CN206769393U - High-level structure successively variable cross-section abnormity cantilever beam-slab template supporting structure - Google Patents
High-level structure successively variable cross-section abnormity cantilever beam-slab template supporting structure Download PDFInfo
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- CN206769393U CN206769393U CN201720526836.4U CN201720526836U CN206769393U CN 206769393 U CN206769393 U CN 206769393U CN 201720526836 U CN201720526836 U CN 201720526836U CN 206769393 U CN206769393 U CN 206769393U
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Abstract
The utility model discloses a kind of high-level structure successively variable cross-section abnormity cantilever beam-slab template supporting structure, falsework is provided between adjacent cantilever beam slab, 24 layers of adjacent successively cantilever beam slab are divided into a vertical supporting section, in each vertical supporting section, drawknot structure is provided between side column above the cantilever beam slab of basecoat and this layer, drawknot structure is made up of multiple dismountable pull bar connectors；Between adjacent cantilever beam slab, when the lateral dimension of upper strata cantilever beam slab is more than 1m beyond the lateral dimension of lower floor's cantilever beam slab, supporting girder steel of encorbelmenting is provided with the border area domain of facing of lower floor's cantilever beam slab, supporting girder steel of encorbelmenting includes canned paragraph and section of encorbelmenting, canned paragraph is connected by anchoring piece and lower floor's cantilever beam slab, and section of encorbelmenting is used to support the falsework that position is prolonged in overhanging expansion between this layer and last layer cantilever beam slab.The utility model is applied to multilayer and the various spans of high-level structure, the successively setting cantilever beam-slab template of shape install.
Description
Technical field
The utility model, which is created, is related to architectural engineering cast-in-place structural cantilever beam slab, and particularly successively variable cross-section is different for high-level structure
Shape cantilever beam-slab template construction technology.
Background technology
With the lifting that the fast development of social economy and people are pursued visual perception, modern architecture is largely using abnormity
Vertical design, it is characterized in coming and going, and mostly surface modeling.Needed based on special-shaped Facade form, typically will be outer in structure
Enclose horizontal member and be designed to variable cross-section abnormity cantilever beam slab.Due to each layer cantilever beam slab flat shape, size disunity, to construction
Bring great difficulty.Itself because, under identical load action, the internal force in cantilever beam slab is much bigger compared with two supports beam slab,
And form a times increasing with span increase.If do not taken reinforcement measure to completed cantilever beam slab in construction, prop up directly over
If template construction superstructure, supporting extension arms beam slab strain cracking is easily caused, or even leads to the considerable safety matter such as structure collapses
Amount accident.Therefore when supporting module on cantilever beam slab constructs upper level structure, it is necessary to while cantilever beam slab bottom is carried out
Bracing reinforcement.When cantilever beam flaggy number is few in building structure, generally retain the template of construction layer layers below cantilever beam slab
And falsework, continuous support from bottom to top is formed, is delivered to the load of construction layer by each layer falsework nethermost
On base soil or non-cantilever beam slab, until top layer beam slab concrete reaches strength of mould stripping and could remove each layer cantilever beam of the layer and lower section
The falsework and template of plate, thereby result in template and timbering material overstocks for a long time, and input is multiplied, and greatly increases and is constructed into
This.And because cast-in-place structural template, support prolonged stay are in situ, influence subsequently to build by laying bricks or stones, fit up, installation procedure insertion, seriously
Sluggish construction speed, causes working-day claims.And when running into high building structure and successively setting cantilever beam slab situation by bottom to top,
Above-mentioned Construction of Supporting scheme continuous from bottom to top is obviously unrealistic.The cantilever Beam-Slab Construction that cast-in-place structural is successively set, it is important to
Ensure the structure safety of supporting extension arms beam slab, while the factors such as construction cost and construction speed need to be considered.In view of from lower and
Upper continuous Construction of Supporting mode is unsuitable for the cantilever beam slab that high building structure successively sets and variable cross-section abnormity cantilever beam slab is applied
Work, conventional position using when template, timbering material input amount to be present big, influence the drawbacks such as subsequent handling insertion, schedule delays, urgently
A kind of cantilever beam slab successively set suitable for high-level structure, including variable cross-section abnormity cantilever Beam-Slab Construction need to be researched and developed, ensures work
Journey quality and safety, economy, efficient pattern board supporting system.
