CN1908335A

CN1908335A - Suspension holder construction method

Info

Publication number: CN1908335A
Application number: CN 200510060274
Authority: CN
Inventors: 周宏盘; 赵鹏飞; 吴建挺
Original assignee: ZHEJIANG YAOJIANG CONSTRUCTION GROUP
Current assignee: ZHEJIANG YAOJIANG CONSTRUCTION GROUP
Priority date: 2005-08-02
Filing date: 2005-08-02
Publication date: 2007-02-07
Anticipated expiration: 2025-08-02
Also published as: CN100460613C

Abstract

The invention relates to a suspension support construction method, wherein it comprises: arranging at least two main beam I-shaped steels for supporting air gallery between two high position of building; fixing several sub beams between nearby I-shaped steels; said I-shaped steels and the sub beams are arranged with lifting rod; the lifting rod and the frame of main building are fixed with steel tube to form suspension support as falsework; with said structure, the I-shaped steels and sub beams support force; and the mould support and falsework are suspended on the I-shaped steels and the sub beams, and connected to the frame of main building, without affecting the construction speed, with stable structure, and reduced cost.

Description

Suspension holder construction method

Technical field

The present invention is a suspension holder construction method, belongs to the job practices of fixed buildings.

Background technology

Aerial vestibule is more common between two higher buildings things (main building), its structure mostly is cast-in-situ reinforced concrete structure, need lay the template disturbing concrete during construction, and need set up scaffold for construction, but, when the aerial vestibule beam of its main body (mainly be support) adopts the clean steel tendon concrete structure, because of it can not bear external force before solidifying, during construction even reinforcing cage need be depended on other structure guaranteeing its position accurately, and support for shuttering and scaffold need be set; And when aerial vestibule ground level was higher, the easy unstability of support for shuttering of setting up and scaffold, pertinent regulations did not allow to do so yet.Also having a kind of way is to hang the formwork truss between two high constructures, though this scheme is feasible, required cost is higher, and the dismounting difficulty is big.

Summary of the invention

The technical assignment of the technical problem to be solved in the present invention and proposition is to overcome existing job practices difficulty and defective in the existing construction in building aerial vestibule structure, a kind of suspension holder construction method is provided, effectively to save under the prerequisite of cost convenient construction.For this reason, the present invention takes following technical scheme:

Suspension holder construction method, it is characterized in that between two main building high positions, setting up at least two girder i iron that are used to carry aerial vestibule, between adjacent i iron, fix some secondary beams, on described i iron and secondary beam suspension rod is set, fixedly steel pipe forms the suspension frame as scaffold on the outrigger of suspension rod and main building.

The method, the i iron of usefulness girder and secondary beam hang over support for shuttering and scaffold on i iron and the secondary beam when construction, and link to each other with the outrigger of main building as the structure of holding capacity, guarantee to make things convenient for smooth construction, and effectively save construction cost.

Because this method is fixed some secondary beams between adjacent two i iron, thereby formed a stable bearing structural system, the tension of i iron, the anti-intensity that overstocks have been strengthened, provide structural assurance for hanging support for shuttering and scaffold, thereby can lifting fixedly after i iron and the secondary beam, before the disturbing concrete, just support for shuttering and scaffold hang on inner wrapping I profile steel and the secondary beam, for laying template and disturbing concrete afterwards prepared.

As the further of technique scheme improved and replenish, in the specific implementation, can adopt following concrete form of structure:

Be connected with diagonal member on the described i iron.Thereby increase the flexural strength of inner wrapping I profile steel.

Connect girt between the adjacent i iron.To strengthen the mechanical property of the above-mentioned bearing structural system that forms by i iron and secondary beam.

Described suspension rod is contained on i iron and the secondary beam in advance.To reduce the difficulty and the security risk of work high above the ground.

On described suspension rod, suspension ring are set.So that the fixing steel pipe of scaffold reliably.

On described i iron, weld screw rod, utilize fixedly bed die of screw rod; On i iron, accomplish fluently in advance the hole of wearing screw rod, again in this hole to wearing fixedly crossbeam side plate of screw rod, finish the laying of girder template.

Horizontal channel-section steel on outermost i iron, the inner of this channel-section steel is connected with the floor embedded iron through angle bar, and the centre is welded on the beam embedded iron, outer end welding vertical rod slot.So that set up outrigger.

