CN103741947B - Tube-frame-supporting type hydraulic climbing integral steel platform formwork truss layer construction method - Google Patents
Tube-frame-supporting type hydraulic climbing integral steel platform formwork truss layer construction method Download PDFInfo
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- CN103741947B CN103741947B CN201410021388.3A CN201410021388A CN103741947B CN 103741947 B CN103741947 B CN 103741947B CN 201410021388 A CN201410021388 A CN 201410021388A CN 103741947 B CN103741947 B CN 103741947B
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Abstract
The invention provides a tube-frame-supporting type hydraulic climbing integral steel platform formwork truss layer construction method. A tube-frame-supporting type hydraulic climbing integral steel platform formwork comprises a steel platform system and a tube frame supporting system. The steel platform system is located on the upper portion of the tube frame supporting system and the upper side of a core tube construction floor. The steel platform system comprises a plurality of steel platform units and connecting beams, the steel platform units are connected into the integral steel platform, and steel deck plates are further arranged on the integral steel platform to form a construction platform. The construction method includes: demounting all the steel deck plates and the connecting beams interfered with the truss layer step by step; lifting up all assemblies of the truss layer from a cavity into core tubes step by step; after lifting, restoring part of the steel deck plates and connecting beams which are demounted in the above step to mounting, and connecting all the assemblies, lifted in place, of the truss layer and fixedly connecting the assemblies of the truss layer with shear walls of the core tubes to form the truss layer finally. By the application of the construction method, construction safety is effectively guaranteed, and construction circle is shortened.
Description
Technical field
The invention belongs to technical field of building construction, relate to a kind of high-rise, super highrise building Core Walls Structure construction equipment and construction method, particularly a kind of tub supporting type hydraulic climbs integral steel platform mould bases girders layer construction method.
Background technology
China's super highrise building was developing rapidly in recent years, for highly extra high super highrise building, tub brace type all can be adopted to climb integral steel platform mould bases.Integral steel platform mould bases is a kind of Novel framework adapting to the construction of super highrise building Core Walls Structure and grow up.Tub formula is propped up the support integral steel platform formwork that climbs and is comprised: steel plateform system, pin hand system, support system, power control system and large form system.In the work progress of Core Walls Structure, only need to install once, promote quick and easy, concrete wall surface quality is good, remarkable in economical benefits, is widely used in high-rise and construction of super highrise building field.
Adopting tub brace type to climb in the construction method of integral steel platform mould bases construction Core Walls Structure, after having constructed to each standard flooring, according to the method for climbing of standard, steel platform formwork can be allowed to rise to next standard flooring smoothly.But rising to needs after Core Walls Structure inside erection semi-girder girders layer, the conventional standard method of climbing cannot realize the erection to semi-girder truss.
Summary of the invention
A kind of tub supporting type hydraulic is the object of the present invention is to provide to climb integral steel platform mould bases girders layer construction method, cannot the problem of erection truss layer to solve in prior art the conventional method of climbing, support steel platform formwork realizes the erection to girders layer smoothly, ensures climbing smoothly of steel platform formwork.
For solving the problems of the technologies described above, the invention provides a kind of tub supporting type hydraulic to climb integral steel platform mould bases girders layer construction method, the described tub brace type integral steel platform mould bases that climbs comprises steel plateform system and tub support system, described steel plateform system is positioned at the top of described tub support system, and be positioned at the top of Core Walls Structure construction floor, described steel plateform system comprises multiple steel platform unit and coupling beam, described steel platform unit connects into integral steel platform by described coupling beam, described integral steel platform is also provided with steel deck-plate and forms operation platform, described construction method comprises the following steps:
Step a: original state is that described tub brace type climbs that to be positioned at the Core Walls Structure top of concrete of firm casting complete high with last layer for integral steel platform mould bases, rely on the shear wall of the Core Walls Structure be poured, utilize described tub support system that described steel plateform system is risen to the first predetermined altitude;
Step b: remove the described steel deck-plate on the described steel platform unit of interferenceing with described girders layer and described coupling beam step by step, the described integral steel platform of part is made to form cavity, part lower chord assembly hangs in described Core Walls Structure by substep from described cavity, be interconnected lifting the described lower chord assembly put in place and fix with the shear wall of described Core Walls Structure, and all described lower chord assemblies are connected to form truss lower chord;
Step c: rely on the shear wall of Core Walls Structure be poured, utilizes the described tub support system integral steel platform mould bases that climbed by described tub brace type to rise to the second predetermined altitude; And
Steps d: remove the described steel deck-plate on the described steel platform unit of interferenceing with described girders layer and described coupling beam step by step, the described integral steel platform of part is made to form cavity, part diagonal web member assembly and/or upper chord assembly hang in described Core Walls Structure by substep from described cavity, to the described diagonal web member assembly that puts in place be lifted and/or upper chord assembly is fixedly connected with described truss lower chord, and all described diagonal web member assemblies and/or upper chord assembly and described truss lower chord are connected to form girders layer;
Wherein, in described step b and described steps d, remove after lifting completes in each step, the described steel deck-plate first this step be removed and described coupling beam are recovered to install, and then carry out next step and remove lifting.