Utility model content
For above-mentioned prior art, the utility model proposes a kind of high-level structure successively variable cross-section abnormity cantilever beam template die
Plate supporting structure, solve in high-rise cast-in-place structural construction and variable cross-section abnormity cantilever beam slab construction difficult problem is successively set, it is applicable
Installed in multilayer and the various spans of high-level structure, the successively setting cantilever beam-slab template of shape.
In order to solve the above-mentioned technical problem, the utility model proposes a kind of high-level structure successively variable cross-section abnormity cantilever beam
Plate template supporting structure, falsework is provided between adjacent cantilever beam slab, layer 2-4 cantilever beam slab adjacent successively is divided into
One vertical supporting section, it is provided with and draws in each vertical supporting section, between the side column above the cantilever beam slab of basecoat and this layer
Junction structure, the drawknot structure are made up of multiple dismountable pull bar connectors；Between adjacent cantilever beam slab, when upper strata cantilever
When the lateral dimension that the lateral dimension of beam slab exceeds lower floor's cantilever beam slab is more than 1m, it is provided with the border area domain of facing of lower floor's cantilever beam slab
Encorbelment and support girder steel, the supporting girder steel of encorbelmenting includes canned paragraph and section of encorbelmenting, the canned paragraph pass through anchoring piece and the lower floor
Cantilever beam slab is connected, and the section of encorbelmenting is used to support the template that position is prolonged in overhanging expansion between this layer and last layer cantilever beam slab
Support.
Further, in the utility model, the span of cantilever beam slab is K, and each vertical supporting section includes C layer cantilever beams
Plate, as 1.5m ＜ K ＜ 3.0m, C=4；As 3.0m≤K≤5.0m, C=3；As 5.0m ＜ K≤7.0m, C=2.
Facing between avris plate for encorbelment pars infrasegmentalis and the lower floor's cantilever beam slab of the supporting girder steel of encorbelmenting is welded with support
Steel plate；The top surface for encorbelmenting supporting girder steel is welded with the vertical rod guide pile of falsework.
The pull bar connector includes pull-up node structure, pulls down the tie component of node structure sum；The lower drawknot node
Structure is formed by being embedded in the link at basecoat cantilever beam slab drawknot node in concrete；The pull-up node structure is by pre-buried
Suspension ring in side column top-side concrete on this layer are formed；The link and two ends of the pre-buried part of the suspension ring
End is to bend 180 ° of hook solid to both sides external.
The tie component includes epimere pull bar and hypomere pull bar, and the epimere pull bar and hypomere pull bar use diameter not
One end of cold drawn bar processing less than Φ 20mm, the epimere pull bar and the hypomere pull bar is hook, and the epimere is drawn
The other end of bar and the hypomere pull bar is equipped with the collar, is connected between the epimere pull bar and the collar of the hypomere pull bar
One flower basket bolt, the flower basket bolt select KCCD types, and specification is not less than M20；By the hook in the tie component point
Do not hang in the link and the suspension ring, then, clog the preceding paragraph reinforcing bar in the opening of the hook, closed after welding into one
Ring；The epimere pull bar and hypomere pull bar at both ends are tensed by adjusting flower basket bolt.
The tie component includes epimere pull bar and hypomere pull bar, and the epimere pull bar and hypomere pull bar use diameter not
The both ends of cold drawn bar processing less than Φ 20mm, the epimere pull bar and the hypomere pull bar are the collar, and the epimere is drawn
One end collar of bar and the hypomere pull bar is connected by a shackle with link and suspension ring respectively, the epimere pull bar and described
A flower basket bolt is connected between the other end collar of hypomere pull bar, the flower basket bolt selects KCCD types, and specification is not small
In M20；The epimere pull bar and hypomere pull bar at both ends are tensed by adjusting flower basket bolt.
The supporting girder steel of encorbelmenting is I-steel, and the anchoring piece is U-bolt, and two are embedded with the beam slab of encorbelmenting
Pvc pipe, the U-bolt are enclosed on described encorbelment and support on girder steel and fastened after wearing pvc pipe with nut.
Compared with prior art, the beneficial effects of the utility model are：
High-level structure of the present utility model successively variable cross-section abnormity cantilever beam-slab template supporting structure, solve high-rise cast-in-place
Variable cross-section abnormity cantilever beam slab construction difficult problem is successively set in structure construction, its be applied to multilayer and the various spans of high-level structure,
The successively setting cantilever beam-slab template of shape installs, and can ensure that template, the stabilization of support, structure construction quality and safety, largely
Template, timbering material input are saved, so as to greatly reduce Construction Cost；Because of each building below drawknot supporting course cantilever beam slab
Layer support frame of beam and board formwork is removed in time, rises out working face, is easy to subsequently build by laying bricks or stones, is fitted up, installation procedure smoothly insertion in advance, significantly
Construction speed is accelerated, shortens total time of construction.The apparatus structure is simple, materials are convenient, materials are few, input is low, fill, tear open,
It is easy to maintenance, construction rapidly and efficiently, save labor, can be used in turn, there is significant economical, societal benefits and promotional value.
