CN202227476U - High-altitude large-span overhung corridor-type reinforced concrete structure - Google Patents
High-altitude large-span overhung corridor-type reinforced concrete structure Download PDFInfo
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- CN202227476U CN202227476U CN2011203458244U CN201120345824U CN202227476U CN 202227476 U CN202227476 U CN 202227476U CN 2011203458244 U CN2011203458244 U CN 2011203458244U CN 201120345824 U CN201120345824 U CN 201120345824U CN 202227476 U CN202227476 U CN 202227476U
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Abstract
The utility model relates to a high-altitude large-span overhung corridor-type reinforced concrete structure, wherein the corridor part has a stiff girder structure, the girder formwork support system is a suspension-type formwork support system which works based on the carrying capacity of section steel and achieves the effect of fixing square steel members through U-shaped screw rods and nuts; floor slabs comprise self-support steel bar truss formworks which are welded on pre-embedded steel plates on stiff girders through bolt nails, and steel platforms are mounted to the corresponding storeys at the lower part of the corridor and serve as the operation and safety protection platforms for formwork support construction. The utility model has the benefits as follows: by virtue of the formwork construction method in which the operation platforms are built with the I-steel members or section steel girders, the stiff girders are built by dry-hanging self-supporting process and the floor slabs are built by self-supporting process, the difficulty of building formworks for high-altitude large-span overhung corridor structures is solved, the consumption of circulation materials is reduced, the construction cost is reduced, the construction progress is accelerated, and the safety is guaranteed. The steel plates are pre-embedded on the stiff girders to achieve the effective connection of the floor slabs and the stiff girders and the combined action of the floor slabs and the stiff girders, so as to ensure the structural safety.
Description
Technical field
The utility model relates to the technical field of high-altitude overhanging vestibule strengthening concrete structure construction, especially a kind of high-altitude long-span vestibule steel reinforced concrete structure of encorbelmenting.
Background technology
Along with the development of urban construction, architects give full play to the wisdom of, and fantasy emerges many peculiarly shaped, baroque buildings in succession, for people have brought visual impact, but have also brought great challenge to engineer's construction.Particularly public building often adopts the gimmick of encorbelmenting greatly in the high-altitude, satisfies the demand of moulding, for example; The high building of several buildings high level in a row, super highrise building in Building two; Designing requirement is respectively encorbelmented through reinforced concrete structure in the air, and half forms vestibule and makes structure be unified into an integral body once more, utilizes the effect in cavity, to realize the penetrating and visual impact of environment; With the light and shade of facade and the actual situation in space, embody architect's design idea.
Yet, high-altitude, the large span vestibule strengthening concrete structure construction of encorbelmenting, few at national similar engineering; Technology measure that can reference and data are seldom; And making mistakes slightly occurs serious accident and the great quality accident that formwork system caves in easily, like the generation of such accident, can directly have influence on construction operation personnel's life safety and cause great quality accident; Country and enterprise are sustained a great loss, also have influence on the reputation of enterprise simultaneously.
Characteristics to this class formation formwork are: span greatly, highly high, working load is big, construction process requirement is high, difficulty is big; Therefore in order to accomplish advanced technology, economical rationality, to ensure the quality of products, guarantee safety; To improving high-altitude, the large span vestibule strengthening concrete construction method of encorbelmenting is a new problem, has the realistic meaning of highly significant.
The utility model content
The purpose of the utility model is the operating platform that utilizes the two building high buildings encorbelment between the vestibule to adopt i iron or section steel beam to build; The encorbelment formwork and the casting reinforced concrete of vestibule; The primary and secondary beam of vestibule adopts self-supporting to hang the mould technology; The vestibule floor adopts the self-bearing type floor to construct, and forms that a kind of job practices is simple, handling safety, assembling and disassembling a kind of high-altitude long-span convenient, that help civilized construction are encorbelmented the vestibule steel reinforced concrete structure.