On described secondary beam, preformed hole is set, in preformed hole, wears the fixedly lumps of wood of screw rod, on the lumps of wood, put two nose keys, on two nose keys, shelve joist again, place template nine clamping plate, finish the laying of soffit formwork.

The present invention is skillfully constructed, existing scaffold is changed into the support body of suspension structure, for the construction of high-altitude building structure provides easy job practices, and can effectively save construction cost, and can not influence the integral construction progress substantially, its structural system is stable, be beneficial to load-bearing, and support body is beneficial to dismounting.

Description of drawings

Fig. 1 strides the bearing structure elevational schematic view for inner wrapping I profile steel three of the present invention.

Fig. 2 forms stable bearing structural system floor map for inner wrapping I profile steel of the present invention and secondary beam and girt.

Fig. 3 is a fixedly schematic diagram of inner wrapping I profile steel lifting of the present invention.

Fig. 4 is a secondary beam structural representation of the present invention.

Fig. 5 (a), 5 (b) are for installing the schematic diagram of scaffold.

Fig. 6 is the scheme of installation of the outer bogie side frame of end scaffold.

Fig. 7 lays schematic diagram for soffit formwork.

Fig. 8 lays schematic diagram for the girder template.

Fig. 9 sets up schematic diagram for outrigger.

The specific embodiment

Below in conjunction with concrete work progress the present invention is described in detail (is example to build aerial vestibule at 21,22,23 layers).

One, the making of inner wrapping I profile steel: the general A3 steel plate with 10 millimeters thick be welded (the part web is bigger because of point load, can adopt the steel plate after 20 millimeters); Some annexes are carried out in advance, reduce work high above the ground as far as possible.

Two, the lifting of inner wrapping I profile steel (seeing Fig. 3 for details): smash the flooring concrete watering of 20,21, two Floor 12s and answer pre-buried steel plate 6 and the lattice column 5 of shelving inner wrapping I profile steel 1 that be used on, should note axis, absolute altitude and verticality when placing lattice column; Two eleventh floor inner wrapping I profile steels have watered at two eleventh floor concretes of the first main building, lifting when the second main building two eleventh floor formworks are finished, and an end is shelved on the pre-embedded steel slab 6, and the other end is positioned on the lattice column 5, check errorless back and weld with electric welding.

Three, the installation (see figure 1) of diagonal member 4: diagonal member 4 has been built at 24 layers of concrete of main building, at first install when vestibule begins to construct, diagonal member adopts Φ 28 reinforcing bars, with the weld length of inner wrapping I profile steel steel plate should be greater than 30 centimeters, adopt double welding, pull bar must not have buckling phenomenon.

Four, prefabricated concrete secondary beam is made and lifting:

Prefabricated concrete secondary beam 2 should be made in advance according to design drawing, offers some preformed hole 2a (see figure 4)s on it;

After diagonal member 4 installations, inferior beam strength reaches after 100% can carry out the lifting of secondary beam, is positioned on the bracket of inner wrapping I profile steel, waits to check errorless back and welds with electric welding; During lifting secondary beam 2 girt 3 is installed simultaneously, thereby is constituted stable bearing structural system shown in Figure 2.

Five, hang scaffold (as Fig. 5 a, 5b) be installed:

Assemble folder wood 11 and suspension rod 7 before secondary beam is installed, begin to install after secondary beam 2 and girt 3 install and hang scaffolding steel pipe, first row's steel pipe 8 passes the suspension ring of first secondary beam and is connected (as Fig. 5 a) with main building scaffold 9; Second row's steel pipe 10 passes the suspension ring of second secondary beam, and the other end is connected (as Fig. 5 b) with first steel pipe by being no less than two bundle heads, and the like.

Six, the installation (see figure 6) of the outer bogie side frame of scaffold at the bottom of second eleventh floor: on inner wrapping I profile steel, welded screw rod 12 in advance, make the distribution steel pipe of suspension bracket can fixed thereon, on the inner wrapping I profile steel of two Floor 12s, put on steel cable 13, again an outside (the firm degree of bogie side frame is looked outer in this operation, can select to use) that is fixed on bogie side frame.

