CN103758341A - 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 PDFInfo
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- CN103758341A CN103758341A CN201410021387.9A CN201410021387A CN103758341A CN 103758341 A CN103758341 A CN 103758341A CN 201410021387 A CN201410021387 A CN 201410021387A CN 103758341 A CN103758341 A CN 103758341A
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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
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 cylinder frame replaces the supporting type hydraulic integral steel platform that climbs and 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, conventionally adopt integral self-lift steel platform template system, for example Chinese patent ZL200610118944.4, name is called: steel pillar supporting type integral self-lifting steel platform scaffold template system.This steel column cylinder frame replaces the supporting type hydraulic integral steel platform that climbs and mainly comprises: steel plateform system, pin hand system, steel column support system, power control system and large form system.This template system can be combined into one operating area steel platform, construction operation scaffold, lift-type large form three, form totally enclosed construction operation environment, can guarantee to greatest extent Core Walls Structure construction quality, accelerating construction progress, guarantee construction safety, in high-rise and construction of super highrise building field, obtained being widely used.
But, build in the construction method of Core Walls Structure adopting steel column cylinder frame to replace the supporting type hydraulic integral steel platform that climbs, after each standard flooring has been constructed, according to the method for climbing of standard, can allow steel platform template system rise to smoothly next standard flooring.But rising to and need to set up after semi-girder girders layer in Core Walls Structure inside, the conventional standard method of climbing cannot realize setting up semi-girder truss.
Summary of the invention
The object of the present invention is to provide a kind of steel column cylinder frame to replace the supporting type hydraulic integral steel platform that climbs and cross girders layer construction method, to solve the problem that the conventional method of climbing in prior art cannot erection truss layer, the smooth realization of support steel platform template system is set up girders layer, guarantees climbing smoothly of steel platform template system.
For solving the problems of the technologies described above, the invention provides a kind of steel column cylinder frame replaces the supporting type hydraulic integral steel platform that climbs and crosses girders layer construction method, described steel column cylinder frame replaces the supporting type hydraulic integral steel platform that climbs and comprises steel plateform system and support system, and described support system comprises that a frame 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, is also provided with steel deck-plate and forms operation platform on described integral steel platform; Described cylinder frame supports and is fixedly installed and described integral steel platform below, and described steel column supports the upper end that is positioned at Core Walls Structure concrete structure, and described construction method comprises the following steps:
Step a: original state be described steel column cylinder frame replace supporting type 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 being poured, utilize described steel column to support described steel plateform system is risen to the first predetermined altitude;
Step b: described steel deck-plate and described coupling beam on the described steel platform unit of substep dismounting and described girders layer interference, make the described integral steel platform of part form cavity, substep hangs in part lower chord assembly in described Core Walls Structure from described cavity, the described lower chord assembly that lifting is put in place interconnects and fixes with the shear wall of described Core Walls Structure, and all described lower chord assemblies are connected to form to truss lower chord;
Step c: rely on the shear wall of the Core Walls Structure that has been poured, utilize described steel column to support described steel column cylinder frame is replaced to the supporting type hydraulic integral steel platform that climbs to rise to the second predetermined altitude; And
Steps d: described steel deck-plate and described coupling beam on the described steel platform unit of substep dismounting and described girders layer interference, make the described integral steel platform of part form cavity, substep hangs in part diagonal web member assembly and/or upper chord assembly in described Core Walls Structure from described cavity, the described diagonal web member assembly that lifting is put in place and/or upper chord assembly are 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 to girders layer;
Wherein, in described step b and described steps d, after in each step, dismounting has lifted, the described steel deck-plate that this step is removed and described coupling beam are recovered to install, and then carry out next step and remove lifting.
Optionally, described steel column cylinder frame replaces the supporting type hydraulic integral steel platform that climbs and 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; Under described pin hand system, be hung on described integral steel platform below; When Construction State, described template system is fixed on the both sides of described core wall structure after connecting by contraposition bolt, when climb mode, is hung on described integral steel platform below under described template system.
