CN111851725A - Sequential construction method of super-long stiff suspension multilayer structure - Google Patents
Sequential construction method of super-long stiff suspension multilayer structure Download PDFInfo
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- CN111851725A CN111851725A CN202010556827.6A CN202010556827A CN111851725A CN 111851725 A CN111851725 A CN 111851725A CN 202010556827 A CN202010556827 A CN 202010556827A CN 111851725 A CN111851725 A CN 111851725A
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- 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
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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
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
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Abstract
The invention discloses a sequential construction method of an ultra-long stiff suspension multilayer structure, which comprises the following steps: structural modeling, namely verifying the stability after a suspender under the overhanging layer is changed into a stressed state from a tensioned state; designing and increasing a supporting column at the outer end of the lowermost cantilever beam of the suspension structure; constructing a foundation layer column beam plate of a bottom layer structure and a support column at the outer end of the cantilever; then erecting a formwork support, constructing a bottommost overhanging structure layer, and installing a servo system at the top of the support column; upwards supporting a formwork, reinforcing steel bars and concrete layer by layer on the basis of a bottom layer structure to construct a roof layer, arranging support columns and a servo system according to the fourth step during construction of each layer structure, reserving post-cast strips at the overhanging end parts, and carrying out 100% flaw detection on welding seams; binding reinforcing steel bars and pouring concrete on the roof layer; after the strength of the concrete reaches 100% of the designed strength grade, removing the formwork support of each layer; and unloading the servo system step by step. The defects of the traditional construction method can be accelerated, and synchronous sequential upward construction of the suspension structure part and the adjacent structure layer can be realized.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a sequential construction method of an ultra-long stiff suspended multi-layer structure.
Background
In the field of building construction, the force transfer system of the traditional structure is: from the uppermost component to the lower one (if the upper beam slab is transmitted to the foundation through the column), the construction sequence is exactly opposite to the force transmission direction: from basis → bottom layer post beam slab → step-by-step post beam slab → roof post beam slab, from up in the same direction as the way construction down in proper order, and to the overlength suspended structure of beam slab outside extension, modern complicated overlength suspended structure system, then through reinforcing relevant structural column, roof beam's bending resistance, shearing and rigidity performance (relevant structural column adopts the strength nature structure with the roof beam usually, the roof beam adopts the steel truss structure sometimes), hang the beam slab structure of next layer with jib (steel member), the successive layer is in proper order down the transmission, form overlength suspended structure system, this overlength suspended structure system's power transmission route is: lowest suspension layer → layer by layer hanger rod → roof layer cantilever beam plate → adjacent structural column → layer by layer down to the foundation.
At present, the traditional construction method of the overlong suspension structure (opposite to the force transmission path): the adjacent structure is constructed to a roof → a roof cantilever beam plate → a suspender → a next layer of suspended beam plate → a suspender → a bottommost suspended beam plate, the traditional construction method has the defects that the construction method is adopted for the structure layer related to cantilever, the ultrahigh support formwork is adopted for erection, the roof beam plate is constructed firstly, when the concrete strength grade of the beam plate reaches 100% of the design strength, part of the support formwork is dismantled to the bottom of the lower layer beam plate ground support formwork, the design of the support formwork erection system is very complicated, and the maintenance time of the concrete strength can occupy a large number of construction periods.
Disclosure of Invention
In order to solve some technical problems in the prior art, the invention provides a sequential construction method of an ultra-long stiff suspension multilayer structure, which can accelerate the defects of the traditional construction method and realize synchronous sequential upward construction of a suspension structure part and an adjacent structural layer.
