CN106869489A - Super High Core Walls Structure level and vertical synchronous construction top module system and construction method - Google Patents
Super High Core Walls Structure level and vertical synchronous construction top module system and construction method Download PDFInfo
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- CN106869489A CN106869489A CN201710170869.4A CN201710170869A CN106869489A CN 106869489 A CN106869489 A CN 106869489A CN 201710170869 A CN201710170869 A CN 201710170869A CN 106869489 A CN106869489 A CN 106869489A
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Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G11/00—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs
- E04G11/02—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for rooms as a whole by which walls and floors are cast simultaneously, whole storeys, or whole buildings
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/16—Structures made from masses, e.g. of concrete, cast or similarly formed in situ with or without making use of additional elements, such as permanent forms, substructures to be coated with load-bearing material
- E04B1/161—Structures made from masses, e.g. of concrete, cast or similarly formed in situ with or without making use of additional elements, such as permanent forms, substructures to be coated with load-bearing material with vertical and horizontal slabs, both being partially cast in situ
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G11/00—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs
- E04G11/06—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for walls, e.g. curved end panels for wall shutterings; filler elements for wall shutterings; shutterings for vertical ducts
- E04G11/20—Movable forms; Movable forms for moulding cylindrical, conical or hyperbolical structures; Templates serving as forms for positioning blocks or the like
- E04G11/28—Climbing forms, i.e. forms which are not in contact with the poured concrete during lifting from layer to layer and which are anchored in the hardened concrete
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G19/00—Auxiliary treatment of forms, e.g. dismantling; Cleaning devices
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G19/00—Auxiliary treatment of forms, e.g. dismantling; Cleaning devices
- E04G19/003—Arrangements for stabilising the forms or for moving the forms from one place to another
Abstract
The invention discloses a kind of Super High Core Walls Structure level and vertical synchronous construction top module system, including truss platform system, hanger containment system, support system, template system and hydraulic control system, template system is aluminum alloy mould plate system, aluminum alloy mould plate system includes vertical wall form and horizontal shuttering, wherein, vertical wall form includes multiple horizontally-spliced aluminium alloy standard block plates and the aluminium alloy C grooves above aluminium alloy standard block plate；Horizontal shuttering dissipates jigsaw and is spliced by multiple aluminium alloys, and the horizontal shuttering of different layers dissipates jigsaw and is spliced using the aluminium alloy of varying number, and horizontal shuttering is connected by aluminium alloy C grooves with vertical wall form.Super High Core Walls Structure level proposed by the present invention and vertical synchronous construction top module system, realize Core Walls Structure horizontal structure and vertical structure synchronous construction.
Description
Technical field
The present invention relates to building field, more particularly to a kind of Super High Core Walls Structure level and vertical synchronous construction top module system
And construction method.
Background technology
It is domestic at present to take Core Walls Structure elder generation in all " steel frame+concrete core cylinder " the super high rise structure constructions built
OK, housing steel column, girder steel, composite floor（Or steel bar truss floor support plate）The construction organization of " not contour synchronization rises " constructed afterwards
Form, Core Walls Structure continues the construction step pitch of 10 layers ~ 15 layers or so of leading high building frame structure.And in the selection of Core Walls Structure construction technology
In, creeping formwork is compared due to backform construction technology, mould etc. is carried and is innovated in numerous links, cater to the complex-shaped change of building
Change, height constantly rises, the development trend of functional diversities, complex structure, while construction efficiency is greatly improved, and in fact
Show two and half new speed of construction of structure sheaf, therefore, backform construction technology is increasingly becoming the master of Super High construction technology
Stream construction technology.
But, in backform technology commonly used at present, using " not contour synchronization rises " construction organization form, backform
Construction is that Core Walls Structure vertical structure is constructed in advance, horizontal structure or individually organizes delayed vertical structure 4-7 layers individually to be applied
Work, now housing steel construction and composite floor construction are still delayed vertical structure 10-15 layers, form three construction organizations of step,
The global tissue difficulty of horizontal structure is larger；Or horizontal structure and housing horizontal structure synchronous construction, delayed vertical structure 10-15
Layer.And the speed of application of Core Walls Structure vertical structure most can reach 2 days half 1 speed of applications of structure sheaf soon, but it is follow-up
Horizontal structure positions changeable spy because considering upper and lower square crossing work object strike dangerous item station, the Core Walls Structure plate face discrepancy in elevation, beam
Property, floor construction speed of application is often difficult to be matched with the composite floor speed of application of housing, is formed and mutually restrict, because of horizontal junction
Structure cannot in time complete to cause Super High to construct in mechanical and electric equipment installation, the critical process in later stage installed etc. of elevator can not and
When insert, be finally unable to the duration advantage of the performance early stage vertical structure of maximum utility.Therefore, in Super High core tube construction
In the urgent need to a kind of Core Walls Structure horizontal structure and the backform technology of vertical structure synchronous construction, the maximum excellent of backform is played with this
Gesture.
The content of the invention
It is a primary object of the present invention to provide a kind of Super High Core Walls Structure level and vertical synchronous construction top module system and
Construction method, it is intended to realize Core Walls Structure horizontal structure and vertical structure synchronous construction.
To achieve the above object, the present invention provides a kind of Super High Core Walls Structure level and vertical synchronous construction top module system,
Including truss platform system, hanger containment system, support system, template system and hydraulic control system, the template system
It is aluminum alloy mould plate system, the aluminum alloy mould plate system includes vertical wall form and horizontal shuttering, wherein,
The vertical wall form includes multiple horizontally-spliced aluminium alloy standard block plates and positioned at the aluminium alloy standard
Aluminium alloy C grooves above cell board；
The horizontal shuttering dissipates jigsaw and is spliced by multiple aluminium alloys, and the horizontal shuttering of different layers is closed using the aluminium of varying number
The scattered jigsaw of gold is spliced, and the horizontal shuttering is connected by aluminium alloy C grooves with the vertical wall form；
The vertical wall form hangs on truss platform system lower edge by suspension centre, and the horizontal shuttering is vertical by shuttering supporting
Bar is supported on lower first floor plate.
Preferably, the support system is arranged in the permanent elevator shaft of Core Walls Structure to avoid determinants floor location；
The main couple and jack truss of the truss platform system are not on approximately the same plane projection line with structure wall.