Optionally, the described tub brace type integral steel platform mould bases that climbs also comprises hydraulic climbing dynamical system, pin hand system and template system; Described tub support system comprises outer frame support system and interior frame supports, described outer frame support system comprises girder steel bottom steel platform, oil cylinder reaction beam, brace steel post and outer frame from top to bottom successively, it is inner that described interior frame supports is positioned at described outer frame support system, and bottom described oil cylinder reaction beam and described outer frame between girder steel; Described hydraulic climbing dynamical system comprises hydraulic climbing oil cylinder and power control system, described hydraulic climbing oil cylinder is arranged between described oil cylinder reaction beam and described interior frame supports, described steel platform lower end is connected with described brace steel post by described oil cylinder reaction beam, the flexible bracket in the reserved opening that bottom described interior frame supports and outer frame, the end of girder steel is respectively arranged with for snapping in the correspondence on Core Walls Structure shear wall; Described pin hand system hangs on the below of described steel plateform system; Described template system in the process of climbing under be hung on the below of described steel plateform system, described template system is fixed on the both sides of described core wall structure after being connected by contraposition bolt in work progress.
Optionally, described step b comprises:
Step b1, remove the described steel deck-plate of part on the steel platform unit corresponding with described Core Walls Structure center and described coupling beam to form described cavity, after described for part lower chord assembly is hung in described Core Walls Structure from described cavity, part lower chord assembly is interconnected and fixes with the shear wall of described Core Walls Structure;
Step b2, lower chord assembly, to form described cavity, hangs in described Core Walls Structure, and is interconnected by described lower chord assembly by the described steel deck-plate of part simultaneously on dismounting two described steel platform unit and described coupling beam from described cavity; Wherein, two the described steel platform unit simultaneously carrying out removing operation are symmetric with the center of integral steel platform; And
Repeat above-mentioned steps b2, until form described truss lower chord.
Optionally, described steps d comprises:
Steps d 1, remove the described steel deck-plate of part on the steel platform unit corresponding with described Core Walls Structure center and described coupling beam to form described cavity, after described for part diagonal web member assembly and/or upper chord assembly are hung in described Core Walls Structure from described cavity, will partly lift the described diagonal web member assembly that puts in place and/or upper chord assembly is fixedly connected with described truss lower chord;
Steps d 2, the described steel deck-plate of part simultaneously on dismounting two described steel platform unit and described coupling beam are to form described cavity, diagonal web member assembly and/or upper chord assembly are hung in after in described Core Walls Structure from described cavity, described diagonal web member assembly and/or upper chord assembly and described truss lower chord are interconnected; Wherein, two the described steel platform unit simultaneously carrying out removing operation are symmetric with the center of integral steel platform; And
Repeat above-mentioned steps d2, until form described girders layer.。
Optionally, also comprise between described step b and described step c: lifting assembling reinforcement, and described template system is installed, then carry out concrete structure pouring and maintenance.
Optionally, Engage of standard floor height construction process after described steps d.
Optionally, the first predetermined altitude is 1400mm ~ 1800mm higher than the distance of described lower chord absolute altitude.
Optionally, the second predetermined altitude is 1400mm ~ 1800mm higher than the distance of described girders layer absolute altitude.
Adopt construction method of the present invention, at least there is following Advantageous Effects:
1, utilizing tub brace type to climb integral steel platform mould bases when carrying out girders layer construction, by the coupling beam on substep dismounting steel plateform system and steel deck-plate, making integral steel platform occur cavity, and can by the lifting step by step of the assembly of girders layer by cavity.Avoid the fractionation combination operation of high-altitude to steel platform formwork, the work progress of whole girders layer all relies on steel platform formwork, and construction method is easy, effectively can shorten the construction period of girders layer, effectively reduce construction cost.