Optionally, in described step b and/or steps d, substep is removed two described steel deck-plates of part on described steel platform unit and described coupling beam to form described cavity simultaneously, substep hangs in lower chord assembly in described Core Walls Structure from described cavity, and all described lower chord assemblies are connected to form to truss lower chord; Wherein, two described steel platform unit simultaneously 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 the first diagonal web member assembly.
Optionally, described steps d comprises:
Described steel deck-plate and described coupling beam on the described steel platform unit of substep dismounting and described girders layer interference, make the described integral steel platform of part form cavity, substep hangs in part the first diagonal web member assembly in described Core Walls Structure, and described the first diagonal web member assembly that lifting is put in place is fixedly connected with described truss lower chord;
Rely on the shear wall of the Core Walls Structure that has been poured, utilize described steel column to support described steel column cylinder frame is replaced to the supporting type hydraulic integral steel platform that climbs to rise to the 3rd predetermined altitude;
Described steel deck-plate and described coupling beam on the described steel platform unit of substep dismounting and described girders layer interference, make the described integral steel platform of part form cavity, substep hangs in part the second diagonal web member assembly and/or described upper chord assembly in described Core Walls Structure, and described the second diagonal web member assembly that lifting is put in place and/or described upper chord assembly and described the first diagonal web member assembly are fixedly connected to form girders layer.
Optionally, between described step b and described step c, also comprise: 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 useful technique effect:
1, utilize steel column cylinder frame to replace supporting type hydraulic and climb integral steel platform when carrying out girders layer construction, by substep, remove coupling beam and the steel deck-plate on steel plateform system, make integral steel platform occur cavity, and can be by the assembly substep lifting of girders layer by cavity.Avoided 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, can effectively shorten the construction period of girders layer, effectively reduces construction cost.
2, the installation process of whole girders layer all completes in the enclosed environment of steel platform template composing system, can effectively avoid the risk of falling object from high altitude, can guarantee constructor's safety, stops discarded object simultaneously and reveals, and improves green construction level.
3, steel plateform system adopts modular design, according to the requirement of construction and stress equalization, at height, can complete fast and easily in the air and remove and assembling, facilitates the construction of super highrise building.
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 cylinder frame of one embodiment of the invention replaces the climb structural representation of integral steel platform of supporting type hydraulic;
Fig. 3 to Figure 10 is that the steel column cylinder frame of one embodiment of the invention replaces the supporting type hydraulic integral steel platform that climbs and crosses the flow chart of girders layer construction method.
The specific embodiment
Core concept of the present invention is, at steel column cylinder frame, replace supporting type hydraulic and climb integral steel platform when carrying out girders layer construction, substep is removed the coupling beam on steel plateform system, make integral steel platform occur cavity, and by cavity, the assembly of composition girders layer is hung in respectively to Core Walls Structure inside, and in the totally enclosed operating space of steel platform template composing system, the assembly of girders layer is assembled to formation girders layer.Above-mentioned construction method, rely on steel platform template system, along girders layer vertical section, lifting is successively installed, avoided the fractionation combination operation of high-altitude to steel platform template system, whole work progress all carries out operation in totally enclosed space, ensured to greatest extent construction safety, simultaneously construction method is easy, can effective shortening girders layer construction period, effectively reduce construction cost.
Steel column cylinder frame the present invention being proposed below in conjunction with the drawings and specific embodiments replaces the supporting type hydraulic integral steel platform that climbs and crosses girders layer construction method and be 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 very the form of simplifying and all uses non-ratio accurately, only in order to convenient, the object of the aid illustration embodiment of the present invention lucidly.
As shown in Figure 1, for steel column cylinder frame of the present invention replaces the supporting type hydraulic integral steel platform that climbs, cross girders layer construction method and be applied to as the specific embodiment of " Flos micheliae Albae " engineering, in this embodiment, Core Walls Structure is the six palace lattice that comprise 6 points of Core Walls Structures.