Brief description of the drawings
Fig. 1-1, Fig. 1-2, Fig. 1-3, Fig. 1-4 and Fig. 1-5 are that the utility model embodiment K segment structure work progress shows
It is intended to；
Fig. 2 is partial structurtes enlarged diagram at A portions suspension ring in Fig. 1；
Fig. 3 is partial structurtes enlarged diagram at tie component in Fig. 1；
Fig. 4 is partial structurtes enlarged diagram at B portions link in Fig. 1；
Fig. 5 is the structural representation of pull bar in the utility model tie component；
Fig. 6 is encorbelmented in the utility model supporting girder steel mounting structure and position view；
Fig. 7 is 1-1 slice locations profile in Fig. 6；
Fig. 8 is supporting girder steel schematic diagram of being encorbelmented in Fig. 6；
Fig. 9 is 2-2 slice locations profile in Fig. 8.
In figure：1- cantilever beam slabs, 2- falseworks, 3- side columns, 4-, which encorbelments, supports girder steel, 5- anchoring pieces, 51-U type bolts,
52- nuts, 53-PVC pipes, 6- supporting steel plates, 7- vertical rod guide piles, 81- epimere pull bars, 82- hypomere pull bars, 83- flower basket bolts,
84- reinforcing bars, 9- links, 10- suspension ring.
Embodiment
Technical solutions of the utility model are described in further detail with specific embodiment below in conjunction with the accompanying drawings, it is described
Only the utility model is explained for specific embodiment, not limiting the utility model.
A kind of high-level structure provided by the utility model successively variable cross-section abnormity cantilever beam-slab template supporting structure, mainly
By pulling up lower support unloading to supporting course cantilever beam slab and setting supporting girder steel of encorbelmenting to carry out special-shaped cantilever beam plate position template branch
If having dissolved high-rise cast-in-place structural successively sets variable cross-section abnormity cantilever beam slab construction difficult problem, ensure Structural Engineering construction quality
With safety, without being supported to cantilever beam flaggy layer, a large amount of materials for saving template and support, subsequent handling insertion is not influenceed.This
Utility model has that materials are convenient, simple and easy to do, rapidly and efficiently, the advantages that can having enough to meet the need, be economic.
As shown in figure 1, the utility model proposes a kind of high-level structure successively variable cross-section abnormity cantilever beam-slab template support
Structure, falsework 2 is provided between adjacent cantilever beam slab 1, the falsework 2 typically uses fastener type steel pipe frame or bowl buckle
Formula steel pipe frame.In the utility model, layer 2-4 cantilever beam slab 1 adjacent successively is divided into a vertical supporting section, each is perpendicular
The number of plies C of the cantilever beam slab 1 included to supporting section is relevant with the span K of cantilever beam slab 1, as 1.5m ＜ K ＜ 3.0m, C=
4；As 3.0m≤K≤5.0m, C=3；As 5.0m ＜ K≤7.0m, C=2.
In each vertical supporting section, the cantilever beam slab of basecoat (drawknot supporting course) and the layer (drawknot supporting course) are above
Side column 3 between be provided with drawknot structure, drawknot supporting course cantilever beam slab is the completed cantilever beam of vertical supporting section basecoat
Plate, by drawknot structure and side column drawknot, falsework is successively set up thereon and is constructed the supporting section upper cantilever arm beam slab, is undertaken
The load that Superstructure Construction transmission is got off；Drawknot supporting course side column is used for the upper end for fixing drawknot structure, carries drawknot structure
Pulling force.
The drawknot structure is made up of multiple dismountable pull bar connectors.The pull bar connector includes upper drawknot node knot
Structure, the tie component for pulling down node structure sum.The drop-down node structure is by being embedded in basecoat cantilever beam slab drawknot node
Link 9 in concrete is formed, and the link 9 is used to be connected with pull bar lower end, bears the pulling force of pull bar transmission.The upper drawknot
Point structure is made up of the suspension ring 10 in the top-side concrete of side column 3 being embedded in above this layer, and the suspension ring 10 are used to connect
The upper end of pull bar, undertake the pulling force of pull bar transmission.The suspension ring 10 use HPB235 levels, and diameter is not less than 20mm round steel and processes
Into " u "-shaped, the end 90 of the flat segments of its pre-buried part is bends 180 ° of hook solid to both sides external, as shown in Figure 2.It is described
The material and shape construction of link 9 is with the suspension ring 10, as shown in Figure 4.