The utility model solves the technical scheme that its technical problem adopts: this high-altitude long-span vestibule steel reinforced concrete structure of encorbelmenting; The i iron girder is installed between east, the XiTaLou structure bottom floor structure; The girder anchor ring is embedded in lower floor's floor structure, and the i iron main cable and girder is installed the back and is fixedly connected with the girder anchor ring in the end; The upper floor structure is embedded with diagonal member built-in fitting and insurance oblique rollering steel silk rope suspension ring; Be provided with the i iron diagonal member between lower floor's floor structure and the upper floor structure; The i iron secondary beam is installed on lower floor's floor structure, the i iron diagonal member through high-strength bolt be connected otic placode and connect; The U-shaped screw rod of stiffness girder, stiffness secondary beam through square steel and double nut clamped beam soffit formwork and in the stupefied lumps of wood, in the stupefied lumps of wood be parallel to the beam axis arranged, the vertical cross girders axis arranged of square steel; The stupefied lumps of wood and stupefiedly be fastenedly connected in install in the side template outside with Screw arbor with nut at both-ends by two steel pipes are outer; At the stiffness plate of pre-buried good and reinforcement bar truss mould plate welding of stiffness girder, stiffness secondary beam back, thick stiffness plate and stiffness girder, the inferior beam stirrup of stiffness are welded to connect.
The encorbelment job practices of vestibule steel reinforced concrete structure of this high-altitude long-span, construction method step is following;
General design idea: the vestibule position is the stiffness girder construction, and the beam forms support system utilizes the bearing capacity of shaped steel self, adopts the fixedly Hanging type form bracing system of square steel mode of U-shaped screw rod, nut; Floor adopts the self-bearing type reinforcement bar truss mould plate, and employing is fastened tack welding and is connected on the pre-embedded steel slab on the stiffness beam.Vestibule bottom corresponding storey setting steel platform is as the operation and the security protection platform of falsework construction.
1 according to related specifications such as engineering structures type, working load, " loading code for design of building structures " GB50009, " Code for design of steel structures " GB50017, " Code for design of concrete structures " GB50010, " steel tube fastener formula scaffold standard " JGJ130, " building operations template technical specification of security " JGJ162 establishments constructure scheme, and that confirms built-in fitting buries the negative or shaped steel of floor, position and I-shaped, the model of wire rope, specification underground;
The installation of 2 operating platform i iron girders: the relevant position confirming floor is buried dowel or anchor ring type built-in fitting underground; After respective storey floor slab construction completion concrete strength reaches 2.0MPa, carry out the i iron girder installation work of operating platform, need when meeting shear wall 31 reserve hole, so that the dismounting in later stage in i iron girder installation position.
A, installation are prepared
The installation work of platform shaped steel needs to accomplish in the respective storey structure, carries out when concrete strength reaches 2.0MPa.The operating platform girder adopts the 22a# i iron to be shelved between the two building high buildings, each interior anchor 1250mm of two ends, and total length is 16m; Because it is 9m that manufacturer produces single maximum length; Need carry out the connection work of shaped steel before the lifting in advance, the shaped steel connecting bolt is selected 8.8 grades for use, M20 friction-type high-strength bolt.
I iron girder diagonal member embedded part must be undertaken pre-buried by the design size position before the cast of operating platform last layer high building structure.
I iron master, secondary beam adopt tower crane to lift.Before the lifting, carry out the setting-out symbol according to size on the operating platform scaffold layout plan.According to regulation and stipulation shaped steel, steel pipe, fastener, pin hand sheet are inspected for acceptance.
B, operating platform i iron girder mounting method
The i iron girder of operating platform adopts tower crane directly to lift, and is in place according to the line that prior bullet is good.After the i iron main cable and girder is in place, with timber wedge with i iron and pre-buried good Φ 20 pressure ring wedgings in advance.
C, girder i iron are controlled the wire rope installation in advance
For preventing that the i iron girder is big around spending when carrying out the installation of secondary beam and diagonal member; Pre-buried Φ 20 draw rings adopt 6 * 19 Φ, 20 wire rope to control in advance on i iron girder and operating platform last layer high building structural beams; The control wire rope reaches 75% in operating platform last layer structural strength grade in advance, is provided with before operating platform secondary beam, diagonal member are installed to put in place.
3 the construction pre-buried diagonal member built-in fitting, treat that concrete strength reaches design strength 75% after, carry out the installation of diagonal member, operating platform secondary beam.