In conjunction with Fig. 1 and Fig. 2, steel column cylinder frame of the present invention replaces the supporting type hydraulic integral steel platform (also referred to as: the steel column cylinder frame alternating bracing hydraulic integral steel platform that climbs) 100 that climbs and 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 shown in multiple steel platforms unit 11(figure being 6 steel platform unit) and coupling beam 12, steel platform unit 11 connects into integral steel platform 13 by institute's coupling beam 12, is also provided with steel deck-plate 14 and forms operation platform on integral steel platform 13; Support system 2 comprises that a frame support 21 and steel column support 22, and cylinder frame supports 21 and is fixedly installed and integral steel platform 13 belows, and steel column support 22 is positioned at the upper end of Core Walls Structure 6 concrete structures; Climbing system 3 comprises climbing boots 31 and hydraulic system 32, and climbing boots 31 is arranged on integral steel platform 13, and climbing boots 31 is fixedly connected with steel platform unit 11; Pin hand system is hung on integral steel platform 13 belows for 4 times; When Construction State, template system 5 is fixed on the both sides of Core Walls Structure 6 structures after connecting by contraposition bolt, and when climb mode, template system is hung on integral steel platform 13 belows for 5 times.
As shown in Figure 2, described cylinder frame supports 21 and comprises a frame support column 211, cylinder frame 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 ends, as the support of steel platform formwork system under climb mode; Under Construction State, steel column supports 22 and is fixed on integral steel platform on 13 by climbing boots 31.
In conjunction with Fig. 2 and Fig. 3, conventionally, it is box-structure that steel column supports 22, and structure is along being vertically provided with the fixing hole 8 of a climbing boots 31 as the strong point of climbing boots at interval of fixed range.During climb mode, steel column is supported to 22 and by fastening devices, be fixed on Core Walls Structure 6 concrete structural surfaces, relying on alternately the climbing of climbing boots 31 under hydraulic system 32 effects to realize 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, cylinder frame support system 21 comprises multiple frame support units, and each frame support unit is separate, during lifting, by climbing boots 31 and hydraulic system 32, realizes Synchronous lifting.
Each step lifting process is specific as follows:
To be fixed on the steel column of Core Walls Structure 6 concrete structure upper ends, support 22 as supporting, by hydraulic system 32, control climbing boots 31 timed delivery and for climbing, drive steel plateform system 1 Integral lifting; Pin hand system 4 and template system 5 be with steel plateform system 1 Synchronous lifting, and after promoting and putting in place, the bracket 213 that will stretch extend in Core Walls Structure reserved opening 7 fixing, and disconnect steel column support 22 with being connected of Core Walls Structure 6 concrete structure upper ends, carry out stressed conversion; Then, by hydraulic system 32, control climbing boots 31 reverse, and control climbing boots 31 oppositely alternately climb by steel column support carry for 22 times, when Core Walls Structure 6 continue carry out, while making the concrete structure of Core Walls Structure reach steel column to support 22 lower end, repeat above-mentioned steps, steel column cylinder frame replaces the supporting type hydraulic integral steel platform 100 that climbs and can progressively promote.
Below in conjunction with accompanying drawing 2, to accompanying drawing 9, describe the steel column cylinder frame of one embodiment of the invention in detail and replace the supporting type hydraulic integral steel platform that climbs and cross girders layer construction method, comprise the following steps:
Step a: as shown in Figure 2, original state is that steel column cylinder frame replaces supporting type hydraulic and 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 being poured, utilize steel column to support 22 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 ends, as the support of whole steel platform formwork system, by hydraulic system 32, control alternately climbing of climbing boots 31 and realize climbing of steel platform, after climbing and putting in place, the bracket 213 that will stretch stretches into Core Walls Structure reserved opening 7, carry out stressed conversion, then, as shown in Figure 4, by hydraulic system 32 control climbing boots 31 oppositely climb by steel column support carry for 22 times.