In order to solve the above-mentioned existing technical problem, the invention adopts the following scheme:
a sequential construction method of an ultra-long stiff suspension multilayer structure comprises the following steps:
the method comprises the following steps that firstly, structural modeling is carried out, after a suspension rod under an overhanging layer is changed into a pressed state from a pulled state, stability is verified, and if the requirements cannot be met, the suspension rod is added to meet the changed stressed state;
designing and increasing a support column at the outer end of the cantilever beam at the lowest layer of the suspension structure, wherein the mechanical stability of the support column meets the combined standard value of the self weight of the upper structure and the construction load;
constructing a foundation layer column beam slab of the bottom layer structure and a support column at the overhanging outer end according to the step one and the step two;
step four, after the bottom layer structure is constructed, a formwork support is erected, the bottommost overhanging structure layer is constructed, and a servo system is installed at the top of the support column;
fifthly, erecting a formwork, reinforcing steel bars and concrete layer by layer upwards on the basis of the bottom layer structure to a roof layer, arranging support columns and a servo system according to the fourth step during construction of each layer structure, and reserving post-cast strips at the overhanging end parts;
Step six, after the construction of the large cantilever stiff beam of the roof layer is finished, carrying out 100% flaw detection on the welding seam;
binding reinforcing steel bars on the roof layer and casting and tamping concrete;
step eight, after the concrete strength reaches 100% of the designed strength grade, dismantling formwork supports of each layer;
step nine, after the formwork support is dismantled, unloading the servo system step by step, and observing the deflection and stress change of each layer of structure;
tenthly, after the structural deflection is stable, pouring a post-cast strip at the overhanging end part by using high-grade expanded concrete, and maintaining and constructing the post-cast strip.
Further, when the bottom cantilever structure layer is constructed, the bottom layer column beam slab passes through a formwork system with the underlying structure and the construction load and the support column of the outer end of encorbelmenting, and the beam bottom elevation is raised according to the design deflection value by supporting the top of the column and installing a servo system.
Further, after the formwork support frame is dismantled, the servo system is unloaded step by step in a range of 20% → 40% → 60% → 80% → 100%, and the flexibility and stress change of each layer structure are observed through a visual identification technology.
And further, after the structural deflection is stable, a post-cast strip at the overhanging end part is cast by using high-grade expanded concrete, and the condition of the concrete at the post-cast strip is maintained and observed.
Further, the elevation value of the beam bottom elevation in the second step is 50-60 mm.
Further, the width of the post-pouring belt in the step five is 500 +/-50 mm.
Compared with the prior art, the invention has the beneficial effects that:
after the construction of the bottom structural layer is completed, the cantilever structural layer is directly constructed, the construction is carried out sequentially, the height of the formwork support is effectively reduced, the ultrahigh formwork support in the traditional construction is not needed to be erected, the formwork support system is simpler and more convenient, the maintenance time of the concrete strength is greatly shortened, and the overall construction period of the building construction is effectively improved.
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FIG. 1 is a schematic structural diagram of the present invention.
In the figure: .
Detailed Description
The present invention will be further described with reference to the accompanying drawings and the detailed description, and it should be noted that any combination of the embodiments or technical features described below can be used to form a new embodiment without conflict.
A sequential construction method of an ultra-long stiff suspension multilayer structure comprises the following steps:
the method comprises the following steps that firstly, structural modeling is carried out, after a suspension rod under an overhanging layer is changed into a pressed state from a pulled state, stability is verified, and if the requirements cannot be met, the suspension rod is added to meet the changed stressed state;
Designing and increasing a support column at the outer end of the cantilever beam at the lowest layer of the suspension structure, wherein the mechanical stability of the support column meets the combined standard value of the self weight of the upper structure and the construction load;
constructing a foundation layer column beam slab of the bottom layer structure and a support column at the overhanging outer end according to the step one and the step two;
step four, after the bottom layer structure is constructed, a formwork support is erected, the bottommost overhanging structure layer is constructed, and a servo system is installed at the top of the support column;
fifthly, erecting a formwork, reinforcing steel bars and concrete layer by layer upwards on the basis of the bottom layer structure to a roof layer, arranging support columns and a servo system according to the fourth step during construction of each layer structure, and reserving post-cast strips at the overhanging end parts;
step six, after the construction of the large cantilever stiff beam of the roof layer is finished, carrying out 100% flaw detection on the welding seam;
binding reinforcing steel bars on the roof layer and casting and tamping concrete;
step eight, after the concrete strength reaches 100% of the designed strength grade, dismantling formwork supports of each layer;
step nine, after the formwork support is dismantled, unloading the servo system step by step, and observing the deflection and stress change of each layer of structure;
tenthly, after the structural deflection is stable, pouring a post-cast strip at the overhanging end part by using high-grade expanded concrete, and maintaining and constructing the post-cast strip.
