CN112069586B - Design and construction method for installing section steel cantilever scaffold on cantilever structure - Google Patents
Design and construction method for installing section steel cantilever scaffold on cantilever structure Download PDFInfo
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- CN112069586B CN112069586B CN202010977034.1A CN202010977034A CN112069586B CN 112069586 B CN112069586 B CN 112069586B CN 202010977034 A CN202010977034 A CN 202010977034A CN 112069586 B CN112069586 B CN 112069586B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 113
- 239000010959 steel Substances 0.000 title claims abstract description 113
- 238000010276 construction Methods 0.000 title claims abstract description 29
- 238000010586 diagram Methods 0.000 claims abstract description 7
- 238000000034 method Methods 0.000 claims description 25
- 230000002787 reinforcement Effects 0.000 claims description 23
- 238000004364 calculation method Methods 0.000 claims description 22
- 238000011065 in-situ storage Methods 0.000 claims description 18
- 238000004458 analytical method Methods 0.000 claims description 9
- 238000004873 anchoring Methods 0.000 claims description 7
- 238000007781 pre-processing Methods 0.000 claims description 3
- 238000007619 statistical method Methods 0.000 claims description 3
- 229910000746 Structural steel Inorganic materials 0.000 claims description 2
- 238000005516 engineering process Methods 0.000 abstract description 2
- 238000005336 cracking Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004134 energy conservation Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
Classifications
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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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
- E04G3/00—Scaffolds essentially supported by building constructions, e.g. adjustable in height
- E04G3/18—Scaffolds essentially supported by building constructions, e.g. adjustable in height supported by cantilevers or other provisions mounted in openings in the building, e.g. window openings
-
- 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
- E04G5/00—Component parts or accessories for scaffolds
- E04G5/007—Devices and methods for erecting scaffolds, e.g. automatic scaffold erectors
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
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- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Computational Mathematics (AREA)
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- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
- Working Measures On Existing Buildindgs (AREA)
Abstract
The invention belongs to the technical crossing field of building design and construction, and particularly relates to a design and construction method for installing a section steel cantilever scaffold on a cantilever structure, which is characterized by comprising the following steps of: 1. drawing a profile steel overhanging scaffold plane layout diagram; 2. optimizing the position of the cantilever steel beam; 3. determining a concrete overhanging structure calculating unit; 4. calculating the bearing capacity of the section steel cantilever scaffold; 5. calculating counter force of the cantilever scaffold support; 6. modeling and checking the concrete overhanging structure; 7. and erecting a section steel overhanging scaffold. According to the invention, the side beam of the concrete overhanging structure is used as the overhanging steel beam support of the scaffold, so that the nationwide technical problem that the overhanging scaffold cannot be erected by the large overhanging concrete structure is solved, compared with the traditional technology, the construction period is greatly shortened, the comprehensive construction cost is greatly saved, the construction method is simple, the operability is strong, the popularization and application value is general, the economic and social benefits are obvious, and the high-efficiency energy-saving environment-friendly construction requirement is met.
Description
Technical Field
The invention relates to a design and construction method of a section steel cantilever scaffold installed on a cantilever structure, and belongs to the technical crossing field of structural design and construction. The cantilever scaffold is suitable for the design and construction of various cantilever scaffold with cantilever structure engineering.
Background
The construction method for installing the overhanging scaffold on the concrete overhanging structure does not have a scientific structure calculation model and a scientific checking method at present. The traditional method comprises the following steps: firstly, a pull-up or lower supporting type steel cantilever scaffold often causes the cantilever structure to crack; secondly, in order to prevent the overhanging scaffold from cracking due to load, a technology of separating the overhanging steel beam from the concrete overhanging structure is adopted, so that the span of the overhanging steel beam is multiplied, the sections of the steel wire rope, the anchoring ring and the hanging ring thereof are multiplied, and the like, and when the overhanging scaffold is a large overhanging concrete structure, the overhanging scaffold cannot be erected, only the floor type scaffold can be used for construction, and the comprehensive construction cost is greatly increased. Therefore, the method has become a key technical problem of national universality to be solved urgently.
