Disc buckle type supporting scaffold, design method and construction method

Abstract

The invention belongs to the technical field of ring buckle type supporting scaffolds, and particularly relates to a ring buckle type supporting scaffold, a design method and a construction method. The ring-lock type supporting scaffold is used for supporting a beam plate, the outline of the bottom face of the beam plate is circular, the beam plate comprises a plate and a plurality of radial beams, at least the radial beams are distributed in the radial direction of the circle, the ring-lock type supporting scaffold comprises a plurality of module units, and the module units are arranged on the plate. Each module unit can respectively support one radial beam, the vertical rods of each module unit are correspondingly arranged along the span direction of the radial beams, an area with unmatched modulus exists between two adjacent module units, and the areas with unmatched modulus are connected through connecting pieces. By means of the structure, the stress stability of the middle beam of the building structure can be guaranteed, the universality and interchangeability of components can be improved, scaffold materials are produced in a standardized mode, and the production cost is reduced. And a plurality of module units can be synchronously arranged and erected, so that the construction progress is accelerated.

Description

Technical Field

[0001] The invention belongs to the technical field of disc-type support frames, and in particular relates to a disc-type support scaffold, a design method and a construction method. Background Art

[0002] The disc-type support frame originated in the 1980s, invented by the German company LAYHER and widely used in Europe and the United States. In the 1990s, domestic enterprises introduced this technology and made localized improvements, developing a variety of new scaffolds, such as wheel-type scaffolds, square tower scaffolds and latch scaffolds. Around 2015, the disc-type scaffold was widely used in high-rise formwork and other dangerous formwork support fields due to its safety, beauty and material saving.

[0003] The disc-type scaffolding has the characteristics of high safety, good civilized construction image, and wide application range. It is mainly used in large-volume concrete pouring projects such as large public buildings, factories, shipyards, nuclear power plants, subways, bridges, house construction, roads and bridges, tunnels, airports, stadiums, etc. It can also be used in engineering fields such as high-speed railway stations, airport terminals, passages, and large shipyards. The construction process mainly includes: foundation treatment, measurement and setting out, installation of base, vertical poles, horizontal poles, inclined rods, top supports, and then laying keels and installing templates.

[0004] For the beam and slab construction of circular buildings with an elevation of more than 10m, the disc-type support scaffolding meets the requirements of support safety. However, due to the limitations of the fixed modulus and fixed structural form of the disc-type scaffolding, it is usually suitable for square building structures with adjacent beams arranged in parallel. From the perspective of the arrangement of the vertical poles, according to the construction method in the prior art, the disc-type support cannot match the circular structure. Summary of the invention

[0005] The purpose of the present invention is to provide a disc-type supporting scaffolding to solve the technical problem that the disc-type support bracket cannot match the circular structure for construction in the prior art buildings with circular ground contours and beams distributed along the circular radial direction.

[0006] In order to achieve the above object, the technical solution adopted by the present invention is:

[0007] In a first aspect, the present invention provides a disc-type supporting scaffolding, which is used to support beam slabs, wherein the bottom surface contour of the beam slab is circular, and the beam slab comprises a plate and a plurality of radial beams, at least a plurality of the radial beams are distributed along the radial direction of the circle, and the disc-type supporting scaffolding comprises a plurality of module units, each of which can support a radial beam, and the vertical poles of each module unit are arranged correspondingly along the span direction of the radial beam, and there is an area with inconsistent modules between two adjacent module units, and the area with inconsistent modules is connected by a connecting piece.

[0008] In the technical solution of the present invention, the disc-type support scaffold can be used to support the beams and slabs at the top of the circular building structure, wherein multiple radial beams are distributed in a radial shape at the top of the circular building structure, and there is a plate structure between adjacent beams, the elevation of the beams and slabs is not less than 10m, and the overall beam-slab structure is a large load type. In order to be able to stably support the beams and slabs, the inventor first considers the disc-type bracket type, but due to the limitations of the fixed modulus and fixed structural form of the disc-type scaffold, from the perspective of the arrangement of the vertical poles, the structural form of the disc-type support frame in the prior art and the arrangement of the vertical poles are not suitable for the circular building structure, and the beams are arranged in a radial distribution. In order to overcome this technical defect, the inventor has made adaptive adjustments to the existing disc-type support frame structure based on the characteristics of the building structure. The inventor innovatively proposed to split the disc-type support scaffold into several module units, the number of module units is determined by the number of beams, each module unit corresponds to a beam, and the vertical poles of each module unit are arranged according to the span direction of the corresponding beam. Multiple module units are connected by connectors in the area where the module does not match, so as to form an overall force-bearing structure. This type of disc-type support scaffolding structure can not only ensure the stress stability of the beams in the building structure, but also improve the versatility and interchangeability of the components. The arrangement of the vertical poles between the beams does not affect each other, and does not need to be limited to a fixed modulus. The scaffolding materials can be configured based on the existing standardization, reducing production costs. Multiple module units can be arranged and erected simultaneously to improve the construction progress.

[0009] As a more preferred embodiment of the present invention, in the module unit, the vertical poles are arranged as follows: with the central axis of the radial beam as the center line, they extend in a first direction and a second direction respectively, the first direction is the span direction of the radial beam, and the second direction is perpendicular to the span direction of the radial beam.

[0010] In the technical solution of the present invention, in order to achieve a reasonable modulus for the beams in the overall circular building, in the process of optimizing the arrangement of the scaffolding poles, the disc-type support scaffolding of each radial beam is selected to be independently arranged to make up the modulus. Specifically, the radial beam is located in the middle of the corresponding module unit, and the positions on both sides correspond to the plates on both sides of the radial beam. In order to ensure that each radial beam can be stably supported, the poles of each module unit are arranged starting from the positive projection position corresponding to the central axis of the radial beam, and are arranged at intervals along the span direction of the radial beam to the end position of the radial beam, and then the poles in the second direction are arranged, and then the horizontal rods and diagonal braces in the vertical direction are installed.

[0011] As a more preferred embodiment of the present invention, the end of the radial beam close to the center of the circle is the first end, at least some of the radial beams are provided with columns at the first end, and the area of ​​each module unit located at the first end is arranged with vertical poles avoiding the columns.

[0012] The arrangement characteristics of the vertical poles depend on the structure of the building. In a certain embodiment of the present invention, a disc-type support frame can be erected for a silo. Therefore, according to the contour shape of the divided unit, during the arrangement of the vertical poles, the vertical poles at the edge of each module unit need to be controlled within the divided unit and cannot exceed the dividing line between the units too much to prevent affecting the arrangement of the vertical poles of the adjacent module units.

[0013] As a more preferred embodiment of the present invention, in the area where adjacent module units are connected, the vertical poles are arranged in a staggered manner.

[0014] As a more preferred embodiment of the present invention, the areas with different modules are connected by setting fastener-type steel pipe connectors.

[0015] Due to the limitation of the silo structure, when the vertical poles are arranged near the arc-shaped inner wall of the silo, it is difficult to piece together the modules. Therefore, a blank area will be formed at the above position. In order to ensure the overall stability of the supporting scaffolding system, the blank area is connected and transitioned by fastener-type steel pipes.

[0016] As a more preferred embodiment of the present invention, horizontal scissors struts are arranged between adjacent module units, and the horizontal scissors struts are used to connect the module units into a whole.

