CN103758341B - Steel column drum rack support type hydraulic lifting overall steel platform cross truss layer construction method - Google Patents

Steel column drum rack support type hydraulic lifting overall steel platform cross truss layer construction method Download PDF

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CN103758341B
CN103758341B CN201410021387.9A CN201410021387A CN103758341B CN 103758341 B CN103758341 B CN 103758341B CN 201410021387 A CN201410021387 A CN 201410021387A CN 103758341 B CN103758341 B CN 103758341B
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steel
steel platform
platform
assembly
integral
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CN103758341A (en
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龚剑
朱毅敏
黄玉林
扶新立
王小安
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Shanghai Construction Group Co Ltd
Shanghai Construction No 1 Group Co Ltd
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Shanghai Construction Group Co Ltd
Shanghai Construction No 1 Group Co Ltd
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Abstract

The invention provides a steel column drum rack support type hydraulic lifting overall steel platform cross truss layer construction method. A steel column drum rack support type hydraulic lifting overall steel platform comprises a steel platform system and a support system. The support system comprises a drum rack support and a steel column support. The steel platform system comprises a plurality of steel platform units and connecting beams. The steel platform units are connected into an overall steel platform through the connecting beams. A steel cover plate is disposed on the overall steel platform to form a construction platform. The drum rack support is fixed blow the overall steel platform. The steel column support is located at the upper end of a core drum concrete structure. The method includes: removing the steel cover plate and the connecting beams interfered with a truss layer step by step, hanging all truss layer rod components into the core drum through holes step by step, remounting the removed steel cover plate and the connecting beams when each step of hanging is completed, connecting the truss layer components, and allowing the components to be fixedly connected with the core drum so as to form the truss layer. By the method, safe construction is guaranteed effectively, and construction period is shortened.

Description

The steel column drum rack alternating bracing hydraulic integral steel platform that climbs crosses girders layer construction method
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 steel column drum rack alternating bracing hydraulic integral steel platform that climbs crosses girders layer construction method.
Background technology
China's super highrise building was developing rapidly in recent years, for highly extra high super highrise building, usual employing integral self-lift steel platform template system, such as Chinese patent ZL200610118944.4, name is called: steel pillar supporting type integral self-lifting steel platform scaffold template system.This steel column drum rack alternating bracing hydraulic integral steel platform that climbs mainly comprises: steel plateform system, pin hand system, steel column support system, power control system and large form system.Operating area steel platform, construction operation scaffold, lift-type large form three can be combined into one by this template system, form totally enclosed construction operation environment, construction quality, the accelerating construction progress of Core Walls Structure can be ensured to greatest extent, guarantee construction safety, be widely used in high-rise and construction of super highrise building field.
But, adopting steel column drum rack alternating bracing hydraulic to climb in the construction method of integral steel platform construction Core Walls Structure, after having constructed to each standard flooring, according to the method for climbing of standard, steel platform template system 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 steel column drum rack alternating bracing hydraulic integral steel platform that climbs is the object of the present invention is to provide to cross girders layer construction method, cannot the problem of erection truss layer to solve in prior art the conventional method of climbing, support steel platform template system realizes the erection to girders layer smoothly, ensures climbing smoothly of steel platform template system.
For solving the problems of the technologies described above, the invention provides a kind of steel column drum rack alternating bracing hydraulic integral steel platform that climbs and cross girders layer construction method, the described steel column drum rack alternating bracing hydraulic integral steel platform that climbs comprises steel plateform system and support system, and described support system comprises tub and supports and steel column support; Described steel plateform system comprises multiple steel platform unit and coupling beam, and 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 tub support be fixedly installed with described integral steel platform below, described steel column supports the upper end being positioned at Core Walls Structure concrete structure, and described construction method comprises the following steps:
Step a: original state be described steel column drum rack alternating bracing hydraulic climb integral steel platform be positioned at firm casting complete to state Core Walls Structure top of concrete high with last layer, rely on the shear wall of the Core Walls Structure be poured, utilize described steel column to support and 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 described steel column to support to be climbed by described steel column drum rack alternating bracing hydraulic integral steel platform 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 this step be removed and described coupling beam are recovered to install, and then carry out next step and remove lifting.