Preferably, horizontal structure Steel Reinforcing Bar Material mouthful is reserved with the truss platform system；The truss platform system is also
Tumbling barrel is provided with, concrete pours face to avoid polluting top assembling reinforcement by the through floor of the tumbling barrel.
Preferably, the aluminium alloy of the horizontal shuttering is dissipated jigsaw and is detachably connected with aluminium alloy C grooves by pin and selling sheet；
It is detachably connected by eccentric U-shaped card and bolt between aluminium alloy standard block plate described in adjacent two；The stupefied connection institute of double flute steel back
State all eccentric U-shaped card on vertical wall form sustained height.
Preferably, the hanging rack system is formed for multiple standard components are detachably connected.
Preferably, the vertical height of the vertical wall form can adjust.
Preferably, the vertical wall form also includes the compensation template below aluminium alloy standard block plate and company
The ribs of the compensation template and aluminium alloy standard block plate is connect, the compensation template is detachable with aluminium alloy standard block plate
Connection, the quantity of the compensation template is equal with the quantity of aluminium alloy standard block plate, two blocks of aluminium alloy standard block plates
One end of ribs is clamped, two pieces of compensation templates clamp the other end of ribs.
Preferably, fulcrum of the support system on the vertical wall of Core Walls Structure is detachable combined support steel leg.
Present invention further propose that a kind of based on above-mentioned Super High Core Walls Structure level and vertical synchronous construction top module system
Construction method, comprise the following steps：
After the completion of n-th layer concreting, carry out (n+1)th layer of reinforcing bar colligation of Core Walls Structure, embedded part and fixed and vertical wall is installed
The form removal work of template and horizontal shuttering；
After the completion of n-th layer horizontal shuttering form removal, by its rapid upset to the concrete floor for having poured, on ground by multiple aluminium
Alloy dissipates jigsaw and is spliced into (n+1)th layer of horizontal shuttering, and the horizontal shuttering after assembly and the aluminium alloy C grooves of suspension is connected into whole
Body is simultaneously lifted on truss platform system lower section；
After reinforced bar engineering and embedded part installation examination are finished, teleblem jacking is carried out；
After the completion of jacking, after vertical wall form reaches the (n+1)th layer height, wall form matched moulds and reinforcing are carried out, and adjust (n+1)th
The absolute altitude of the vertical wall form of layer and horizontal shuttering, while (n+1)th layer of vertical formwork reinforcing is carried out with horizontal shuttering installation,
The n-th+2 layers of its top vertical reinforcement continues colligation；
After the completion of the Pass line adjustment of horizontal shuttering, colligation horizontal structure beam reinforced steel bar, and arranged by truss platform system
Tumbling barrel, by concreting to (n+1)th layer of vertical wall and horizontal beam slab.
Preferably, when Core Walls Structure wall section is shunk, can adjust to realize using the vertical height of vertical wall form
The regulation of template overall dimensions.
Super High Core Walls Structure level proposed by the present invention and vertical synchronous construction top module system, have the advantages that：
（1）When different layers Core Walls Structure horizontal structure changes, it is spliced because horizontal shuttering dissipates jigsaw by multiple aluminium alloys,
The structural adjustment of horizontal shuttering can be at any time carried out, breaching traditional backform can only construct Core Walls Structure vertical structure, Core Walls Structure level
Structure must lag behind the state of art of the independent organizing construction of vertical structure, it is to avoid the delayed level brought of constructing of horizontal structure
Chisel and dabbing treatment, the secondary connection of reinforcing bar are played in walls concrete face at beam slab, and the yield and the energy for reducing building waste disappear
Consumption, work progress more environmental protection；Simultaneously optimize regular home aluminum alloy mould plate can only manually block-by-block overmolded installation
Technique, realizes vertical wall form and is integrally lifted with horizontal shuttering, saves a large amount of labor workloads；
（2）Realize being perfectly combined for aluminum alloy mould plate Fast-dismantle system technique and top module system technique.Core Walls Structure horizontal structure is stagnant
After in traditional backform construction method of vertical structure construction, Core Walls Structure vertical structure speed of application is up to 4 days/layer.This implementation
In example, the aluminum alloy mould plate with horizontal structure template gives full play to the reservation of its supported rod erecting, beam slab bottom mould as Fast-dismantle system
The characteristics of plate is first torn open, can be by taking the colligation of two-layer steel bar continuous, vertical wall form and horizontal shuttering overall while being lifted excellent
Change backform construction technology also ensure that in the case of Core Walls Structure vertical structure and horizontal structure synchronous construction that speed of application can reach 4
My god/layer；
（3）Building structure stress form is different from the security risk that former design idea is brought in having evaded work progress, reduces
Core Walls Structure later stage closing in filling-up hole difficulty, improves Super High core tube construction integrated construction efficiency, reduces Construction Cost；
（4）Vertical wall form is that aluminium alloy standard block plate is assembled, can be carried out according to the change of Core Walls Structure wall corresponding
Regulation, with vertical height is adjustable, wall thickness change is adjustable, from heavy and light the characteristics of, energy-saving and environment friendly.