Step b1: as shown in Figure 5 and Figure 6, remove part steel deck-plate 14 and coupling beam 12 with girders layer interference, part integral steel platform is formed in empty 15(figure and be shown as oblique line frame), part lower chord assembly 911 is hung in Core Walls Structure 6 from cavity 15, and part lower chord assembly 911 is interconnected and fix with the shear wall of Core Walls Structure 6;
Because the weight of coupling beam 12 carrying leg hand systems 4 and template system 5, and steel deck-plate 14 and coupling beam 12 are also constructed as operation platform, in order to guarantee the safety of construction, in this step b, can only remove part steel deck-plate 14 and coupling beam 12, can not be by all steel deck-plates 14 and coupling beam 12 complete removals.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 have steel deck-plate 14 and the coupling beam 12 of mutually interfering with the installation site of girders layer.
In order to improve efficiency of construction, guaranteeing under the prerequisite of stress equalization, in step b1, also can remove two part steel deck-plate 14 and coupling beams 12 on steel platform unit 11 simultaneously, in order to guarantee stress equalization, the steel platform unit 11 being removed requires to be symmetric with the center of Core Walls Structure 6, shows that two steel platform unit removing are positioned on the diagonal of whole steel platform 13 in Fig. 5 and Fig. 6.
Step b2: described the part of removing in step b1 steel deck-plate 14 and described coupling beam 12 are recovered to install;
Step b3: as shown in Figure 7, repeat above-mentioned steps b1 to step b2, substep is removed all and steel deck-plate 14 and coupling beam 12 girders layer interference, hangs in Core Walls Structure 6 by lower chord assembly 911 substeps, and all lower chord assemblies 911 is connected to form to lower chord 91;
Equally, in order to improve efficiency of construction, guarantee stress equalization simultaneously, can remove with the center of Core Walls Structure 6 simultaneously and be symmetric two part steel deck-plate 14 and coupling beams 12 on each steel platform unit 11 step by step, and the lower chord assembly of correspondence position 911 substeps are hung in to Core Walls Structure 6, and the lower chord assembly 911 of this part is connected and be fixedly connected with the shear wall of Core Walls Structure 6, and then the steel deck-plate being removed 14 and coupling beam 12 are recovered to install, repeat above-mentioned steps, progressively all lower chord assemblies 911 substeps are hung in Core Walls Structure 6, and all lower chord assemblies 911 are connected to form to lower chord 91.
Should be understood that, the order that substep is removed 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, can to two steel platform unit, remove operation simultaneously, but consider for stress equalization, require two steel platform unit simultaneously removing operation to be 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 remove operation to plural steel platform unit simultaneously, consider stress equalization, require the steel platform unit of simultaneously removing operation to be symmetric with the center of Core Walls Structure.
Further, when after lower chord 91 installations, in original concrete segmentation, lift assembling reinforcement, then by contraposition bolt, template system 5 is arranged on to the both sides of described Core Walls Structure 6 structures, then carry out concrete structure pouring and maintenance; After concrete curing finishes, template system 5 is removed and under be hung on the below of steel plateform system 1, prepare to promote and do one's assignment.
B1 is to step b3 for process step, completed the installation of lower chord 91, in above-mentioned installation process, installer all under be hung on and complete on the pin hand system 4 below steel plateform system 1, in order to guarantee that installation has enough construction spaces, preferably, requiring the first predetermined altitude in step a will be 1400mm～1800mm higher than the distance of lower chord 91 absolute altitudes, to facilitate workman to carry out construction operation.
Step c: rely on the shear wall of the Core Walls Structure 6 that has been poured, utilize steel column to support 22 institute's steel column cylinder frame is replaced to supporting type hydraulic integral steel platform 100 second predetermined altitudes that climb;
Specifically, steel column cylinder frame is replaced to the supporting type hydraulic process of climbing in integral steel platform 100 processes and step a of climbing similar, at this, do not repeating.
