CN114703973A - Suspension type building construction method - Google Patents
Suspension type building construction method Download PDFInfo
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- CN114703973A CN114703973A CN202111492604.9A CN202111492604A CN114703973A CN 114703973 A CN114703973 A CN 114703973A CN 202111492604 A CN202111492604 A CN 202111492604A CN 114703973 A CN114703973 A CN 114703973A
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- peripheral frame
- frame beam
- beam column
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- truss
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- 238000000034 method Methods 0.000 title claims abstract description 22
- 238000009435 building construction Methods 0.000 title claims abstract description 14
- 239000000725 suspension Substances 0.000 title abstract description 6
- 230000002093 peripheral effect Effects 0.000 claims abstract description 93
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 54
- 239000010959 steel Substances 0.000 claims abstract description 54
- 230000003014 reinforcing effect Effects 0.000 claims description 17
- 238000009434 installation Methods 0.000 claims description 13
- 238000010276 construction Methods 0.000 abstract description 15
- 238000005452 bending Methods 0.000 description 27
- 238000010586 diagram Methods 0.000 description 5
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000007935 neutral effect Effects 0.000 description 1
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Classifications
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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
- E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
- E04B1/3544—Extraordinary methods of construction, e.g. lift-slab, jack-block characterised by the use of a central column to lift and temporarily or permanently support structural elements
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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
- E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
- E04B2001/3577—Extraordinary methods of construction, e.g. lift-slab, jack-block prefabricating a building and moving it as a whole to the erection site
Abstract
The invention discloses a suspension type building construction method, which comprises the following steps: installing a truss at the top of the core barrel in place; step two: integrally lifting the assembled cantilever truss outside the core barrel; step three: assembling a first peripheral frame beam column on the skirt house; step four: lifting the first peripheral frame beam column by a certain height by using a steel strand; step five: assembling a second peripheral frame beam column; step six: then, the steel strand is used for lifting the first peripheral frame beam column upwards; step seven: repeating the fifth step and the sixth step; step eight: installing peripheral frame beam columns and first floor beams at four corners of the core barrel; step nine: and installing the second floor beam in sequence. According to the invention, the truss at the top of the building is installed, then the first peripheral frame beam column, the second peripheral frame beam column and the like are sequentially lifted in a steel strand accumulated lifting mode, and finally the floor beam is installed, so that the structural deformation in the construction process is reduced, and the construction precision is improved.
Description
Technical Field
The invention relates to the field of buildings, in particular to a construction method of a suspended multi-storey steel structure building.
Background
In the building structure, for a suspended multi-storey building structure, the structure is in a core tube and steel frame structure form. During construction, a mounting method that the whole layer of beam column is lifted in place in sequence is adopted, or a mounting method that supports are arranged at the bottom of a steel frame and the supports are removed after the steel frame is mounted from bottom to top in sequence is adopted. However, the existing construction method is high in implementation cost, multiple in overhead operation projects and high in risk, and cannot guarantee construction accuracy, so that a suspension type building construction method is provided.
Disclosure of Invention
The invention aims to provide a suspension type building construction method to solve the problems in the background technology.
In order to achieve the purpose, the invention provides the following technical scheme: a suspended building construction method comprising:
the method comprises the following steps: after the core barrel is constructed, assembling the truss on the top of the core barrel;
step two: assembling the cantilever truss outside the core barrel, installing a first temporary reinforcing component in the cantilever truss outside the core barrel, integrally lifting the assembled cantilever truss outside the core barrel, installing the cantilever truss outside the core barrel to the outer wall of the truss at the top of the core barrel, and then removing the first temporary reinforcing component;
step three: assembling a first peripheral frame beam column on the skirt house, and mounting a second temporary reinforcing assembly on the first peripheral frame beam column;
step four: lifting the first peripheral frame beam column by a certain height by using a steel strand;
step five: assembling a second peripheral frame beam column, and connecting the second peripheral frame beam column with the first peripheral frame beam column;
step six: then, the first peripheral frame beam column is lifted upwards by using the steel strand, so that the first peripheral frame beam column and the second peripheral frame beam column are lifted at a certain height synchronously;
step seven: repeating the fifth step and the sixth step, utilizing an accumulative lifting mode until the final peripheral frame beam column installation is finished, and dismantling the second temporary reinforcing assembly;
step eight: installing peripheral frame beam columns and first floor beams at four corners of the core barrel;
step nine: and installing the second floor beam between the peripheral frame beam column and the core barrel in sequence.