Optionally, the described steel column drum rack alternating bracing hydraulic integral steel platform that climbs also comprises climbing system, pin hand system and template system; Described climbing system comprises climbing boots and hydraulic system, and described climbing boots is connected with described hydraulic system, and described climbing boots is arranged on described integral steel platform, and described climbing boots is fixedly connected with described steel platform unit; Be hung under described pin hand system below described integral steel platform; When Construction State, described template system is fixed on the both sides of described core wall structure after being connected by contraposition bolt, when climb mode, be hung on below described integral steel platform under described template system.
Optionally, in described step b and/or steps d, substep removes the described steel deck-plate of part on two described steel platform unit and described coupling beam to form described cavity simultaneously, lower chord assembly hangs in described Core Walls Structure by substep from described cavity, and all described lower chord assemblies are connected to form truss lower chord; Wherein, two the described steel platform unit simultaneously carrying out removing operation are symmetric with the center of Core Walls Structure.
Optionally, described diagonal web member assembly comprises the first diagonal web member assembly and is positioned at the second diagonal web member assembly on described first diagonal web member assembly.
Optionally, described steps d comprises:
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 first diagonal web member assembly hangs in described Core Walls Structure by substep, is fixedly connected with lifting the described first diagonal web member assembly put in place with described truss lower chord;
Rely on the shear wall of Core Walls Structure be poured, utilize described steel column to support to be climbed by described steel column drum rack alternating bracing hydraulic integral steel platform to rise to the 3rd predetermined altitude;
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 second diagonal web member assembly and/or described upper chord assembly hang in described Core Walls Structure by substep, are fixedly connected to form girders layer by lifting the described second diagonal web member assembly that puts in place and/or described upper chord assembly and described first diagonal web member assembly.
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.
Optionally, the 3rd 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, steel column drum rack alternating bracing hydraulic is utilized to climb integral steel platform when carrying out girders layer construction, by the coupling beam on substep dismounting steel plateform system and steel deck-plate, integral steel platform is made to occur cavity, and can by the lifting of the assembly of girders layer substep by cavity.Avoid the fractionation combination operation of high-altitude to steel platform template system, the work progress of whole girders layer all relies on steel platform template system, 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 template system 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.
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 steel column drum rack alternating bracing hydraulic of one embodiment of the invention climbs the structural representation of integral steel platform;
Fig. 3 to Figure 10 is that the steel column drum rack alternating bracing hydraulic of one embodiment of the invention integral steel platform that climbs crosses the flow chart of girders layer construction method.
Detailed description of the invention
Core concept of the present invention is, climb integral steel platform when carrying out girders layer construction at steel column drum rack alternating bracing hydraulic, 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 template system composition, the assembly of girders layer is assembled formation girders layer.Above-mentioned construction method, steel platform template system is relied on successively lifting to be installed along girders layer vertical section, avoid the fractionation combination operation of high-altitude to steel platform template system, whole work progress all carries out operation in totally enclosed space, ensure construction safety to greatest extent, construction method is easy simultaneously, effectively can shorten the girders layer construction period, effectively reduce construction cost.
Below in conjunction with the drawings and specific embodiments, the steel column drum rack alternating bracing hydraulic that the present invention the proposes integral steel platform that climbs is crossed girders layer construction method and 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.
As shown in Figure 1, for the steel column drum rack alternating bracing hydraulic of the present invention integral steel platform that climbs is crossed girders layer construction method and is applied to specific embodiment as " Flos micheliae Albae " engineering, in this embodiment, Core Walls Structure is the six palace lattice comprising 6 points of Core Walls Structures.
Composition graphs 1 and Fig. 2, the steel column drum rack alternating bracing hydraulic of the present invention integral steel platform (climbing integral steel platform also referred to as: steel column drum rack alternating bracing hydraulic) 100 that climbs comprises steel plateform system 1, support system 2, climbing system 3, pin hand system 4 and template system 5.Wherein, described steel plateform system 1 extends along core wall structure cross section, steel plateform system 1 comprises multiple steel platform unit 11 (shown in figure is 6 steel platform unit) and coupling beam 12, steel platform unit 11 connects into integral steel platform 13 by institute's coupling beam 12, integral steel platform 13 is also provided with steel deck-plate 14 and forms operation platform; Support system 2 comprise tub support 21 and steel column support 22, tub support 21 be fixedly installed with integral steel platform 13 below, steel column supports 22 upper ends being positioned at Core Walls Structure 6 concrete structure; Climbing system 3 comprises climbing boots 31 and hydraulic system 32, and climbing boots 31 to be arranged on integral steel platform 13, and climbing boots 31 is fixedly connected with steel platform unit 11; Pin hand system is hung on for 4 times below integral steel platform 13; When Construction State, template system 5 is fixed on the both sides of Core Walls Structure 6 structure after being connected by contraposition bolt, when climb mode, template system is hung on below integral steel platform 13 for 5 times.