Steps d: as shown in Figure 8, part steel deck-plate 14 and the coupling beam 12 of dismounting and girders layer interference, make part integral steel platform form cavity, part diagonal web member assembly hung in Core Walls Structure 6 from cavity, and part diagonal web member assembly is fixedly connected with lower chord 91;
Conventionally, girders layer is all comprised of lower chord, diagonal web member and upper chord.And steel column cylinder frame replaces the climb concrete grammar that climbs of integral steel platform of supporting type hydraulic, depend on climb stroke and the practice of construction scheme of hydraulic system, if steel column cylinder frame replaces supporting type hydraulic, the height that integral steel platform once climbs that 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, can diagonal web member assembly be hung in to Core Walls Structure together with upper chord assembly simultaneously.Conventionally, because execution conditions more complicated, steel column cylinder frame replaces supporting type hydraulic all not too large of height that integral steel platform once climbs that climb, and at this moment needs substep that diagonal web member assembly and upper chord assembly are hung in to Core Walls Structure.Especially for super highrise building, steel column cylinder frame replaces the supporting type hydraulic integral steel platform process complexity of climbing of climbing, the height that each step is climbed is subject to a lot of restrictions, sometimes only for diagonal web member, also need to split layering lifting, for example, diagonal web member assembly can be split to long two groups of diagonal web member assemblies composition: the first diagonal web member assembly and be positioned at the second diagonal web member assembly on the first diagonal web member assembly.For this situation, the method that can adopt two steps to promote completes, and concrete construction method is as follows:
First, as shown in Figure 8, substep is removed steel deck-plate 14 and the coupling beam 12 with girders layer interference, makes part integral steel platform 13 form cavity, substep hangs in part the first diagonal web member assembly 921 in Core Walls Structure 6, and the first diagonal web member assembly 921 that lifting is put in place is fixedly connected with truss lower chord 91; Wherein, after each step dismounting is installed and finished, all the steel deck-plate being removed in this step 14 and coupling beam 12 to be recovered to install;
Then, as shown in Figure 9, rely on the shear wall of the Core Walls Structure 6 that has been poured, utilize steel column to support 22 and steel column cylinder frame is replaced to the supporting type hydraulic integral steel platform that climbs rise to the 3rd predetermined altitude;
Then, as shown in figure 10, substep is removed steel deck-plate 14 and the coupling beam 12 with described girders layer interference, make part integral steel platform form cavity, substep hangs in part the second diagonal web member assembly 922 and upper chord assembly 931 in described Core Walls Structure, described the second diagonal web member assembly 922 that lifting is put in place and upper chord assembly 931 and the first diagonal web member assembly 921 are fixedly connected to form girders layer, equally, after each step dismounting is installed and finished, all the steel deck-plate being removed in this step 14 and coupling beam 12 to be recovered to install.
Similar with described step b1, in order to improve efficiency of construction, also can remove part steel deck-plate 14 and coupling beam 12 on two or more steel platforms unit 11 simultaneously, but in order to guarantee stress balance, require the steel platform unit of simultaneously removing operation to be symmetric with the center of Core Walls Structure, that in Fig. 9, show is the embodiment that simultaneously removes two steel platform unit that are symmetric with the center of Core Walls Structure, repeat above-mentioned steps, progressively all diagonal web member assembly substeps are lifted, and all diagonal web member assemblies are connected to form to truss diagonal web member 92.
The order of removing steel platform unit equally, step by step can sort flexibly according to the actual needs of site operation.Preferably, in order to improve efficiency of construction, can to two or more steel platforms unit, remove operation simultaneously, but consider for stress equalization, require two or more steel platforms unit of simultaneously removing operation to be symmetric with the center of Core Walls Structure.