Preferably, in the first step, the truss on the top of the core tube is installed by using a tower crane, and the truss on the top of the core tube is installed in a sectional mode.
Preferably, in the second step, four corners of the truss on the top of the core barrel are provided with hydraulic lifting devices and steel strands, the steel strands are respectively connected with the inner wall of the cantilever truss outside the core barrel, and the cantilever truss outside the core barrel is lifted through the steel strands.
Preferably, in the fourth step, a hydraulic lifting device is installed on the periphery of the cantilever truss outside the core cylinder, the hydraulic lifting device is connected with a steel strand, the steel strand is respectively connected with the steel beam on the first peripheral frame beam column, the steel strand is lifted upwards by the hydraulic device, and the first peripheral frame beam column is lifted by the steel strand.
Preferably, in step four, after the first peripheral frame beam column is lifted, the distance between the skirt house and the first peripheral frame beam column is sufficient for the assembly of the second peripheral frame beam column.
Preferably, in step five, when the second peripheral frame beam column is assembled, the steel columns in the second peripheral frame beam column are aligned with and connected with the steel columns in the first peripheral frame beam column above.
Preferably, in step nine, the installation sequence of the second inner-layer beam is as follows: the lower half part of the south face, the lower half part of the north face, the upper half part of the south face, the lower half part of the west face, the lower half part of the east face, the upper half part of the west face, the lower half part of the southwest corner, the lower half part of the southeast corner, the lower half part of the northeast corner, the lower half part of the northwest corner, the upper half part of the southeast corner, and the upper half part of the northeast corner.
The invention has the technical effects and advantages that:
(1) the construction method comprises the steps of firstly completing the installation of the truss on the top of the building, then sequentially lifting the first peripheral frame beam column, the second peripheral frame beam column and the like in place in a steel strand accumulated lifting mode, and finally installing the floor beam between the peripheral frame beam column and the core tube.
(2) According to the invention, the second temporary reinforcing component is arranged on the first peripheral frame beam column, so that the structural rigidity in the plane and out of the plane of the structure to be lifted is increased during lifting, the deformation of the whole structure during lifting is reduced, and the construction precision is further improved.
(3) The double-layer peripheral frame beam column is assembled on the skirt house, so that overhead work projects are reduced, and the construction safety is ensured.
(4) According to the invention, the second floor beam is installed in a specific sequence, so that the weight of the whole structure is balanced when the second inner layer beam is installed, the condition that the beam is heavy and light is avoided, and the stability and the construction safety of the structure during construction are improved.
(5) The method of cumulatively lifting the peripheral beam column and then mounting the inner-periphery floor beam avoids the measure of repeatedly lifting the whole layer of beam column or arranging the support at the lower part of the steel frame, and reduces the construction cost.
Drawings
FIG. 1 is a schematic diagram of a step of the present invention.
FIG. 2 is a schematic diagram of the second step of the present invention.
FIG. 3 is a schematic diagram of the third step of the present invention.
FIG. 4 is a diagram illustrating a sixth step of the present invention.
FIG. 5 is a diagram illustrating an eighth step of the present invention.