A, diagonal member are installed
After two high building operating platform last layer structures completion concrete strength reaches 75% preparatory control wire rope installation in position, carry out diagonal member and install.Diagonal member adopts the 16# i iron; The i iron girder sockets and a little is arranged on 3.6m position, two ends; Vertical direction is a pre-buried embedded part and the pre-buried wire rope draw ring of socketing on operating platform last layer high building structural beams, post; Adopt the interim drawknot of wire rope on girder when later stage secondary beam i iron, diagonal member dismounting,, form 45 ° of angles as safety stock.Install for ease of diagonal member, the short stiffener of welding adopts high-strength bolt that stiffener is connected with 16# i iron pull bar at last on built-in fitting and 22a# i iron girder.See accompanying drawing seven for details
B diagonal member installation steps:
The first step: after the girder i iron installs, need to set up interim support body in the diagonal member fitting limit, the operating platform when installing as diagonal member.At first in the diagonal member span scope 3.6m install the i iron secondary beam and with the girder fixation, after secondary beam fixes, adopt the lumps of wood, veneer laying people's operating platform on the secondary beam.
The second step diagonal member is installed: diagonal member adopts the 16# i iron, and tower crane assists to install.Diagonal member connects the employing high-strength bolt; Earlier with diagonal member handling to body of wall built-in fitting height; Carry out with wall on built-in fitting temporary fixed, nut is not temporarily tightened, commander's tower crane slowly is lowered into girder with diagonal member and sockets a position; Carry out socketing on the girder i iron connection a little, last clamp nut.
C, i iron secondary beam are installed
Secondary beam is shelved on the 22a# i iron girder as the operating platform bracket basis, presses 1000mm perpendicular spacing and girder and arranges, adopts spot welding and girder to fix behind the installation in position.After secondary beam installs and fixes completion, on secondary beam, press 2 Φ 20 long 100mm bar dowel heads of vertical pole ' s span 1000mm welding, to be used for preventing the rack rod displacement.
4 operating platforms are treated to carry out anchor section stiffness beam shaped steel lifting in the vestibule position, stay in place formwork, reinforcement construction, concrete cast after the post concrete strength reaches design strength 75% with upper strata high building roof structure, post construction.
5 operating platform support bodys are set up.
When setting up platform support; At first adopt on the secondary beam i iron of installing, fixing the lumps of wood, template lay one interim on people's operating platform, begin to set up vertical rod then, vertical rod packs on the bar dowel that welds in advance; In case stop bit moves, cause the support body basis unsettled.Vertical rod is set up, and earlier the rectangle by 4m * 4m begins vertical rod for four jiaos, connects the bar of sweeping the floor then, horizon bar is stablized support body, is setting up by the vertical pole ' s span requirement.
It is 1.800m that support is set up step pitch, and liftoff 200mm establishes the two-way in length and breadth bar of sweeping the floor, and per four stride oblique bridging is set around the support body, second the step frame height place establish horizontal cross brace one.
After support body is set up and finished, completely spread scaffold floor, use the iron wire fixation at support low layer, top layer.
Pre-embedded steel slab on the shear wall is striden setting by two steps two, and last and support body drawknot steel pipe welds detailed accompanying drawing 15
6 treat the non-vestibule of roofing layer position structure concrete strength reach design strength 75% after, adopt tower crane to carry out lifting, the fixed installation of vestibule part shaped steel.
After the lifting completion of 7 shaped steel, operating platform are set up and finished, carry out template, reinforcing bar, the concrete construction of vestibule position stiffness beam, and, carry out the side bar concrete of vestibule position girder and half depth of section and build at the pre-buried good steel plate that welds with reinforcement bar truss mould plate of back.
After a stiffness beam shaped steel is in place, the reversal of the natural order of things of the U type screw rod of fabrication and processing is welded on the section steel beam, spot welding is fixed, and U type screw rod is provided with spacing should meet the spacing requirement in the computation schemes.
B mounting rail soffit formwork, template adopt the thick veneer of 18mm; After preparing template; Stupefied lumps of wood nail packs on the U-shaped screw rod that is fixed on the shaped steel on form surfacing in inciting somebody to action, and reserving hole needs consistent with the U-shaped screw position on the template; Install for convenient, available bolt carries out temporary fixed to the template of having installed.
Outer stupefied square steel, nut at the bottom of the c mounting rail: the hole with the screw rod drawknot on the outer stupefied square steel need shift to an earlier date the spacing requirement that screw rod was accomplished and met in perforate, adopts nut screwing clamping to fix after the outer stupefied square steel installation, and carries out horizontal survey, and nut capable of using is finely tuned.Outer stupefied square steel adopts 3 nuts to fix.
D, strengthening beam steel, back pre-embedded steel slab are installed
The beam steel erection sequence: the vertical muscle of beam connects--stirrup installation---stirrup drag hook and installs.