Be to set up the explanation that large-sized diagonal web member 92 carries out for example above, in the less occasion of girders layer size, in step b, only need to once promote, can complete setting up of diagonal web member 92.In addition, according to the real size of girders layer, can also synchronously complete setting up of diagonal web member 92 and upper chord 93, lower chord 91, diagonal web member 92 and upper chord 93 are connected to rear final formation girders layer 9; Also can complete step by step the lifting of diagonal web member 92 and upper chord 93, then lower chord 91, diagonal web member 92 and upper chord 93 are connected to rear final formation girders layer 9.
So far, completed setting up girders layer 9, after girders layer 9 has set up, for steel column cylinder frame, replacing supporting type hydraulic climbs for the follow-up construction of integral steel platform 100, the construction process of Engage of standard floor height, as long as according to the operation of climbing of the construction process of standard floor height, belong to prior art for the operation of climbing of standard floor height, do not repeat them here.
In like manner, for easy construction, preferred, requiring the second predetermined altitude in step c will be 1400mm～1800mm higher than the distance of girders layer 9 absolute altitudes, and in like manner the 3rd predetermined altitude in steps d will be 1400mm～1800mm higher than the distance of girders layer 9 absolute altitudes.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, for example, can just make by once climbing steel column cylinder frame replace the supporting type hydraulic integral steel platform that climbs and can rise to the first predetermined altitude or the second predetermined altitude, also can even repeatedly climb and just can reach the first predetermined altitude or the second predetermined altitude by twice.
In sum, in construction method of the present invention, substep is removed the coupling beam on steel plateform system, make integral steel platform occur cavity, and by cavity, the assembly of composition girders layer is hung in respectively to Core Walls Structure inside, and in the totally enclosed operating space of steel platform template composing system, the assembly of girders layer is assembled to formation girders layer.Rely on steel platform template system, along girders layer vertical section, lifting is successively installed, avoided the fractionation combination operation to steel platform template system in high-altitude, whole work progress all carries out operation in totally enclosed space, ensured to greatest extent construction safety, construction method is easy simultaneously, can effective shortening girders layer construction period, effectively reduce construction cost.
Foregoing description is only the description to preferred embodiment of the present invention, the not any restriction to the scope of the invention, and any change, modification that the those of ordinary skill in field of the present invention does according to above-mentioned disclosure, all belong to the protection domain of claims.
Claims (10)
1. steel column cylinder frame replaces the supporting type hydraulic integral steel platform that climbs and crosses girders layer construction method, and described steel column cylinder frame replaces the supporting type hydraulic integral steel platform that climbs and comprises steel plateform system and support system, and described support system comprises that a frame 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, is also provided with steel deck-plate and forms operation platform on described integral steel platform; Described cylinder frame supports and is fixedly installed and described integral steel platform below, and described steel column supports the upper end that is positioned at Core Walls Structure concrete structure, it is characterized in that, described construction method comprises the following steps:
Step a: original state is that described steel column cylinder frame replaces supporting type hydraulic and 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 being poured, utilize described steel column to support described steel plateform system is risen to the first predetermined altitude;
Step b: described steel deck-plate and described coupling beam on the described steel platform unit of substep dismounting and described girders layer interference, make the described integral steel platform of part form cavity, substep hangs in part lower chord assembly in described Core Walls Structure from described cavity, the described lower chord assembly that lifting is put in place interconnects and fixes with the shear wall of described Core Walls Structure, and all described lower chord assemblies are connected to form to truss lower chord;
Step c: rely on the shear wall of the Core Walls Structure that has been poured, utilize described steel column to support described steel column cylinder frame is replaced to the supporting type hydraulic integral steel platform that climbs to rise to the second predetermined altitude; And
Steps d: described steel deck-plate and described coupling beam on the described steel platform unit of substep dismounting and described girders layer interference, make the described integral steel platform of part form cavity, substep hangs in part diagonal web member assembly and/or upper chord assembly in described Core Walls Structure from described cavity, the described diagonal web member assembly that lifting is put in place and/or upper chord assembly are 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 to girders layer;
Wherein, in described step b and described steps d, after in each step, dismounting has lifted, the described steel deck-plate that this step is removed and described coupling beam are recovered to install, and then carry out next step and remove lifting.