Brief description of the drawings
Fig. 1 be Super High Core Walls Structure level of the present invention with vertical synchronous construction top module system the backform system in index bed operation
System will jacking state when profile；
Support system when being applied to certain engineering with vertical synchronous construction top module system that Fig. 2 is Super High Core Walls Structure level of the present invention
Horizontal layout schematic diagram
Fig. 3 is that Super High Core Walls Structure level of the present invention and vertical synchronous construction top module system are applied to truss platform system during certain engineering
The horizontal layout schematic diagram of system
Fig. 4-A are applied to certain engineering and pacify for the first time for Super High Core Walls Structure level of the present invention with vertical synchronous construction top module system
Distribution schematic diagram during dress hanger；
Fig. 4-B are that Super High Core Walls Structure level of the present invention is applied to certain engineering and for the first time with vertical synchronous construction top module system
The distribution schematic diagram of hanger when Core Walls Structure horizontal structure changes；
Fig. 4-C are that Super High Core Walls Structure level of the present invention is applied to certain engineering and at second with vertical synchronous construction top module system
The distribution schematic diagram of hanger when Core Walls Structure horizontal structure changes；
Fig. 5 is the construction drawing of Super High Core Walls Structure level of the present invention and hanging rack system in vertical synchronous construction top module system；
Fig. 6 is that Super High Core Walls Structure level of the present invention is illustrated with the construction of vertical wall form in vertical synchronous construction top module system
Figure；
Fig. 7-A are Super High Core Walls Structure level of the present invention big with aluminium alloy with eccentric U-shaped card in vertical synchronous construction top module system
The stupefied fixed elevation of template, double flute steel back；
Fig. 7-B are Super High Core Walls Structure level of the present invention big with aluminium alloy with eccentric U-shaped card in vertical synchronous construction top module system
The stupefied fixed pan figure of template, double flute steel back；
Fig. 7-C are the structural representation of Super High Core Walls Structure level of the present invention and eccentric U-shaped card in vertical synchronous construction top module system
Figure；
Fig. 8 is Super High Core Walls Structure level of the present invention and vertical wall form and horizontal shuttering in vertical synchronous construction top module system
Combination diagram；
Fig. 9 be Super High Core Walls Structure level of the present invention with vertical synchronous construction top module system in wall form profile；
Figure 10 hangs on top temporarily for Super High Core Walls Structure level of the present invention with horizontal shuttering in vertical synchronous construction top module system
The schematic diagram of mould；
Figure 11 shows for Super High Core Walls Structure level of the present invention with detachable combined support steel leg in vertical synchronous construction top module system
It is intended to.
In figure, 1- support systems, 2- truss platform systems, 3- Steel Reinforcing Bar Materials mouthful, 4- tumbling barrels, 5- upper reinforcements, 6- hangers
System, 7-1840 type sides lead to, and 8-740 type sides lead to, 9-T type aluminium, 10- walkway boards, 11- turnover panels, 12- template systems, the vertical walls of 13-
Body template, 14- Core Walls Structures horizontal synchronization construction floor, 15- aluminium alloys dissipate jigsaw, 16- aluminium alloy C grooves, 17- suspension centres, 18- supports
Vertical rod, 19- aluminium alloy standard block plates, 20- bias U-shaped cards, 21- bolts, 22- double flute steel backs are stupefied, 23-K plates, 24-F pin, 25-
Compensation template, 26- ribs, the vertical wall of 27- Core Walls Structures, 28- supporting steel legs, 29- hydraulic control systems.
The realization of the object of the invention, functional characteristics and advantage will be described further referring to the drawings in conjunction with the embodiments.
Specific embodiment
It should be appreciated that the specific embodiments described herein are merely illustrative of the present invention, it is not intended to limit the present invention.
Reference picture 1, Fig. 6 to Figure 10, in this preferred embodiment, a kind of Super High Core Walls Structure level and vertical synchronous construction top
Modular system, including truss platform system 2, hanger containment system, support system 1, template system 12 and hydraulic control system 29,
Template system 12 is aluminum alloy mould plate system, and aluminum alloy mould plate system includes vertical wall form 13（For Core Walls Structure exterior wall and
The vertical wall of pit shaft）And horizontal shuttering（For horizontal synchronization construction floor and the wall and stair of beam slab connection）, wherein,
Vertical wall form 13 includes multiple horizontally-spliced aluminium alloy standard block plates 19 and positioned at aluminium alloy standard block
The aluminium alloy C grooves 16 of the top of plate 19；
Horizontal shuttering dissipates jigsaw 15 and is spliced by multiple aluminium alloys, and the horizontal shuttering of different layers uses the aluminium alloy of varying number
Dissipate jigsaw 15 to be spliced, horizontal shuttering is connected by aluminium alloy C grooves 16 with vertical wall form 13；
Vertical wall form 13 hangs on the lower edge of truss platform system 2 by suspension centre 17, and horizontal shuttering passes through shuttering supporting vertical rod
18 are supported on lower first floor plate.
Reference picture 6, suspension centre 17 is provided with the aluminium alloy C grooves 16 suitable for reading of vertical wall form 13 at a certain distance, each
Suspension centre 17 installs a U-shaped round steel for two ends mantle fiber；Cucurbit is suspended on the lower edge of truss platform system 2, and cucurbit jack tangles U-shaped circle
Steel.Aluminium alloy standard block plate 19 and aluminium alloy dissipate jigsaw 15 and can be set to identical structure.
Specifically, the aluminium alloy of horizontal shuttering is dissipated jigsaw 15 and is detachably connected with aluminium alloy C grooves 16 by pin and selling sheet,
Therefore, dismounting is very convenient with the work for being connected the scattered jigsaw 15 of aluminium alloy and aluminium alloy C grooves 16.In addition, adjacent two aluminium alloys mark
It is detachably connected by eccentric U-shaped card 20 and bolt 21 between quasi- cell board 19；The double flute steel back vertical wall form of stupefied 22 connection
All eccentric U-shaped card 20 on 13 sustained heights.
Reference picture 7-A, Fig. 7-B and Fig. 7-C, when vertical wall form 13 is assembled, by multiple aluminium alloy standard block plates
19 spellings together after, eccentric U-shaped card 20 is fixed by bolt 21 with aluminium alloy standard block plate 19, then by double flute steel back stupefied 22
Eccentric U-shaped card 20 is blocked, large overall template is ultimately formed.Vertical wall form is ensure that using the connected mode of eccentric U-shaped card 20
13 be connected firmly and tear down and reconstruct conveniently, when Core Walls Structure becomes have horizontal beam slab without horizontal beam plate region with structure height increase, then this
Locating vertical wall form 13 need to tear down and reconstruct as aluminium alloy dissipates spelling template, now, need to only unclamp eccentric U-shaped card 20, take out double flute steel back
Stupefied 22, then the removal bias bolt 21 that is connected with aluminium alloy standard block plate 19 of U-shaped card 20, vertical wall form 13 becomes many
Individual aluminium alloy standard block plate 19.Vertical wall form 13 is torn down and reconstructed into Core Walls Structure horizontal synchronization construction floor 14 and is connected the dissipating of wall
When spelling template, need to dismantle K plates 23, increase F pin 24.
In addition, Core Walls Structure elevator cup both sides are the region of elevator hoistways, the overall lifting of horizontal shuttering is capable of achieving：Water
After the completion of flat die plate form removal, a supreme Rotating fields are overturn rapidly, according to matching die figure installation on ground horizontal shuttering, and by its interim extension
To the lower edge suspension centre 17 of truss platform system 2, wait with backform Synchronous lifting.