[0017] As a more preferred embodiment of the present invention, in the module unit, the spacing between the vertical poles directly below the beam is a first spacing, and there are plates on both sides of the beam, and the spacing between the vertical poles directly below the plates is a second spacing, and the first spacing is smaller than the second spacing.

[0018] As a preferred embodiment of the present invention, the module unit comprises the following components: a base, a vertical rod and a horizontal rod. The vertical rod is vertically inserted into the base sleeve, and the two ends of the horizontal rod are respectively assembled with the discs of the vertical rod and locked by a pin rod.

[0019] Preferably, the module unit further comprises an inclined tie rod and an adjustable bracket. The module unit further comprises an inclined tie rod and an adjustable bracket, the two ends of the inclined tie rod are respectively assembled with the disc of the vertical pole and locked by an inclined pin rod, and the adjustable bracket is arranged on the top layer of the vertical pole.

[0020] As a preferred embodiment of the present invention, the top of the module unit is also provided with a template, a keel, and a longitudinal horizontal steel pipe, and the keel and the longitudinal horizontal steel pipe are used to support the template. The keel includes a main keel and a secondary keel, and the secondary keel is arranged below the template. The secondary keel is a square wood, and the main keel is arranged perpendicular to the secondary keel.

[0021] The scaffold is divided into a plurality of module units according to the number of radial beams in the building, the radial beam corresponding to each module unit is located at the center, and the top plate structure is formed on both sides of the radial beam. The top plate between two adjacent radial beams is divided into two according to the division of the area to be supported, and each belongs to two different units, and the supporting scaffold is erected separately.

[0022] The beam includes a plurality of radial beams and annular beams arranged at the ends of the plurality of radial beams, and the force analysis position includes the radial beams, the plate and the annular beam. The annular beam has an open space, so the disc-type support scaffolding matches the structure of the integral beam plate to form an annular area.

[0023] The central area of ​​the disc-type support scaffold is a blank area, in which a fastener-type steel pipe bracket is set up. The fastener-type steel pipe bracket is located in the central hollow area of ​​the silo structure and is used to fill the polygonal area enclosed by the module unit. The fastener-type steel pipe bracket is basically not subjected to force and serves as a platform for construction workers to get on and off.

[0024] In a second aspect, the present invention provides a design method for the above-mentioned disc-type supporting scaffolding system, comprising the following steps:

[0025] S1. According to the beam-slab structure and distribution characteristics, the circular area to be supported on the bottom surface of the beam-slab is divided into a plurality of sub-form areas to be supported, each of which corresponds to a radial beam at the top and a module unit is arranged in each of the sub-form areas to be supported;

[0026] S2. Conduct preliminary structural design for each of the module units, including determining the layout of the vertical poles, the module, the template specifications, the secondary keel specifications and spacing, and the main keel specifications and spacing;

[0027] S3, according to the load requirements and engineering properties of the beam and slab, the preliminary structural design scheme of step S2 is subjected to stress analysis to determine whether the preliminary structural design scheme meets the stress requirements of the beam and slab to be constructed. When the preliminary structural design scheme does not meet the stress requirements, the structure of the module unit is partially adjusted, and the stress analysis of the adjusted module unit is re-performed until the module unit meets the stress requirements, and the final structural design information of the module unit is recorded and collated;

[0028] S4. Perform on-site layout of the module unit according to the final structural design information of the module unit in step S3, and complete the erection of the supporting scaffolding.

[0029] In the technical solution of the present invention, in order to meet the beam and slab construction of building structures such as super-high circular silos, a support frame with good stability structure is required. The disc-type support frame meets this construction requirement, but the conventional disc-type support frame erection scheme cannot meet the special building structure types such as circular silos. In order to smoothly complete the construction of beams and slabs, the inventor has made an adaptive structural design for the existing disc-type support frame structure. For building structures such as circular silo structures, the radial beams are mainly distributed radially circumferentially with the center of the silo as the center of the circle. The disc-type support is erected as a whole building. Due to the limitations of the fixed module and fixed structural form of the disc-type scaffolding, it is difficult to arrange the vertical poles. Therefore, the inventor innovatively proposed to split the disc-type support scaffolding into modular units. The number of modular units is determined by the number of radial beams, and the contour shape of the modular unit is determined by the shape of the mold area to be supported. Each modular unit corresponds to a radial beam, and the vertical poles of each modular unit are arranged from the positive projection position of the radial beam as the starting point, and extend to both sides of the radial beam. This type of disc-type support scaffolding structure can not only ensure the stress stability of the beam in the building structure, but also improve the versatility and interchangeability of the components, standardize the production of scaffolding materials, and reduce production costs. Each module unit is laid out independently, and multiple module units can be arranged and erected simultaneously to improve the construction progress.

[0030] As a preferred solution of the present invention, in step S1, the outline of each area to be supported is fan-shaped, and the beam is located at the center of the fan-shaped area, which is conducive to the module unit to support the beam more stably.

[0031] In the technical aspect of the present invention, in step S2, the arrangement method of the vertical poles is: the vertical poles are first arranged at intervals along the central axis of the beam to obtain a plurality of first points, and then each of the first points is used as a starting point to arrange the points along the span direction perpendicular to the beam to obtain a plurality of second points, and the plurality of the first points and the plurality of the second points are jointly filled in the area to be supported by the mold.

[0032] In the technical solution of the present invention, based on the engineering properties of the silo structure and other information, a rough arrangement plan of the pole points can be made. This plan is a general design plan without emphasis. According to this plan, force analysis and verification can be carried out first, and fine adjustments can be made through the verification structure.

[0033] As a preferred solution of the present invention, the force analysis position in step S3 includes a beam and a plate. The beam includes a plurality of radial beams and annular beams arranged at the ends of the plurality of radial beams, and the force analysis position includes the radial beam, the plate and the annular beam.

[0034] As a preferred solution of the present invention, the contents of the force analysis include: formwork verification, secondary keel verification, main keel verification, longitudinal horizontal steel pipe verification, adjustable bracket verification, vertical pole verification, height-to-width ratio verification, support frame anti-overturning verification and vertical pole support surface bearing capacity verification.

[0035] As a preferred embodiment of the present invention, in step S3, local adjustments are performed in the following order: material or thickness of the template, size and / or spacing and / or number of secondary purlins, material and / or spacing of the main purlins; after each adjustment is completed, it is necessary to re-analyze and verify the force until the module unit structure meets the force requirements.

[0036] The verification of formwork, secondary keel, main keel, and longitudinal horizontal steel pipe involves bending, shear, deflection, etc. The formulas are based on industry specifications. The specific analysis is adjusted according to the specific force mode.

[0037] The bending resistance calculation formula is:

[0038] M max =0.125q1L 2 ;

[0039] σ=M max / W;

[0040] Where σ represents the bending strength, q1 represents the load combination under the ultimate bearing capacity state; L represents the span; W represents the section resistance moment; M max represents the maximum bending moment;

[0041] The calculation formula for the shear resistance of the secondary keel is: max =3V max / (2bh0)

[0042] Among them, V max is the maximum shear force; τ max represents the maximum shear strength, b represents the cross-sectional length of the keel, and h0 represents the length of the keel;

[0043] Shear calculation formula for main keel and longitudinal horizontal steel pipe: τ max =2Vmax / A

[0044] The deflection calculation formula is:

[0045] Maximum deformation V max =5q2L 4 / (384EI)

[0046] v max represents the maximum deformation, L represents the span, E represents the elastic modulus of the panel, I represents the moment of inertia of the section, and q2 represents the load combination under the normal service limit state;

[0047] Support reaction calculation:

[0048] The design value is (limit state of bearing capacity) R max =1q1L,

[0049] The standard value is (normal use limit state) R' max =1q2L;

[0050] L represents span.