2, the installation process of whole girders layer all completes in the enclosed environment of steel platform formwork composition, effectively can avoid the risk of falling object from high altitude, can ensure the safety of constructor, stops discarded object simultaneously and reveals, improve green construction level.
3, steel plateform system adopts modular design, according to construction and the requirement of stress equalization, can complete fast and easily in the air and remove and assemble, facilitate the construction of super highrise building at height.
4, the installation process of whole girders layer is all complete in the enclosed environment of steel platform formwork composition, installation process for girders layer provides good construction environment, for reliable construction quality provides necessary support, thus ensure that the installation accuracy of whole girders layer.
Accompanying drawing explanation
Fig. 1 is the steel platform of one embodiment of the invention and the top view of cast structure;
Fig. 2 is that the tub brace type of one embodiment of the invention climbs the structural representation of integral steel platform mould bases;
Fig. 3 to Figure 10 is that the tub supporting type hydraulic of one embodiment of the invention climbs the flow chart of integral steel platform mould bases girders layer construction method.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the tub supporting type hydraulic that the present invention proposes integral steel platform mould bases girders layer construction method of climbing is described in further detail.According to the following describes and claims, advantages and features of the invention will be clearer.It should be noted that, accompanying drawing all adopts the form that simplifies very much and all uses non-ratio accurately, only in order to object that is convenient, the aid illustration embodiment of the present invention lucidly.
Core concept of the present invention is, tub brace type climb integral steel platform mould bases carry out girders layer construction time, substep removes the coupling beam on steel plateform system, integral steel platform is made to occur cavity, and by cavity, the assembly of composition girders layer is hung in Core Walls Structure inside respectively, and in the totally enclosed operating space of steel platform formwork composition, the assembly of girders layer is assembled formation girders layer.Above-mentioned construction method, steel platform formwork is relied on successively lifting to be installed along girders layer vertical section, avoid the fractionation combination operation of high-altitude to steel platform formwork, whole work progress all carries out operation in totally enclosed space, ensure construction safety to greatest extent, construction method is easy simultaneously, can effectively shorten the girders layer construction period, effectively reduce construction cost.
Fig. 1 is the top view of the steel plateform system comprising 9 steel platform unit.As shown in Figure 1, for tub supporting type hydraulic of the present invention integral steel platform mould bases girders layer construction method of climbing is applied to as " specific embodiment of Shanghai " center " engineering, in this embodiment, Core Walls Structure is the nine grids comprising 9 points of Core Walls Structures.
Composition graphs 1 to Fig. 2, the tub brace type of one embodiment of the invention integral steel platform mould bases 100 that climbs comprises steel plateform system, tub support system, hydraulic climbing dynamical system, pin hand system 4 and template system 5.Wherein, steel plateform system is positioned at the top of tub support system, and be positioned at the top of Core Walls Structure 6 construction floor, steel plateform system comprises multiple steel platform unit 11 and coupling beam 12, steel platform unit 11 connects into integral steel platform 13 by coupling beam 12, integral steel platform 13 is also provided with steel deck-plate 14 and forms operation platform; Tub support system comprises outer frame support system 21 and interior frame supports system 22, outer frame support system 21 comprises girder steel 214 bottom the first brace steel post 211, oil cylinder reaction beam 212, second brace steel post 213 and outer frame from top to bottom successively, it is inner that interior frame supports 22 is positioned at outer frame support system 21, specifically bottom oil cylinder reaction beam 212 and outer frame between girder steel 214; Hydraulic climbing dynamical system comprises hydraulic climbing oil cylinder 31 and power control system, hydraulic climbing oil cylinder 31 is arranged between oil cylinder reaction beam 212 and interior frame supports 22, first brace steel post 211 lower end is connected with the second brace steel post 213 by oil cylinder reaction beam 212, and bottom interior frame supports 22 and outer frame, the end of girder steel 214 is respectively arranged with the flexible bracket 71 and 72 in the reserved opening 8 of the correspondence that can stretch on Core Walls Structure 6 shear wall; Pin hand system 4 hangs on the below of steel plateform system; Template system 5 in the process of climbing under be hung on the below of steel plateform system, template system 5 is fixed on the both sides of Core Walls Structure 6 structure after then being connected by contraposition bolt in work progress.