Specifically, in order to realize Super High Core Walls Structure level and vertical synchronous construction, support system 1 and truss platform system
2 designs need to consider that core wall structure avoids principle, i.e.,：Support system 1 is arranged in the permanent elevator shaft of Core Walls Structure to avoid accounting for
Use horizontal floor location.Because following truss, primary and secondary truss arrangement rational principle in length and breadth, i.e., truss platform system 2 arranges：Truss is put down
The main couple and jack truss of platform system 2 are not on approximately the same plane projection line with structure wall.
Further, horizontal structure Steel Reinforcing Bar Material mouthful 3 is reserved with truss platform system 2.Horizontal structure reinforcing bar former material is long
Degree is generally 12m, is wasted to reduce reinforcing bar, and the mode of fracture placed in the middle, reinforcing bar are taken during engineering site screwing steel bars setting-out blanking
Finished product length is generally 6m, therefore horizontal structure Steel Reinforcing Bar Material mouthful 3 and length direction length are not preferably less than 6.5m.
Further, truss platform system 2 is distributed according to Core Walls Structure wall sleeper and horizontal structure area is provided with tumbling barrel 4,
Concrete by tumbling barrel 4 go directly floor pour face with avoid pollute top assembling reinforcement.
Further, reference picture 5, hanging rack system 6 is formed for multiple standard components are detachably connected.Specifically, hanging rack system 6
Connected by bolt 21 by logical 7,740 type sides of standardized 1840 type side logical 8, T-shaped aluminium 9, walkway board 10 and turnover panel 11, pacify the side of tearing open
Just, change during site operation according to Core Walls Structure horizontal structure carries out the quick supplement of hanging rack system 6.According to core during site operation
The change of heart cylinder horizontal structure carries out the quick supplement of hanging rack system 6, improves repetition of the backform component in single architectural engineering
Utilization rate, further reduces backform use cost so that this teleblem system is easy to spread.
Further, the vertical height of vertical wall form 13 can adjust.Specifically, vertical wall form 13 also includes position
In the compensation template 25 of the lower section of aluminium alloy standard block plate 19 and connection compensation template 25 and the aluminium alloy standard block plate
19 ribs 26, compensation template 25 be detachably connected with aluminium alloy standard block plate 19, it is described compensation template 25 quantity and
The quantity of aluminium alloy standard block plate 19 is equal, and two pieces of aluminium alloy standard blocks plate 19 clamps one end of ribs 26, two
The other end that template 25 clamps ribs 26 is compensated described in block.According to Super High Core Walls Structure floor height Changing Pattern design compensation template
25, into vertical height adjustable formwork, benefit need to be only removed when floor height changes by with the spell shape of aluminium alloy standard block plate 19
Repay template 25.Because vertical wall form 13 is vertical without reinforcing back cord, in the present embodiment, aluminium alloy standard block plate 19 with
The side of compensation template 25 junction increases the thick ribs 26 of one piece of 6mm carries out formwork reinforcement.
The aluminium alloy of horizontal shuttering dissipates jigsaw 15 and is designed with 0.04m F pin 24 high.Consider Core Walls Structure horizontal structure concrete building
The inconsistent problem of floor elevation, in the foot for thering is horizontal structure region wall to dissipate spelling template（That is wall root）It is provided with F
Pin 24 is used for adjusting template highly, and 24 times mouths of F pin are from concrete building plate face 0.010m in theory（Concrete building plate face is managed for design
During by height）, therefore F pin 24 are provided with 0.001m ~ 0.010m adjustable ranges.
Reference picture 11, in addition, fulcrum of the support system 1 on the vertical wall 27 of Core Walls Structure is detachable combined support steel
Leg, supporting steel leg 28 installs three roads simultaneously on the vertical wall 27 of Core Walls Structure according to backform jacking step pitch, and bottom is used for together
The lower box beam of supporting, it is middle to be used to support box beam together, above be used to be had enough to meet the need during backform jacking together.In the present embodiment,
By using supporting steel leg 28, it is to avoid damage to structure wall punches, and realizes zero damage to structure, it is ensured that vertical
Structure and horizontal structure one-time-concreting construction molding.
This Super High Core Walls Structure level is as follows with the construction method of vertical synchronous construction top module system：
1）N-th layer concreting is completed, and continues the remaining reinforcing bar of (n+1)th layer of colligation（The colligation between n-th layer concreting
The reinforcing bar of part (n+1)th）.In index bed construction period, reinforcing bar colligation belongs to works continuously, in (n+1)th layer of reinforcing bar of colligation in advance
When, as shown in figure 1, vibrating spear boundary of works area when the reserved 500mm in wall bottom is as n-th layer concrete pouring construction, by stirrup,
Horizontal bar all overlaps colligation together, and concreting is recovered after finishing by layout design spacing；
2）After n-th layer concrete reaches intensity requirement, the form removal work of vertical wall form 13 and horizontal shuttering is carried out.Such as Fig. 1
With shown in Figure 10, Core Walls Structure elevator cup both sides are the region of elevator hoistways, are capable of achieving the overall lifting of horizontal shuttering.Level
After the completion of template removing, rapid upset to the concrete floor for having poured is hung cucurbit for 2 times and hangs aluminium conjunction by truss platform system
Golden C grooves 16, the assembly that corresponding site aluminium alloy dissipates jigsaw 15 is carried out on ground（Reference picture 3 is to Fig. 4-C）, and by the water after assembly
Flat die plate is connected integral with the aluminium alloy C grooves 16 of suspension and is lifted on below truss platform system 2；
3）Reinforcing bar colligation progress is followed, is completed in (n+1)th layer of embedded part for being related to of Core Walls Structure, such as backform embedded part, steel construction,
The built-in fittings such as electromechanics, all embedded parts are both needed to be mounted on reinforcing bar.It is fixed according to embedded part in (n+1)th layer of wall steel bar of colligation
Position determines to tie up scope after reinforcing bar is reserved, and embedded part carries out consolidation process to the region again after fixing；
4）Muscle engineering, embedded part installation examination finish rear and are ready for jacking.Before backform jacking, beam worker before all jackings need to be carried out
Make, it is ensured that split bracket bearing installation, fill in and inspect for acceptance before jacking table.During jacking, special messenger is arranged to be responsible for looking after
Backform hanging rack system 6 and template system 12, prevent hanging rack system 6, template system 12 from being collided with core wall structure.Backform top
After the completion of rising, check whether turnover panel 11 recovers, whether falling proof device locks；