The back pre-embedded steel slab is installed: what adopt because of the vestibule floor is the self-bearing type reinforcement bar truss mould plate, need when reinforcement bar truss mould plate is installed with beam weld fixing, for this reason, at the pre-buried elongated steel plate of stiffness beam back, as the mother metal that welds with reinforcement bar truss mould plate.Steel plate is wide wide with stiffness beam shaped steel, and thickness is 10mm, and the pre-buried drawknot of steel plate adopts the U-shaped drag hook of Φ 10200.
Before pre-buried, at first adopt transit to determine axial location, on beam stirrup, draw logical line, the control line as steel plate when pre-buried carries out pre-buried then, pre-buriedly adopts level gauge that steel plate plate face absolute altitude is carried out repetition measurement fixedly the time.After axial location, absolute altitude are errorless, that U-shaped drag hook and beam steel welding is fixing.
E, stiffness beam side are installed
After beam steel, built-in fitting are installed and finished, carry out the side form sealing, the fixing outer stupefied steel pipe of Screw arbor with nut at both-ends drawknot that adopts of side template is fixed.
The first step: Screw arbor with nut at both-ends is installed, need are passed the position of shaped steel web, need carry out perforate in advance, bolt is installed and fixed.
Second step: mounting rail side template, the lumps of wood are installed: after preparing template, stupefied lumps of wood nail packs on the Screw arbor with nut at both-ends that fixes on form surfacing in inciting somebody to action.
The 3rd step: side template is fixed: it is outer stupefied to adopt fan-deck card to wale two steel pipes, fastening with double nut.
The side bar concrete cast that 8 vestibule position secondary beams and residue are half the
Consider when stiffness master, secondary beam, floorslab concrete are poured into a mould simultaneously; Stiffness girder end amount of deflection is bigger; So adopt segmentation to build, half height of cast girder and side bar earlier, wait girder and side bar strength grade of concrete to reach 100% after; Carry out the cast of side bar residual altitude and secondary beam concrete again, carry out the cast of floor concrete after waiting side bar and secondary beam strength grade of concrete to reach 75%.
The flooring concrete is built in the construction of 9 reinforcement bar truss mould plates.
10 remove the beam bottom board plate.
11 dismantling operation platforms
A, dismounting preparation
Remove the foreign material on the scaffold before removing, vestibule bottom and peripheral 15m pull on warning rope, forbid that the pedestrian gets into; Carry out safe demolition technique by the project person in charge of the technology aspect and tell somebody what one's real intentions are, and fulfil the signature formality; Remove the operating personnel and must be with safety helmet, safety belt.
B, support body are removed
The first step is removed rubbish, the foreign material on the support body scaffold floor, removes safety net.
Second step was removed the scaffold floor on the support body: the dismounting order is carried out toward the centre from facing the both sides, limit, stays wide 1.5m left and right sides scope to remove at last as passage.
The 3rd step was removed oblique bridging, horizontal cross brace.
The 4th step was from top to bottom carried out little cross bar, leger, vertical rod dismounting.When support body was removed, the top floor all sealed, and the steel pipe of dismounting, fastener can't utilize tower crane to lift immediately, and the steel pipe of removing, fastener are transported in the floor through hole, passage place, forbid preloading on support body to be torn open.
C, secondary beam i iron, diagonal member are removed
Before secondary beam is removed, adopt the lumps of wood, template lay on the secondary beam interim on people's passage.
According to field condition, to remove to be divided into earlier and carry out in the middle of two rear flank, the centre is stayed and is established passage, removes at last.
The operator can carry out operation after must fastening seat belts and guarantee to have safely and reliably socketing a little; At first with springboard be shelved on one-shot job platform and the secondary beam firm after; The operator stand on the springboard with sanding machine with secondary beam and girder fixedly solder joint sever, then the rope bolt is dragged to i iron on the one-shot job platform in secondary beam i iron 2 sides, be transported in the floor; Carry out the dismounting of hypomere secondary beam again; An i iron is removed and is finished longitudinally, and the inside shift-in one of platform is striden, and carries out following secondary beam after the same method and removes.
After temporary platform moves to inboard, take the formula of falling back to carry out segmentation by the girder span and remove, at first carry out diagonal member and remove,, must 6 * 19 Φ, 20 insurance steel cables be in place elder generation before diagonal member is removed for guaranteeing safety.The diagonal member deadweight is bigger, needs to divide 4 sections gas cuttings to remove.Diagonal member is removed the back and is removed scaffold floor on one side, Yi Bian remove the secondary beam i iron, will control wire rope in advance at last and cut off, and is convenient to last girder i iron and removes.