As shown in Figure 2, tub support system comprises multiple tub support unit, each tub support unit is separate, each tub support unit comprises girder steel 214 and the second brace steel post 213 bottom the first brace steel post 211 as above, oil cylinder reaction beam 212, second brace steel post 213, outer frame, and period of climbing realizes synchronously climbing by hydraulic climbing oil cylinder 31 and power control system.
It is specific as follows that each walks process of climbing:
To be placed on Core Walls Structure 6 shear wall, frame supports 22 is for supporting, and by each hydraulic climbing oil cylinder 31 of power control system synchronous averaging, hydraulic climbing oil cylinder 31 drives outer frame support system 21 and steel plateform system Integral lifting by oil cylinder reaction beam 212; Template system 5 is with steel plateform system Synchronous lifting, after lifting puts in place, the flexible bracket 72 of girder steel bottom outer frame 214 is supported in the reserved opening 8 on the shear wall of (namely stretching into) Core Walls Structure 6, then the flexible bracket 71 of interior frame supports 22 is regained, carry out stress check calculation; Then, by oil cylinder reaction beam 212, hydraulic climbing oil cylinder is carried for 31 times, frame supports 22 Synchronous lifting in driving, after lifting puts in place, the flexible bracket 71 of interior frame supports 22 is supported in the reserved opening 8 on the shear wall of Core Walls Structure 6, then the flexible bracket 72 of girder steel bottom outer frame 214 is regained, carry out stress check calculation; Repeat above-mentioned steps, integral steel platform mould bases 100 can progressively promote.
Below in conjunction with accompanying drawing 2 to accompanying drawing 9, describe the tub supporting type hydraulic of one embodiment of the invention in detail and to climb integral steel platform mould bases girders layer construction method, comprise the following steps:
Step a: as shown in Figure 2, original state is that tub brace type climbs that to be positioned at Core Walls Structure 6 top of concrete of firm casting complete high with last layer for integral steel platform mould bases 100;
As shown in Figure 3 and Figure 4, rely on the shear wall of the Core Walls Structure 6 be poured, utilize tub support system that steel plateform system is risen to the first predetermined altitude;
Specifically, as shown in Figure 3, the flexible bracket 71 of interior frame supports 22 is stretched in the reserving hole 8 on Core Walls Structure 6 shear wall, draw back the flexible bracket 72 of girder steel 214 bottom outer frame, to be placed on Core Walls Structure 6 shear wall frame supports 22 for supporting, by each hydraulic climbing oil cylinder 31 of power control system synchronous averaging, hydraulic climbing oil cylinder 31 drives outer frame support system 21 and steel plateform system to overall increase to the first predetermined altitude by oil cylinder reaction beam 212; In lifting process, template system 5 is with steel plateform system Synchronous lifting; After lifting puts in place, the flexible bracket 72 of girder steel bottom outer frame 214 is stretched in the reserving hole 8 on Core Walls Structure 6 shear wall, draw back the flexible bracket 71 of interior frame supports 22, carry out stress check calculation; Then, as shown in Figure 4, by oil cylinder reaction beam 212, hydraulic climbing oil cylinder is carried for 31 times, frame supports 22 Synchronous lifting in driving.
Step b1: as shown in Figure 5 and Figure 6, remove the part steel deck-plate 14 and coupling beam 12 of interferenceing with girders layer, channel floor steel platform is formed in empty 15(figure and is shown as dotted line frame), should the part steel deck-plate 14 that interference with girders layer and coupling beam 12 refer to assembly integral steel platform 13 being right against girders layer to be installed installation site above steel deck-plate 14 and coupling beam 12, part lower chord assembly 911 is hung in Core Walls Structure 6 from cavity 15, and part lower chord assembly 911 is interconnected and fixes with the shear wall of Core Walls Structure 6; Lower chord assembly 911 is specially with the fixed connection method of the shear wall of Core Walls Structure 6: be first poured in the shear wall of Core Walls Structure 6 by part lower chord assembly 911, connector can certainly be buried by arranging in the shear wall of Core Walls Structure 6, then part lower chord assembly 911 is connected with built-in connection, to reach the object be fixedly connected with shear wall.
Because the weight of coupling beam 12 carrying leg hand system 4 and template system 5, and steel deck-plate 14 and coupling beam 12 are also constructed as operation platform, in order to ensure the safety of constructing, in this step b, part steel deck-plate 14 and coupling beam 12 can only be removed, all steel deck-plates 14 and coupling beam 12 all can not be removed.In addition, also there is no need all steel deck-plates 14 and coupling beam 12 to remove, under the premise that security is guaranteed, only need to remove part and there is the steel deck-plate 14 and coupling beam 12 of mutually interfering with the installation site of girders layer.