The tie component is used to enter basecoat (i.e. drawknot supporting course) cantilever beam slab in each vertical supporting section
Row drawknot unloads, the upper end of the tie component and this layer of side column top side drawknot, lower end and the top of drawknot supporting course cantilever beam slab
Portion's drawknot.The tie component is divided into upper and lower two segmentations (i.e. epimere pull bar 81 and hypomere pull bar 82), and by being located at middle part
Flower basket bolt 83 connect.Concrete structure is：The epimere pull bar 81 and hypomere pull bar 82 are not less than Φ 20mm using diameter
Cold drawn bar processing, as shown in figure 5, one end of the epimere pull bar 81 and the hypomere pull bar 82 be hook (be open
Crotch), the other end of the epimere pull bar 81 and the hypomere pull bar 82 is equipped with the collar and (closes crotch, be by crotch end
The flat segments at end and the body of rod of pull bar weld to be formed, as shown in Figure 3 and Figure 5).The epimere pull bar 81 and the hypomere pull bar 82
The collar between be connected with a flower basket bolt 83, the flower basket bolt 83 selects KCCD types, and specification is every not less than M20
Match somebody with somebody one in tie component, for being tensioned pull bar, the flower basket bolt 83 is by adjusting screw rod, nut with left and right rotation screw thread
And screw-casing composition, adjusting screw rod end is with hook, hook and epimere pull bar 81 and the hypomere pull bar at the both ends of flower basket bolt 83
83 collar connection.As shown in fig. 4 and fig. 2, the hook in the tie component is hung in the link 9 and the suspension ring
In 10, then, the preceding paragraph reinforcing bar 84 is clogged in the opening of the hook, into a closed loop after welding；By adjusting flower basket bolt
83 tense the epimere pull bar 81 and hypomere pull bar 82 at both ends.
, can when pulling down after the first use because the tie component in the utility model can be with repeated recycling utilize
So that using the link 9 at tie component both ends and suspension ring 10 are cut off, when reusing, the epimere pull bar 81 and the hypomere are drawn
The both ends of bar 82 are just (closing) collar, during connection, the collar and the hypomere pull bar of the upper end of epimere pull bar 81
The collar of 82 lower end can be connected by a shackle with link 9 and suspension ring 10 respectively.
In the utility model, between adjacent cantilever beam slab 1, when the lateral dimension of upper strata cantilever beam slab exceeds lower floor's cantilever
When the lateral dimension of beam slab is more than 1m, supporting girder steel 4 of encorbelmenting, the supporting of encorbelmenting are provided with the border area domain of facing of lower floor's cantilever beam slab
Lower floor's cantilever beam slab that girder steel 4 prolongs part for corresponding to upper strata cantilever beam slab expansion in variable cross-section abnormity cantilever Beam-Slab Construction faces edge
Position.Supporting girder steel 4 of encorbelmenting is processed using not less than No. 18 I-steel of specification, and the supporting girder steel 4 of encorbelmenting includes the He of canned paragraph 41
Section of encorbelmenting 42, the canned paragraph 41 are connected by anchoring piece 5 and lower floor's cantilever beam slab,
The anchoring piece 5 is U-bolt connector, is made up of U-bolt 51, backing plate and nut 52, detachable, and edge is encorbelmented
Supporting girder steel 4 is longitudinally arranged, and can arrange 3, as shown in fig. 6, wherein, away from setting 2 at beam anchoring section tail end 200mm
Road, spacing 200mm；1 is set on the inside of structure side bar.The U bolt uses HPB235 levels, and diameter is not less than the reinforcing bars of Ф 18
Clod wash is processed, clear span=girder steel width+10mm；Bolt length=girder steel height+cantilever beam plate thickness+50mm.Bolt end adds
Work whelk line.Backing plate is using thickness not less than the processing of 8mm steel plates, and size is 50mm × 50mm, central bore, and aperture ratio bolt is straight
The big 4mm in footpath.Nut 52 selects the standard hex nut matched with bolt specification, is furnished with 2 hex nuts per single u-shaped bolt 51.Institute
State and two pvc pipes 53 are embedded with beam slab 1 of encorbelmenting, the U-bolt 51 is enclosed on described encorbelment and supports on girder steel 4 and wear pvc pipe
Fastened after 53 with nut 52.The section 42 of encorbelmenting is used to support overhanging expansion between this layer and last layer cantilever beam slab 1 and prolongs position
Falsework 2, shown in such as Fig. 6 and with Fig. 7.