Carry out the dismounting of access site secondary beam at last.
D, operating platform girder are removed
The girder i iron is removed, and adopts: at roofing vestibule intermediate sedimentation seam position hoist engine is installed, when removing the secondary beam i iron, the wire rope of manual hoist is fixed on the draw ring of girder shaped steel, will hang the stretching finger lock hoist engine braking of wire rope then.After treating that secondary beam i iron, diagonal member, wire rope are removed completion, adopt gas welding that the girder i iron is cut off from the end, both sides, open the hoist engine braking girder i iron is slowly winched on the ground, be transported at last and stack the place.
Draw ring is removed on e, the exterior wall
Hanging basket was dismantled when the draw ring on the exterior wall utilized decoration of exterior wall.
The effect that the utility model is useful is:
1, adopt i iron or section steel beam to build the formwork construction method of operating platform, the cladding self-supporting of stiffness beam, floor self-supporting; Solve the high-altitude long-span difficult problem of vestibule structure formwork of encorbelmenting, practiced thrift circulation material greatly, reduced construction cost; Accelerating construction progress, safety is protected.
2, pre-embedded steel slab on the stiffness beam has solved floor support plate and effectively has been connected, has made floor support plate and the acting in conjunction of stiffness beam ability with the stiffness beam, guarantees structural safety.
3, large span section steel beam welding hanging ring adopts wire rope to carry out mitered before diagonal member is installed, and efficiently solves installation process section steel beam or the excessive problem of steel I-beam amount of deflection, makes operating platform installation and demolishing process safety obtain guarantee.
4, the i iron girder is taked to add the way of stiffening rib, promptly, avoided hoisting process to make the excessive problem that influences girder splicing welding joint quality of its amount of deflection whenever at a distance from the reinforcing bar that about the i iron web, to weld a diameter about 2 meters be 20mm.
5, the support system top operating platform load of the utility model is delivered on steel I-beam and the diagonal member through steel pipe support and linking beam, and power transmission is clear and definite, reasonable stress.Install that pull bar is convenient, safety, steel using amount is few, and economy is high, and the weight of solid memder is less in addition, and technology does not simply have specific (special) requirements, and occupied ground is few, is convenient to high-altitude application, and construction technology is simple, reliable in structure, stability is strong, mounting or dismounting are convenient, practical.
Description of drawings
Accompanying drawing 1 flow chart;
Accompanying drawing 2 operating platform scaffold layout plans;
Accompanying drawing 3 operating platform scaffold sectional drawings;
Accompanying drawing 4 roofing vestibule stiffness beams, self-bearing type steel bar girder floor connection layout;
Accompanying drawing 5 stiffness beams hang the mould detail drawing;
Accompanying drawing 6 stiffness beams hang mould side-looking partial enlarged drawing;
Accompanying drawing 7 operating platform diagonal member drawings
Accompanying drawing 8 operating platforms basis detail drawing
Accompanying drawing 9 operating platforms are removed precedence diagram
Description of reference numerals: lower floor's floor structure 1; Upper floor structure 2; Full hall scaffold operating platform 3; Roofing layer floor structure 4; I iron girder 5; I iron diagonal member 6; I iron secondary beam 7; Vertical bridging 8; Horizontal cross brace 9; Completely spread pin hand sheet 10; Face frontier defense and protect diagonal brace 11; Diagonal member built-in fitting 12; In length and breadth to steel pipe 13; Last people's cat ladder 14; Separation layer 15; Insurance oblique rollering steel silk rope 16; Insurance oblique rollering steel silk rope suspension ring 17; Scaffold upright rod 18; Self-bearing type reinforcement bar truss mould plate 19; Stiffness plate 20; Stiffness girder 21; Stiffness secondary beam 22; Square steel 23; Two steel pipes outer stupefied 24; Side template 25; Screw arbor with nut at both-ends 26; U-shaped screw rod 27; Double nut 28; In the stupefied lumps of wood 29; Connect otic placode 30; Shear wall 31; Wall-connecting piece 32; Girder suspension ring 33; High-strength bolt 34; The interim people's platform 35 of going up; Girder anchor ring 36; Deformation joint 37; Beam bottom board plate 38.
