CN102444203B - High-altitude long-span overhanging corridor type reinforced concrete structure and construction method - Google Patents
High-altitude long-span overhanging corridor type reinforced concrete structure and construction method Download PDFInfo
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- CN102444203B CN102444203B CN 201110274083 CN201110274083A CN102444203B CN 102444203 B CN102444203 B CN 102444203B CN 201110274083 CN201110274083 CN 201110274083 CN 201110274083 A CN201110274083 A CN 201110274083A CN 102444203 B CN102444203 B CN 102444203B
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Abstract
The invention relates to a high-altitude long-span overhanging corridor type reinforced concrete structure and a construction method, wherein the corridor part is a stiff beam structure; with own bearing capacity of a profile steel, a beam template supporting system is a hung template supporting system in such a manner of fixing a square steel by means of a U-shaped screw and a nut; a floorslab is a self-supporting steel bar truss template which is welded to a pre-embedded steel plate on the stiff beam by means of a pin; and a steel platform is arranged on a corresponding floor at the lower part of the corridor as an operating and safety protection platform for template support construction. The high-altitude long-span overhanging corridor type reinforced concrete structure and the construction method have the advantages that: the template supporting construction method, according to which the operating platform is built from H-steel or profile steel beams, the stiff beam is hung and is self-supported and the floorslab is self-supported, is employed, so that the problem of difficult template supporting of the high-altitude long-span overhanging corridor structure, the revolving materials are greatly saved, the construction cost is reduced, the construction progress is accelerated and the safety is ensured; and the steel plate is pre-embedded on the stiff beam, so that the floor bearing plate is effectively connected with the stiff beam and the floor bearing plate and the stiff beam are capable of acting together to ensure the safety of the structure.
Description
Technical field
The present invention relates to the technical field of high-altitude overhanging vestibule Structural Steel Reinforced Concrete construction, especially a kind of high-altitude long-span overhanging corridor type reinforced concrete structure and job practices.
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 High Large Cantilever, satisfy 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 by reinforced concrete structure in the air, and half forms vestibule and makes structure again be unified into an integral body, 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 construction of Long-span Cantilever vestibule Structural Steel Reinforced Concrete, few at national similar engineering, technology measure that can reference and data are seldom, and slightly making mistakes serious accident and the great quality accident that formwork system caves in easily occur, and as 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 type of structure formwork are: span greatly, highly high, working load is large, construction process requirement is high, difficulty is large, therefore in order to accomplish advanced technology, economical rationality, to ensure the quality of products, guarantee safety, to improve the high-altitude, Long-span Cantilever vestibule Structural Steel Reinforced Concrete job practices is a new problem, has the realistic meaning of highly significant.
Summary of the invention
The operating platform that the objective of the invention is to utilize the two building high buildings of encorbelmenting between vestibule to adopt i iron or section steel beam to build, encorbelment formwork and the casting reinforced concrete of vestibule, the primary-secondary beam of vestibule adopts self-supporting to hang the mould technology, the vestibule floor adopts self-bearing type floor to construct, a kind of high-altitude long-span overhanging corridor type reinforced concrete structure and the job practices that forms that a kind of job practices is simple, handling safety, assembling and disassembling facilitate, are conducive to civilized construction.
The present invention solves the technical scheme that its technical problem adopts: this high-altitude long-span overhanging corridor type reinforced concrete structure, the i iron erection of main beam is between east, 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 fixedly connected with the girder anchor ring in the end after installing; The upper floor structure is embedded with diagonal member built-in fitting and insurance oblique pull wire-rope sling, be provided with the i iron diagonal member between lower floor's floor structure and upper floor structure, the i iron secondary beam is installed on lower floor's floor structure, the i iron diagonal member by high-strength bolt be connected otic placode and connect; The U-shaped screw rod of stiffness girder, stiffness secondary beam is by square steel and double nut clamped beam soffit formwork and the interior stupefied lumps of wood, and the interior stupefied lumps of wood is parallel to the beam axis arranged, the vertical cross girders axis arranged of square steel; The side template outside is installed the interior stupefied lumps of wood and is fastenedly connected by stupefied outside two steel pipes and Screw arbor with nut at both-ends; 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 job practices of this high-altitude long-span overhanging corridor type reinforced concrete structure of the present invention, construction method step is as follows;
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, adopts and fastens nail welding on the pre-embedded steel slab on the stiffness beam.Vestibule bottom corresponding storey setting steel platform is as operation and the security protection platform of falsework construction.