" in this specific embodiment of Shanghai " center "; in step b1; first can remove the part steel deck-plate 14 on the steel platform unit 11a corresponding with Core Walls Structure 6 core and coupling beam 12; keep other steel platform unit 11b motionless; using other steel platform unit 11b as operation platform, the lifting operation platform to lower chord assembly 911 can be carried out.Only remove the steel platform unit 11a in centre, remaining steel platform unit 11b is stressed still to keep in balance, and can ensure the safety of work progress preferably.
In order to improve efficiency of construction, under the prerequisite ensureing stress equalization, in step b1, also can remove the part steel deck-plate 14 on two steel platform unit 11 and coupling beam 12 simultaneously, in order to ensure stress equalization, the steel platform unit 11 be removed requires to be symmetric with the center of integral steel platform 13.
Step b2: described for the part of removing in step b1 steel deck-plate 14 and described coupling beam 12 are recovered install;
Step b3: as shown in Figure 7, repeat above-mentioned steps b1 to step b2, substep removes all steel deck-plates 14 of interferenceing with girders layer and coupling beam 12, lower chord assembly 911 substep is hung in Core Walls Structure 6, and all lower chord assemblies 911 are connected to form lower chord 91;
Specifically, " in this specific embodiment of Shanghai " center "; if in step b1; what first remove is part steel deck-plate 14 on the steel platform unit 11a corresponding with Core Walls Structure 6 core and coupling beam 12; so in this step b3; ensure stress equalization to improve efficiency of construction; can remove and be symmetric part steel deck-plate 14 on two each steel platform unit 11 and coupling beam 12 with the center of integral steel platform 13, and the lower chord assembly 911 of correspondence position substep is hung in Core Walls Structure 6 simultaneously simultaneously; And the lower chord assembly 911 of this part is connected and is fixedly connected with the shear wall of Core Walls Structure 6, and then the steel deck-plate 14 be removed and coupling beam 12 are recovered to install, repeat above-mentioned steps, progressively all lower chord assemblies 911 substep is hung in Core Walls Structure 6, and all lower chord assemblies 911 are connected to form lower chord 91.
Certainly, if in step b1, part steel deck-plate 14 on two that first simultaneously remove two the steel platform unit 11 be symmetric with the center of integral steel platform 13 and the words of coupling beam 12, so in step b3, the part steel deck-plate 14 on remaining two steel platform unit 11 be symmetric with the center of integral steel platform 13 and coupling beam 12 can be removed simultaneously, and the lower chord assembly 911 of correspondence position substep is hung in Core Walls Structure 6, and the lower chord assembly 911 of this part is connected and is fixedly connected with the shear wall of Core Walls Structure 6, and then the steel deck-plate 14 be removed and coupling beam 12 are recovered to install, then, repeat above-mentioned steps, until the corresponding lower chord assembly 911 of all two steel platform unit 11 with being symmetric with the center of integral steel platform 13 all lifts installation, then, remove the part steel deck-plate 14 on the steel platform unit 11a corresponding with Core Walls Structure 6 core and coupling beam 12, by lower chord assembly 911 hoisted in position corresponding with this part, and all lower chord assemblies 911 are connected to form lower chord 91.
Should be understood that, the order that substep removes steel platform unit can sort flexibly according to the actual needs of site operation, and the present invention does not limit dismounting order.Preferably, in order to improve efficiency of construction, dismounting operation can be carried out to two steel platform unit simultaneously, but in order to stress equalization consideration, require that two the steel platform unit simultaneously carrying out removing operation are symmetric with the center of integral steel platform.Certainly, when the One's name is legion of steel platform unit, in order to improve efficiency of construction, also can carry out dismounting operation to plural steel platform unit simultaneously, consider stress equalization, require that the steel platform unit simultaneously carrying out removing operation is symmetric with the center of integral steel platform.
Further, as shown in Figure 8, when after lower chord 91 installation, lifting also assembling reinforcement 10 in original concrete segmentation, then by contraposition bolt, template system 5 is arranged on the both sides of described Core Walls Structure 6 structure, then carries out concrete structure pouring and maintenance; After concrete curing terminates, template system 5 is removed and under be hung on the below of steel plateform system, prepare lifting and do one's assignment.