[0051] The verification contents of the adjustable bracket include: anti-slip verification of fasteners and verification of the adjustable bracket.

[0052] The vertical pole verification includes: slenderness ratio verification and wind load calculation.

[0053] The bearing capacity verification calculation of the support surface of the vertical pole includes the calculation of the shear bearing capacity and the calculation of the local compressive bearing capacity.

[0054] The height-to-width ratio verification: According to the "Uniform Standard for Safety Technology of Scaffolding in Construction" GB51210-2016, the height-to-width ratio of the independent frame of the supporting scaffolding should not be greater than 3.0;

[0055] Anti-overturning calculation of support frame:

[0056] Standard value of wind line load of supporting scaffolding: qwk = 1′ a ×ωfk; 1′a represents the distance between the poles;

[0057] Standard value of horizontal force generated by wind load on the outer formwork of the support: F wk =1′ a ×H m ×ω mk

[0058] Standard value of overturning moment M of supporting scaffolding calculation unit under wind load ok :M ok =0.5H 2 q wk +HF wkReference specification GB51210-2016;

[0059] B 2 1′ a (g k1 +g k2 )+2∑G jk b j ≥3γ0M ok

[0060] gk1——standard value of the self-weight of the evenly distributed frame surface load kN / m;

[0061] gk2——Standard value of the deadweight of the material surface load such as the template on the upper part of the frame evenly distributed kN / m

[0062] Gjk——standard value of the deadweight of materials piled on the supporting scaffold calculation unit in kN;

[0063] b j ——The horizontal distance m from the materials piled on the calculation unit of the supporting scaffold to the tipping origin;

[0064] γ0——structural importance coefficient;

[0065] The above-mentioned force analysis contents can be carried out in accordance with the specifications.

[0066] "Construction Scaffolding Safety Technical Unified Standard" GB51210-2016

[0067] "Technical Specification for Safety of Construction Formwork" JGJ162-2008

[0068] Code for Design of Concrete Structures GB 50010-2010

[0069] Code for Loads on Building Structures GB 50009-2012

[0070] "Steel Structure Design Standard" GB 50017-2017

[0071] Unified Standard for Reliability Design of Building Structures GB50068-2018

[0072] In a third aspect, a construction method of a disc-type support scaffold is provided, wherein the disc-type support scaffold is designed according to the above-mentioned design method, and comprises the following steps:

[0073] Step A1, dividing the area to be supported by formwork below the beam and slab into a plurality of sub-areas to be supported by formwork;

[0074] Step A2, constructing the module units in the area to be supported, and setting the vertical poles of each module unit according to the direction of the corresponding beam;

[0075] Step A3: Install the horizontal rods, diagonal rods and adjustable brackets layer by layer from bottom to top until the designed elevation of the beam and slab is reached;

[0076] Step A4, further installing a longitudinal horizontal steel pipe, a main keel, a secondary keel and a template on the adjustable bracket;

[0077] Step A5, repeat steps A2-A4 until all the module units in the area to be supported are completed.

[0078] Preferably, in step A1, the segmentation principle is: the beam is located at the center of the mold area to be supported, and in the mold area to be supported, the areas of the plates on both sides of the beam are consistent.

[0079] Preferably, in step A2, in each of the areas of the mold to be supported, the order of on-site layout of the vertical poles is: first positioning the points under the beams, and then positioning the points under the boards.

[0080] Further preferably, the method further includes step A6, connecting adjacent module units via a fastener-type steel pipe support frame so that all the module units form a whole.

[0081] According to the preferred technical solution of the present invention, all vertical pole extensions are connected by connecting sleeves, and each longitudinal and transverse horizontal pole must be connected and pulled through by a disc buckle node, and the rod end buckle joint is inserted into the connecting disc and connected by a wedge-shaped pin.

[0082] The pan support frame should use fixed-length horizontal rods according to the dimensions of the vertical rod rack calculated according to the construction design plan, and should combine the vertical rod ends, adjustable brackets and adjustable base according to the support height.

[0083] In the construction method of the present invention, the disc-type support scaffold obtained by the above-mentioned design method is erected on site. According to the design plan, accurate on-site layout is carried out in the area to be supported. The base is arranged first, and the arrangement position of the vertical pole is determined. After the vertical pole is arranged, the bracket is erected from bottom to top. The specific component connection method of the bracket is the same as the disc-type bracket of the prior art. When the spacing of the vertical poles in the area between the module units does not meet the module number and cannot be connected by a horizontal rod, a steel pipe fastener is used to connect the two adjacent vertical poles to make them a whole.

[0084] In summary, due to the adoption of the above technical solution, the beneficial effects of the present invention are:

[0085] 1. Compared with the traditional ones, the disc-type support scaffolding system of the present invention is divided into multiple independent module units. The arrangement of the uprights of each module unit is determined according to the distribution of the beams and slabs in special structures such as silos. It can not only meet the stability requirements of the high-support formwork structure, but also overcome the technical defects of the traditional scheme that cannot be installed due to fixed modules and fixed forms. Each module unit is independently arranged with a certain degree of freedom. Two adjacent modules are connected by connecting parts, and the space in special structures such as silos is fully utilized to build disc-type support scaffolding. The disc-type support scaffolding structure of this structure can not only ensure the force stability of the beams in the building structure, but also improve the versatility and interchangeability of the components, standardize the production of scaffolding materials, and reduce production costs. Each module unit is arranged independently, and multiple module units can be arranged and erected simultaneously to improve the construction progress.

[0086] 2. The design method of the disc-type supporting scaffolding of the present invention can design a standard product of the disc-type supporting scaffolding system suitable for the building structure to be supported, and can carry out the construction of the building at the lowest cost based on standard components. There is no need to produce additional supporting scaffolding parts due to the specific shape of the building structure, which greatly controls the construction cost.

