A method for dismantling a large-span open-web sandwich plate structure disc buckle type support frame

Abstract

The application discloses a large-span open-web sandwich plate structure disc buckle type support frame dismounting method and relates to the field of building construction equipment. The technical scheme is as follows: S1, construction starts, and a first layer of scaffold is erected; S2, a first layer of scaffold is erected; S3, after 4d of concrete pouring of the upper rib and thin plate of the first layer, a second layer of scaffold is erected; S4, after 4d of concrete pouring of the upper rib and thin plate of the second layer, scaffold support under the top plate of the first layer is removed; S5, part of the scaffold support of the first layer is reserved, and the rest of the scaffold support of the first layer is removed; S6, a third layer of scaffold is erected; S7, after 4d of concrete pouring of the upper rib and thin plate of the third layer, part of the scaffold support of the second layer is reserved, and the rest of the scaffold support of the second layer is removed; and S8, part of the scaffold support of the first layer is removed. The application has the beneficial effect that when the upper structure is constructed, part or all of the scaffold of the lower floor can be reasonably removed, so that the utilization rate of the scaffold and the formwork is fully improved.

Description

Technical Field

[0001] This invention relates to the field of construction equipment, and in particular to a method for dismantling a disc-lock type support frame for a large-span hollow sandwich panel structure. Background Technology

[0002] The reinforced concrete hollow sandwich slab structure is a new structural system proposed by Academician Ma Kejian in the 1980s. It is formed by hollowing out the web of the solid rib beams on the grid floor slab to form upper and lower ribs, and only retaining the reinforced concrete at the intersection of the rib beams. The reinforced concrete forms vertical members (i.e., shear keys (7)) to transmit shear force, so that the upper and lower ribs work together. Compared with the reinforced concrete dense rib grid floor slab and the reinforced concrete hollow grid floor slab, the reinforced concrete hollow sandwich slab floor slab has the characteristics of light weight, less steel reinforcement, and small structural height. Its appearance is highly transparent, the components are neat and uniform, and the shape is beautiful. It integrates "load-bearing, enclosure, decoration and pipeline support". Subsequently, due to the need for larger span structures, Academician Ma Kejian proposed the U-shaped steel plate-concrete composite hollow sandwich slab structural system, which can be used in large span spatial structures with a span of 39m. Both types of hollow sandwich slab structures possess excellent spatial stress characteristics and architectural functionality. They are novel floor structure systems proposed in response to the trend of building structures evolving from single-story large-span to multi-story large-span structures. These systems are widely used in various large-span structures and have been applied and promoted in many cities across the country. Furthermore, based on extensive research, two local codes for hollow sandwich slabs have been implemented, further promoting the application of hollow sandwich slab floor structure systems in practical engineering projects.

[0003] However, the support system for hollow sandwich slab structures is quite complex during construction, resulting in a long construction period. For multi-story, large-span hollow sandwich slabs, the support system must be continuously arranged from the first floor to the top floor. Only when the concrete of the top floor hollow sandwich slab reaches its design strength can the supports be removed layer by layer from top to bottom. The formwork and scaffolding for hollow sandwich slab structures have almost no turnover, resulting in very high costs. At the same time, the inability to remove the formwork and scaffolding in a timely manner prevents subsequent decoration and other works on the lower multi-story structures from being carried out, affecting the construction period and further increasing the overall construction cost of the project. Summary of the Invention

[0004] To address the aforementioned technical problems, this invention provides a method for dismantling a disc-lock type support frame for a large-span hollow sandwich panel structure.

[0005] Its technical solution includes the following steps:

[0006] S1. Construction begins; erect the -1 level scaffolding.

[0007] S2. Erect one layer of scaffolding;

[0008] For the first floor lower rib and shear key, formwork was erected, reinforcement was tied, and concrete was poured.

[0009] For the first floor, formwork was erected for the upper ribs and thin slabs, steel reinforcement was tied, and concrete was poured.

[0010] Four days after the S3 and 1st floor upper ribs and thin slab concrete were poured, two layers of scaffolding were erected.

[0011] Formwork was erected, steel reinforcement was tied, and concrete was poured for the lower ribs and shear keys of the second floor.

[0012] Formwork was erected, steel bars were tied, and concrete was poured for the upper ribs and thin plates of the second floor.

[0013] Four days after the S4 and 2nd layer upper ribs and thin slab concrete were poured, the scaffolding support under the -1st layer top slab was removed.