1 according to the 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 construction formwork technical specification of security " JGJ162 establishments constructure scheme, and that determines 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: bury dowel or anchor ring type built-in fitting underground in the relevant position of determining floor; After the respective storey floor slab construction is completed concrete strength and reached 2.0MPa, carry out the i iron erection of main beam work of operating platform, need when meeting shear wall 31 reserve hole at i iron erection of main beam position, so that the dismounting in later stage.
A, installation are prepared
The installation work of platform shaped steel needs to complete 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 two building high buildings, each interior anchor 1250mm of two ends, and total length is 16m, be 9m because manufacturer produces single maximum length, need carry out in advance the connection work of shaped steel before lifting, the shaped steel connecting bolt is selected 8.8 grades, the M20 frictional high-strength bolts.
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 turret structure.
I iron primary and secondary beam adopts tower crane to lift.Before lifting, carry out the setting-out symbol according to size on 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 erection of main beam 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 in advance pre-buried good Φ 20 pressure ring wedgings.
C, girder i iron pre-control wire rope are installed
For preventing that i iron girder winding degree is excessive 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 carry out pre-control on i iron girder and operating platform last layer turret structure beam, the pre-control wire rope reaches 75% in operating platform last layer structural strength grade, arranges before operating platform secondary beam, diagonal member are installed to put in place.
The 3 pre-buried diagonal member built-in fittings of construction after concrete strength reaches design strength 75%, 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 are completed concrete strength and reached 75% pre-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 turret structure beam, post, adopt the interim drawknot of wire rope on girder when later stage secondary beam i iron, diagonal member dismounting, as safety stock, shape angle at 45 °.Install for ease of diagonal member, the short stiffener of welding, adopt 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 7 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 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, first with the diagonal member handling to the wall body 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 22a# i iron girder as the operating platform bracket basis, presses 1000mm interval vertical and girder and arranges, adopts spot welding and girder to be fixed after installation in position.After secondary beam is installed and fixedly completed, press the 2 long 100mm bar dowel of Φ 20 heads of vertical pole ' s span 1000mm welding on secondary beam, to be used for preventing the rack rod displacement.
4 operating platforms are with the construction of upper strata high building roof structure, post, carry out anchor section stiffness beam shaped steel lifting in the vestibule position, stay in place formwork, reinforcement construction, concrete and pour into a mould after the post concrete strength reaches design strength 75%.
5 operating platform support bodys are set up.
When setting up platform support, at first adopt the lumps of wood, template to lay interim upper people's operating platform on the secondary beam i iron of installing, fixing, then begin to set up vertical rod, vertical rod packs on the bar dowel that welds in advance, in case stop bit moves, cause the support body empty in foundation.Vertical rod is set up, and first begins vertical rod by four jiaos, the rectangle of 4m * 4m, then connects the bar of sweeping the floor, horizon bar makes support body stable, 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 bar of sweeping the floor in length and breadth, across oblique bridging is set, establishes one horizontal cross brace at second step frame At The Height along support body surrounding every four.
Support body set up complete after, completely spread scaffold floor at support low layer, top layer, use the iron wire fixation.
Pre-embedded steel slab on shear wall 31, across setting, last and support body drawknot steel pipe welds by two steps two
6 until the non-vestibule portion structure of roofing layer concrete strength reach design strength 75% after, adopt tower crane to carry out lifting, the fixed installation of vestibule part shaped steel.
The lifting of 7 shaped steel is completed, operating platform set up complete after, carry out template, reinforcing bar, the concrete construction of vestibule position stiffness beam, and at the pre-buried good steel plate that welds with reinforcement bar truss mould plate of back, carry out the side bar concrete of vestibule position girder and half depth of section and build.