The pars infrasegmentalis of encorbelmenting for encorbelmenting supporting girder steel 4 is welded with itself and facing between avris plate for lower floor's cantilever beam slab
Supporting steel plate 6, the supporting steel plate 6 are the triangular support steel plates that thickness is not less than 10mm；The top surface of the supporting girder steel 4 of encorbelmenting
The vertical rod guide pile 7 of falsework 2 is welded with, the vertical rod guide pile 7 is Φ 25- Ф 32, the reinforcing bar that length is about 80mm, is such as schemed
Shown in 8 and Fig. 9.
The utility model high-level structure successively installation of variable cross-section abnormity cantilever beam-slab template supporting structure and occupation mode
It is as follows：
As Figure 1-4, the present embodiment is to take three layer of one drawknot in high-level structure successively sets cantilever Beam-Slab Construction,
I.e. since from bottom to top the 4th layer, every three layers of conduct, one vertical supporting section.Each supporting section basecoat supports for drawknot
Layer (this layer of cantilever beam and side column drawknot), undertake the load that each Rotating fields construction of this vertical supporting section is transmitted.In variable cross-section abnormity
In cantilever Beam-Slab Construction, when upper strata cantilever beam board size exceeds more than lower floor cantilever beam slab 1m, in lower floor, cantilever beam slab faces side
Correspondence position sets supporting girder steel 4 of encorbelmenting, and expands the support plinth for prolonging position template support as upper strata cantilever beam slab.
The installation of tie component：It is pre-buried respectively at the top of cantilever beam in the side column top side and cantilever beam slab of drawknot supporting course
Suspension ring 10 and link 9, span direction spacing of the link 9 along cantilever beam wherein on cantilever beam are not more than 3m.By tie component
Epimere pull bar 81 and hypomere pull bar 82 respectively with the link 9 and the gaily decorated basket on the suspension ring 10 and cantilever beam slab on drawknot supporting course side column
Bolt 83 connects, and tightens flower basket bolt 83 and tightens whole tie component tensioning.
Encorbelment and support the installation of girder steel 4：Corresponding U bolt installation site is in cantilever beam slab (i.e. the cantilever side of plate) coagulation
Pre-buried pvc pipe 53 in soil.When supporting girder steel 4 of encorbelmenting is in place, supporting steel plate side elevation is leaned into structural edge side, by U-shaped spiral shell
Bolt Open Side Down be enclosed on encorbelment supporting girder steel 4 on, the screw portion of U bolt both sides pass through pvc pipe 53, plate bottom bolt dew
Backing plate and double nut 52 are inserted on head, tightens fixation.
After tie component and the supporting installation also of girder steel 4 of encorbelmenting, cantilever beam slab 1 and supporting girder steel of encorbelmenting in drawknot supporting course
The cantilever beam slab on the construction of falsework 2 upper strata is set up on 4.Drawknot supporting layer concrete is not up to before desired strength, by each
Layer falsework support upper strata cantilever beam slab, transmits load.Drawknot supporting course slab column concrete strength reaches design strength etc.
After level 75%, the rack template of drawknot supporting course and lower floor's cantilever beam slab is removed, it is perpendicular to undertake this by drawknot supporting course cantilever beam slab
Load is reached into drawknot supporting course side column to the load of supporting section upper mould support transmission, and by Tiebar structure.
Embodiment：The implementation of the utility model high-level structure successively variable cross-section abnormity cantilever beam-slab template supporting structure
Journey：
First, preparation of construction：
Drawknot supporting layered scheme is formulated, determines quantity, material and the size of drawknot node position and tie component；Formulation is encorbelmented
Support girder steel the plan of establishment, it is determined that encorbelment supporting girder steel quantity, material and size, according to design requirement purchase raw material and
Accessory, and test.
2nd, the processing and buying of related components
The processing of tie component：It is processed using diameter not less than ф 20mm cold drawn bars by design structure and size.
Flower basket bolt is purchased by design and relevant criterion requirement.
The processing of suspension ring and link：Material uses HPB235 levels, and diameter is not less than 20mm round steel, by design shape, size
Clod wash is processed.