Through step b1 to step b3, complete the installation of lower chord 91, in above-mentioned installation process, installer all under be hung on below steel plateform system pin hand system 4 on complete, in order to ensure that installation has enough construction spaces, preferably, require that the distance that the first predetermined altitude in step a is higher than lower chord 91 absolute altitude is 1400mm ~ 1800mm, carry out construction operation to facilitate workman.
Step c: rely on the shear wall of Core Walls Structure 6 be poured, utilizes tub support system to be climbed by institute's tub brace type integral steel platform mould bases 100 second predetermined altitude;
Specifically, similar to tub brace type process of climbing in integral steel platform mould bases 100 process and step a of climbing, do not repeating at this.
Steps d 1: as shown in Figure 9, remove the part steel deck-plate 14 and coupling beam 12 of interferenceing with girders layer, make channel floor steel platform form cavity, part diagonal web member assembly is hung in Core Walls Structure 6 from cavity, and part diagonal web member assembly is fixedly connected with lower chord 91;
Usually, girders layer is all made up of lower chord, diagonal web member and upper chord.For the girders layer that size span is less, each assembly of meeting diagonal web member and upper chord fits together in advance, if diagonal web member assembly and upper chord assembly fit together in advance, in this steps d 1, diagonal web member assembly can be hung in together with upper chord assembly 931 Core Walls Structure (what show in Fig. 9 is the situation hung in together with upper chord assembly 931 by diagonal web member assembly) simultaneously; And for the larger girders layer of size span, the size of diagonal web member assembly and upper chord assembly can be comparatively large, inconvenience is assembled in advance, needs substep that diagonal web member assembly and upper chord assembly are hung in Core Walls Structure.
Similar with described step b1, first can remove the part steel deck-plate 14 on the steel platform unit 11a corresponding with Core Walls Structure 6 core and coupling beam 12; In order to improve efficiency of construction, also can remove the part steel deck-plate 14 on two or more steel platform unit 11 and coupling beam 12 simultaneously, but in order to ensure stress balance, require that carry out removing the steel platform unit of operation is symmetric with the center of integral steel platform simultaneously, what show in Fig. 9 is the embodiment of simultaneously removing two the steel platform unit be symmetric with the center of integral steel platform.
Steps d 2: the part steel deck-plate 14 removed in described steps d 1 and coupling beam 12 are recovered to install;
Steps d 3: as shown in Figure 10, repeat above-mentioned steps d1 to steps d 2, substep removes all steel deck-plates 14 of interferenceing with girders layer and coupling beam 12, diagonal web member assembly and/or upper chord assembly substep are hung in Core Walls Structure 6, and all diagonal web member assemblies and/or upper chord assembly and truss lower chord 91 are connected to form girders layer 9.
Similar with step b3, if in steps d 1, what first remove is part steel deck-plate 14 on the steel platform unit 11a corresponding with Core Walls Structure 6 core and coupling beam 12, so in this steps d 3, ensure stress equalization to improve efficiency of construction simultaneously, can remove simultaneously and be symmetric part steel deck-plate 14 on two each steel platform unit 11 and coupling beam 12 with the center of integral steel platform 13 by substep, and by the lifting of the diagonal web member assembly of correspondence position substep, and then the steel deck-plate 14 be removed and coupling beam 12 are recovered to install, repeat above-mentioned steps, progressively by the lifting of all diagonal web member assemblies substep, and all diagonal web member assemblies are connected to form truss diagonal web member 92.
If in steps d 1, part steel deck-plate 14 on two that first simultaneously remove two the steel platform unit 11 be symmetric with the center of integral steel platform 13 and the words of coupling beam 12, so in steps d 3, the part steel deck-plate 14 on remaining two steel platform unit 11 be symmetric with the center of integral steel platform 13 and coupling beam 12 can be removed simultaneously, and by the lifting of the diagonal web member assembly of correspondence position substep, and then the steel deck-plate 14 be removed and coupling beam 12 are recovered install; Then, repeat above-mentioned steps, until the corresponding diagonal web member assembly of all two steel platform unit 11 with being symmetric with the center of integral steel platform 13 all lifts installation; Then, remove the part steel deck-plate 14 on the steel platform unit 11a corresponding with Core Walls Structure 6 core and coupling beam 12, by the diagonal web member assembly hoisted in position corresponding with this part, and all diagonal web member assemblies are connected to form truss diagonal web member 92.