As shown in Figure 2, described tub supports 21 and comprises tub support column 211, tub brace summer 212 and flexible bracket 213, and under Construction State, flexible bracket 213 extend in Core Walls Structure reserved opening 7 fixing, as the support of steel platform formwork system under Construction State; Under climb mode, flexible bracket 213 exits Core Walls Structure reserved opening 7, and steel column supports 22 and is fixed on Core Walls Structure 6 concrete structure upper end, as the support of steel platform formwork system under climb mode; Under Construction State, steel column is supported 22 and to be fixed on integral steel platform on 13 by climbing boots 31.
Composition graphs 2 and Fig. 3, usually, it is box-structure that steel column supports 22, and structure is vertically provided with the strong point of fixing hole 8 as climbing boots of a climbing boots 31 at interval of fixed range.During climb mode, steel column is supported 22 and is fixed on Core Walls Structure 6 concrete structural surface by fastening devices, alternately the climbing of climbing boots 31 under relying on hydraulic system 32 to act on realizes climbing of steel platform.Under Construction State, steel column supports 22 and schedules on integral steel platform 13 by climbing boots 31 is fixing.
As shown in Figure 2, tub support system 21 comprises multiple tub support unit, and each tub support unit is separate, realizes Synchronous lifting during lifting by climbing boots 31 and hydraulic system 32.
Each step lifting process is specific as follows:
Supporting 22 for supporting with the steel column being fixed on Core Walls Structure 6 concrete structure upper end, controlling climbing boots 31 timed delivery by hydraulic system 32 and driving steel plateform system 1 Integral lifting for climbing; Pin hand system 4 and template system 5, with steel plateform system 1 Synchronous lifting, promote after putting in place, are extend into by flexible bracket 213 in Core Walls Structure reserved opening 7 fixing, and disconnect the connection that steel column supports 22 and Core Walls Structure 6 concrete structure upper end, carry out stress check calculation; Then, climbing boots 31 is controlled reverse by hydraulic system 32, and control climbing boots 31 and oppositely alternately climb and steel column is supported 22 times carry, when Core Walls Structure 6 continue carry out, when making the concrete structure of Core Walls Structure reach the lower end of steel column support 22, repeat above-mentioned steps, the steel column drum rack alternating bracing hydraulic integral steel platform 100 that climbs can progressively promote.
Below in conjunction with accompanying drawing 2 to accompanying drawing 9, describe the steel column drum rack alternating bracing hydraulic of one embodiment of the invention integral steel platform that climbs in detail and cross girders layer construction method, comprise the following steps:
Step a: as shown in Figure 2, original state is that steel column drum rack alternating bracing hydraulic 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 100;
As shown in Figure 3 and Figure 4, rely on the shear wall of the Core Walls Structure 6 be poured, utilize steel column to support 22 and steel plateform system 1 is risen to the first predetermined altitude;
Specifically, as shown in Figure 3, flexible bracket 213 exits Core Walls Structure reserved opening 7, and steel column supports 22 and is fixed on Core Walls Structure 6 concrete structure upper end, as the support of whole steel platform formwork system, control alternately climbing of climbing boots 31 by hydraulic system 32 and realize climbing of steel platform, climb after putting in place, flexible bracket 213 is stretched into Core Walls Structure reserved opening 7, carry out stress check calculation, then, as shown in Figure 4, control climbing boots 31 by hydraulic system 32 oppositely to climb and steel column is supported 22 times carry.
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 made to form cavity 15 (being shown as oblique line frame in figure), 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 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 Core Walls Structure 6, and two the steel platform unit showing dismounting in Fig. 5 and Fig. 6 are positioned on the diagonal of whole 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;
Equally, 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 Core Walls Structure 6 by substep, 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, 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.
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 Core Walls Structure.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 Core Walls Structure.