After a stiffness beam shaped steel is in place, the U-shaped screw rod reversal of the natural order of things of making processing is welded on section steel beam, spot welding is fixed, and U-shaped screw rod setting space should meet the spacing requirement in scheme calculating.
B mounting rail soffit formwork, template adopt the thick veneer of 18mm, after preparing template, the interior stupefied lumps of wood is followed closely on form surfacing, pack on the U-shaped screw rod that is fixed on shaped steel, on template, reserving hole needs consistent with the U-shaped screw position, for convenience of installing, 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 outer stupefied square steel need shift to an earlier date the spacing requirement that screw rod was completed and met in perforate, adopts nut screwing clamping to fix after outer stupefied square steel installation, and carries out horizontal survey, can utilize nut to finely tune.Outer stupefied square steel adopts 3 nuts to be fixed.
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, when installing, reinforcement bar truss mould plate needs and beam is welded and fixed, 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 10@200.
Before pre-buried, at first adopt transit to determine axial location, draw logical line on beam stirrup, then the control line when pre-buried as steel plate carries out pre-buried, pre-buriedly adopts level gauge to carry out repetition measurement to the steel plate face absolute altitude fixedly the time.After axial location, absolute altitude are errorless, U-shaped drag hook and beam steel are welded and fixed.
E, stiffness beam side are installed
Beam steel after installation of embedded parts finishes, carries out the side form sealing, and 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 is passed the position of shape steel web, need carry out in advance perforate, bolt is installed fixing.
Second step: mounting rail side template, the lumps of wood are installed: after preparing template, interior stupefied lumps of wood nail on form surfacing, is packed on the Screw arbor with nut at both-ends that fixes.
The 3rd step: side template is fixed: adopt fan-deck card to wale two steel pipes outer stupefied, and fastening with double nut.
8 vestibule position secondary beams and remain half side bar concrete cast
Consider stiffness primary and secondary beam, when floorslab concrete is poured into a mould simultaneously, stiffness end of main beam amount of deflection is larger, therefore adopting segmentation builds, first pour into a mould half height of girder and side bar, after reaching 100% Deng girder and side bar strength grade of concrete, carry out again the cast of side bar residual altitude and secondary beam concrete, 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 beam bottom mother plate.
11 dismantling operation platforms
A, dismounting preparation
Remove the foreign material on scaffold before removing, vestibule bottom and peripheral 15m pull on warning rope, forbid that the pedestrian enters; 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 is removed the scaffold floor on support body: the dismounting order is carried out toward the centre from facing the both sides, limit, stays wide 1.5m left and right 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 that removes, fastener are transported in floor by 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 to lay interim upper people's passage on secondary beam.
According to field condition, to remove to be divided into first and carry out in the middle of two rear flank, the centre is stayed and is established passage, removes at last.
The operator must fasten seat belts and guarantee that safety is with carrying out operation after reliably socketing a little, at first springboard is shelved on one-shot job platform and secondary beam firm after, the operator stand on springboard with sanding machine with secondary beam and girder fixedly solder joint cut open, then i iron be dragged to one-shot job platform in secondary beam i iron 2 sides the rope bolt, be transported in floor, carry out again the dismounting of hypomere secondary beam, an i iron is removed and is finished longitudinally, with the inside shift-in one of platform across, carry out after the same method following secondary beam and remove.
Temporary platform move to the most inboard after, take the formula of falling back to carry out segmentation by the girder span and remove, at first carry out diagonal member and remove, for guaranteeing safety, diagonal member must first be in place 6 * 19 Φ 20 insurance steel cables before removing.The diagonal member deadweight is larger, needs minute 4 sections gas cuttings to remove.Remove scaffold floor on one side after diagonal member is removed, Yi Bian remove the secondary beam i iron, at last the pre-control wire rope is cut off, be convenient to last girder i iron and remove.
Carry out at last the dismounting of access sites secondary beam.
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, then will hang the stretching finger lock hoist engine braking of wire rope.After secondary beam i iron, diagonal member, wire rope dismounting are completed, 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 ground, be transported at last and stack the place.
On e, exterior wall, draw ring is removed
When the draw ring on exterior wall utilizes decoration of exterior wall, hanging basket is dismantled.