Seven, two eleventh floor beam slab concrete projects

(1) form work engineering

The laying (see figure 7) of A, soffit formwork: in the preformed hole 2a of precast beam 2, wear screw rod, make the lumps of wood 14 be fixed on (this finishes before being operated in the secondary beam lifting) on the secondary beam, on put two nose keys 15, on two nose keys, shelve joist 16 again, place template nine clamping plate 17.

B, girder template are laid (see figure 8): welding screw rod 18 on the i iron (finishing before the i iron lifting), utilize screw rod fixing bed die 19 in advance, accomplish fluently the hole of wearing screw rod in advance on i iron, utilize wearing fixedly crossbeam side plate 20 of screw rod again.

(2) reinforced bar engineering, concrete project

All construct according to conventional method.

Eight, outrigger is set up (see figure 9): place 3 meters long channel-section steels 21 at two eleventh floors, reach at 70% o'clock to two eleventh floor concrete strengths, begin to set up the vestibule outrigger, be that angle steel 23 of a welding of i iron is connected with floor embedded iron 22, the centre is welded on the girder embedded iron, keep reasonable distance, on the steel pipe that external scaffolding vertical rod slot steel buries in advance, set up outrigger according to conventional method then.

Nine, two Floor 12 vestibule main body constructions: take to two Floor 12 flooring previous steps at outrigger, beginning is at two Floor 12 vestibule formwork steel rolling muscle, after treating that two eleventh floor concrete strengths reach 100%, can water and smash two Floor 12 concretes, carry out according to general reinforced concrete structure operational procedure.

Ten, 23 layers of vestibule main body construction: take to 23 floor face previous steps at outrigger, beginning is at two Floor 12 vestibule formwork steel rolling muscle, after treating that two Floor 12 concrete strengths reach 70%, can water and smash 23 layers of concrete, carry out according to general reinforced concrete structure operational procedure.

11, exterior wall and base plate finishing

Exterior wall carries out according to general operational procedure.

The skeleton part of the first aluminium-plastic panel of having constructed of base plate furred ceiling should cooperate the dismounting of underframe when the nail aluminium-plastic panel, from the centre, tear row's suspension rod open, does row's aluminium-plastic panel.

12, outrigger and suspension bracket are removed

Tear outrigger after exterior wall finishing is finished earlier open, tear suspension bracket after outrigger has been torn open again open, reversed in order that should be when installing when suspension bracket is removed, earlier dress after tear open, suspension bracket should cooperate the installation of aluminium-plastic panel when removing.

Claims

1, suspension holder construction method, it is characterized in that between two main building high positions, setting up at least two girder i iron that are used to carry aerial vestibule, between adjacent i iron, fix some secondary beams, on described i iron and secondary beam suspension rod is set, fixedly steel pipe forms the suspension frame as scaffold on the outrigger of suspension rod and main building.

2, suspension holder construction method according to claim 1 is characterized in that connecting on the described i iron diagonal member (4).

3, suspension holder construction method according to claim 1 and 2 is characterized in that connecting girt between the adjacent i iron.

4, suspension holder construction method according to claim 3 is characterized in that described suspension rod is contained on i iron and the secondary beam in advance.

5, according to claim 1 or 4 described suspension holder construction methods, it is characterized in that on described suspension rod, suspension ring being set.

6, suspension holder construction method according to claim 1 is characterized in that going up the welding screw rod at described i iron (1), utilizes fixedly bed die (19) of screw rod; On i iron, accomplish fluently in advance the hole of wearing screw rod, again in this hole to wearing fixedly crossbeam side plate (20) of screw rod, finish the laying of girder template.

7, suspension holder construction method according to claim 1 is characterized in that horizontal channel-section steel on outermost i iron, and the inner of this channel-section steel is connected with the floor embedded iron through angle bar, and the centre is welded on the beam embedded iron, outer end welding vertical rod slot.

8, according to claim 1 or 6 described suspension holder construction methods, it is characterized in that on described secondary beam (2), being provided with preformed hole (2a), in preformed hole (2a), wear the fixedly lumps of wood (14) of screw rod, on the lumps of wood (14), put two nose keys (15), on two nose keys, shelve joist (16) again, place template nine clamping plate (17), finish the laying of soffit formwork.