[0087] 3. The disc-type support scaffolding construction method of the present invention can quickly complete the construction and assembly of the disc-type support scaffolding system while ensuring the safety of the formwork, and smoothly carry out the cast-in-place construction of the beams and slabs, thereby greatly improving the construction efficiency. BRIEF DESCRIPTION OF THE DRAWINGS

[0088] Figure 1 It is a schematic cross-sectional view of the three-dimensional structure of the silo of the present invention;

[0089] Figure 2 It is a top view structural schematic diagram of half of the silo of the present invention;

[0090] Figure 3 It is a schematic diagram of the top view of the structure of the buckle support scaffolding system of the present invention;

[0091] Figure 4 yes Figure 3 1-1 sectional view;

[0092] Figure 5 is a schematic diagram of a top view of the module unit of the present invention;

[0093] Figure 6 It is a scaffolding plane diagram corresponding to the annular beam of the force analysis of the present invention;

[0094] Figure 7 It is a scaffold elevation view corresponding to the annular beam of the force analysis of the present invention;

[0095] icon:

[0096] 100-silo; 101-radial beam; 102-annular beam; 103-top plate; 104-area to be supported, 105-dividing line, 106-column; 201-module unit; 3-vertical pole; 4-horizontal pole; 5-diagonal brace; 6-formwork structure, 7-secondary keel, 8-main keel, 9-longitudinal horizontal steel pipe; 10-adjustable bracket; 11-horizontal scissors brace; 12-steel pipe connector, 13-fastener scaffolding. DETAILED DESCRIPTION

[0097] In order to more clearly describe the invention purpose, technical scheme and technical effect advantages in the specific implementation case of the present invention, the scheme in the specific embodiment will be described in detail in combination with the drawings of the specification of the present invention. The specific technical scheme involved in the following specific embodiments is only for a clear and complete description of the innovative technical scheme of the present invention. It is only a part of the specific implementation scheme that can be adopted by the present invention, not all embodiments, and should not be understood as a limitation on the innovative scheme of the present invention. Any scheme adopting the same inventive concept of the present invention should be included in the protection scope of the present invention.

[0098] Secondly, the description of the drawings in the specific embodiments of the present invention is only for the convenience of technical personnel to understand the solution of the present invention. The partial details in the drawings are for the convenience of clearly presenting the technical solution. It should not be considered that all technical features in the drawings must be included in the specific implementation cases, and the detailed features in the drawings should not be identified as additional limitations on the innovative technical solution of the present invention. The components in the various embodiments described and shown in the drawings can be combined and arranged according to different configurations, and these changes in combination and arrangement should be identified as part of the entire embodiment of the innovative solution of the present invention and included in the scope of protection of the present invention.

[0099] In summary, the schemes or descriptions presented in the specific embodiments and drawings of the present invention are not intended to limit the scope of protection claimed, but are merely selected embodiments / cases to help technicians understand the relevant innovative solutions. Based on these embodiments, all other equivalent or parallel embodiments obtained by those skilled in the art without creative work are within the scope of protection claimed by the present invention.

[0100] It should be noted that, unless otherwise specified, in the description of the specific embodiments of the present invention, the terms indicating the orientation or position relationship, such as "up", "down", "left", "right", "center", "inside", "outside", etc., are all based on the expression of the orientation or position relationship shown in the accompanying drawings, or are the orientation or position relationship in which the invented product / device / apparatus is placed when it is usually used. These terms of orientation or position relationship are only for the convenience of describing the scheme of the present invention or simplifying the description in the specific embodiments, so as to facilitate the technicians to quickly understand the scheme, and do not indicate or imply that a specific device / component / element must have a specific orientation, or be constructed and operated in a specific position relationship, and therefore cannot be understood as a limitation on the present invention.

[0101] In addition, the use of terms such as "horizontal", "vertical", "overhanging", etc. does not mean that the corresponding device / component / element is absolutely horizontal, vertical or overhanging, but can be slightly tilted. For example, "horizontal" only means that its direction is more horizontal than "vertical", and does not mean that the structure must be completely horizontal, but can be slightly tilted. Alternatively, it can be simplified to mean that the corresponding device / component / element is set in a specific direction such as "horizontal", "vertical", "overhanging", etc., and can have an error / deviation of ±10% relative to the corresponding direction setting, more preferably an error / deviation within ±8%, more preferably an error / deviation within ±6%, more preferably an error / deviation within ±5%, and more preferably an error / deviation within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its role in the scheme of the present invention.

[0102] In addition, the expressions “first”, “second”, “third”, etc. that appear in the terms are merely descriptions used to distinguish the same or similar components and should not be understood as emphasizing or implying the relative importance of specific components.

[0103] In addition, in the description of the embodiments of the present invention, "several", "plurality" and "a number" represent at least 2. It can be 3, 4, 5, 6, 7, 8, 9, etc., or even more than 9.

[0104] In addition, in the description of the technical solution of the present invention, unless otherwise clearly specified / defined / restricted, the terms "set", "install", "connected" and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection, and can be welding, riveting, bolting, threading and other commonly used connection means in the field. This connection can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium, and it can be the internal connection of two components.

[0105] For those skilled in the art, when understanding the solutions described in the specific embodiments of the present invention, they can refer to the conventional technical manuals in the field. At the same time, for the places where the above-mentioned terms appear, they can make appropriate understandings or adjustments for reference, and deduce the implementation of the same or similar technical solutions without paying any creative work.

[0106] The above embodiments describe only the basic principles, main features and / or advantages of the present invention. Those skilled in the art should understand that the present invention is not limited to the embodiments. The above embodiments and the invention content of the specification only describe the principles or specific cases of the present invention. Without departing from the essence of the innovative idea of ​​the present invention, the innovative scheme of the present invention may be subject to various changes and improvements, and these changes and improvements all fall within the scope of protection claimed by the present invention.

[0107] The present invention will be described in detail below in conjunction with the accompanying drawings.

[0108] In order to make the purpose, technical solution and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0109] Example 1

[0110] This embodiment discloses a disc-type support scaffolding system, which is put into practice in the beam and slab construction of a silo building. Figure 1-2 The structure diagram of the silo is shown as follows. The silo 100 is a cylindrical structure with an overall design elevation of 10 / 11 meters. The top is a beam-slab structure. The beam-slab includes a plate and a plurality of beams. At least a plurality of the beams are distributed along the radial direction of the circle. The disc-type supporting scaffold is used to support the beam-slab. The bottom surface contour of the beam-slab is circular. The disc-type supporting scaffold includes a plurality of module units. Each of the module units can support a radial beam 101. The vertical poles of each module unit are arranged correspondingly along the span direction of the radial beam. There is an area with inconsistent modules between two adjacent module units, and the area with inconsistent modules is connected by a connector.

[0111] like Figure 2 The figure shows a schematic diagram of the structure of the silo from a top view, where the red line is the division of the beam and slab area to be supported, and in each area to be supported, the radial beam 101 is located at the center. The plate areas on both sides of the radial beam 101 are consistent, which facilitates the stable force of the subsequent template unit.

[0112] In this embodiment, the top center of the silo is a circular open structure, and a plurality of radial beams 101 converge into a central annular beam 102 structure. For the purpose of distinction, the radially distributed beams are defined as radial beams 101, and the annularly arranged beams are annular beams 102. Between the radial beams 101 is a top plate 103 structure, and a column 106 is correspondingly arranged at the end of each radial beam 101.

[0113] Among them, the engineering properties of the beam and slab of the silo in this embodiment are shown in Table 1-3:

[0114] Table 1 shows the information of radial beam 101

[0115]

[0116] Table 2 shows the information of the ring beam 102

[0117]

[0118] Table 3 shows the information of top plate 103

[0119] New concrete floor slab 500mm plate Calculated thickness of newly poured concrete slab (mm) 500 Formwork support height H(m) 11 Formwork support longitudinal length L(m) 23 Horizontal length of formwork support B(m) 23 Height of outer template of bracket Hm(mm) 1000

[0120] The load requirements of the radial beam 101, the annular beam 102 and the top plate are shown in Table 4-5:

[0121] Table 4 shows the load design parameter information of the annular beam and radial beam

[0122]

[0123] In the table, panel refers to the formwork and beam refers to the secondary keel.