The effect that the present invention 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 encorbelment problem of gallery structure formwork difficulty of high-altitude long-span, greatly saved circulation material, 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 energy 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 removal process safety obtain guarantee.
4, the i iron girder is taked to add the way of stiffening rib, the reinforcing bar that namely respectively to weld a diameter every 2 meters left and right in about i iron web be 20mm has avoided hoisting process to make the excessive problem that affects girder splicing welding joint quality of its amount of deflection.
5, support system upper operating platform load of the present invention is delivered on steel I-beam and diagonal member by 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 technique is simply without specific (special) requirements, and occupied ground is few, is convenient to high-altitude application, construction technology is simple, reliable in structure, stability is strong, mounting or dismounting are convenient, practical.
Description of drawings
Accompanying drawing 1 flow chart of the present invention
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 truss 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
The basic detail drawing of accompanying drawing 8 operating platforms
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, upper people's cat ladder 14, separation layer 15, insurance oblique pull wire rope 16, insurance oblique pull wire-rope sling 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, the interior stupefied lumps of wood 29, connect otic placode 30, shear wall 31, wall-connecting piece 32, girder suspension ring 33, high-strength bolt 34, interim upper people's platform 35, girder anchor ring 36, deformation joint 37, beam bottom mother plate 38.
The specific embodiment
The invention will be further described below in conjunction with accompanying drawing:
As shown in the figure, this high-altitude long-span overhanging corridor type reinforced concrete structure, i iron girder 5 is arranged between east, XiTaLou structure bottom floor structure 1, and girder anchor ring 36 is embedded in lower floor's floor structure 1, is fixedly connected with girder anchor ring 36 in the end after 5 liftings of i iron girder are installed; Upper floor structure 2 is embedded with diagonal member built-in fitting 12 and insurance oblique pull wire-rope sling 17, be provided with i iron diagonal member 6 between lower floor's floor structure 1 and upper floor structure 2, i iron secondary beam 7 is installed on lower floor's floor structure 1, i iron diagonal member 6 by 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 is by square steel 23 and double nut 28 clamped beam soffit formworks 38 and the interior stupefied lumps of wood 29, and the interior stupefied lumps of wood 29 is parallel to the beam axis arranged, the vertical cross girders axis arranged of square steel 23; Side template 25 outsides are installed the interior stupefied lumps of wood 29 and are fastenedly connected 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 backs, thick stiffness plate 20 and stiffness girder 21, stiffness secondary beam 22 stirrups are welded to connect.
Example: with a frame structure, main building is comprised 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 skybridge 7-8 between centers.Absolute altitude 92.45m at the bottom of vestibule, the building of the high 108.7m of top mark is 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 skybridge, vestibule position beam employing stiffness beam, and plate adopts the thick self-bearing type Truss Deck Concrete Slab of 150mm.The stiffness section parameter is 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, and beam, plate concrete design strength are C30.
Job practices is as follows;
This corridor construction step is: be divided into the thing high building take deformation joint 37 as the boundary, 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 each scheme, high-altitude operation platform is set up in employing, the stiffness beam is hung the mould job practices, namely 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 as follows;
The first step: the installation of operating platform i iron girder: after east, XiTaLou structure bottom floor structure 1 construction are completed concrete strength and reached 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 to carry out before 1 cast of lower floor's floor structure pre-buried, cause 7., 8. axle exterior wall major part is shear wall 31 structures, therefore shear wall 31 need have been reserved hole at i iron erection of main beam position when formwork, so that the dismounting in later stage.After installing, 5 liftings of i iron girder are fixed in end and girder anchor ring 36;
Second step: pre-buried diagonal member built-in fitting 12, insurance oblique pull wire-rope sling 17 when construction upper floor structure 2, after 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 by high-strength bolt 34 be connected otic placode 30 and connect;