5）After the completion of jacking, aluminum alloy mould plate system reaches the (n+1)th layer height, now carries out wall form matched moulds and reinforcing.Such as Fig. 6
Shown, vertical wall form 13 is fixed temporarily using aluminum dipping form lock pin screw rod to it, and its absolute altitude is carried out using suspension centre 17
Adjustment；As shown in figure 9, the scattered spelling template of interior wall adjusts F pin 24 to control water then using the absolute altitude of vertical wall form 13 as reference
The absolute altitude of flat die plate.Coupling beam bed die is carried out during wall form matched moulds simultaneously to install, even after the completion of beam steel bar colligation, beam side is waited to push up
Row closing again after mould jacking is in place；It is detachable characteristic using vertical wall form 13 when Core Walls Structure wall section is shunk, tears open
Except corresponding compensation template 25, the regulation of template overall dimensions is realized；When floor floor height changes, using the adjustable spy of template vertical height
Property, correspondence compensation template 25 is removed, so as to realize the regulation of form height.As shown in figure 1, during vertical 13 matched moulds of wall form,
Regulation horizontal shuttering adjusts its absolute altitude in the cucurbit of suspension centre 17 of aluminium alloy C grooves 16, while according to wall positioning and template assembly
Figure releases the positioning figure of the horizontal shuttering strong point on ground, and synchronization when matched moulds carries out formwork reinforcement is completed in vertical wall form 13
Carry out installing for horizontal shuttering.The Pass line adjustment of horizontal shuttering substantially in place after, be connected temporarily with vertical wall form 13,
Then horizontal shuttering support is installed according to strong point position line；
6）As shown in figs. 1 and 12, the hanger according to hanger containment system can meet two-layer job behavior simultaneously, carrying out n-th+
1 layer of vertical formwork is reinforced while installation with horizontal shuttering, and the n-th+2 layers of its top vertical reinforcement continues colligation.Vertical reinforcement exists
Bottom one stirrup and the n-th+2 floor plate face are reserved no less than 500mm distances.
7）After the completion of horizontal shuttering Pass line adjustment, colligation horizontal structure beam reinforced steel bar, it is qualified by inspection after, pour (n+1)th
Layer concrete.As shown in figure 1, by the tumbling barrel 4 arranged in truss platform system 2, by concreting to (n+1)th layer it is vertical
Wall and horizontal beam slab, while not polluting the n-th+2 layers assembling reinforcement.During (n+1)th Rotating fields concreting, reinforcing bar colligation
Operation suspends；
8）After the completion of (n+1)th layer concrete is poured, repeat step 1 ~ 7 is until pour completion.
Super High Core Walls Structure level and vertical synchronous construction top module system that the present embodiment is proposed, with following beneficial effect
Really：
（1）When different layers Core Walls Structure horizontal structure changes, because horizontal shuttering by multiple aluminium alloys dissipate jigsaw 15 splice and
Into, the structural adjustment of horizontal shuttering can be at any time carried out, breaching traditional backform can only construct Core Walls Structure vertical structure, Core Walls Structure water
Flat structure must lag behind the state of art of the independent organizing construction of vertical structure, it is to avoid the delayed water for bringing of constructing of horizontal structure
Chisel and dabbing treatment, the secondary connection of reinforcing bar are played in walls concrete face at flat-topped ridge plate, reduce the yield and the energy of building waste
Consumption, work progress more environmental protection；Optimizing regular home aluminum alloy mould plate simultaneously manually block-by-block overmolded can only install
Technique, realize vertical wall form 13 and integrally lifted with horizontal shuttering, save a large amount of labor workloads；
（2）Realize being perfectly combined for aluminum alloy mould plate Fast-dismantle system technique and top module system technique.Core Walls Structure horizontal structure is stagnant
After in traditional backform construction method of vertical structure construction, Core Walls Structure vertical structure speed of application is up to 4 days/layer.This implementation
In example, the aluminum alloy mould plate with horizontal structure template gives full play to the reservation of its supported rod erecting, beam slab bottom mould as Fast-dismantle system
The characteristics of plate is first torn open, can be by taking the colligation of two-layer steel bar continuous, vertical wall form 13 lifting simultaneously overall with horizontal shuttering
Optimization backform construction technology also ensure that in the case of Core Walls Structure vertical structure and horizontal structure synchronous construction that speed of application can reach
4 days/layer；
（3）Building structure stress form is different from the security risk that former design idea is brought in having evaded work progress, reduces
Core Walls Structure later stage closing in filling-up hole difficulty, improves Super High core tube construction integrated construction efficiency, reduces Construction Cost；
（4）Vertical wall form 13 is that aluminium alloy standard block plate 19 is assembled, can carry out phase according to the change of Core Walls Structure wall
The regulation answered, with vertical height is adjustable, wall thickness change is adjustable, from heavy and light the characteristics of, energy-saving and environment friendly.
Present invention further propose that the construction method of a kind of Super High Core Walls Structure level and vertical synchronous construction top module system.
In this preferred embodiment, a kind of applying based on above-mentioned Super High Core Walls Structure level and vertical synchronous construction top module system
Work method, comprises the following steps：
After the completion of n-th layer concreting, carry out (n+1)th layer of reinforcing bar colligation of Core Walls Structure, embedded part and fixed and vertical wall is installed
The form removal work of template and horizontal shuttering；
After the completion of n-th layer horizontal shuttering form removal, by its rapid upset to the concrete floor for having poured, on ground by multiple aluminium
Alloy dissipates jigsaw and is spliced into (n+1)th layer of horizontal shuttering, and the horizontal shuttering after assembly and the aluminium alloy C grooves of suspension is connected into whole
Body is simultaneously lifted on truss platform system lower section；
After reinforced bar engineering and embedded part installation examination are finished, teleblem jacking is carried out；
After the completion of jacking, after vertical wall form reaches the (n+1)th layer height, wall form matched moulds and reinforcing are carried out, and adjust (n+1)th
The absolute altitude of the vertical wall form of layer and horizontal shuttering, while (n+1)th layer of vertical formwork reinforcing is carried out with horizontal shuttering installation,
The n-th+2 layers of its top vertical reinforcement continues colligation；
After the completion of the Pass line adjustment of horizontal shuttering, colligation horizontal structure beam reinforced steel bar, and arranged by truss platform system
Tumbling barrel, by concreting to (n+1)th layer of vertical wall and horizontal beam slab.