[0124] Table 5 shows the load design parameter information of the top plate

[0125]

[0126] Table 6 shows the wind load parameters

[0127]

[0128] For the beam and slab construction of the above-mentioned buildings, the elevation is high and the load is large. From the perspective of safety and stability, it is necessary to use a disc-type support type for construction. However, due to the limitations of the fixed modulus and fixed structural form of the disc-type scaffolding, from the perspective of the arrangement of vertical poles, the conventional disc-type support scaffolding is not suitable for construction in a circular structure.

[0129] In order to overcome the above technical defects, this embodiment proposes the concept of a disc-type support scaffolding. Specifically, the disc-type support scaffolding 200 is used to support the beam plate at the top of the silo to realize the subsequent cast-in-place concrete construction. The bottom surface profile of the beam plate is circular. The beam plate includes a top plate 103 and eight radial beams 101. The eight radial beams 101 are distributed along the radial direction of the circle. The disc-type support scaffolding includes eight module units, each of which can support a radial beam 101. The vertical pole 3 of each module unit is arranged along the span direction of the corresponding radial beam 101. The eight radial beams 101 converge to the annular beam 102 at the center of the silo.

[0130] The scaffolding can not only ensure the stress stability of the beam in the building structure, but also improve the versatility and interchangeability of the components, standardize the production of scaffolding materials, and reduce production costs. Each module unit is laid out independently, and multiple module units can be arranged and erected simultaneously to improve the construction progress.

[0131] like Figure 3-5 In the module unit, the arrangement of the vertical pole 3 is: with the central axis of the radial beam 101 as the center line, extending in the first direction and the second direction respectively, the first direction is the span direction of the radial beam, and the second direction is the span direction perpendicular to the radial beam 101. In order to make the beams in the overall circular building realize reasonable modulus, in the process of optimizing the vertical pole arrangement of the scaffold, the disc-type support scaffold of each radial beam 101 is selected to be independently arranged to make up the modulus. Specifically, the radial beam 101 is located in the middle position of the corresponding module unit, and the positions on both sides correspond to the plates on both sides of the radial beam 101. In order to ensure that each radial beam can be stably supported, the vertical poles of each module unit are arranged from the positive projection position corresponding to the central axis of the radial beam, and are arranged at intervals along the span direction of the radial beam to the end position of the radial beam, and then the vertical poles are arranged in the second direction, and then the horizontal rods 4 and the inclined rods 5 in the vertical direction are installed.

[0132] The end of the radial beam 101 close to the center of the circle is the first end, and at least a number of the radial beams are provided with columns 106 at the first end. The area of ​​each module unit 201 located at the first end is used to arrange the poles 106 avoiding the columns. The arrangement characteristics of the poles depend on the structure of the building. In the present invention, the disc-type support frame is mainly set up for the silo. Therefore, according to the shape of the divided mold area to be supported, during the arrangement of the poles 3, the poles 3 at the edge of each module unit 201 need to be controlled in the divided mold area 104 to be supported, and cannot exceed the dividing line 105 of the mold area 104 to be supported too much, so as to prevent affecting the arrangement of the poles 3 of the adjacent module units.

[0133] In a more preferred embodiment, the poles are arranged in a staggered manner in the area where the adjacent module units 201 are connected. There are areas with inconsistent modules between the adjacent module units 201, and the areas with inconsistent modules are connected by setting fastener-type steel pipe connectors 12.

[0134] Since the silo 100 is a circular structure with an arc-shaped inner wall, when the vertical poles 3 are arranged at the inner wall position, a complete module cannot be formed. Therefore, a lot of space will remain between adjacent modular units, near the inner wall. In order to improve the stability of the module unit 201, a fastener-type scaffolding 13 is installed in the remaining space for reinforcement.

[0135] The formwork frame does not meet the module treatment method: when the module does not match, set the adjustment span at the position of the plate, and the adjustment span should be set at the position under the plate that bears less load. Use ordinary fastener steel pipes to pull each step into a whole, and extend the horizontal rod to both ends to buckle at least 2 vertical rods of the fixed bracket.

[0136] Horizontal scissors braces 11 are also provided between adjacent module units 201, and the horizontal scissors braces 11 are used to increase the integrity of the module units. Horizontal scissors braces are provided at intervals of 4-6 standard steps along the height of the support frame. When the frame is erected at a height below 8 meters, a continuous horizontal brace is provided at the top of the frame; when the frame is erected at a height above 8 meters, continuous horizontal scissors braces are provided at the bottom and top of the frame and at vertical intervals not exceeding 8 meters. The horizontal scissors brace is fixed to the horizontal rod or vertical rod intersecting with it by a rotating fastener, and the distance from the center line of the rotating fastener to the main node is not more than 150 mm.

[0137] As a preferred embodiment of the present invention, in the module unit 201, the spacing between the vertical poles 3 directly below the radial beam 101 is a first spacing, and there are plates on both sides of the radial beam 101. The spacing between the vertical poles 3 directly below the plates is a second spacing, and the first spacing is smaller than the second spacing.

[0138] In this embodiment, the height of the longitudinal section of the annular beam 102 is greater than the height of the radial beam 101 . Therefore, when the vertical poles 3 are arranged in the area of ​​the annular beam 102 , the vertical poles 3 are arranged densely.

[0139] The module unit 201 includes the following components: a base, a vertical rod 3 and a horizontal rod 4. It also includes a diagonal rod 5 and an adjustable bracket 10. The top of the module unit 201 is also provided with a template, a keel, and a longitudinal horizontal steel pipe 9, and the keel and the longitudinal horizontal steel pipe 9 are used to support the template.

[0140] The scaffold is equally divided into a plurality of module units 201 according to the number of radial beams 101 in the building, and the radial beam 101 corresponding to each module unit 201 is located at the center, and the top plate 103 structures are located on both sides of the radial beam 101. The top plate 103 between two adjacent radial beams 101 is divided into two according to the division of the area to be supported, and each belongs to two different units, and the supporting scaffold is erected separately.

[0141] The beam includes a plurality of radial beams 101 and annular beams 102 disposed at the ends of the plurality of radial beams 101, and the force analysis position includes the radial beams 101, the top plate 103 and the annular beams 102. The annular beam 102 has an open space inside, so the shape of the disc-type support scaffolding matches the shape of the overall beam plate and is annular.

[0142] The central area of ​​the disc-type support scaffold is a blank area, in which a fastener-type scaffold 13 is set up. The fastener-type scaffold 13 is located in the central hollow area of ​​the silo structure and is used to fill the polygonal area enclosed by the module units. The fastener-type scaffold 13 is basically not subjected to force and serves as a platform for construction workers to go up and down. Figure 4 shown.

[0143] In this embodiment, the structural information of the template unit is shown in Table 7-9:

[0144] Table 7 shows the template unit information at the bottom of the ring beam

[0145]

[0146] Table 8 shows the template unit information at the bottom of the radial beam

[0147]

[0148] Table 9 shows the template unit information at the bottom of the top plate

[0149]

[0150] Specifically, the vertical poles 3 are first arranged at intervals along the central axis direction, avoiding the position of the column 106, and then the vertical poles 3 are arranged at intervals in the second direction, wherein the end close to the side wall of the silo 100 is the first end of the beam, and the end close to the center of the silo 100 is the second end of the beam. From the first end to the second end, the modulus of the vertical pole 3 decreases. Because the load in the annular beam 102 area is large, the stable support of the bracket is achieved by increasing the density of the vertical poles 3.

