with rolled steel section en cased in concrete 1, section steel beam 3 must not pass steel column 2 edges of a wing with all reinforcing bars of steel column 2 connecting portions, during processing type steel column 2 on the steel column 2 between welding "T"-shaped steel corbel upper plate 15, the T-shape steel corbel lower plate 16,15,16 and with steel column 2 between be connected and all adopt the 8mm fillet weld.The first floor reinforcing bar rides on 15, and second layer reinforcing bar rides on 16, and overlapping part electricity consumption sealing closes, and two-sided welding 5d, throat depth h are that 0.4d, weld width b are 0.8d (d is a bar diameter), and welding quality must reach checks and accepts and code requirement.Section steel beam stirrup 14 is by the designing requirement colligation.
The lacing wire joint welding is on lacing wire stiffener 19 in the beam, and two-sided welding 5d, throat depth h are that 0.4d, weld width b are 0.8d (d is a lacing wire bar diameter in the beam), and welding quality must reach checks and accepts and code requirement.Lacing wire stiffener 19 is along the elongated welding of section steel beam 3 web vertical direction.In order to install, reinforce girder with rolled steel section en cased in concrete 1 template, at section steel beam 3 web both sides welding split bolt 20, split bolt 20 diameters and spacing determine that by calculating split bolt 20 adopts round steel to make, make " L " shape, turn chi partial-length 200mm (also can according to actual adjustment).Split bolt 20 and the welding of section steel beam 3 webs, two-sided welding 5d, throat depth h are that 0.4d, weld width b are 0.8d (d is split bolt 20 diameters), welding quality must reach checks and accepts and code requirement.
Claims (6)
1. high-rise building frame supported sectional steel concrete girder-like structural transfer floor construction method, it is characterized in that: step is:
(1) the bean column node position is adopted and weld stiffener on section steel beam, steel column frange plate, and steel column stirrup encrypted area stirrup is made U-stirrups and is welded on the stiffener;
(2) frame props up the cross wise reinforcement at girder with rolled steel section en cased in concrete column beam joint place, on the steel column web, reserve steel column and wear the muscle hole, and stagger mutually, steel column is worn position, muscle hole weld type steel column reinforcement steel plate as reinforcement, during position, edge of a wing processing type steel column on the steel column edge of a wing the "T"-shaped steel corbel of welding, the beam steel joint welding is on "T"-shaped steel corbel;
(3) frame props up lacing wire and the elongated lacing wire stiffener overlap joint welding of welding along section steel beam web vertical direction in the girder with rolled steel section en cased in concrete, lacing wire rides on the stiffener, overlapping part electricity consumption sealing closes, two-sided welding 5d, throat depth h is that 0.3d～0.5d, weld width b are 0.7d～0.9d, and d is a bar diameter;
(4) the vertical double reinforcing bar of body of wall on the conversion layer, the outside of every placing of reinforcement is welded on respectively on the two elongated body of wall stiffeners in section steel beam top flange in the double reinforcing bar;
(5) common non-Vierendeel girder and frame prop up the girder with rolled steel section en cased in concrete intersection, and the section steel beam web that common non-Vierendeel girder bottom reinforcement bars chance frame props up in the girder with rolled steel section en cased in concrete disconnects anchoring in frame props up girder with rolled steel section en cased in concrete; The chance frame props up the upwards curved anchor 15d of section steel beam web in the girder with rolled steel section en cased in concrete, and d is a bar diameter;
(6) frame props up the steel column splicing node that section steel beam in the girder with rolled steel section en cased in concrete and frame prop up in the profile steel concrete column and is welding;
(7) the section steel beam web both sides reinforcement of weld frame that props up in the girder with rolled steel section en cased in concrete at frame props up the split bolt that the steel reinforced concrete side template is used;
(8) frame props up girder with rolled steel section en cased in concrete upper prop, the anchoring in frame props up girder with rolled steel section en cased in concrete of shear wall sleeper, and beam upper prop, shear wall sleeper are reserved at the section steel beam top flange plate and worn the muscle hole.
2. method according to claim 1 is characterized in that: steel column is worn the intensity that the muscle hole has weakened the steel column web, at steel column web perforate position weld type steel column reinforcement steel plate as reinforcement; The reinforcing bar joint welding is on "T"-shaped steel corbel, and two-sided welding 5d, throat depth h are that 0.3d～0.5d, weld width b are 0.7d～0.9d, and d is a bar diameter.
3. method according to claim 1 is characterized in that: reserve and wear the aperture in muscle hole than the big 4～6mm of bar diameter; On steel column, weld "T"-shaped steel corbel during the processing type steel column, the first floor reinforcing bar rides on the "T"-shaped steel corbel upper plate, second layer reinforcing bar rides on the "T"-shaped steel corbel lower plate, overlapping part electricity consumption sealing closes, two-sided welding 5d, throat depth h is that 0.3d～0.5d, weld width b are 0.7d～0.9d, and d is a bar diameter.
4. method according to claim 1, it is characterized in that: the vertical double reinforcing bar of body of wall is made " U " shape, the body of wall bar splice is staggered in 50% ratio on the conversion layer, the outside of every placing of reinforcement is welded on respectively on two elongated body of wall stiffeners in two placing of reinforcements, two-sided welding 5d, throat depth h are that 0.3d～0.5d, weld width b are 0.7d～0.9d.
5. method according to claim 1, it is characterized in that: in step (7), split bolt diameter and spacing are determined by calculating, split bolt adopts round steel to make, and makes " L " shape, turns chi partial-length 200mm, split bolt and frame prop up the section steel beam web welding in the girder with rolled steel section en cased in concrete, two-sided welding 5d, throat depth h are that 0.3d～0.5d, weld width b are 0.7d～0.9d, and d is the split bolt diameter.
6. method according to claim 1, it is characterized in that: in step (8), section steel beam is worn the muscle bore dia and is determined according to the bar diameter size, section steel beam is worn the aperture in muscle hole than the big 4～6mm of bar diameter, the magnetic force electric drill is all adopted in perforate, perforate has weakened the intensity of section steel beam, takes the intensity of the reinforced girder steel of weld type girder steel reinforcement steel plate at the perforate position of section steel beam.
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| CN101818570B (en) * | 2010-03-23 | 2011-06-15 | 南通宏华建筑安装有限公司 | Method for constructing girder structure conversion layer of high-rise building |
| CN101899907B (en) * | 2010-04-08 | 2015-02-11 | 台州建筑安装工程公司 | Reinforced concrete column replacing and reinforcing method and device for unloading load of reinforced concrete column |
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