In the figure: 1. a core barrel top truss; 2. a truss is cantilevered outside the core barrel; 3. a first temporary reinforcement assembly; 4. a first peripheral frame beam column; 5. a second temporary reinforcement assembly; 6. a second peripheral frame beam column; 7. a first floor beam.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The invention provides a suspension type building construction method as shown in figures 1-5, which comprises the following steps:
the method comprises the following steps: after the core barrel is constructed, the installation of the core barrel top truss 1 is completed, the core barrel top truss 1 is installed by using a tower crane, and the installation mode of the core barrel top truss 1 is sectional installation;
step two: assembling a core barrel external cantilever truss 2, installing a first temporary reinforcing component 3 in the core barrel external cantilever truss 2, integrally lifting the assembled core barrel external cantilever truss 2, installing the assembled core barrel external cantilever truss 2 to the outer wall of a core barrel top truss 1, then removing the first temporary reinforcing component 3, arranging hydraulic lifting devices and steel strands at four corners of the core barrel top truss 1, respectively connecting the steel strands with the inner wall of the core barrel external cantilever truss 2, and lifting the core barrel external cantilever truss 2 through the steel strands;
step three: the first peripheral frame beam column 4 is assembled on the skirt house, the second temporary reinforcing component 5 is installed on the first peripheral frame beam column 4, the second temporary reinforcing component 5 increases the structural rigidity in the plane and out of the plane during lifting, the deformation of the lifted structure is reduced during lifting, and the construction precision is improved;
step four: the first peripheral frame beam column 4 is lifted to a certain height by using a steel strand, a hydraulic lifting device is installed on the periphery of the cantilever truss 2 outside the core cylinder, the hydraulic lifting device is connected with the steel strand, the steel strand is respectively connected with steel beams on the first peripheral frame beam column 4, the steel strand is lifted upwards by using the hydraulic device, the first peripheral frame beam column 4 is lifted by using the steel strand, and after the first peripheral frame beam column 4 is lifted, the distance between the skirt roof and the first peripheral frame beam column 4 is enough for assembling a second peripheral frame beam column 6;
step five: assembling a second peripheral frame beam column 6 and connecting the second peripheral frame beam column 6 with the first peripheral frame beam column 4, wherein when the second peripheral frame beam column 6 is assembled, a steel column in the second peripheral frame beam column 6 is aligned with and connected with a steel column in the first peripheral frame beam column 4 above the steel column;
step six: the first peripheral frame beam column 4 is lifted upwards by using the steel strands, so that the first peripheral frame beam column 4 and the second peripheral frame beam column 6 are lifted synchronously, the lifting height of the second peripheral frame beam column 6 driven by the first peripheral frame beam column 4 is the same as that of the first peripheral frame beam column, and the next peripheral frame beam column assembly is enough, the construction mode avoids long-distance lifting all the time, the cost is reduced, and meanwhile, the peripheral frame beam column assembly and installation are finished on a skirt house, so that excessive high-altitude operation is avoided;
step seven: repeating the fifth step and the sixth step, utilizing an accumulative lifting mode until the final peripheral frame beam column installation is completed, and dismantling the second temporary reinforcing assembly 5;
step eight: mounting first floor beams 7 at four corners of the peripheral frame beam column and the core barrel;
step nine: install the second floor roof beam according to the order, the installation order of second inlayer roof beam is: the lower half part of the south face, the lower half part of the north face and the upper half part of the north face, the upper half part of the south face, the lower half part of the west face, the lower half part of the east face, the upper half part of the west face, the lower half part of the southwest corner, the lower half part of the southeast corner, the lower half part of the northwest corner, the upper half part of the southeast corner and the upper half part of the northeast corner;
the bending strength of the solid web member bent in the main plane is calculated according to the following formula:
in the formula: mx、MyDesigned values for bending moments about the z-axis and the y-axis at the same cross-section, Wnx、WnyI.e. the net section mode for the z-axis and y-axisAmount, when the width-thickness ratio of the sectional plate is SlStage, S2Stage, S3Stage or S4When the section is in a grade, the full section modulus is adopted, and when the width-thickness ratio of the section plate is in a grade of S5In the grading process, the effective section modulus is required, and the effective overhanging width of the uniform compression flange can be 15 epsilon k and gammax、γyF is the design value of the bending strength (N/mm) of the steel material in order to obtain the section plasticity development coefficients of the main shafts z and y2)；
The shear strength of a solid web member bent in the principal plane is calculated by the following formula except for considering the strength of the web after bending:
in the formula: v is the shear design value (N) of the calculated section acting along the plane of the web plate, S is the area moment (mm) of the calculated hairsection above (or below) the shear stress to the neutral axis3) I is the gross section moment of inertia (mm) of the member4)，twThe thickness (mm) of the web of the member, fv, is the design value of the shear strength (N/mm) of the steel2)；
The bending moment acts on the stretch bending member and the press bending member in two main planes, and the section strength of the stretch bending member and the press bending member meets the following requirements:
1. except for the section of the round pipe, the bending moment acts on the stretch bending member and the press bending member in two main planes, and the section strength of the stretch bending member and the press bending member is calculated according to the following formula:
2. the bending moment acts on the circular section stretch bending member and the bending member in two main planes, and the section strength of the circular section stretch bending member and the bending member is calculated according to the following formula:
in the formula: n is the designed axial pressure (N) at the same section, Mx、MyDesigned values of bending moments (N.mm) on the z axis and the y axis at the same section, gammax、γyDetermining the width-thickness ratio grade of the section plate according to the internal force distribution condition of the pressed plate for the section plasticity development coefficient, and when the width-thickness ratio grade of the section plate does not meet S3When the grade is required, 1.0 is taken to satisfy S3When the level requirement is met, the tension bending and press bending components needing to be checked and calculated for fatigue strength are preferably 1.0, gammamThe section plasticity development coefficient of the circular component is 1.2 for a solid-web circular section, and when the width-thickness ratio grade of the circular tube section plate does not meet S3When the level requirement is taken to be 1.0, the S is satisfied3When the grade is required, 1.15 is selected, and the tension bending and press bending components with fatigue strength required to be checked are preferably selected from 1.0, AnThe clear cross-sectional area of the component (mm2), WnIs the modulus of the clear section (mm) of the component3)；
In-plane stability calculation:
out-of-plane stability calculation:
in the formula: n is the designed axial pressure (N), psi, within the range of the component to be calculatedxStability factor of axial compression member in plane for action of bending moment, MxDesigned value for maximum bending moment (N mm), W, in the range of the calculated component section1xThe modulus (mm) of the cross section of the fiber with the maximum stress in the plane of action of bending moment3)，ψyOut-of-plane axis receiving for momentStability factor of press member psibFor a uniformly curved flexural member overall stability factor, wherein non-cantilevered members of I-and T-shaped cross-section, for a closed cross-section, psibl.O, η is the coefficient of influence of the cross section, T/0.7 for the closed cross section, η 1.O, W for the other cross sections2xModulus of section (mm) of flangeless end3)。
The working principle of the invention is as follows:
after the construction of the core barrel is completed, installing a truss 1 at the top of the core barrel in sections by using a tower crane, assembling a cantilever truss 2 outside the core barrel, installing a first temporary reinforcing component 3 in the cantilever truss 2 outside the core barrel, integrally lifting and installing the assembled cantilever truss 2 outside the core barrel to the outer wall of the truss 1 at the top of the core barrel, and then removing the first temporary reinforcing component 3;
assembling a first peripheral frame beam column 4 on the skirt house, installing a second temporary reinforcing component 5 on the first peripheral frame beam column 4, installing a hydraulic lifting device on the cantilever truss 2 outside the core barrel, respectively connecting steel strands on the hydraulic lifting device with steel beams on the first peripheral frame beam column 4, lifting the steel strands upwards through the hydraulic lifting device to lift the first peripheral frame beam column 4 until the distance between the first peripheral frame beam column 4 and the skirt house top is enough for assembling the second peripheral frame beam column 6, assembling the second peripheral frame beam column 6 on the skirt house, aligning and connecting steel columns on the second peripheral frame beam column 6 with steel columns on the first peripheral frame beam column 4 one by one during assembling, lifting the steel strands through the hydraulic lifting device to drive the second peripheral frame beam column 6 to lift the first peripheral frame beam column 4, sequentially installing and lifting the rest peripheral frame beam columns until the first peripheral frame beam column 4 is connected with the cantilever truss 2 outside the core barrel;
the eight rows of first floor beams 7 at four corners of the peripheral frame beam column and the core tube are installed, and the second floor beams are installed according to the installation sequence of the south-side lower half part, the north-side upper half part, the south-side upper half part, the west-side lower half part, the east-side lower half part, the west-side upper half part, the west-side lower half part, the southeast-side lower half part, the northeast-side lower half part, the northwest-side upper half part, the southwest-side upper half part, the southeast-side upper half part and the northeast-side upper half part.