2. steel column cylinder frame as claimed in claim 1 replaces the supporting type hydraulic integral steel platform that climbs and crosses girders layer construction method, it is characterized in that, described steel column cylinder frame replaces the supporting type hydraulic integral steel platform that climbs and 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; Under described pin hand system, be hung on described integral steel platform below; When Construction State, described template system is fixed on the both sides of described core wall structure after connecting by contraposition bolt, when climb mode, is hung on described integral steel platform below under described template system.
3. steel column cylinder frame as claimed in claim 1 or 2 replaces the supporting type hydraulic integral steel platform that climbs and crosses girders layer construction method, it is characterized in that, in described step b and/or steps d, substep is removed two described steel deck-plates of part on described steel platform unit and described coupling beam to form described cavity simultaneously, substep hangs in lower chord assembly in described Core Walls Structure from described cavity, and all described lower chord assemblies are connected to form to truss lower chord; Wherein, two described steel platform unit simultaneously removing operation are symmetric with the center of Core Walls Structure.
4. the steel column cylinder frame of stating as claim 1 or 2 replaces the supporting type hydraulic integral steel platform that climbs and 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 the first diagonal web member assembly.
5. the steel column cylinder frame of stating as claim 4 replaces the supporting type hydraulic integral steel platform that climbs and crosses girders layer construction method, it is characterized in that, described steps d comprises:
Described steel deck-plate and described coupling beam on the described steel platform unit of substep dismounting and described girders layer interference, make the described integral steel platform of part form cavity, substep hangs in part the first diagonal web member assembly in described Core Walls Structure, and described the first diagonal web member assembly that lifting is put in place is fixedly connected with described truss lower chord;
Rely on the shear wall of the Core Walls Structure that has been poured, utilize described steel column to support described steel column cylinder frame is replaced to the supporting type hydraulic integral steel platform that climbs to rise to the 3rd predetermined altitude;
Described steel deck-plate and described coupling beam on the described steel platform unit of substep dismounting and described girders layer interference, make the described integral steel platform of part form cavity, substep hangs in part the second diagonal web member assembly and/or described upper chord assembly in described Core Walls Structure, and described the second diagonal web member assembly that lifting is put in place and/or described upper chord assembly and described the first diagonal web member assembly are fixedly connected to form girders layer.
6. steel column cylinder frame as claimed in claim 2 replaces the supporting type hydraulic integral steel platform that climbs and crosses girders layer construction method, it is characterized in that, between described step b and described step c, also comprise: lifting assembling reinforcement, and described template system is installed, then carry out concrete structure pouring and maintenance.
7. steel column cylinder frame as claimed in claim 1 or 2 replaces the supporting type hydraulic integral steel platform that climbs and crosses girders layer construction method, it is characterized in that Engage of standard floor height construction process after described steps d.
8. steel column cylinder frame as claimed in claim 1 replaces the supporting type hydraulic integral steel platform that climbs and crosses girders layer construction method, it is characterized in that, described the first predetermined altitude is 1400mm～1800mm higher than the distance of described lower chord absolute altitude.
9. steel column cylinder frame as claimed in claim 1 replaces the supporting type hydraulic integral steel platform that climbs and crosses girders layer construction method, it is characterized in that, described the second predetermined altitude is 1400mm～1800mm higher than the distance of described girders layer absolute altitude.
10. steel column cylinder frame as claimed in claim 5 replaces the supporting type hydraulic integral steel platform that climbs and crosses girders layer construction method, it is characterized in that, described the 3rd predetermined altitude is 1400mm～1800mm higher than the distance of described girders layer absolute altitude.
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