The improvement is that, the construction during the structural layer is encorbelmented to the bottom, bottom column beam slab passes through the formwork system with the construction load with the support post of encorbelmenting the outer end, holds in the palm post top installation servo, raises the beam bottom elevation according to the design deflection value.
In a further improvement of the step eight, after the formwork support frame is dismantled, the servo system is unloaded step by step in a range of 20% → 40% → 60% → 80% → 100%, and the flexibility and stress change of each layer structure are observed by using a visual identification technology.
And simultaneously, after the structural deflection is stable, a post-cast strip at the overhanging end part is cast by high-grade expanded concrete, and the condition of the concrete at the post-cast strip is maintained and observed.
Further, the elevation value of the beam bottom elevation in the second step is 50-60 mm.
The further improvement is that the width of the post-pouring belt in the fifth step is 500 +/-50 mm.
The method is further improved in that the method for dismantling the formwork support and the deformation detection steps are as follows:
step 1, carrying out overall structure acceptance inspection on a building overhanging area before support dismantling, and measuring an original record;
step 2, welding an observation plate as a mark on the top of the support during dismantling, and enabling the flange plate on the steel beam to be tightly attached to the marked steel plate;
And 3, cutting off the steel bars at the top of the support by using gas cutting during dismantling, enabling the upper structure to freely descend, observing the descending amount of the marking plate, and synchronously monitoring the descending amplitude by using a total station to ensure that the descending amplitudes of the symmetrical pivot points are the same.
The column-beam plate comprises steel columns and steel beams, the steel columns are in a steel rib column form, the steel beams connected between the steel columns and the steel beams of the roof layer are in a steel rib beam form, and the beams are ordinary exposed steel beams.
The overhanging layer adopts a steel bar truss floor bearing plate form, and a support frame is erected while the steel column and the steel beam are installed; the support frame is erected at the position of a lower floor slab with a concrete column and is welded with an embedded plate which is pre-embedded in advance, and a cable feeding rope is adopted to be fixed with the floor slab or a structural part during installation so as to prevent the support from toppling; and after the support frame and the embedded part are installed, hoisting the cantilever structure.
In actual work progress, after the construction of the bottom structure layer of each layer is completed, can directly construct the cantilever structure layer, do not need to construct the top surface earlier and then build up down construction behind the superelevation formwork support, and can up the construction in proper order when the construction, highly carry out effectual reduction to the formwork support, no longer need set up the superelevation formwork support in the traditional construction, to the more simple and convenient of formwork support system, and the maintenance time of concrete intensity has also obtained a large amount of reductions, the effectual overall time limit for a project that has improved the construction.
The above embodiments are merely preferred embodiments of the present invention, and the scope of the present invention should not be limited thereto, and any insubstantial changes and substitutions made by those skilled in the art based on the present invention are intended to be encompassed by the present invention and the claims.
Claims (6)
1. A sequential construction method of an ultra-long stiff suspension multilayer structure is characterized by comprising the following steps:
the method comprises the following steps that firstly, structural modeling is carried out, after a suspension rod under an overhanging layer is changed into a pressed state from a pulled state, stability is verified, and if the requirements cannot be met, the suspension rod is added to meet the changed stressed state;
designing and increasing a support column at the outer end of the cantilever beam at the lowest layer of the suspension structure, wherein the mechanical stability of the support column meets the combined standard value of the self weight of the upper structure and the construction load;
constructing a foundation layer column beam slab of the bottom layer structure and a support column at the overhanging outer end according to the step one and the step two;
step four, after the bottom layer structure is constructed, a formwork support is erected, the bottommost overhanging structure layer is constructed, and a servo system is installed at the top of the support column;
fifthly, erecting a formwork, reinforcing steel bars and concrete layer by layer upwards on the basis of the bottom layer structure to a roof layer, arranging support columns and a servo system according to the fourth step during construction of each layer structure, and reserving post-cast strips at the overhanging end parts;
Step six, after the construction of the large cantilever stiff beam of the roof layer is finished, carrying out 100% flaw detection on the welding seam;
binding reinforcing steel bars on the roof layer and casting and tamping concrete;
step eight, after the concrete strength reaches 100% of the designed strength grade, dismantling formwork supports of each layer;
step nine, after the formwork support is dismantled, unloading the servo system step by step, and observing the deflection and stress change of each layer of structure;
tenthly, after the structural deflection is stable, pouring a post-cast strip at the overhanging end part by using high-grade expanded concrete, and maintaining and constructing the post-cast strip.