[0014] S5. Retain one layer of scaffolding support and remove the remaining one layer of scaffolding support;

[0015] S6. Erect a 3-story scaffold;

[0016] The formwork for the lower ribs and shear keys of the third floor was erected, the reinforcing bars were tied, and concrete was poured.

[0017] The formwork for the upper ribs and thin plates of the three-layer structure was erected, the reinforcing bars were tied, and concrete was poured.

[0018] Four days after the S7 and 3rd layer upper ribs and thin plate concrete were poured, the 2nd layer of scaffolding support was retained, and the remaining 2nd layer of scaffolding support was removed.

[0019] S8. Remove the remaining scaffolding supports on the first floor;

[0020] S9. Erect m-layer scaffolding;

[0021] For the lower ribs and shear keys of the m-level, formwork was erected, reinforcement was tied, and concrete was poured.

[0022] For the upper ribs and thin plates of layer m, formwork is erected, steel bars are tied, and concrete is poured.

[0023] Four days after the concrete pouring of the upper ribs and thin slabs of S10 and m layers, some scaffolding supports of m-1 layer are retained, and the remaining scaffolding supports of m-1 layer are removed.

[0024] S11. Remove the remaining scaffolding supports on floor m-2;

[0025] S12. Erect n layers of scaffolding;

[0026] For the lower ribs and shear keys of the nth floor, formwork was erected, steel reinforcement was tied, and concrete was poured.

[0027] For the upper ribs and thin plates of the nth layer, formwork is erected, steel bars are tied, and concrete is poured.

[0028] After 14 days of pouring concrete for the upper ribs and thin slabs of S13 and n layers, retain some scaffolding support for the n-1 layer and remove the remaining scaffolding support for the n-1 layers.

[0029] After 28 days of pouring concrete for the upper ribs and thin slabs of S14 and n layers, all scaffolding supports on the n layer were removed.

[0030] S15. Remove the remaining scaffolding supports on the n-1 level;

[0031] S16. Remove the remaining scaffolding supports on the n-2 floor, and the construction is complete.

[0032] Preferably, the partial scaffolding support consists of a rectangular central support area located in the middle of the hollow sandwich panel and auxiliary support areas located at the four corners of the central support area;

[0033] The central support area includes several shear keys for supporting the middle part of the hollow sandwich panel, and the projection of the multiple shear keys on the horizontal plane is rectangular.

[0034] Each of the auxiliary support areas includes several shear keys for supporting the four corners of the central support area, and the projection of the multiple shear keys on the horizontal plane is rectangular.

[0035] Preferably, each shear key support point is provided with at least 10 uprights. At the same time, in order to ensure the stability of the scaffolding support system, the original support system should be kept unchanged, that is, the original diagonal braces and horizontal members at the support position should remain unchanged.

[0036] Preferably, the dismantling sequence of the scaffolding support starts from any two opposite corners of the hollow sandwich panel and moves towards the connecting line of the other two corners. When the dismantling reaches the midpoint of each side of the hollow sandwich panel, the dismantled scaffolding and formwork are removed.

[0037] Preferably, for floors where scaffolding supports need to be partially removed, structural deformation should be monitored in real time during the removal process to prevent sudden stress changes. Deflection monitoring points and stress monitoring points should be set up on each floor, with monitoring points in each area mainly located at the mid-span of the structure.

[0038] The beneficial effects of the technical solution provided by the embodiments of the present invention are as follows: When constructing the upper structure, under the premise of ensuring structural safety, some or all of the scaffolding on the lower floors can be reasonably removed, so as to fully improve the utilization rate of scaffolding and formwork, greatly reduce the rental cost of scaffolding and construction cost, and after the scaffolding on the lower floors is removed, subsequent decoration and other projects can be carried out, shortening the total construction period. Attached Figure Description

[0039] Figure 1 This is a schematic diagram of step S1 in an embodiment of the present invention.

[0040] Figure 2 This is a schematic diagram of step S2 in an embodiment of the present invention.

[0041] Figure 3 This is a schematic diagram of step S3 in an embodiment of the present invention.

[0042] Figure 4 This is a schematic diagram of step S4 in an embodiment of the present invention.

[0043] Figure 5 This is a schematic diagram of step S5 in an embodiment of the present invention.

[0044] Figure 6 This is a schematic diagram of step S6 in an embodiment of the present invention.

[0045] Figure 7 This is a schematic diagram of step S7 in an embodiment of the present invention.

[0046] Figure 8 This is a schematic diagram of step S8 in an embodiment of the present invention.