Finally, it should be noted that: although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the embodiments or portions thereof without departing from the spirit and scope of the invention.
Claims (7)
1. A method of suspended building construction, comprising:
the method comprises the following steps: after the core barrel is constructed, the truss (1) at the top of the core barrel is installed;
step two: assembling the cantilever truss (2) outside the core tube, installing a first temporary reinforcing component (3) in the cantilever truss (2) outside the core tube, integrally lifting the assembled cantilever truss (2) outside the core tube, installing the cantilever truss (2) outside the core tube to the outer wall of the truss (1) at the top of the core tube, and then dismantling the first temporary reinforcing component (3);
step three: assembling a first peripheral frame beam column (4) on the skirt house, and installing a second temporary reinforcing component (5) on the first peripheral frame beam column (4);
step four: lifting the first peripheral frame beam column (4) to a certain height by using a steel strand;
step five: assembling a second peripheral frame beam column (6) and connecting the second peripheral frame beam column with the first peripheral frame beam column (4);
step six: then, the first peripheral frame beam column (4) is lifted upwards by using the steel strand, so that the first peripheral frame beam column (4) and the second peripheral frame beam column (6) are lifted at a certain height synchronously;
step seven: repeating the fifth step and the sixth step, utilizing an accumulative lifting mode until the final peripheral frame beam column installation is finished, and dismantling the second temporary reinforcing component (5);
step eight: mounting the peripheral frame beam columns and first floor beams (7) at four corners of the core barrel;
step nine: and installing the second floor beam between the peripheral frame beam column and the core barrel in sequence.
2. A suspended type building construction method according to claim 1, wherein in the first step, the core barrel top truss (1) is installed by a tower crane, and the installation mode of the core barrel top truss (1) is sectional installation.
3. The suspended type building construction method according to claim 1, wherein in the second step, hydraulic lifting devices and steel strands are arranged at four corners of the top truss (1) of the core barrel, the steel strands are respectively connected with the inner wall of the outer cantilever truss (2) of the core barrel, and the outer cantilever truss (2) of the core barrel is lifted through the steel strands.
4. A suspended type building construction method according to claim 1, characterized in that in step four, a hydraulic lifting device is installed on the periphery of the cantilever truss (2) outside the core cylinder, the hydraulic lifting device is connected with steel strands, the steel strands are respectively connected with steel beams on the first peripheral frame beam column (4), the steel strands are lifted upwards by the hydraulic device, and the first peripheral frame beam column (4) is lifted by the steel strands.
5. A suspended building construction method according to claim 1, characterized in that in step four, after the first peripheral frame beam column (4) is lifted, the distance between the skirt house and the first peripheral frame beam column (4) is sufficient for the assembly of the second peripheral frame beam column (6).
6. A suspended building construction method according to claim 1, characterized in that in step five, when the second peripheral frame beam column (6) is assembled, the steel columns in the second peripheral frame beam column (6) are aligned with and connected with the steel columns in the upper first peripheral frame beam column (4).
7. A suspended type building construction method according to claim 1, wherein in the ninth step, the second floor beam is installed in the following order: the lower half part of the south face, the lower half part of the north face, the upper half part of the south face, the lower half part of the west face, the lower half part of the east face, the upper half part of the west face, the lower half part of the southwest corner, the lower half part of the southeast corner, the lower half part of the northeast corner, the lower half part of the northwest corner, the upper half part of the southeast corner, and the upper half part of the northeast corner.
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2021
- 2021-12-08 CN CN202111492604.9A patent/CN114703973A/en active Pending
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| KR20100130376A (en) * | 2009-06-03 | 2010-12-13 | 주식회사 씨에스구조엔지니어링 | Temporary construction frame system for the automation of building projects |
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