2. The sequential construction method of the ultra-long stiff suspension multilayer structure according to claim 1, characterized in that: the construction when the structural layer is encorbelmented to the bottom, bottom column beam slab passes through the formwork system with the foundation structure with the construction load and the support post of encorbelmenting the outer end, holds in the palm post top installation servo, raises the beam bottom elevation according to the design deflection value.
3. The sequential construction method of the ultra-long stiff suspension multilayer structure according to claim 2, characterized in that: after the formwork support frame is dismantled, the servo system is unloaded step by step in the range of 20% → 40% → 60% → 80% → 100%, and the flexibility and stress change of each layer structure are observed through a visual identification technology.
4. The sequential construction method of the ultra-long stiff suspension multilayer structure according to claim 1, characterized in that: and in the second step, the elevation value of the beam bottom elevation is 50-60 mm.
5. The sequential construction method of the ultra-long stiff suspension multilayer structure according to claim 1, characterized in that: and fifthly, the width of the indwelling post-pouring strip is 500 +/-50 mm.
6. The sequential construction method of the ultra-long stiff suspension multilayer structure according to claim 1, characterized in that: the method for dismantling the formwork support and the deformation detection steps are as follows:
step 1, carrying out overall structure acceptance inspection on a building overhanging area before support dismantling, and measuring an original record;
step 2, welding an observation plate as a mark on the top of the support during dismantling, and enabling the flange plate on the steel beam to be tightly attached to the marked steel plate;
and 3, cutting off the steel bars at the top of the support by using gas cutting during dismantling, enabling the upper structure to freely descend, observing the descending amount of the marking plate, and synchronously monitoring the descending amplitude by using a total station to ensure that the descending amplitudes of the symmetrical pivot points are the same.
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| CN202010556827.6A CN111851725A (en) | 2020-06-17 | 2020-06-17 | Sequential construction method of super-long stiff suspension multilayer structure |
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| CN202010556827.6A CN111851725A (en) | 2020-06-17 | 2020-06-17 | Sequential construction method of super-long stiff suspension multilayer structure |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114525806A (en) * | 2022-03-31 | 2022-05-24 | 四川电力设计咨询有限责任公司 | Iron tower single-pile combined foundation and construction method thereof |
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| US20030056463A1 (en) * | 2001-09-21 | 2003-03-27 | Outinord St. Amand, S.A. | Telescopic tunnel form |
| CN101200916A (en) * | 2007-11-29 | 2008-06-18 | 浙江精工钢结构有限公司 | Construction method of prestressed suspension type building structure |
| CN101538896A (en) * | 2009-04-03 | 2009-09-23 | 标力建设集团有限公司 | Construction method for jettied structure at high attitude of high-rise building |
| CN110181650A (en) * | 2019-06-03 | 2019-08-30 | 中国铁道科学研究院集团有限公司铁道建筑研究所 | A kind of prefabricated case beam template synchronous jacking system and its control method |
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2020
- 2020-06-17 CN CN202010556827.6A patent/CN111851725A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20030056463A1 (en) * | 2001-09-21 | 2003-03-27 | Outinord St. Amand, S.A. | Telescopic tunnel form |
| CN101200916A (en) * | 2007-11-29 | 2008-06-18 | 浙江精工钢结构有限公司 | Construction method of prestressed suspension type building structure |
| CN101538896A (en) * | 2009-04-03 | 2009-09-23 | 标力建设集团有限公司 | Construction method for jettied structure at high attitude of high-rise building |
| CN110181650A (en) * | 2019-06-03 | 2019-08-30 | 中国铁道科学研究院集团有限公司铁道建筑研究所 | A kind of prefabricated case beam template synchronous jacking system and its control method |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114525806A (en) * | 2022-03-31 | 2022-05-24 | 四川电力设计咨询有限责任公司 | Iron tower single-pile combined foundation and construction method thereof |
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