In addition, using the adjustable regulation to realize template overall dimensions of vertical height of vertical wall form.
The present embodiment propose Super High Core Walls Structure level and vertical synchronous construction top module system construction method, with
Lower beneficial effect：
（1）When different layers Core Walls Structure horizontal structure changes, it is spliced because horizontal shuttering dissipates jigsaw by multiple aluminium alloys,
The structural adjustment of horizontal shuttering can be at any time carried out, breaching traditional backform can only construct Core Walls Structure vertical structure, Core Walls Structure level
Structure must lag behind the state of art of the independent organizing construction of vertical structure, it is to avoid the delayed level brought of constructing of horizontal structure
Chisel and dabbing treatment, the secondary connection of reinforcing bar are played in walls concrete face at beam slab, and the yield and the energy for reducing building waste disappear
Consumption, work progress more environmental protection；Simultaneously optimize regular home aluminum alloy mould plate can only manually block-by-block overmolded installation
Technique, realizes vertical wall form and is integrally lifted with horizontal shuttering, saves a large amount of labor workloads；
（2）Realize being perfectly combined for aluminum alloy mould plate Fast-dismantle system technique and top module system technique.Core Walls Structure horizontal structure is stagnant
After in traditional backform construction method of vertical structure construction, Core Walls Structure vertical structure speed of application is up to 4 days/layer.This implementation
In example, the aluminum alloy mould plate with horizontal structure template gives full play to the reservation of its supported rod erecting, beam slab bottom mould as Fast-dismantle system
The characteristics of plate is first torn open, can be by taking the colligation of two-layer steel bar continuous, vertical wall form and horizontal shuttering overall while being lifted excellent
Change backform construction technology also ensure that in the case of Core Walls Structure vertical structure and horizontal structure synchronous construction that speed of application can reach 4
My god/layer；
（3）Building structure stress form is different from the security risk that former design idea is brought in having evaded work progress, reduces
Core Walls Structure later stage closing in filling-up hole difficulty, improves Super High core tube construction integrated construction efficiency, reduces Construction Cost；
（4）Vertical wall form is that aluminium alloy standard block plate is assembled, can be carried out according to the change of Core Walls Structure wall corresponding
Regulation, with vertical height is adjustable, wall thickness change is adjustable, from heavy and light the characteristics of, energy-saving and environment friendly.
The preferred embodiments of the present invention are these are only, the scope of the claims of the invention is not thereby limited, it is every to utilize this hair
The equivalent structure transformation that bright specification and accompanying drawing content are made, or other related technical fields are directly or indirectly used in,
Similarly it is included within the scope of the present invention.
Claims (10)
1. a kind of Super High Core Walls Structure level is gone along with sb. to guard him and is with vertical synchronous construction top module system, including truss platform system, hanger
System, support system, template system and hydraulic control system, it is characterised in that the template system is aluminum alloy mould plate system,
The aluminum alloy mould plate system includes vertical wall form and horizontal shuttering, wherein,
The vertical wall form includes multiple horizontally-spliced aluminium alloy standard block plates and positioned at the aluminium alloy standard
Aluminium alloy C grooves above cell board；
The horizontal shuttering dissipates jigsaw and is spliced by multiple aluminium alloys, and the horizontal shuttering of different layers is closed using the aluminium of varying number
The scattered jigsaw of gold is spliced, and the horizontal shuttering is connected by aluminium alloy C grooves with the vertical wall form；
The vertical wall form hangs on truss platform system lower edge by suspension centre, and the horizontal shuttering is vertical by shuttering supporting
Bar is supported on lower first floor plate.
2. Super High Core Walls Structure level as claimed in claim 1 and vertical synchronous construction top module system, it is characterised in that described
Support system is arranged in the permanent elevator shaft of Core Walls Structure to avoid determinants floor location；The master of the truss platform system
Truss and jack truss are not on approximately the same plane projection line with structure wall.
3. Super High Core Walls Structure level as claimed in claim 1 and vertical synchronous construction top module system, it is characterised in that described
Horizontal structure Steel Reinforcing Bar Material mouthful is reserved with truss platform system；The truss platform system is additionally provided with tumbling barrel, and concrete leads to
The through floor of the tumbling barrel is crossed to pour face to avoid polluting top assembling reinforcement.
4. Super High Core Walls Structure level as claimed in claim 1 and vertical synchronous construction top module system, it is characterised in that described
The aluminium alloy of horizontal shuttering is dissipated jigsaw and is detachably connected with aluminium alloy C grooves by pin and selling sheet；Aluminium alloy mark described in adjacent two
It is detachably connected by eccentric U-shaped card and bolt between quasi- cell board；The stupefied connection vertical wall form of double flute steel back is same
All eccentric U-shaped card on height.
5. Super High Core Walls Structure level as claimed in claim 1 and vertical synchronous construction top module system, it is characterised in that described
Hanging rack system is formed for multiple standard components are detachably connected.
6. Super High Core Walls Structure level as claimed in claim 1 and vertical synchronous construction top module system, it is characterised in that described
The vertical height of vertical wall form can adjust.
7. Super High Core Walls Structure level as claimed in claim 6 and vertical synchronous construction top module system, it is characterised in that described
Vertical wall form also includes the compensation template and connection compensation template and the aluminium below aluminium alloy standard block plate
The ribs of alloy standard block plate, the compensation template is detachably connected with aluminium alloy standard block plate, the compensation template
Quantity it is equal with the quantity of aluminium alloy standard block plate, two blocks of aluminium alloy standard block plates clamp one end of ribs,
Two pieces of compensation templates clamp the other end of ribs.
8. Super High Core Walls Structure level as claimed in any of claims 1 to 7 in one of claims and vertical synchronous construction top module system, its
It is characterised by, fulcrum of the support system on the vertical wall of Core Walls Structure is detachable combined support steel leg.