Equally, the order of substep dismounting steel platform unit can sort flexibly according to the actual needs of site operation.Preferably, in order to improve efficiency of construction, dismounting operation can be carried out to two or more steel platform unit simultaneously, but in order to stress equalization consideration, require that the two or more steel platform unit simultaneously carrying out removing operation are symmetric with the center of integral steel platform.
The above sets up the explanation that diagonal web member 92 carries out for example, in the occasion that girders layer size is less, synchronously can complete the erection of diagonal web member 92 and upper chord 93, lower chord 91, diagonal web member 92 and upper chord 93 are connected rear final formation girders layer 9; And for larger-size girders layer, the lifting of diagonal web member 92 and upper chord 93 can be completed step by step, then lower chord 91, diagonal web member 92 and upper chord 93 are connected rear final formation girders layer 9.
So far, complete the erection to girders layer 9, after girders layer 9 has set up, for tub brace type climb integral steel platform mould bases 100 subsequent construction for, the construction process of Engage of standard floor height, as long as carry out climbing operation according to the construction process of standard floor height, the operation of climbing for standard floor height belongs to prior art, does not repeat them here.
In like manner, in order to easy construction, preferably, require that the distance that the second predetermined altitude in step c is higher than girders layer 9 absolute altitude is 1400mm ~ 1800mm.It is to be noted, climb altitude in step a neutralization procedure c, should determine flexibly according to the stroke of the actual height of girders layer and the oil cylinder that climbs, such as, the tub brace type integral steel platform mould bases that climbs just can be made can to rise to the first predetermined altitude or the second predetermined altitude by once to climb, also even repeatedly can be climbed by twice just to reach the first predetermined altitude or the second predetermined altitude.
In sum, in construction method of the present invention, substep removes the coupling beam on steel plateform system, integral steel platform is made to occur cavity, and by cavity, the assembly of composition girders layer is hung in Core Walls Structure inside respectively, and in the totally enclosed operating space of steel platform formwork composition, the assembly of girders layer is assembled formation girders layer.Steel platform formwork is relied on successively lifting to be installed along girders layer vertical section, avoid the fractionation combination operation to steel platform formwork in high-altitude, whole work progress all carries out operation in totally enclosed space, ensure construction safety to greatest extent, construction method is easy simultaneously, can effectively shorten the girders layer construction period, effectively reduce construction cost.
Foregoing description is only the description to present pre-ferred embodiments, any restriction not to the scope of the invention, and any change that the those of ordinary skill in field of the present invention does according to above-mentioned disclosure, modification, all belong to the protection domain of claims.
Claims (8)
1. tub supporting type hydraulic climbs integral steel platform mould bases girders layer construction method, the described tub supporting type hydraulic integral steel platform mould bases that climbs comprises steel plateform system and tub support system, described steel plateform system is positioned at the top of described tub support system, and be positioned at the top of Core Walls Structure construction floor, described steel plateform system comprises multiple steel platform unit and coupling beam, described steel platform unit connects into integral steel platform by described coupling beam, described integral steel platform is also provided with steel deck-plate and forms operation platform, it is characterized in that, comprise the following steps:
Step a: original state is that described tub supporting type hydraulic climbs that to be positioned at the Core Walls Structure top of concrete of firm casting complete high with last layer for integral steel platform mould bases, rely on the shear wall of the Core Walls Structure be poured, utilize described tub support system that described steel plateform system is risen to the first predetermined altitude;
Step b: remove the described steel deck-plate on the described steel platform unit of interferenceing with described girders layer and described coupling beam step by step, the described integral steel platform of part is made to form cavity, part lower chord assembly hangs in described Core Walls Structure by substep from described cavity, be interconnected lifting the described lower chord assembly put in place and fix with the shear wall of described Core Walls Structure, and all described lower chord assemblies are connected to form truss lower chord;
Step c: rely on the shear wall of Core Walls Structure be poured, utilizes the described tub support system integral steel platform mould bases that climbed by described tub supporting type hydraulic to rise to the second predetermined altitude; And
Steps d: remove the described steel deck-plate on the described steel platform unit of interferenceing with described girders layer and described coupling beam step by step, the described integral steel platform of part is made to form cavity, part diagonal web member assembly and/or upper chord assembly hang in described Core Walls Structure by substep from described cavity, to the described diagonal web member assembly that puts in place be lifted and/or upper chord assembly is fixedly connected with described truss lower chord, and all described diagonal web member assemblies and/or upper chord assembly and described truss lower chord are connected to form girders layer;
Wherein, in described step b and described steps d, remove after lifting completes in each step, the described steel deck-plate first this step be removed and described coupling beam are recovered to install, and then carry out next step and remove lifting.