Disclosure of Invention
The invention aims to solve the technical problems that: the design and construction method for installing the steel cantilever scaffold on the cantilever structure is provided, and the steel cantilever scaffold is directly erected on the concrete cantilever structure through safe and reliable calculation and analysis such as modeling, checking and calculation of the concrete cantilever structure, adjustment of design reinforcing bars and the like, so that the key technical problem that the cantilever scaffold cannot be erected on the large cantilever concrete structure is solved.
The invention relates to a design and construction method of a section steel cantilever scaffold installed on a cantilever structure, which comprises the following steps:
1. drawing a profile steel overhanging scaffold plane layout chart:
firstly, determining the distance between overhanging steel beams according to the distance between vertical rods of the profile steel overhanging scaffold;
secondly, determining the position of the cantilever steel beam support;
thirdly, determining the length of the overhanging section and the length of the anchoring section of the overhanging steel beam;
drawing a plane layout diagram of the section steel cantilever scaffold installed on the cantilever structure;
2. optimizing the position of the cantilever steel beam:
the arrangement position of the cantilever steel beams is optimally adjusted, and vertical structural members such as shear walls, columns and the like are avoided;
3. determining a concrete overhanging structure calculating unit:
the method comprises the steps that a concrete overhanging structure is used as a concrete overhanging structure calculation unit in a region with larger overhanging steel beam spacing and more number of the concrete overhanging structure of the longitudinal continuous three-span inner steel overhanging scaffold;
4. calculating the bearing capacity of the section steel overhanging scaffold:
building a section steel cantilever scaffold model by adopting book building scaffold calculation software V7.11, and checking the bearing capacity of the section steel cantilever scaffold after inputting corresponding engineering scaffold parameters, load parameters and section steel cantilever parameters;
5. and (3) calculating counter force statistics of the cantilever scaffold support:
acquiring the counter force of the front support and the rear support of the cantilever steel beam from a section steel cantilever scaffold calculation book and cantilever beam calculation in the fourth step;
6. modeling and checking the concrete overhanging structure:
firstly, adopting PKPM software to establish a concrete overhanging structure calculation model;
(II) during load arrangement, arranging the front support and the rear support of the cantilever steel beam at the position of a plane view of the cantilever steel beam respectively, and then carrying out structural SATWE analysis design;
thirdly, corresponding working condition parameter definition is carried out in the design model preprocessing stage, and then all data and calculation books are generated;
and (IV) analyzing the 'concrete structure construction drawing' and generating all construction drawings:
and (V) carrying capacity comparison analysis of the concrete cantilever structure:
1) The method comprises the steps of comparing and analyzing the design reinforcement area of a connecting beam, a cantilever beam and a cast-in-situ slab of a concrete cantilever structure with the calculated reinforcement area;
2) Carrying out statistical analysis on the deflection of the connecting beam, the cantilever beam and the cast-in-situ slab of the concrete cantilever structure;
3) When the connecting beam, the cantilever beam and the cast-in-situ slab of the concrete cantilever structure are all larger than the calculated reinforcement area and the deflection is within the standard allowable value range, namely the structural bearing capacity meets the requirement;
4) When the areas of the connecting beam, the cantilever beam and the cast-in-situ slab of the concrete overhanging structure are smaller than the calculated reinforcement areas, the structural design reinforcement is adjusted according to the calculated reinforcement, so that the bearing capacity of the concrete overhanging structure meets the load requirement of the section steel overhanging scaffold;
7. erecting a section steel overhanging scaffold:
firstly, a concrete overhanging structure connecting beam is used as a front support, a cast-in-situ plate is used as a rear support to install overhanging steel beams, and U-shaped bolts are used for fixing the front support and the rear support;
and other erection methods of the (II) section steel cantilever scaffold are the same as the traditional method.