9. a kind of Super High Core Walls Structure level based on described in any one in claim 1 to 8 and vertical synchronous construction backform
The construction method of system, it is characterised in that comprise the following steps：
After the completion of n-th layer concreting, carry out (n+1)th layer of reinforcing bar colligation of Core Walls Structure, embedded part and fixed and vertical wall is installed
The form removal work of template and horizontal shuttering；
After the completion of n-th layer horizontal shuttering form removal, by its rapid upset to the concrete floor for having poured, on ground by multiple aluminium
Alloy dissipates jigsaw and is spliced into (n+1)th layer of horizontal shuttering, and the horizontal shuttering after assembly and the aluminium alloy C grooves of suspension is connected into whole
Body is simultaneously lifted on truss platform system lower section；
After reinforced bar engineering and embedded part installation examination are finished, teleblem jacking is carried out；
After the completion of jacking, after vertical wall form reaches the (n+1)th layer height, wall form matched moulds and reinforcing are carried out, and adjust (n+1)th
The absolute altitude of the vertical wall form of layer and horizontal shuttering, while (n+1)th layer of vertical formwork reinforcing is carried out with horizontal shuttering installation,
The n-th+2 layers of its top vertical reinforcement continues colligation；
After the completion of the Pass line adjustment of horizontal shuttering, colligation horizontal structure beam reinforced steel bar, and arranged by truss platform system
Tumbling barrel, by concreting to (n+1)th layer of vertical wall and horizontal beam slab.
10. the construction method of Super High Core Walls Structure level as claimed in claim 9 and vertical synchronous construction top module system, it is special
Levy and be, when Core Walls Structure wall section is shunk, can adjust to realize template entirety using the vertical height of vertical wall form
The regulation of size.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107130793A (en) * | 2017-07-14 | 2017-09-05 | 四川华西集团有限公司 | Form frame system with exactly vertical elevation and horizontal location function |
| CN107190975A (en) * | 2017-07-14 | 2017-09-22 | 四川华西集团有限公司 | Construction of super highrise building integrates form frame system |
| CN107246073A (en) * | 2017-06-14 | 2017-10-13 | 中建三局集团有限公司 | Core Walls Structure crossbar structure synchronous construction structure and method |
| CN107489214A (en) * | 2017-06-29 | 2017-12-19 | 深圳前海特辰科技有限公司 | The vertical flat bed construction method with horizontal structure of Core Walls Structure |
| CN107795121A (en) * | 2017-11-08 | 2018-03-13 | 山西建集团有限公司 | Agent structure increases a layer aluminum alloy mould plate jack-up construction method |
| CN108331326A (en) * | 2018-03-12 | 2018-07-27 | 上海建工建集团有限公司 | Monoblock type mould bases and its construction method for Super High fission conjoined composite structure |
| CN108331336A (en) * | 2018-03-12 | 2018-07-27 | 上海建工建集团有限公司 | The integrated lifting steel plateform system and its construction method of floor synchronous construction |
| CN110761402A (en) * | 2019-10-10 | 2020-02-07 | 上海欧跃建筑安装工程有限公司 | Concrete pouring construction method for hysteresis synchronization construction of same floor of building floor slab |
| CN110821151A (en) * | 2019-12-06 | 2020-02-21 | 荆门市佰思机械科技有限公司 | Self-lifting climbing formwork device for transporting personnel |
| CN110820941A (en) * | 2019-10-10 | 2020-02-21 | 中建三局第三建设工程有限责任公司 | Emergency system building method under synchronous construction of horizontal structure and top formwork of core barrel |
| CN110863649A (en) * | 2019-12-09 | 2020-03-06 | 中建七局第四建筑有限公司 | Lightweight hydraulic jacking formwork system for super high-rise construction |
| CN110905189A (en) * | 2019-12-24 | 2020-03-24 | 荆门市佰思机械科技有限公司 | Climbing system of climbing formwork device |
| CN111058615A (en) * | 2019-12-05 | 2020-04-24 | 荆门市佰思机械科技有限公司 | Open-die type climbing formwork device for lifting tower crane body |
| CN111550052A (en) * | 2020-05-30 | 2020-08-18 | 深圳市建工集团股份有限公司 | Exposed buried type steel bar reservation and chiseling-free construction method for floor slab outside super high-rise core tube |
| CN113982115A (en) * | 2021-11-12 | 2022-01-28 | 中建科工集团有限公司 | Frame-core tube construction method |
| CN114427295A (en) * | 2021-12-31 | 2022-05-03 | 中国建筑第二工程局有限公司 | Pre-buried ground anchor pulling connection and holding column combined ultrahigh and ultralimit formwork system and construction method thereof |
| CN115288414A (en) * | 2022-09-13 | 2022-11-04 | 中国建筑第八工程局有限公司 | Construction method of hydraulic climbing operation frame for super high-rise core barrel special-shaped shaft |
| CN115288407A (en) * | 2022-07-25 | 2022-11-04 | 上海建工集团股份有限公司 | Construction method for horizontal structure of super high-rise core tube following vertical structure |
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Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1606636A1 (en) * | 1988-04-21 | 1990-11-15 | Институт по проектированию промышленных и транспортных объектов для городского хозяйства г.Москвы "Моспромпроект" | Method of erecting solid building |
| CN201883681U (en) * | 2010-10-23 | 2011-06-29 | 林淑芬 | Building wall form assembly |
| CN102433986A (en) * | 2011-08-23 | 2012-05-02 | 杨元东 | Multifunctional section-variable formwork |
| CN103243733A (en) * | 2013-05-09 | 2013-08-14 | 中铁六局集团天津铁路建设有限公司 | Pile foundation construction method for working mountainous areas foundation with multilayer distributing hard rock strata |