2. tub supporting type hydraulic as claimed in claim 1 climbs integral steel platform mould bases girders layer construction method, it is characterized in that, the described tub supporting type hydraulic integral steel platform mould bases that climbs also comprises hydraulic climbing dynamical system, pin hand system and template system; Described tub support system comprises outer frame support system and interior frame supports, described outer frame support system comprises girder steel bottom steel platform, oil cylinder reaction beam, brace steel post and outer frame from top to bottom successively, it is inner that described interior frame supports is positioned at described outer frame support system, and bottom described oil cylinder reaction beam and described outer frame between girder steel; Described hydraulic climbing dynamical system comprises hydraulic climbing oil cylinder and power control system, described hydraulic climbing oil cylinder is arranged between described oil cylinder reaction beam and described interior frame supports, described steel platform lower end is connected with described brace steel post by described oil cylinder reaction beam, the flexible bracket in the reserved opening that bottom described interior frame supports and outer frame, the end of girder steel is respectively arranged with for snapping in the correspondence on Core Walls Structure shear wall; Described pin hand system hangs on the below of described steel plateform system; Described template system in the process of climbing under be hung on the below of described steel plateform system, described template system is fixed on the both sides of described core wall structure after being connected by contraposition bolt in work progress.
3. tub supporting type hydraulic as claimed in claim 1 or 2 climbs integral steel platform mould bases girders layer construction method, and it is characterized in that, described step b comprises:
Step b1, remove the described steel deck-plate of part on the steel platform unit corresponding with described Core Walls Structure center and described coupling beam to form described cavity, after described for part lower chord assembly is hung in described Core Walls Structure from described cavity, part lower chord assembly is interconnected and fixes with the shear wall of described Core Walls Structure;
Step b2, lower chord assembly, to form described cavity, hangs in described Core Walls Structure, and is interconnected by described lower chord assembly by the described steel deck-plate of part simultaneously on dismounting two described steel platform unit and described coupling beam from described cavity; Wherein, two the described steel platform unit simultaneously carrying out removing operation are symmetric with the center of integral steel platform; And
Repeat above-mentioned steps b2, until form described truss lower chord.
4. tub supporting type hydraulic as claimed in claim 3 climbs integral steel platform mould bases girders layer construction method, and it is characterized in that, described steps d comprises:
Steps d 1, remove the described steel deck-plate of part on the steel platform unit corresponding with described Core Walls Structure center and described coupling beam to form described cavity, after described for part diagonal web member assembly and/or upper chord assembly are hung in described Core Walls Structure from described cavity, will partly lift the described diagonal web member assembly that puts in place and/or upper chord assembly is fixedly connected with described truss lower chord;
Steps d 2, the described steel deck-plate of part simultaneously on dismounting two described steel platform unit and described coupling beam are to form described cavity, diagonal web member assembly and/or upper chord assembly are hung in after in described Core Walls Structure from described cavity, described diagonal web member assembly and/or upper chord assembly and described truss lower chord are interconnected; Wherein, two the described steel platform unit simultaneously carrying out removing operation are symmetric with the center of integral steel platform; And
Repeat above-mentioned steps d2, until form described girders layer.。
5. tub supporting type hydraulic as claimed in claim 2 climbs integral steel platform mould bases girders layer construction method, it is characterized in that, also comprise between described step b and described step c: lifting assembling reinforcement, and described template system is installed, then carry out concrete structure pouring and maintenance.
6. tub supporting type hydraulic as claimed in claim 1 or 2 climbs integral steel platform mould bases girders layer construction method, it is characterized in that, Engage of standard floor height construction process after described steps d.
7. tub supporting type hydraulic as claimed in claim 1 climbs integral steel platform mould bases girders layer construction method, and it is characterized in that, described first predetermined altitude is 1400mm ~ 1800mm higher than the distance of described lower chord absolute altitude.
8. tub supporting type hydraulic as claimed in claim 1 climbs integral steel platform mould bases girders layer construction method, and it is characterized in that, described second predetermined altitude is 1400mm ~ 1800mm higher than the distance of described girders layer absolute altitude.
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