[0151] As a commonly used support frame type in this field, the disc-type support frame usually has a fixed modulus, mostly 900mm and 600mm. A small modulus is used under the beam, and a large modulus can be used under the plate according to the situation. In order not to waste materials and ensure the stable support of the support frame system. The specific modulus selection is different according to different locations. High-risk areas with higher risks can be further encrypted to ensure that the force meets the requirements.

[0152] In this embodiment, the specific modular arrangement of each module unit 201 is finally determined through force analysis and verification and multiple adjustments.

[0153] Compared with the prior art, the disc-type support scaffold of this embodiment is limited by the fixed modulus and fixed structural form of the disc-type scaffold. From the perspective of the arrangement of the uprights 3, the structural form of the disc-type support frame of the prior art and the arrangement of the uprights 3 are not suitable for circular building structures, and the beams are arranged in a radial distribution. In order to overcome this technical defect, the inventor has made adaptive adjustments to the existing disc-type support frame structure based on the characteristics of the building structure. The inventor innovatively proposed to split the disc-type support scaffold into several module units 201, the number of module units 201 is determined by the number of beams, each module unit 201 corresponds to a beam, and the arrangement of the uprights 3 of each module unit 201 is carried out according to the span direction of the corresponding beam. The disc-type support scaffold structure of this structure can not only ensure the stress stability of the beam in the building structure, but also improve the versatility and interchangeability of the components. The arrangement of the uprights 3 between the beams does not affect each other, does not need to be limited to the fixed modulus, can be based on the existing standardized configuration scaffolding materials, and reduces the production cost. Multiple module units 201 can be arranged and erected simultaneously to improve the construction progress.

[0154] Example 2

[0155] This embodiment provides a design method of the disc-type supporting scaffold in Embodiment 1, comprising the following steps:

[0156] S1. According to the beam-slab structure and distribution characteristics, the circular area to be supported on the bottom surface of the beam-slab is divided into several sub-form areas to be supported, and the top of each of the sub-form areas to be supported corresponds to a radial beam 101, and a module unit 201 is arranged in each of the sub-form areas to be supported; the outline of each sub-form area to be supported is roughly fan-shaped, and the beam is located at the center of the fan.

[0157] S2. Conduct preliminary structural design for each of the module units 201, including determining the layout of the uprights 3, the module, the template specifications, the specifications and spacing of the secondary purlins 7, and the specifications and spacing of the main purlins 8; in the technical solution of the present invention, based on the engineering properties of the silo 100 structure and other information, a rough layout of the 3 points of the uprights can be made. At this time, the solution is in a general design stage without emphasis. Force analysis and verification can be carried out first according to the solution of this stage, and then fine-tuned adjustments can be made based on the verification results.

[0158] The arrangement method of the vertical poles 3 is: the vertical poles 3 are first arranged at intervals along the central axis of the beam to obtain a plurality of first points, and then each of the first points is used as a starting point to arrange the points along the span direction perpendicular to the beam to obtain a plurality of second points, and the plurality of the first points and the plurality of the second points are jointly filled in the area to be supported by the mold.

[0159] S3, according to the load requirements and engineering properties of the beam and slab, the preliminary structural design scheme of step S2 is subjected to stress analysis to determine whether the preliminary structural design scheme meets the stress requirements of the beam and slab to be constructed. When the preliminary structural design scheme does not meet the stress requirements, the structure of the module unit 201 is partially adjusted, and the stress analysis of the adjusted module unit 201 is re-performed until the module unit 201 meets the stress requirements, and the final structural design information of the module unit 201 is recorded and collated;

[0160] The force analysis position in step S3 includes beams and plates. The beams include a plurality of radial beams 101 and annular beams 102 disposed at the ends of the plurality of radial beams 101 . The force analysis position includes the radial beams 101 , the plates and the annular beams 102 .

[0161] As a preferred implementation, the contents of the force analysis include: formwork verification, secondary keel 7 verification, main keel 8 verification, longitudinal horizontal steel pipe 9 verification, adjustable bracket 10 verification, vertical pole 3 verification, height-to-width ratio verification, support frame anti-overturning verification and vertical pole 3 support surface bearing capacity verification.

[0162] In step S3, local adjustments are performed in the following order: material or thickness of the template, size and / or spacing and / or number of secondary keels 7, material and / or spacing of the main keels 8; after each adjustment is completed, force analysis and verification must be performed again until the module unit 201 structure meets the force requirements.

[0163] S4. Perform on-site layout of the module unit 201 according to the final structural design information of the module unit 201 in step S3, and complete the erection of the supporting scaffolding.

[0164] The force analysis and calculation of this embodiment is described in detail by taking the ring beam 102 as an example. Because in the positive projection area of ​​the ring beam 102 structure, the three points of the vertical poles in each corresponding module unit 201 do not completely coincide with the central axis of the ring beam 102 structure, the force analysis and calculation needs to focus on this position. See Table 10 for the load coefficient:

[0165] Table 10 is a summary table of load factors

[0166]

[0167] During the stress analysis, the stress diagram of the template unit is as follows: Figure 6-7 As shown;

[0168] The calculation of the template 6, secondary keel 7, main keel 8, and longitudinal horizontal steel pipe 9 involves bending, shear, deflection, etc. The formula is based on the industry specifications. The specific analysis is adjusted according to the specific force mode.

[0169] The following is the stress analysis process of the final adjustment plan, taking the template verification as an example: The template information is shown in Table 11:

[0170] Table 11 shows the basic information of the template

[0171] Panel Type Wood veneer plywood Panel thickness t(mm) 15 <![CDATA[Design value of flexural strength of the panel [f] (N / mm 2 )]]> 15 <![CDATA[Design value of shear strength of the panel [τ] (N / mm 2 )]]> 1.4 <![CDATA[Panel elastic modulus E (N / mm 2 )]]> 10000 Verification method Simply supported beam

[0172] In Table 11, the panel represents the template referred to in this embodiment.

[0173] Calculation based on simply supported beam:

[0174] Section resistance moment: W = bh 2 / 6

[0175] W = 1500 × 15 × 15 / 6 = 56250 mm 3

[0176] b represents the width of the cross section; h represents the thickness of the cross section.

[0177] Sectional moment of inertia: I = bh 3 / 12

[0178] b represents the width of the cross section; h represents the thickness of the cross section.