| CN103526929A (en) * | 2013-09-24 | 2014-01-22 | 浙江省建工集团有限责任公司 | Super high-rise steel pipe column interior concrete pouring construction method |
| CN203603455U (en) * | 2013-12-13 | 2014-05-21 | 中国建筑第四工程局有限公司 | Tool type hanger suitable for construction of vertical structure of super high-rise building |
| CN203821858U (en) * | 2014-04-21 | 2014-09-10 | 中建八局第二建设有限公司 | Novel concrete tumbling barrel |
| CN105019657A (en) * | 2015-08-07 | 2015-11-04 | 俊川建筑科技有限公司 | Building construction system |
| CN204876578U (en) * | 2015-08-07 | 2015-12-16 | 俊川建筑科技有限公司 | Building construction system |
| CN105298114A (en) * | 2015-02-11 | 2016-02-03 | 中建四局第三建筑工程有限公司 | Aluminum alloy formwork and climbing frame matched construction method |
-
2017
- 2017-03-21 CN CN201710170869.4A patent/CN106869489A/en active Pending
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1606636A1 (en) * | 1988-04-21 | 1990-11-15 | Институт по проектированию промышленных и транспортных объектов для городского хозяйства г.Москвы "Моспромпроект" | Method of erecting solid building |
| CN201883681U (en) * | 2010-10-23 | 2011-06-29 | 林淑芬 | Building wall form assembly |
| CN102433986A (en) * | 2011-08-23 | 2012-05-02 | 杨元东 | Multifunctional section-variable formwork |
| CN103243733A (en) * | 2013-05-09 | 2013-08-14 | 中铁六局集团天津铁路建设有限公司 | Pile foundation construction method for working mountainous areas foundation with multilayer distributing hard rock strata |
| CN103526929A (en) * | 2013-09-24 | 2014-01-22 | 浙江省建工集团有限责任公司 | Super high-rise steel pipe column interior concrete pouring construction method |
| CN203603455U (en) * | 2013-12-13 | 2014-05-21 | 中国建筑第四工程局有限公司 | Tool type hanger suitable for construction of vertical structure of super high-rise building |
| CN203821858U (en) * | 2014-04-21 | 2014-09-10 | 中建八局第二建设有限公司 | Novel concrete tumbling barrel |
| CN105298114A (en) * | 2015-02-11 | 2016-02-03 | 中建四局第三建筑工程有限公司 | Aluminum alloy formwork and climbing frame matched construction method |
| CN105019657A (en) * | 2015-08-07 | 2015-11-04 | 俊川建筑科技有限公司 | Building construction system |
| CN204876578U (en) * | 2015-08-07 | 2015-12-16 | 俊川建筑科技有限公司 | Building construction system |
Non-Patent Citations (3)
| Title |
|---|
| 何昌杰等: "铝合金模板内支外爬体系在超高层建筑核心筒结构施工中的应用", 《建筑施工》 * |
| 李文睿等: "运用新型顶模系统实现超高层建筑绿色施工创新", 《新常态下绿色建筑发展理论与实践——第五届中国中西部地区土木建筑学术年会论文集 》 * |
| 王建春等: "超高层核心筒混凝土水平楼板跃层施工技术", 《施工技术》 * |
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| CN107795121B (en) * | 2017-11-08 | 2019-07-26 | 山西一建集团有限公司 | Main structure increases a layer aluminum alloy mould plate jack-up construction method |
| CN108331326A (en) * | 2018-03-12 | 2018-07-27 | 上海建工建集团有限公司 | Monoblock type mould bases and its construction method for Super High fission conjoined composite structure |
| CN108331336A (en) * | 2018-03-12 | 2018-07-27 | 上海建工建集团有限公司 | The integrated lifting steel plateform system and its construction method of floor synchronous construction |
| CN108331326B (en) * | 2018-03-12 | 2023-11-28 | 上海建工一建集团有限公司 | Integral die carrier for super high-rise split conjoined combination structure and construction method thereof |
| CN110761402A (en) * | 2019-10-10 | 2020-02-07 | 上海欧跃建筑安装工程有限公司 | Concrete pouring construction method for hysteresis synchronization construction of same floor of building floor slab |
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| CN110821151B (en) * | 2019-12-06 | 2021-03-19 | 荆门市佰思机械科技有限公司 | Self-lifting climbing formwork device for transporting personnel |
| CN110821151A (en) * | 2019-12-06 | 2020-02-21 | 荆门市佰思机械科技有限公司 | Self-lifting climbing formwork device for transporting personnel |
| CN110863649A (en) * | 2019-12-09 | 2020-03-06 | 中建七局第四建筑有限公司 | Lightweight hydraulic jacking formwork system for super high-rise construction |
| CN110863649B (en) * | 2019-12-09 | 2021-08-27 | 中建七局第四建筑有限公司 | Lightweight hydraulic jacking formwork system for super high-rise construction |
| CN110905189A (en) * | 2019-12-24 | 2020-03-24 | 荆门市佰思机械科技有限公司 | Climbing system of climbing formwork device |
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| CN113982115B (en) * | 2021-11-12 | 2022-12-13 | 中建科工集团有限公司 | Frame-core tube construction method |
| CN113982115A (en) * | 2021-11-12 | 2022-01-28 | 中建科工集团有限公司 | Frame-core tube construction method |
| WO2023102592A1 (en) * | 2021-12-07 | 2023-06-15 | Fabquip Holdings Pty Ltd | A climbing formwork assembly and associated method |
| CN114427295A (en) * | 2021-12-31 | 2022-05-03 | 中国建筑第二工程局有限公司 | Pre-buried ground anchor pulling connection and holding column combined ultrahigh and ultralimit formwork system and construction method thereof |
| CN115288407A (en) * | 2022-07-25 | 2022-11-04 | 上海建工集团股份有限公司 | Construction method for horizontal structure of super high-rise core tube following vertical structure |
| CN115288407B (en) * | 2022-07-25 | 2023-08-22 | 上海建工集团股份有限公司 | Construction method for immediately following vertical structure by using horizontal structure of super high-rise core tube |
| CN115288414A (en) * | 2022-09-13 | 2022-11-04 | 中国建筑第八工程局有限公司 | Construction method of hydraulic climbing operation frame for super high-rise core barrel special-shaped shaft |
| CN115288414B (en) * | 2022-09-13 | 2023-09-01 | 中国建筑第八工程局有限公司 | Construction method of hydraulic climbing operation frame of super high-rise core tube special-shaped shaft |
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| CN116170564B (en) * | 2022-12-26 | 2023-10-27 | 中建三局第一建设工程有限责任公司 | Method for acquiring reinforced bar image of core tube floor slab in top mold construction |
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Application publication date: 20170620 |