The specific embodiment
Below in conjunction with accompanying drawing the utility model is described further:
As shown in the figure; This high-altitude long-span vestibule steel reinforced concrete structure of encorbelmenting; I iron girder 5 is installed between east, the XiTaLou structure bottom floor structure 1, and girder anchor ring 36 is embedded in lower floor's floor structure 1, and 5 liftings of i iron girder are installed the back and are fixedly connected with girder anchor ring 36 in the end; Upper floor structure 2 is embedded with diagonal member built-in fitting 12 and insurance oblique rollering steel silk rope suspension ring 17; Be provided with i iron diagonal member 6 between lower floor's floor structure 1 and the upper floor structure 2; I iron secondary beam 7 is installed on lower floor's floor structure 1, i iron diagonal member 6 through high-strength bolt 34 be connected otic placode 30 and connect; The U-shaped screw rod 27 of stiffness girder 21, stiffness secondary beam 22 through square steel 23 and double nut 28 clamped beam soffit formworks 38 and in the stupefied lumps of wood 29, in the stupefied lumps of wood 29 be parallel to the beam axis arranged, square steel 23 vertical cross girders axis arranged; The stupefied lumps of wood 29 and be fastenedly connected with Screw arbor with nut at both-ends 26 in install in side template 25 outsides by two steel pipes outer stupefied 24; At the stiffness plate 20 of pre-buried good and reinforcement bar truss mould plate welding of stiffness girder 21, stiffness secondary beam 22 backs, thick stiffness plate 20 and stiffness girder 21, stiffness secondary beam 22 stirrups are welded to connect.
Instance: with a frame structure, main building is made up of east, west 2 building high buildings, and underground 1 layer, 24 layers on the ground, building general height is 108.700 meters; Totally three layers of podiums, frame construction, building height 16.900m.Main building is divided into independently high building Westbound high building 1-7 axle of east, Building 2, west since three floor face 10.950m, and Sector East high building 8-14 axle is at roofing layer 91.85m absolute altitude) each outwards outstanding 6.725m of thing high building, form high-altitude vestibule 7-8 between centers.Absolute altitude 92.45m at the bottom of the vestibule, the building of the high 108.7m of top mark is an example.
This vestibule floor is 80.950m from three floor face+10.950m to roofing layer 91.850m ground clearance degree, and each 6.725m that outwards encorbelments forms the high-altitude vestibule, and vestibule position beam adopts the stiffness beam, and plate adopts the thick self-bearing type Truss Deck Concrete Slab of 150mm.The stiffness girder section is of a size of 450mm * 1200mm, adopts 250mm * 900mm shaped steel, and stiffness time beam section is 300mm * 1200mm, adopts 150mm * 400mm shaped steel, and shaped steel is selected the Q345B steel for use, and beam, plate concrete design strength are C30.
Job practices is following;
This vestibule construction sequence is: with deformation joint 37 is that the boundary is divided into the thing high building, and thing high building construction in layer to 24 floor face structure 2 → roofing layer floor structure 4 stiffness beam installation → high buildings, vestibule are set up roofing layer floor structure 4 falseworks → high building, vestibule roofing layer floor structure 4 reinforcing bars, concrete construction.
Pass through the preferred of scenarios; The high-altitude application platform is set up in employing, the stiffness beam is hung the mould job practices; Promptly take beam in 23 floor face structures 1 and establish steel work operating platform, full hall pin operation layer 3, roofing layer floor structure 4 stiffness beams adopt and hang the mould construction, plate adopts the construction of self-supporting floor support plate.