The 3rd step: the post construction of upper floor structure 2 and roofing layer floor structure 4, carry out anchor section stiffness beam shaped steel lifting in the vestibule position, stay in place formwork, reinforcement construction, concrete and pour into a mould 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, namely operating platform in length and breadth to steel pipe 13, horizontal cross brace 9, separation layer 15, upper people's cat ladder 14, face frontier defense and protect the installation of diagonal brace 11 and set up, separation layer 15 completely spreads under pin hand sheet and hangs safety net;
The 5th step: until the non-vestibule portion structure of roofing layer 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 the step: stiffness girder 21, stiffness secondary beam 22 section steel suspendeds install into, full hall scaffold operating platform 3 set up complete after, the U-shaped screw rod 27 of stiffness girder 21, stiffness secondary beam 22 is installed, U-shaped screw rod 27 is by square steel 23 and double nut 28 clamped beam soffit formworks 38 and the interior stupefied lumps of wood 29, the interior stupefied lumps of wood 29 is parallel to the beam axis arranged, the vertical cross girders axis arranged of square steel 23; Reinforcement installation and side template 25 are installed in the fixing laggard cross girders of beam bottom mother plate 38 installations, and the side template 25 interior stupefied lumps of wood 29 of outsides installation are also undertaken fastening by two steel pipes outer stupefied 24 and Screw arbor with nut at both-ends 26; After beam bottom mother plate 38 and side template 25 installations at the pre-buried good stiffness plate 20 that welds with reinforcement bar truss mould plate of stiffness girder 21, 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 by wall-connecting piece 32;
The 7th step: the stiffness secondary beam 22 at vestibule position and remain half side bar concrete cast;
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 mother plate 38;
The tenth step: remove full hall 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 full hall scaffold operating platform 3, removes safety net.
Second step is removed the scaffold floor on full hall scaffold operating platform 3: the dismounting order is carried out toward the centre from south and north flanks, stays wide 1.5m left and right 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 that removes, fastener are transported in floor by interim upward people's platform 35 holes, place.
C, i iron secondary beam 7, i iron diagonal member 6 are removed.
Before removing, i iron secondary beam 7 adopt the lumps of wood, template to lay interim upper people's passage on i iron secondary beam 7.
According to field condition, to remove to be divided into first and carry out in the middle of two rear flank, the centre is stayed and is established interim upper people's platform 35, removes at last.
the operator must fasten seat belts and guarantee that safety is with carrying out operation after reliably socketing a little, at first springboard is shelved on one-shot job platform and i iron secondary beam 7 firm after, the operator stand on springboard with sanding machine with i iron secondary beam 7 and i iron girder 5 fixedly solder joint cut open, then i iron be dragged to one-shot job platform in i iron secondary beam 7 both sides the rope bolt, be transported in floor, carry out again the dismounting of hypomere secondary beam 7, an i iron 7 is removed and is finished longitudinally, with the inside shift-in one of platform across, carrying out after the same method following secondary beam 7 removes.
Temporary platform move to the most inboard after, taking the formula of falling back to carry out segmentation by i iron girder 5 spans removes, at first carrying out i iron diagonal member 6 removes, for guaranteeing safety, before removing, i iron diagonal member 6 must first insurance oblique pull wire rope 16 be in place, insurance oblique pull wire rope 16 1 ends are fixed on insurance oblique pull wire-rope sling 17, and the other end is connected with girder suspension ring 33.6 deadweights of i iron diagonal member are larger, need minute 4 sections gas cuttings to remove.Remove scaffold floor on one side after i iron diagonal member 6 is removed, Yi Bian remove i iron secondary beam 7, will insure at last oblique pull wire rope 16 and cut off, be convenient to last i iron girder 5 and remove.
Carry out at last the dismounting of access sites secondary beam.
D, operating platform i iron girder 5 are removed
I iron girder 5 is removed, adopt: at roofing vestibule intermediate sedimentation seam position installation hoist engine, when removing i iron secondary beam 7, the wire rope of manual hoist is fixed on the draw ring of i iron girder 5, then will hang the stretching finger lock hoist engine braking of wire rope.After i iron secondary beam 7, i iron diagonal member 6, insurance oblique pull wire rope 16 are removed and are completed, 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 three floor faces, be transported at last and stack the place.
On e, exterior wall, draw ring is removed
When the draw ring on exterior wall utilizes decoration of exterior wall, hanging basket is dismantled.