Further, when after lower chord 91 installation, original concrete segmentation lifts assembling reinforcement, 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 1, 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 1 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 steel column to support 22 and to be climbed by institute's steel column drum rack alternating bracing hydraulic integral steel platform 100 second predetermined altitude;
Specifically, similar to steel column drum rack alternating bracing hydraulic process of climbing in integral steel platform 100 process and step a of climbing, do not repeating at this.
Steps d: as shown in Figure 8, removes the part steel deck-plate 14 and coupling beam 12 of interferenceing with girders layer, makes channel floor steel platform form cavity, hung in Core Walls Structure 6 by part diagonal web member assembly from cavity, and be fixedly connected with lower chord 91 by part diagonal web member assembly;
Usually, girders layer is all made up of lower chord, diagonal web member and upper chord.The concrete grammar that climbs of integral steel platform and steel column drum rack alternating bracing hydraulic climbs, depend on climb stroke and the practice of construction scheme of hydraulic system, the height that integral steel platform once climbs if steel column drum rack alternating bracing hydraulic climbs is larger, each assembly of diagonal web member and upper chord can be fitted together in advance, if diagonal web member assembly and upper chord assembly fit together in advance, in this steps d, diagonal web member assembly can be hung in Core Walls Structure together with upper chord assembly simultaneously.Usually, because execution conditions more complicated, steel column drum rack alternating bracing hydraulic climbs all not too large of height that integral steel platform once climbs, at this moment needs substep that diagonal web member assembly and upper chord assembly are hung in Core Walls Structure.Special in super highrise building, the steel column drum rack alternating bracing hydraulic integral steel platform that climbs climbs process complexity, each walks the height climbed and is subject to a lot of restriction, sometimes only also need to split layering lifting for diagonal web member, such as, diagonal web member assembly can be split long two groups of diagonal web member assemblies composition: the first diagonal web member assembly and the second diagonal web member assembly be positioned on the first diagonal web member assembly.For this situation, the method that two steps can be adopted to promote completes, and concrete construction method is as follows:
First, as shown in Figure 8, remove the steel deck-plate 14 of interferenceing with girders layer and coupling beam 12 step by step, make channel floor steel platform 13 form cavity, part first diagonal web member assembly 921 hangs in Core Walls Structure 6 by substep, is fixedly connected with lifting the first diagonal web member assembly 921 put in place with truss lower chord 91; Wherein, after each step dismounting installation terminates, all the steel deck-plate 14 be removed in this step and coupling beam 12 to be recovered to install;
Then, as shown in Figure 9, rely on the shear wall of Core Walls Structure 6 be poured, utilize steel column to support 22 integral steel platforms that to be climbed by steel column drum rack alternating bracing hydraulic and rise to the 3rd predetermined altitude;
Then, as shown in Figure 10, remove the steel deck-plate 14 of interferenceing with described girders layer and coupling beam 12 step by step, channel floor steel platform is made to form cavity, part second diagonal web member assembly 922 and upper chord assembly 931 hang in described Core Walls Structure by substep, girders layer is fixedly connected to form by lifting the described second diagonal web member assembly 922 that puts in place and upper chord assembly 931 and the first diagonal web member assembly 921, equally, after each step dismounting installation terminates, all the steel deck-plate 14 be removed in this step and coupling beam 12 to be recovered to install.
Similar with described step b1, 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 the steel platform unit simultaneously carrying out removing operation is symmetric with the center of Core Walls Structure, what show in Fig. 9 is the embodiment of simultaneously removing two the steel platform unit be symmetric with the center of Core Walls Structure, 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.
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 Core Walls Structure.
The above sets up the explanation that large-sized diagonal web member 92 carries out for example, in the occasion that girders layer size is less, in stepb, only needs once to promote, namely can complete the erection of diagonal web member 92.In addition, according to the real size of girders layer, synchronously can also 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; Also can complete the lifting of diagonal web member 92 and upper chord 93 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 steel column drum rack alternating bracing hydraulic climb integral steel platform 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, the distance that the 3rd predetermined altitude in like manner in steps d 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 steel column drum rack alternating bracing hydraulic integral steel platform 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 template system composition, the assembly of girders layer is assembled formation girders layer.Steel platform template system is relied on successively lifting to be installed along girders layer vertical section, avoid the fractionation combination operation to steel platform template system 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, effectively can 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 (10)

1. the steel column drum rack alternating bracing hydraulic integral steel platform that climbs crosses girders layer construction method, and the described steel column drum rack alternating bracing hydraulic integral steel platform that climbs comprises steel plateform system and support system, and described support system comprises tub and supports and steel column support; Described steel plateform system comprises multiple steel platform unit and coupling beam, and 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 tub support be fixedly installed with described integral steel platform below, described steel column supports the upper end being positioned at Core Walls Structure concrete structure, and it is characterized in that, described construction method comprises the following steps:
Step a: original state is that described steel column drum rack alternating bracing 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, rely on the shear wall of the Core Walls Structure be poured, utilize described steel column to support and 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 described steel column to support to be climbed by described steel column drum rack alternating bracing hydraulic integral steel platform 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 this step be removed and described coupling beam are recovered to install, and then carry out next step and remove lifting.