The job practices concrete steps are following;
The first step: the installation of operating platform i iron girder: after east, XiTaLou structure bottom floor structure 1 construction completion concrete strength reach 2.0MPa; Carry out i iron girder 5 installation works of operating platform; I iron girder 5 by the lifting rope of pillar crane with lift to lower floor's floor structure 1 after girder suspension ring 33 are connected; Girder anchor ring 36 needs before 1 cast of lower floor's floor structure, to carry out pre-buried; Because of 7., 8. axle exterior wall major part is shear wall structure, so shear wall need when formwork reserve hole in i iron girder installation position, so that the dismounting in later stage.5 liftings of i iron girder are installed the back and are fixed in end and girder anchor ring 36;
Second step: pre-buried diagonal member built-in fitting 12, insurance oblique rollering steel silk rope suspension ring 17 when construction upper floor structure 2; After treating that concrete strength reaches design strength 75%; Carry out the installation of i iron diagonal member 6, i iron secondary beam 7, i iron diagonal member 6 through high-strength bolt 34 be connected otic placode 30 and connect;
The 3rd step: upper floor structure 2 is constructed with the post of roofing layer floor structure 4, treats to carry out anchor section stiffness beam shaped steel lifting in the vestibule position, stay in place formwork, reinforcement construction, concrete cast after the post concrete strength reaches design strength 75%;
The 4th step: carry out full hall scaffold operating platform 3 support bodys and set up, promptly operating platform in length and breadth to steel pipe 13, horizontal cross brace 9, separation layer 15, go up people's cat ladder 14, face frontier defense and protect the installation of diagonal brace 11 and set up, separation layer 15 is completely spread extension safety net pin hand sheet under;
The 5th step: treat the non-vestibule of roofing layer position structure concrete strength reach design strength 75% after, adopt tower crane to carry out the stiffness girder 21 of vestibule part, lifting, the fixed installation of stiffness secondary beam 22 shaped steel;
The 6th step: after stiffness girder 21, stiffness secondary beam 22 shaped steel lifting completion, a full hall scaffold operating platform 3 are set up and finished; The U-shaped screw rod 27 of stiffness girder 21, stiffness secondary beam 22 is installed; U-shaped screw rod 27 through square steel 23 and double nut 28 clamped beam soffit formworks 38 with in the stupefied lumps of wood 29; In the stupefied lumps of wood 29 be parallel to the beam axis arranged, square steel 23 vertical cross girders axis arranged; Reinforcement installation is installed with side template 25 in the fixing laggard cross girders of beam bottom board plate 38 installations, the stupefied lumps of wood 29 and undertaken fastening by two steel pipes outer stupefied 24 and Screw arbor with nut at both-ends 26 in install in side template 25 outsides; After beam bottom board plate 38 and side template 25 installations at stiffness girder 21, the pre-buried good stiffness plate 20 that welds with reinforcement bar truss mould plate of stiffness secondary beam 22 backs; Weld on thick stiffness plate 20 and stiffness girder 21, stiffness secondary beam 22 stirrups, carry out the stiffness girder 21 at vestibule position and the side bar concrete of half depth of section and build; Scaffold upright rod 18 is fixedly connected with shear wall 31 through wall-connecting piece 32;
The 7th step: the side bar concrete cast that the stiffness secondary beam 22 at vestibule position and residue are half the;
The 8th step: the construction of self-bearing type reinforcement bar truss mould plate 19, build roofing layer floor structure 4 concretes;
The 9th step: remove beam bottom board plate 38;
The tenth step: remove full scaffold operating platform 3, i iron diagonal member 6, i iron secondary beam 7, i iron girder 5.
A, support body are removed
The first step is removed rubbish, the foreign material on the full hall scaffold operating platform 3, removes safety net.
Second step was removed the scaffold floor on the full hall scaffold operating platform 3: the dismounting order is carried out from the both sides, north and south toward the centre, stays wide 1.5m left and right sides scope to go up people's platform 35 temporarily and removes at last as passage.
The 3rd step was removed vertical bridging 8, horizontal cross brace 9.
The 4th step from top to bottom carried out removing to steel pipe 13, scaffold upright rod 18 in length and breadth.The steel pipe of removing, fastener are transported in the floor through the interim hole, people's platform 35 place of going up.
C, i iron secondary beam 7, i iron diagonal member 6 are removed.
Adopt before i iron secondary beam 7 is removed the lumps of wood, template lay on the i iron secondary beam 7 interim on people's passage.
According to field condition, to remove to be divided into earlier and carry out in the middle of two rear flank, the centre is stayed and is established the interim people's platform 35 of going up, and removes at last.
The operator can carry out operation after must fastening seat belts and guarantee to have safely and reliably socketing a little; At first with springboard be shelved on one-shot job platform and the i iron secondary beam 7 firm after; The operator stand on the springboard with sanding machine with i iron secondary beam 7 and i iron girder 5 fixedly solder joint sever, then the rope bolt is dragged to i iron on the one-shot job platform in i iron secondary beam 7 both sides, be transported in the floor; Carry out the dismounting of hypomere secondary beam 7 again; An i iron 7 is removed and is finished longitudinally, and the inside shift-in one of platform is striden, and carries out following secondary beam 7 after the same method and removes.