Support system upper operating platform load of the present invention is delivered on steel I-beam and diagonal member by 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 technique is simply without specific (special) requirements, and occupied ground is few, is convenient to high-altitude application, construction technology is simple, reliable in structure, stability is strong, mounting or dismounting are convenient, practical.
In addition to the implementation, the present invention 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 requirement of the present invention.
Claims (2)
1. high-altitude long-span overhanging corridor type reinforced concrete structure, it is characterized in that: i iron girder (5) is arranged between east, XiTaLou structure bottom floor structure (1), girder anchor ring (36) is embedded in lower floor's floor structure (1), is fixedly connected with girder anchor ring (36) in the end after i iron girder (5) lifting is installed; Upper floor structure (2) is embedded with diagonal member built-in fitting (12) and insurance oblique pull wire-rope sling (17), be provided with i iron diagonal member (6) between lower floor's floor structure (1) and upper floor structure (2), i iron secondary beam (7) is installed on lower floor's floor structure (1), i iron diagonal member (6) by 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) is by square steel (23) and double nut (28) clamped beam soffit formwork (38) and the interior stupefied lumps of wood (29), the interior stupefied lumps of wood (29) is parallel to the beam axis arranged, the vertical cross girders axis arranged of square steel (23); Side template (25) outside is installed the interior stupefied lumps of wood (29) and is fastenedly connected 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.
2. job practices that adopts high-altitude long-span overhanging corridor type reinforced concrete structure claimed in claim 1, it is characterized in that: construction method step is as follows;
The first step: the installation of operating platform i iron girder: after east, XiTaLou structure bottom floor structure (1) construction are completed concrete strength and reached 2.0MPa, carry out i iron girder (5) installation work 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 to carry out before lower floor's floor structure (1) cast pre-buried, is fixed in end and girder anchor ring (36) after i iron girder (5) lifting is installed;
Second step: pre-buried diagonal member built-in fitting (12), insurance oblique pull wire-rope sling (17) when construction upper floor structure (2), after 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) by high-strength bolt (34) be connected otic placode (30) and connect;
The 3rd step: the post construction of upper floor structure (2) and roofing layer floor structure (4), carry out anchor section stiffness beam shaped steel lifting in the vestibule position, stay in place formwork, reinforcement construction, concrete and pour into a mould after the post concrete strength reaches design strength 75%;
The 4th step: carry out full hall scaffold operating platform (3) support body and set up, be operating platform in length and breadth to steel pipe (13), horizontal cross brace (9), separation layer (15), upper people's cat ladder (14), face frontier defense and protect the installation of diagonal brace (11) and set up, separation layer (15) completely spreads under pin hand sheet and hangs safety net;
The 5th step: until the non-vestibule portion structure of roofing layer 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 the step: stiffness girder (21), stiffness secondary beam (22) section steel suspended install into, full hall scaffold operating platform (3) set up complete after, the U-shaped screw rod (27) of stiffness girder (21), stiffness secondary beam (22) is installed, U-shaped screw rod (27) is by square steel (23) and double nut (28) clamped beam soffit formwork (38) and the interior stupefied lumps of wood (29), the interior stupefied lumps of wood (29) is parallel to the beam axis arranged, the vertical cross girders axis arranged of square steel (23); Reinforcement installation and side template (25) are installed in the fixing laggard cross girders of beam bottom mother plate (38) installation, and the interior stupefied lumps of wood (29) of side template (25) outside installation is also undertaken fastening by two steel pipes outer stupefied (24) and Screw arbor with nut at both-ends (26); After beam bottom mother plate (38) and side template (25) installation at the pre-buried good stiffness plate (20) that welds with reinforcement bar truss mould plate of stiffness girder (21), stiffness secondary beam (22) back, weld on thick stiffness plate (20) and stiffness girder (21), stiffness secondary beam (22) stirrup, carry out the stiffness girder (21) at vestibule position and the side bar concrete of half depth of section and build;
The 7th step: the stiffness secondary beam (22) at vestibule position and remain half side bar concrete cast;
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 mother plate (38);
The tenth step: remove full hall scaffold operating platform (3), i iron diagonal member (6), i iron secondary beam (7), i iron girder (5).
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