[0179] I=1500×15×15×15 / 12=421875mm 4

[0180] q1=γ0×[1.3(G 1k +(G 2k +G 3k )×h)+1.5×γ L ×Q 1k ]×b

[0181] q1=1×[1.3×(0.1+(24+1.5)×1.4)+1.5×0.9×3]×1.5=75.885kN / m

[0182] q2=[1×(G 1k +(G 2k +G 3k )×h)]×b

[0183] q2=[1×(0.1+(24+1.5)×1.4)]×1.5=53.7kN / m

[0184] Specifically, 1. Bending calculation:

[0185] M max =0.125q1L 2

[0186] σ=M max / W

[0187] Where σ represents the bending strength, q1 represents the load combination under the ultimate bearing capacity state; L represents the span; W represents the section resistance moment; M max represents the maximum bending moment;

[0188] M max =0.125×75.885×0.225 2 =0.48kN·m

[0189] σ=0.48×10 6 / 56250=8.537N / mm 2 ≤[f]=15N / mm 2 (Satisfy the requirements)

[0190] 2. Deflection verification:

[0191] v max =5q2L 4 / (384EI)

[0192] V max represents the maximum deformation, L represents the span, E represents the elastic modulus of the panel, I represents the moment of inertia of the section, and q2 represents the load combination under the normal service limit state;

[0193] =5×53.7×225 4 / (384×10000×421875)=0.425mm≤[v]=min[L / 150,10]=min[225 / 150,10]=1.5mm

[0194] 3. Support reaction calculation

[0195] Design value (limit state of bearing capacity) R max =1q1L

[0196] R max =1×75.885×0.225=17.074kN

[0197] Standard value (normal use limit state) R' max =1q2L

[0198] R′ max =1×53.7×0.225=12.082kN

[0199] The verification of the main keel 8, secondary keel 7 and longitudinal horizontal steel pipe 9 is carried out in accordance with the specifications.

[0200] In this embodiment, the main keel is made of square steel tubes and the secondary keel is made of square wood.

[0201] The calculation includes bending calculation, shear calculation, deflection calculation and support reaction calculation, which will not be described in detail in this embodiment.

[0202] About the calculation of adjustable bracket 10:

[0203] The information of the adjustable bracket 10 is shown in Table 12:

[0204] Table 12 is the adjustable bracket information

[0205]

[0206] The verification contents include:

[0207] Fastener anti-slip verification: Maximum force on both sides of the pole N = max[R1, R4] = max[5.166, 5.843] = 5.843kN ≤ 0.85 × 8 = 6.8kN

[0208] When the torque of a single fastener reaches 40 to 65 N·m and there are no quality defects, the single fastener can meet the requirements.

[0209] Adjustable bracket verification:

[0210] The maximum force of the adjustable bracket N = max[R2, R3] = 26.75kN ≤ [N] = 30kN, which shows that the requirements are met!

[0211] Regarding the pole verification, the pole information is shown in Table 13:

[0212] Table 13 is the pole information

[0213] Pole steel pipe section type (mm) Φ60×3.2 Calculation section type of vertical steel pipe (mm) φ60×3.2 Steel grade Q345 <![CDATA[Cross-sectional area A of the vertical pole (mm 2 )]]> 571 Radius of gyration i(mm) 20.1 <![CDATA[Section modulus w of vertical pole (cm 3 )]]> 7.7 Correction factor η for calculating the length of the support pole 1.2 Cantilever end calculation length reduction factor k 0.7 <![CDATA[Design value of compressive strength [f] (N / mm 2 )]]> 300 Standard value of bracket deadweight q(kN / m) 0.15

[0214] 1. Slenderness ratio verification: h max=max(ηh,h′+2ka)

[0215] h max =max(1.2×1500,1000+2×0.7×500)=1800mm

[0216] λ=h max / i, λ=1800 / 20.1=89.552≤[λ]=150, the slenderness ratio meets the requirements.

[0217] Table lookup: φ = 0.558

[0218] 2. Wind load calculation

[0219]

[0220] R1=5.166kN, R=26.263kN, R3=26.75kN, R4=5.843kN

[0221] The vertical bars on both sides of the beam bear the floor load:

[0222] The right floor slab transfers the load to the right column of the beam:

[0223] N 边 =1×[1.3×(0.5+(24+1.1)×0.5)+1.5×0.9×3]×(0.9+1.8-0.9-1.5 / 2) / 2×0.9=9.93kN

[0224] N d =max[R1, R2, R3, R4+N 边 ]

[0225] =max[5.166, 26.263, 26.75, 5.843, 9.93]+1.872=28.622kN

[0226]

[0227] Height-to-width ratio verification: According to Article 8.3.2 of the "Unified Technical Standard for Safety of Scaffolding in Construction" GB51210-2016, the height-to-width ratio of the independent frame of the supporting scaffolding should not be greater than 3.0

[0228] In this embodiment: H / B=11 / 23=0.478≤3, which shows that the requirement is met!

[0229] The frame anti-overturning verification and the vertical pole support surface bearing capacity verification are carried out according to the specifications.

[0230] In the design method of this embodiment, the area to be supported is divided according to the distribution characteristics of the beams in the building structure, so that the layout of the vertical poles between adjacent beams does not affect each other, and then the vertical pole point positioning in each area is preliminarily completed according to the modular idea, and the structural parameter information of the module unit and the material, spacing, thickness of the main keel, secondary keel, formwork, etc. on the top of the module unit are adaptively adjusted through force analysis to make the structure of the overall disc-type supporting scaffolding most stable, so that it can play a stable role in the process of supporting beams and slabs with an elevation of more than 10 meters.

[0231] Through the design method, a standard product of disc-type supporting scaffolding suitable for the building structure to be supported can be designed, and the construction of the building can be carried out at the lowest cost based on standard components. There is no need to produce additional supporting scaffolding parts due to the specific shape of the building structure, which greatly controls the construction cost.

[0232] Example 3

[0233] This embodiment discloses a construction method of a disc-type support scaffolding system in an embodiment, comprising the following steps:

[0234] Step A1, dividing the area to be supported in the silo 100 structure into multiple areas to be supported; specifically, the basis for division is: according to the position of the beams distributed in the annular array in the silo 100, the plate between two adjacent beams is divided in half, and the area between adjacent dividing lines 105 is a area to be supported; each of the areas to be supported includes a radial beam 101 body and top plates 103 located on both sides of the radial beam 101 body. Figure 2 .

[0235] Step A2: based on the beam design position of the silo 100 structure and the parameter information of the optimal structure of the module unit 201, the vertical poles 3 in the module unit 201 are laid out on site; all module units 201 are laid out synchronously or sequentially; further preferably, the bordering positions between adjacent module units 201 are connected by steel pipes.

[0236] Step A3: Install the horizontal bars and diagonal bars layer by layer from bottom to top until the designed elevation of the beam and slab is reached;

[0237] Step A4: further install the formwork structure of the cast-in-place beam and slab until the entire disc-type supporting scaffolding is completed.

[0238] In the construction method of the present invention, the disc-type support scaffold obtained by the above-mentioned design method is erected on site. According to the design plan, accurate on-site layout is carried out in the area to be supported. The base is arranged first, and the arrangement position of the vertical pole 3 is determined. After the vertical pole 3 is arranged, the bracket is erected from bottom to top. The specific component connection method of the bracket is the same as the disc-type bracket of the prior art. When the spacing of the vertical poles 3 in the area between the module units 201 does not meet the module number and cannot be connected by the horizontal rod 4, the adjacent two vertical poles 3 are connected by steel pipe fasteners to form a whole.

[0239] like Figure 3 As shown in the structural diagram, after all the module units 201 are built, each module unit 201 will be checked and a horizontal scissors brace 11 will be added to further improve the support stability and enhance the integrity of the disc-type support scaffolding.

[0240] Through this construction method, while ensuring the safety of the formwork, the construction and assembly of the disc-type support scaffolding system can be quickly completed, and the cast-in-place construction of the beams and slabs can be carried out smoothly, greatly improving the construction efficiency.