Supporting girder steel of encorbelmenting is processed：Girder steel main body is not less than No. 18 I-steel using specification；Supporting steel plate uses thickness not
Steel plate less than 10mm；Rack rod guide pile uses Ф 25- Ф 32, length 80mm reinforcing bars, by design size and rack rod
Arrangement processing, welding.
Anchoring piece：Material, the specification of steel used should meet design and standard, shape, dimensioned on request, wherein
U bolt requires clod wash processing.Choosing the specification of nut 52 should match with bolt thread.
The steel pipe and fastener of falsework：Lease or buying.
3rd, K segment structures are constructed, and step is as follows：
Step 1: falsework 2 is set up from understructure beam slab (cantilever beam slab 1), supporting module construction drawknot supporting
The cantilever beam slab of layer (- 1 layer of K sections), the pre-buried link 9 in precalculated position on the cantilever beam in drawknot supporting course cantilever beam slab, such as scheme
Shown in 1-1, link it is pre-buried be according to mark position by the curved section of link upward, flat segments terminal hook is arranged on downwards
In drawknot supporting course cantilever beam reinforcement cages, fixed after correction with beam reinforced steel bar colligation or spot welding.
Step 2: construction drawknot supporting course side column, in the pre-buried suspension ring 10 of the top-side of side column 3, as shown in Figure 1-2, hangs
The pre-buried of ring be：Mouth is stayed on column template by suspension ring position, size, by the curved section of suspension ring front end and flat segments exposed parts
Mouth is stayed to pass from template self-template, and with the embedding tight remaining gap of lath；After correcting exposed size, by suspension ring 10 and post reinforcing bar colligation
Or spot welding is fixed.
Step 3: pull bar is installed after drawknot supporting course (- 1 layer of K sections) beam slab concrete strength reaches 40% design strength
Part, tensioning pull bar, as Figure 1-3.
The installation of pull bar:The opening crotch of epimere pull bar 81 is connected with drawknot supporting course side column suspension ring 10, at crotch end
Holding plug welding bar dowel 84 between straight section and the body of rod level with both hands makes into closing hook, as shown in Figure 2；By the opening crotch of hypomere pull bar 82 with drawing
Link 9 on knot supporting course cantilever beam slab connects, and plug welding bar dowel 84 makes into closing between crotch ends straight section and the body of rod
Hook, as shown in Figure 4；The hook of the both sides of flower basket bolt 83 is hooked with the closing crotch of epimere pull bar 81 and hypomere pull bar 82 respectively
Even, as shown in Figure 3.
Tensioning pull bar：Both sides adjusting screw rod is set to be retracted in opposite directions by the screw-casing of tightening direction turn flower basket bolt 83, tensioning
Pull bar (tensing epimere pull bar 81 and hypomere pull bar 82) makes up to stress.For ease of operational control, dynamometry is used in advance
Measurement examination flower basket bolt 83 is often screwed into the value of thrust of one of screw thread, and the value of thrust that need to apply is converted into adjusting screw rod screw thread retraction
Amount, only need to grasp adjusting screw rod screw thread amount of recovery can control pulling force exactly during flower basket bolt is adjusted.
Step 4: K section -2 layers of cantilever beam board mount, formwork erection, reinforcement installation, coagulation are carried out from more than drawknot supporting course
Soil pours.
Step 5: at variable cross-section abnormity cantilever beam slab, corresponding upper strata cantilever beam slab expands to prolong partly to be faced in lower floor's cantilever beam slab
Side installation, which is encorbelmented, supports the pre-buried pvc pipe 53 for being used to install anchoring piece U bolt in girder steel (positioning plate) concrete), step
It is as follows：
The bolt hole of U bolt is reserved：According to mark position, pvc pipe 53 is enclosed on U bolt, passes through additional bar
With structure reinforcing bars banding fixed, pay attention in disturbing concrete preventing deformation displacement of colliding with, after concrete setting, by U bolt from
Extracted in pvc pipe.
Encorbelment and support the installation of girder steel：Levelling to the unified absolute altitude of girder steel scope plate top surface will be installed with cement mortar, by steel
Beam is in place, and the supporting steel plate on girder steel leans structural edge side.
The installation of anchoring piece：Opening down be enclosed on of U bolt 51 is encorbelmented on supporting girder steel 4, the spiral shell of the both sides of U bolt 51
Bar is positioned at supporting girder steel 4 both sides of encorbelmenting, through the pvc pipe 53 on plate, at plate bottom screw rod appear on be inserted in backing plate and double nut 52,
Fixation is tightened, as shown in Figure 7.