Preferably, the distance between the overhanging steel beams in the first step is 1.5 m-1.8 m;
preferably, in the first step and the second step, the concrete overhanging structure connecting beam is used as a front support, and the cast-in-situ slab is used as a rear support to install the overhanging steel beam;
preferably, the cantilever steel beam in the step one and the step three is used as a cantilever section outside the concrete cantilever structure connecting beam, and the length is 1.2 m-1.8 m; taking the inner part as an anchoring section, wherein the length of the overhanging section is 1.0-1.2 times of that of the anchoring section;
preferably, the larger spacing of the overhanging steel beams in the third step is caused by larger spacing due to local adjustment when the overhanging steel beam position is optimized in the second step;
preferably, the option of arranging the steel wire rope is not checked when the profile steel overhanging parameter is set in the fourth step;
preferably, in the step six and the step one, at least three longitudinal spans and two transverse spans are selected to establish a concrete cantilever structure calculation model;
preferably, in the step six and the step (two), the step (II) of load arrangement and the step (II) of load definition are carried out without considering earthquake action and accidental load, and constructors and equipment live loads of 2.5KPa are arranged;
preferably, the step six and the parameter definition take a live load quasi-permanent value coefficient of 0.2;
preferably, in the sixth step and the fourth step, when the analysis of the construction drawing of the concrete structure is carried out, the reinforcement is controlled on the beam structure and the plate structure according to the crack of 0.2 mm.
Compared with the prior art, the invention has the following beneficial effects:
1) The edge beam of the concrete overhanging structure is used as a scaffold overhanging steel beam support, so that the section steel overhanging scaffold is directly erected on the concrete overhanging structure, and the key technical problem that the overhanging scaffold cannot be erected in a large overhanging concrete structure is solved;
2) Through safe and reliable calculation and analysis such as concrete overhanging structure modeling checking calculation, design reinforcement adjustment and the like, the overhanging structure cracking is effectively prevented;
3) The cross section size of the cantilever steel beam is reduced, a steel wire rope is not required to be tied, complicated installation and dismantling procedures are avoided, and the construction period is greatly shortened;
4) The steel, the steel wire rope and the embedded part are saved, the requirements of energy conservation, consumption reduction and green construction are met, and the method has remarkable social and economic benefits;
drawings
FIG. 1 is a schematic plan view of a concrete overhanging structure computing unit of the present invention;
FIG. 2 is a cross-sectional view A-A of FIG. 1;
in the figure: 1. a frame beam; 2. a cast-in-situ plate; 3. a connecting beam; 4. overhanging the steel beam; 5. a longitudinal horizontal bar; 6. a small cross bar; 7. a vertical rod; 8. a pole setting limiter; 9. u-shaped bolts; 10. cantilever beam; 11. and a wall connecting piece.
Detailed Description
The invention is further described below with reference to the accompanying drawings:
as shown in fig. 1 and 2, the design and construction method of the overhanging scaffold with the structural steel installed on the overhanging structure comprises the following steps:
1. drawing a profile steel overhanging scaffold plane layout chart:
firstly, determining the distance between overhanging steel beams 4 according to the distance between vertical rods 7 of the profile steel overhanging scaffold;
secondly, determining the position of the cantilever steel beam support;
thirdly, determining the length of the overhanging section of the overhanging steel beam 4 and the length of the anchoring section;
drawing a plane layout diagram of the section steel cantilever scaffold installed on the cantilever structure;
2. optimizing the position of the cantilever steel beam:
the arrangement position of the cantilever steel beams is optimally adjusted, and vertical structural members such as shear walls, columns and the like are avoided;
3. determining a concrete overhanging structure calculating unit:
the method comprises the steps that a concrete overhanging structure is used as a concrete overhanging structure calculation unit in a region with larger overhanging steel beam spacing and more number of the concrete overhanging structure of the longitudinal continuous three-span inner steel overhanging scaffold;
4. calculating the bearing capacity of the section steel overhanging scaffold:
building a section steel cantilever scaffold model by adopting book building scaffold calculation software V7.11, and checking the bearing capacity of the section steel cantilever scaffold after inputting corresponding engineering scaffold parameters, load parameters and section steel cantilever parameters;
5. and (3) calculating counter force statistics of the cantilever scaffold support:
acquiring the counter force of the front support and the rear support of the cantilever steel beam from a section steel cantilever scaffold calculation book and cantilever beam calculation in the fourth step;
6. modeling and checking the concrete overhanging structure:
firstly, adopting PKPM software to establish a concrete overhanging structure calculation model;
(II) during load arrangement, arranging the front support and the rear support of the cantilever steel beam at the position of a plane view of the cantilever steel beam respectively, and then carrying out structural SATWE analysis design;
thirdly, corresponding working condition parameter definition is carried out in the design model preprocessing stage, and then all data and calculation books are generated;
and (IV) analyzing the 'concrete structure construction drawing' and generating all construction drawings:
and (V) carrying capacity comparison analysis of the concrete cantilever structure:
1) The method comprises the steps of comparing and analyzing the designed reinforcement areas of the connecting beam 3, the cantilever beam 10 and the cast-in-situ slab 2 of the concrete cantilever structure with the calculated reinforcement areas;
2) Carrying out statistical analysis on the deflection of the connecting beam 3, the cantilever beam 10 and the cast-in-situ slab 2 of the concrete cantilever structure;
3) When the design reinforcement areas of the connecting beam 3, the cantilever beam 10 and the cast-in-situ slab 2 of the concrete cantilever structure are all larger than the calculated reinforcement areas and the deflection is within the standard allowable value range, namely the structural bearing capacity meets the requirement;
4) When the design reinforcement areas of the connecting beam 3, the cantilever beam 10 and the cast-in-situ slab 2 of the concrete overhanging structure are somewhat smaller than the calculated reinforcement areas, the structural design reinforcement is adjusted according to the calculated reinforcement, so that the bearing capacity of the concrete overhanging structure meets the load requirement of the section steel overhanging scaffold;
7. erecting a section steel overhanging scaffold:
firstly, a concrete overhanging structure connecting beam 3 is used as a front support, a cast-in-situ slab 2 is used as a rear support to install overhanging steel beams, and U-shaped bolts 9 are used for fixing the front support and the rear support;
and other erection methods of the (II) section steel cantilever scaffold are the same as the traditional method.
Wherein the frame beam 1, the longitudinal horizontal bars 5, the small cross bars 6, the upright stoppers 8 and the wall connecting members 11 are identified in fig. 1 or fig. 2.
Claims (10)
1. The design and construction method of the section steel cantilever scaffold installed on the cantilever structure is characterized by comprising the following steps of:
1. drawing a profile steel overhanging scaffold plane layout chart:
firstly, determining the distance between overhanging steel beams according to the distance between vertical rods of the profile steel overhanging scaffold;
secondly, determining the position of the cantilever steel beam support;
thirdly, determining the length of the overhanging section and the length of the anchoring section of the overhanging steel beam;
drawing a plane layout diagram of the section steel cantilever scaffold installed on the cantilever structure;
2. optimizing the position of the cantilever steel beam:
optimizing and adjusting the arrangement position of the cantilever steel beams to avoid the vertical structural members;
3. determining a concrete overhanging structure calculating unit:
taking the area with the largest cantilever steel beam spacing or the largest number of the longitudinal continuous three-span inner steel cantilever scaffold of the concrete cantilever structure as a concrete cantilever structure calculating unit;
4. calculating the bearing capacity of the section steel overhanging scaffold:
building a section steel cantilever scaffold model by adopting book building scaffold calculation software V7.11, and checking the bearing capacity of the section steel cantilever scaffold after inputting corresponding engineering scaffold parameters, load parameters and section steel cantilever parameters to obtain a section steel cantilever scaffold calculation book;
5. and (3) calculating counter force statistics of the cantilever scaffold support:
acquiring the counter force of the front support and the rear support of the overhanging steel beam from an overhanging beam calculation section of a section steel overhanging scaffold calculation book in the fourth step;
6. modeling and checking the concrete overhanging structure:
firstly, adopting PKPM software to establish a concrete overhanging structure calculation model;
the front support counter force and the rear support counter force of the cantilever steel beams are respectively arranged at the position of a plane view of the cantilever steel beams during load arrangement, and then structural SATWE analysis design is carried out;
thirdly, corresponding working condition parameter definition is carried out in the design model preprocessing stage, and then all data and calculation books are generated;
and fourthly, analyzing the construction diagram of the concrete structure and generating all the construction diagrams:
and (V) carrying capacity comparison analysis of the concrete cantilever structure:
1) The method comprises the steps of comparing and analyzing the design reinforcement area of a connecting beam, a cantilever beam and a cast-in-situ slab of a concrete cantilever structure with the calculated reinforcement area;
2) Carrying out statistical analysis on the deflection of the connecting beam, the cantilever beam and the cast-in-situ slab of the concrete cantilever structure;
3) When the connecting beam, the cantilever beam and the cast-in-situ slab of the concrete cantilever structure are all larger than the calculated reinforcement area and the deflection is within the standard allowable value range, namely the structural bearing capacity meets the requirement;
4) When the areas of the connecting beam, the cantilever beam and the cast-in-situ slab of the concrete overhanging structure are smaller than the calculated reinforcement areas, the structural design reinforcement is adjusted according to the calculated reinforcement, so that the bearing capacity of the concrete overhanging structure meets the load requirement of the section steel overhanging scaffold;
7. erecting a section steel overhanging scaffold:
firstly, a concrete overhanging structure connecting beam is used as a front support, a cast-in-situ plate is used as a rear support to install overhanging steel beams, and U-shaped bolts are used for fixing the front support and the rear support;
and other erection methods of the (II) section steel cantilever scaffold are the same as the traditional method.