After temporary platform moves to inboard; Taking the formula of falling back to carry out segmentation by i iron girder 5 spans removes; At first carry out i iron diagonal member 6 and remove,, must earlier insurance oblique rollering steel silk rope 16 be in place before i iron diagonal member 6 is removed for guaranteeing safety; Insurance oblique rollering steel silk 16 1 ends of restricting are fixed on the insurance oblique rollering steel silk rope suspension ring 17, and the other end is connected with girder suspension ring 33.6 deadweights of i iron diagonal member are bigger, need to divide 4 sections gas cuttings to remove.I iron diagonal member 6 is removed the back and is removed scaffold floor on one side, Yi Bian remove i iron secondary beam 7, will insure oblique rollering steel silk rope 16 at last and cut off, and is convenient to last i iron girder 5 and removes.
Carry out the dismounting of access site secondary beam at last.
D, operating platform i iron girder 5 are removed
I iron girder 5 is removed; Adopt: hoist engine is installed at roofing vestibule intermediate sedimentation seam position; When removing i iron secondary beam 7, the wire rope of manual hoist is fixed on the draw ring of i iron girder 5, will hang the stretching finger lock hoist engine braking of wire rope then.After treating that i iron secondary beam 7, i iron diagonal member 6, insurance oblique rollering steel silk rope 16 are removed and accomplished, adopt gas welding that i iron girder 5 is cut off from the end, both sides, open the hoist engine braking i iron girder 5 is slowly winched on the three floor faces, be transported at last and stack the place.
Draw ring is removed on e, the exterior wall
Hanging basket was dismantled when the draw ring on the exterior wall utilized decoration of exterior wall.
The support system top operating platform load of the utility model is delivered on steel I-beam and the diagonal member through steel pipe support and linking beam, and power transmission is clear and definite, reasonable stress.Install that pull bar is convenient, safety, steel using amount is few, and economy is high, and the weight of solid memder is less in addition, and technology does not simply have specific (special) requirements, and occupied ground is few, is convenient to high-altitude application, and construction technology is simple, reliable in structure, stability is strong, mounting or dismounting are convenient, practical.
Except that the foregoing description, the utility model can also have other embodiments.All employings are equal to the technical scheme of replacement or equivalent transformation formation, all drop on the protection domain of the utility model requirement.
Claims (1)
1. high-altitude long-span vestibule steel reinforced concrete structure of encorbelmenting; It is characterized in that: i iron girder (5) is installed between east, the XiTaLou structure bottom floor structure (1); Girder anchor ring (36) is embedded in lower floor's floor structure (1), and i iron girder (5) lifting is installed the back and is fixedly connected with girder anchor ring (36) in the end; Upper floor structure (2) is embedded with diagonal member built-in fitting (12) and insurance oblique rollering steel silk rope suspension ring (17); Be provided with i iron diagonal member (6) between lower floor's floor structure (1) and the upper floor structure (2); I iron secondary beam (7) is installed on lower floor's floor structure (1), i iron diagonal member (6) through high-strength bolt (34) be connected otic placode (30) and connect; The U-shaped screw rod (27) of stiffness girder (21), stiffness secondary beam (22) through square steel (23) and double nut (28) clamped beam soffit formwork (38) and in the stupefied lumps of wood (29); In the stupefied lumps of wood (29) be parallel to the beam axis arranged, the vertical cross girders axis arranged of square steel (23); The stupefied lumps of wood (29) and be fastenedly connected in install in side template (25) outside by two steel pipes outer stupefied (24) and Screw arbor with nut at both-ends (26); At the stiffness plate (20) of pre-buried good and reinforcement bar truss mould plate welding of stiffness girder (21), stiffness secondary beam (22) back, thick stiffness plate (20) and stiffness girder (21), stiffness secondary beam (22) stirrup are welded to connect.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011203458244U CN202227476U (en) | 2011-09-15 | 2011-09-15 | High-altitude large-span overhung corridor-type reinforced concrete structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011203458244U CN202227476U (en) | 2011-09-15 | 2011-09-15 | High-altitude large-span overhung corridor-type reinforced concrete structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN202227476U true CN202227476U (en) | 2012-05-23 |
Family
ID=46078065
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2011203458244U Withdrawn - After Issue CN202227476U (en) | 2011-09-15 | 2011-09-15 | High-altitude large-span overhung corridor-type reinforced concrete structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN202227476U (en) |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20120523 Effective date of abandoning: 20130619 |
|
| RGAV | Abandon patent right to avoid regrant |