Prolong segment template support 2 encorbelmenting to set up upper strata cantilever beam slab on supporting girder steel 4 and expand, as Figure 1-4, (K sections-3
Layer) cantilever beam board mount, formwork erection, reinforcement installation, concreting.
Step 6: after drawknot supporting course (- 1 layer of K sections) beam slab concrete strength reaches design strength 75%, drawknot branch is removed
Layer and the falsework 2 with the cantilever beam slab 1 of lower floor are held, as Figure 1-5.
In the work progress of above-mentioned K segment structures, successively set up the progress cantilever of falsework 2 beam slab 1 and construct, treat drawknot
After supporting course beam slab concrete strength reaches design strength 75%, the mould of drawknot supporting course and layers below cantilever beam slab 1 is removed
Board mount.Treat that the pull bar tensioning of the drawknot supporting course of an adjacent upper supporting section reaches stress, and this supporting section cantilever beam slab
After template, support removing, then dismantle this supporting section drawknot supporting course pull bar.
The technical characteristic of the utility model high-level structure successively variable cross-section abnormity cantilever beam-slab template supporting structure is：
1) take supporting course cantilever beam slab " support of above leaving behind " to unload, desired strength is reached in drawknot supporting layer concrete
Afterwards, the dismountable layer and with lower template, support, switch to drawknot supporting Rotating fields undertake upper load, solve high-level structure and hang
Arm beam slab ensures construction stage Stability Analysis of Structures safety because can not continuously set problem caused by support from bottom to top.Wherein,
By binding course cantilever beam and side column drawknot, load is finally undertaken by post, while binding course cantilever beam theoretically is converted into company
Continuous beam, reduces support moment and shearing, substantially increases bearing capacity.
2) by setting supporting girder steel of encorbelmenting to realize " secondary to encorbelment " support, solve special-shaped cantilever beam slab and choose sky position mould
Plate installs problem.
3) rod material is big using rigidity, the small cold drawn bar of elongation percentage, is further ensured that Stability Analysis of Structures, safety.
4) flower basket bolt is assembled on pull bar, is tensioned pull bar by adjusting flower basket bolt, pull bar can be made to reach abundant stress
State, prevent from deforming.
5) pull bar, with post, beam, the suspension ring of turnbuckle, link, hook connection securely and reliably, will not using closing crotch
Depart from.
6) increase supporting steel plate in support steel beam bottom of encorbelmenting, substantially increase carrying and the resistance capacity to deformation of girder steel,
Without separately setting diagonal brace, pacify, tear open convenient, fast and fixed, and save labor and materials.
7) encorbelment supporting girder steel on be provided with falsework vertical rod guide pile, it can be ensured that falsework vertical rod installation site and
It is firm.
8) pull bar, encorbelment supporting girder steel, anchor use detachable, can be used in turn.
9) device simple structure, materials facility is easy to process, fills, tears open, be easy to maintenance.
Although the utility model is described above in conjunction with accompanying drawing, the utility model is not limited to above-mentioned
Embodiment, above-mentioned embodiment is only schematical, rather than restricted, the ordinary skill of this area
Personnel are under enlightenment of the present utility model, in the case where not departing from the utility model aims, can also make many variations, this
Belong within protection of the present utility model.
Claims (7)
1. a kind of high-level structure successively variable cross-section abnormity cantilever beam-slab template supporting structure, set between adjacent cantilever beam slab (1)
There is falsework (2), layer 2-4 cantilever beam slab (1) adjacent successively be divided into a vertical supporting section, it is characterised in that：
In each vertical supporting section, drawknot structure, institute are provided between the side column (3) above the cantilever beam slab of basecoat and this layer
Drawknot structure is stated to be made up of multiple dismountable pull bar connectors；
Between adjacent cantilever beam slab (1), when the lateral dimension of upper strata cantilever beam slab exceeds the lateral dimension of lower floor's cantilever beam slab
During more than 1m, supporting girder steel (4) of encorbelmenting is provided with the border area domain of facing of lower floor's cantilever beam slab, the supporting girder steel (4) of encorbelmenting includes
Canned paragraph (41) and section of encorbelmenting (42), the canned paragraph (41) are connected by anchoring piece (5) and lower floor's cantilever beam slab, institute
State section of encorbelmenting (42) and be used to support the falsework (2) that position is prolonged in overhanging expansion between the layer and last layer cantilever beam slab (1).