2. The method for designing and constructing the cantilever scaffold for installing the section steel on the cantilever structure according to claim 1, wherein the distance between the cantilever steel beams in the first step is 1.5 m-1.8 m.
3. The method for designing and constructing the cantilever scaffold with the structural steel installed on the cantilever structure according to claim 1, wherein in the first step and the second step, the cantilever steel beam is installed by taking the connecting beam of the concrete cantilever structure as a front support and taking the cast-in-situ plate as a rear support.
4. The method for designing and constructing the cantilever scaffold for installing the section steel on the cantilever structure according to claim 1, wherein the cantilever steel beam in the step one and the step three is taken as a cantilever section outside the connecting beam of the concrete cantilever structure, and the length is 1.2 m-1.8 m; the length of the cantilever section is 1.0 to 1.2 times that of the inner section serving as the anchoring section.
5. The method for designing and constructing the cantilever scaffold for installing the section steel on the cantilever structure according to claim 1, wherein the inconsistent cantilever steel beam spacing in the third step is caused by local adjustment when the cantilever steel beam position is optimized in the second step.
6. The method for designing and constructing the section steel cantilever scaffold installed on the cantilever structure according to claim 1, wherein the section steel cantilever parameters are set in the fourth step without selecting the option of arranging the steel wire ropes.
7. The method for designing and constructing the section steel cantilever scaffold installed on the cantilever structure according to claim 1, wherein in the step six, at least three longitudinal spans and two transverse spans are selected in the step one, and a concrete cantilever structure calculation model is built.
8. The method for designing and constructing the cantilever scaffold for installing the section steel on the cantilever structure according to claim 1, wherein the construction personnel and equipment live loads of 2.5KPa are arranged without considering earthquake action and accidental loads when the loads of the load arrangement links in the step six and the step two are defined.
9. The method for designing and constructing the cantilever scaffold for installing the section steel on the cantilever structure according to claim 1, wherein the live load quasi-permanent value coefficient of 0.2 is taken in the definition of parameters in the step six and the step three.
10. The method for designing and constructing the cantilever scaffold for installing the section steel on the cantilever structure according to claim 1, wherein the sixth step and the fourth step are to control reinforcement to the beam and the plate structure according to the crack of 0.2mm when analyzing the construction diagram of the concrete structure.
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| CN114809586A (en) * | 2022-05-23 | 2022-07-29 | 中国十七冶集团有限公司 | High-rise building structure design and climbing frame design and installation collaborative optimization method |
| CN115949225B (en) * | 2023-03-14 | 2023-06-20 | 山东金城建设有限公司 | Self-balancing installation and construction method of external decoration hanging basket for inclined roof working condition |
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| CN106592948A (en) * | 2016-12-19 | 2017-04-26 | 山东万鑫建设有限公司 | Design and construction technology of self-stabilized section steel suspended scaffold |
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| WO2013185277A1 (en) * | 2012-06-11 | 2013-12-19 | 浙江省建工集团有限责任公司 | Constructing method for concrete cylinder of construction steel bar of high-rise steel structure |
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| CN105350760A (en) * | 2015-07-16 | 2016-02-24 | 黄明 | Edge-beam-supporting steel-rod-inclined-pulling and wire-rope-unloading overhanging scaffold construction method |
| CN106592948A (en) * | 2016-12-19 | 2017-04-26 | 山东万鑫建设有限公司 | Design and construction technology of self-stabilized section steel suspended scaffold |
| CN110321622A (en) * | 2019-06-27 | 2019-10-11 | 中建三局第一建设工程有限责任公司 | A kind of cantilevered structure has support overhanging propelling construction method |
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