[0047] Figure 9 This is a schematic diagram of step S9 in an embodiment of the present invention.

[0048] Figure 10 This is a schematic diagram of step S10 in an embodiment of the present invention.

[0049] Figure 11 This is a schematic diagram of step S11 in an embodiment of the present invention.

[0050] Figure 12 This is a schematic diagram of step S12 in an embodiment of the present invention.

[0051] Figure 13 This is a schematic diagram of step S13 in an embodiment of the present invention.

[0052] Figure 14 This is a schematic diagram of step S14 in an embodiment of the present invention.

[0053] Figure 15 This is a schematic diagram of step S15 in an embodiment of the present invention.

[0054] Figure 16 This is a schematic diagram of step S16 in an embodiment of the present invention.

[0055] Figure 17 This is a schematic diagram of the scaffolding support for the retained portion of an embodiment of the present invention.

[0056] The attached diagram is labeled as follows: a) Central support area; b) Auxiliary support area; 7) Shear key. Detailed Implementation

[0057] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. Of course, the specific embodiments described herein are merely illustrative and not intended to limit the invention.

[0058] It should be noted that, unless otherwise specified, the embodiments and features described in the present invention can be combined with each other.

[0059] In the description of this invention, it should be understood that the terms "center," "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicating orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation on this invention. Furthermore, the terms "first," "second," etc., are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Thus, features defined with "first," "second," etc., may explicitly or implicitly include one or more of that feature. In the description of this invention, unless otherwise stated, "a plurality of" means two or more.

[0060] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art will understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0061] Example 1

[0062] See Figures 1 to 17 This invention provides a method for dismantling a disc-lock type support frame for a large-span hollow sandwich panel structure, comprising the following steps:

[0063] S1. Construction begins; erect the -1 level scaffolding.

[0064] S2. Erect one layer of scaffolding;

[0065] For the first floor lower rib and shear key, 7 formwork was erected, steel bars were tied, and concrete was poured.

[0066] For the first floor, formwork was erected for the upper ribs and thin slabs, steel reinforcement was tied, and concrete was poured.

[0067] Four days after the S3 and 1st floor upper ribs and thin slab concrete were poured, two layers of scaffolding were erected.

[0068] For the second-floor lower rib and shear key, 7 formwork supports were erected, reinforcement bars were tied, and concrete was poured.

[0069] Formwork was erected, steel bars were tied, and concrete was poured for the upper ribs and thin plates of the second floor.

[0070] Four days after the S4 and 2nd layer upper ribs and thin slab concrete were poured, the scaffolding support under the -1st layer top slab was removed.

[0071] S5. Retain one layer of scaffolding support and remove the remaining one layer of scaffolding support;

[0072] S6. Erect a 3-story scaffold;

[0073] Seven formwork supports were erected, steel bars were tied, and concrete was poured for the lower ribs and shear keys of the third floor.

[0074] The formwork for the upper ribs and thin plates of the three-layer structure was erected, the reinforcing bars were tied, and concrete was poured.

[0075] Four days after the S7 and 3rd layer upper ribs and thin plate concrete were poured, the 2nd layer of scaffolding support was retained, and the remaining 2nd layer of scaffolding support was removed.

[0076] S8. Remove the remaining scaffolding supports on the first floor;

[0077] S9. Erect m-layer scaffolding (m is the intermediate layer, m is greater than 3);

[0078] For the lower rib and shear key of the m-level, formwork was erected, reinforcement was tied, and concrete was poured.

[0079] For the upper ribs and thin plates of layer m, formwork is erected, steel bars are tied, and concrete is poured.

[0080] Four days after the concrete pouring of the upper ribs and thin slabs of S10 and m layers, some scaffolding supports of m-1 layer are retained, and the remaining scaffolding supports of m-1 layer are removed.

[0081] S11. Remove the remaining scaffolding supports on floor m-2;

[0082] S12. Erect n-layer scaffolding (n-layer is the top layer);

[0083] For the nth floor lower rib and shear key 7, formwork was erected, steel bars were tied, and concrete was poured;

[0084] For the upper ribs and thin plates of the nth layer, formwork is erected, steel bars are tied, and concrete is poured.

[0085] After 14 days of pouring concrete for the upper ribs and thin slabs of S13 and n layers, retain some scaffolding support for the n-1 layer and remove the remaining scaffolding support for the n-1 layers.

[0086] After 28 days of pouring concrete for the upper ribs and thin slabs of S14 and n layers, all scaffolding supports on the n layer were removed.