2. the steel column drum rack alternating bracing hydraulic as claimed in claim 1 integral steel platform that climbs crosses girders layer construction method, it is characterized in that, the described steel column drum rack alternating bracing hydraulic integral steel platform that climbs also comprises climbing system, pin hand system and template system; Described climbing system comprises climbing boots and hydraulic system, and described climbing boots is connected with hydraulic system, and described climbing boots is arranged on described integral steel platform, and described climbing boots is fixedly connected with described steel platform unit; Be hung under described pin hand system below described integral steel platform; When Construction State, described template system is fixed on the both sides of described core wall structure after being connected by contraposition bolt, when climb mode, be hung on below described integral steel platform under described template system.
3. the steel column drum rack alternating bracing hydraulic as claimed in claim 1 or 2 integral steel platform that climbs crosses girders layer construction method, it is characterized in that, in described step b and/or steps d, substep removes the described steel deck-plate of part on two described steel platform unit and described coupling beam to form described cavity simultaneously, lower chord assembly hangs in described Core Walls Structure by substep from described cavity, and all described lower chord assemblies are connected to form truss lower chord; Wherein, two the described steel platform unit simultaneously carrying out removing operation are symmetric with the center of Core Walls Structure.
4. the steel column drum rack alternating bracing hydraulic stated as claim 1 or 2 integral steel platform that climbs crosses girders layer construction method, it is characterized in that, described diagonal web member assembly comprises the first diagonal web member assembly and is positioned at the second diagonal web member assembly on described first diagonal web member assembly.
5. the steel column drum rack alternating bracing hydraulic stated as claim 4 integral steel platform that climbs crosses girders layer construction method, and it is characterized in that, described steps d comprises:
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 first diagonal web member assembly hangs in described Core Walls Structure by substep, is fixedly connected with lifting the described first diagonal web member assembly put in place with described truss lower chord;
Rely on the shear wall of Core Walls Structure be poured, utilize described steel column to support to be climbed by described steel column drum rack alternating bracing hydraulic integral steel platform to rise to the 3rd predetermined altitude;
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 second diagonal web member assembly and/or described upper chord assembly hang in described Core Walls Structure by substep, are fixedly connected to form girders layer by lifting the described second diagonal web member assembly that puts in place and/or described upper chord assembly and described first diagonal web member assembly.
6. the steel column drum rack alternating bracing hydraulic as claimed in claim 2 integral steel platform that climbs crosses 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.
7. the steel column drum rack alternating bracing hydraulic as claimed in claim 1 or 2 integral steel platform that climbs crosses girders layer construction method, it is characterized in that, Engage of standard floor height construction process after described steps d.
8. the steel column drum rack alternating bracing hydraulic as claimed in claim 1 integral steel platform that climbs crosses 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.
9. the steel column drum rack alternating bracing hydraulic as claimed in claim 1 integral steel platform that climbs crosses 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.
10. the steel column drum rack alternating bracing hydraulic as claimed in claim 5 integral steel platform that climbs crosses girders layer construction method, and it is characterized in that, described 3rd predetermined altitude is 1400mm ~ 1800mm higher than the distance of described girders layer absolute altitude.
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CN100587206C (en) * 2006-11-30 2010-02-03 上海市第一建筑有限公司 Steel pillar supporting type integral self-lifting steel platform scaffold template system
CN101413342B (en) * 2008-11-06 2011-07-27 广东省建筑工程集团有限公司 Hydraulic creeping formwork initial mounting construction technique
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CN102677889B (en) * 2012-05-11 2014-03-26 上海建工集团股份有限公司 System for alternatively supporting whole lifting steel platform formwork by steel column casing rack and construction method
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