2. a kind of high-level structure successively variable cross-section abnormity cantilever beam-slab template supporting structure according to claim 1, its feature
It is, the span of cantilever beam slab (1) is K, and each vertical supporting section includes C layer cantilever beam slabs (1), as 1.5m ＜ K ＜ 3.0m
When, C=4；As 3.0m≤K≤5.0m, C=3；As 5.0m ＜ K≤7.0m, C=2.
3. a kind of high-level structure successively variable cross-section abnormity cantilever beam-slab template supporting structure according to claim 1, its feature
It is, the pars infrasegmentalis of encorbelmenting for encorbelmenting supporting girder steel (4) is welded with itself and facing between avris plate for lower floor's cantilever beam slab
Supporting steel plate (6)；The top surface for encorbelmenting supporting girder steel (4) is welded with the vertical rod guide pile (7) of falsework (2).
4. high-level structure successively variable cross-section abnormity cantilever beam-slab template supporting structure according to claim 1, it is characterised in that
The pull bar connector includes pull-up node structure, pulls down the tie component of node structure sum；
The drop-down node structure is formed by being embedded in the link (9) at basecoat cantilever beam slab drawknot node in concrete；
The pull-up node structure is made up of the suspension ring (10) in side column (3) the top-side concrete being embedded in above this layer；
The link (9) and two ends (90) of the suspension ring (10) pre-buried part are to bend 180 ° curved to both sides external
It is hook-shaped.
5. high-level structure successively variable cross-section abnormity cantilever beam-slab template supporting structure according to claim 4, it is characterised in that
The tie component includes epimere pull bar (81) and hypomere pull bar (82), the epimere pull bar (81) and hypomere pull bar (82)
Processed using cold drawn bar of the diameter not less than Φ 20mm, one end of the epimere pull bar (81) and the hypomere pull bar (82)
It is to link up with, the other end of the epimere pull bar (81) and the hypomere pull bar (82) is equipped with the collar, the epimere pull bar
(81) flower basket bolt (83) is connected between the collar of the hypomere pull bar (82), the flower basket bolt (83) is selected
KCCD types, specification are not less than M20；Hook in the tie component is hung in the link (9) and the suspension ring
(10) in, then, the preceding paragraph reinforcing bar (84) is clogged in the opening of the hook, into a closed loop after welding；By adjusting the gaily decorated basket
Bolt (83) tenses the epimere pull bar (81) and hypomere pull bar (82) at both ends.
6. high-level structure successively variable cross-section abnormity cantilever beam-slab template supporting structure according to claim 4, it is characterised in that
The tie component includes epimere pull bar (81) and hypomere pull bar (82), the epimere pull bar (81) and hypomere pull bar (82)
Processed using cold drawn bar of the diameter not less than Φ 20mm, the both ends of the epimere pull bar (81) and the hypomere pull bar (82)
It is the collar, one end collar of the epimere pull bar (81) and the hypomere pull bar (82) passes through a shackle and link respectively
(9) connected with suspension ring (10), one is connected between the epimere pull bar (81) and the other end collar of the hypomere pull bar (82)
Individual flower basket bolt (83), the flower basket bolt (83) select KCCD types, and specification is not less than M20；By adjusting flower basket bolt
(83) the epimere pull bar (81) and hypomere pull bar (82) at both ends are tensed.
7. high-level structure successively variable cross-section abnormity cantilever beam-slab template supporting structure according to claim 1, it is characterised in that
The supporting girder steel (4) of encorbelmenting is I-steel, and the anchoring piece (5) is U-bolt connector, including U-bolt (51) and spiral shell
Female (52), the beam slab of encorbelmenting (1) is interior to be embedded with two pvc pipes (53), and U-bolt (51) is enclosed on the supporting girder steel of encorbelmenting
(4) on and pvc pipe (53) is worn afterwards with nut (52) fastening.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201720526836.4U CN206769393U (en) | 2017-05-12 | 2017-05-12 | High-level structure successively variable cross-section abnormity cantilever beam-slab template supporting structure |
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| CN201720526836.4U CN206769393U (en) | 2017-05-12 | 2017-05-12 | High-level structure successively variable cross-section abnormity cantilever beam-slab template supporting structure |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108277702A (en) * | 2018-02-06 | 2018-07-13 | 上海工程技术大学 | A kind of low stress high-damping railway fastening elastic rod |
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2017
- 2017-05-12 CN CN201720526836.4U patent/CN206769393U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108277702A (en) * | 2018-02-06 | 2018-07-13 | 上海工程技术大学 | A kind of low stress high-damping railway fastening elastic rod |
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Granted publication date: 20171219 Termination date: 20210512 |