[0241] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A disc-type support scaffold, characterized in that: The disc-type support scaffolding is used to support the beam plate, the bottom surface profile of the beam plate is circular, the beam plate comprises a plate and a plurality of radial beams (101), at least a plurality of the radial beams (101) are distributed along the radial direction of the circle, the disc-type support scaffolding comprises a plurality of module units (201), each of the module units (201) can support a radial beam (101) respectively, the uprights (3) of each module unit (201) are arranged along the span direction of the radial beam (101), there is a region of inconsistent modules between two adjacent module units (201), and the region of inconsistent modules is connected by a connector.

2. The disc-type supporting scaffold according to claim 1 is characterized in that: In the module unit (201), the vertical poles (3) are arranged in such a manner that they extend in a first direction and a second direction respectively, with the central axis of the radial beam (101) as the center line, wherein the first direction is the span direction of the radial beam (101), and the second direction is the span direction perpendicular to the radial beam (101).

3. The disc-type supporting scaffold according to claim 2 is characterized in that: The end of the radial beam (101) close to the center of the circle is a first end portion, at least a plurality of the radial beams (101) are provided with a column (106) at the first end portion, and the vertical pole (3) is arranged in an area located at the first end portion in each module unit (201) avoiding the column (106).

4. The disc-type supporting scaffold according to claim 2, characterized in that: In the area where adjacent module units (201) are connected, the upright poles (3) are arranged in a staggered manner.

5. The disc-type supporting scaffold according to claim 2, characterized in that: The areas with different modules are connected by arranging fastener-type steel pipe connectors (12).

6. The disc-type supporting scaffold according to claim 1, characterized in that: A horizontal scissors brace (11) is provided between adjacent module units (201), and the horizontal scissors brace (11) is used to connect the module units (201) into a whole.

7. The disc-type supporting scaffold according to claim 1, characterized in that: In the module unit (201), the spacing between the vertical poles (3) located directly below the radial beam (101) is a first spacing, the radial beam (101) is provided with a top plate (103) on both sides, the spacing between the vertical poles (3) located directly below the top plate (103) is a second spacing, and the first spacing is smaller than the second spacing.

8. The disc-type supporting scaffold according to claim 1, characterized in that: The module unit (201) comprises the following components: a base, a vertical rod (3) and a horizontal rod (4); the vertical rod (3) is vertically inserted into the base sleeve; and the two ends of the horizontal rod (4) are respectively assembled and locked with the discs of the vertical rod (3).

9. The disc-type supporting scaffold according to claim 8, characterized in that: The module unit (201) further comprises an inclined brace (5) and an adjustable bracket (10), wherein the two ends of the inclined brace (5) are respectively assembled and locked with the discs of the vertical pole (3), and the adjustable bracket (10) is arranged on the top layer of the vertical pole (3).

10. The disc-type supporting scaffold according to claim 8, characterized in that: The top of the module unit (201) is also provided with a template, a keel, and a longitudinal horizontal steel pipe (9), and the keel and the longitudinal horizontal steel pipe (9) are used to support the template.

11. A method for designing a disc-type support scaffold according to any one of claims 1 to 10, comprising the following steps: S1, dividing the circular area to be supported on the bottom surface of the beam and slab into a plurality of sub-areas to be supported, the top of each of the sub-areas to be supported corresponding to a radial beam (101), and each of the sub-areas to be supported corresponding to a module unit (201); S2, performing preliminary structural design on each of the module units (201), including determining the layout mode, module number, template specifications, secondary keel (7) specifications and spacing, and primary keel (8) specifications and spacing of the vertical poles (3); S3, performing a stress analysis on the preliminary structural design scheme of step S2, and determining whether the preliminary structural design scheme meets the stress requirements of the beam and slab to be constructed; when the preliminary structural design scheme does not meet the stress requirements, performing a partial adjustment on the structure of the module unit (201), and re-performing a stress analysis on the adjusted module unit (201), until the module unit (201) meets the stress requirements, and recording and arranging the final structural design information of the module unit (201); S4. Perform on-site layout of the module unit (201) according to the final structural design information of the module unit (201) in step S3, and complete the erection of the supporting scaffolding.

12. The design method of the disc-type support scaffolding according to claim 11, characterized in that: In step S1, the outline of each of the areas to be supported is fan-shaped, and the radial beam (101) is located at the center of the fan-shaped area.

13. The design method of the disc-type support scaffold according to claim 11, characterized in that: In step S2, the arrangement of the vertical poles (3) is as follows: the vertical poles (3) are first arranged at intervals along the central axis of the beam to obtain a plurality of first points, and then each of the first points is used as a starting point to arrange the points along the span direction perpendicular to the beam to obtain a plurality of second points, and the plurality of the first points and the plurality of the second points are jointly filled in the area to be supported by the mold.

14. The design method of the disc-type support scaffold according to claim 11, characterized in that: The force analysis positions in step S3 include beams and plates, and the beams include the radial beams (101).

15. The design method of the disc-type support scaffolding according to claim 14, characterized in that: The beam plate also includes an annular beam (102) arranged at the ends of the plurality of radial beams (101), and the force analysis position includes the radial beams (101), the plate and the annular beam (102).

16. The design method of the disc-type support scaffold according to claim 12, characterized in that: The contents of the force analysis include: formwork verification, secondary purlin (7) verification, main purlin (8) verification, longitudinal horizontal steel pipe (9) verification, adjustable bracket (10) verification, vertical pole (3) verification, height-width ratio verification, support frame anti-overturning verification and vertical pole (3) support surface bearing capacity verification.

17. The design method of the disc-type support scaffold according to claim 13, characterized in that: In step S3, local adjustments are performed in the following order: the material and / or thickness of the template, the size and / or spacing and / or number of the secondary keels (7), and the material and / or spacing of the main keels (8); after each adjustment is completed, the force analysis and verification is performed again until the module unit (201) structure meets the force requirements.

18. A construction method for a disc-type support scaffold, characterized in that: The disc-type supporting scaffold is designed according to the design method according to any one of claims 11 to 17, and comprises the following steps: Step A1, dividing the area to be supported by formwork below the beam and slab into a plurality of sub-areas to be supported by formwork; Step A2, constructing the module unit (201) in the area of ​​the mold to be supported, and setting the vertical pole (3) of each module unit (201) according to the direction of the corresponding beam; Step A3, completing the installation of the horizontal rods (4) and the diagonal rods (5) layer by layer from bottom to top until the designed elevation of the beam and slab is reached; Step A4, installing the longitudinal horizontal steel pipe (9), the main keel (8), the secondary keel (7) and the template on the adjustable bracket (10); Step A5, repeat steps A2-A4 until all the module units (201) in the area to be supported are completed.

19. The construction method of the disc-type supporting scaffold according to claim 18, characterized in that: In step A1, the segmentation principle is: the beam is located at the center of the mold area to be supported, and the areas of the plates on both sides of the beam in the mold area to be supported are the same.

20. The construction method of the disc-type supporting scaffold according to claim 18, characterized in that: In step A2, in each area of ​​the mold to be supported, the order of on-site layout of the uprights (3) is: first positioning the points under the beam, and then positioning the points perpendicular to the length direction of the radial beam (101).

21. The construction method of the disc-type supporting scaffold according to claim 18, characterized in that: The method further comprises step A6, connecting adjacent module units (201) via a fastener-type steel pipe support frame and a horizontal scissor brace (11) so that all the module units (201) form a whole.

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