[0087] S15. Remove the remaining scaffolding supports on the n-1 level;

[0088] S16. Remove the remaining scaffolding supports on the n-2 floor, and the construction is complete.

[0089] The scaffolding support consists of a rectangular central support area a located in the middle of the hollow sandwich panel and auxiliary support areas b located at the four corners of the central support area a.

[0090] The central support area a includes a number of shear keys 7 for supporting the middle part of the hollow sandwich panel, and the projection of the multiple shear keys 7 on the horizontal plane is rectangular.

[0091] Because the structural stress in the central area of ​​a large-span hollow sandwich slab is relatively large during the structural construction process, all the shear key 7 supports at the center of the hollow sandwich slab must be retained. That is, all the supports in the area with the greatest stress need to be retained. Furthermore, at least 16 shear key 7 support points are required in the central support area a.

[0092] Each of the auxiliary support areas b includes several shear keys 7 for supporting the four corners of the central support area, and the projection of the multiple shear keys 7 on the horizontal plane is rectangular.

[0093] To save costs, ensure uniform stress distribution in the overall structure and support, and facilitate subsequent demolding, only auxiliary support areas b at the four corners of the central support area a and the side area of ​​the hollow sandwich panel are retained. Furthermore, the auxiliary support area b has at least four shear key support points.

[0094] At least 10 uprights should be set at each shear key 7 support point. At the same time, in order to ensure the stability of the scaffolding support system, the original support system should be kept unchanged, that is, the original diagonal braces and horizontal members at the support position should remain unchanged.

[0095] The dismantling sequence of the scaffolding supports begins simultaneously from any two opposite corners of the hollow sandwich panel towards the connecting line of the other two corners. When dismantling reaches the midpoint of each side of the hollow sandwich panel, the dismantled scaffolding and formwork should be promptly organized and moved out of the current layer, ensuring personnel safety, and should not be piled up in a concentrated manner.

[0096] The diagonal dismantling towards the center follows the principle of "first support, first dismantle; last support, last dismantle," while fully considering the stress stability during the dismantling process. This ensures that the project is evenly stressed without quality damage, even when the upper part is subjected to significant stress.

[0097] To prevent or reduce the potential impact on the overall structure during construction and demolition, and to ensure the safety and stability of the structure, for floors where scaffolding supports need to be partially removed, the structural deformation should be monitored in real time during the demolition process to prevent sudden stress changes. Deflection monitoring points and stress monitoring points should be set up on each floor, with the main monitoring points in each area located at the mid-span of the structure (where the structural deflection is relatively large).

[0098] 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, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for dismantling a disc-lock type support frame for a large-span hollow sandwich panel structure, characterized in that, Includes the following steps: S1. Construction begins; erect the -1 level scaffolding. S2. Erect one layer of scaffolding; For the lower rib and shear key (7) of the first floor, formwork was erected, steel bars were tied, and concrete was poured; For the first floor, formwork was erected for the upper ribs and thin slabs, steel reinforcement was tied, and concrete was poured. Four days after the S3 and 1st floor upper rib and thin plate concrete were poured, two layers of scaffolding were erected. For the second floor lower rib and shear key (7), formwork was erected, steel bars were tied, and concrete was poured; Formwork was erected, steel bars were tied, and concrete was poured for the upper ribs and thin plates of the second floor. Four days after the S4 and 2nd floor upper ribs and thin slab concrete were poured, the scaffolding support under the -1 floor top slab was removed. S5. Retain one layer of scaffolding support and remove the remaining one layer of scaffolding support; The scaffolding support consists of a rectangular central support area (a) located in the middle of the hollow sandwich panel and auxiliary support areas (b) located at the four corners of the central support area (a). The central support area (a) includes a number of shear keys (7) for supporting the middle part of the hollow sandwich panel, and the projection of the multiple shear keys (7) on the horizontal plane is rectangular; Each of the auxiliary support areas (b) includes a number of shear keys (7) for supporting the four corners of the central support area, and the projection of the multiple shear keys (7) on the horizontal plane is rectangular; At least 10 uprights are set at each shear key (7) support point. At the same time, in order to ensure the stability of the scaffolding support system, the original support system should be kept unchanged, that is, the original diagonal braces and horizontal members at the support position should remain unchanged. The dismantling sequence of the scaffolding support starts from any two opposite corners of the hollow sandwich panel and moves towards the connecting line of the other two corners. When the dismantling reaches the midpoint of each side of the hollow sandwich panel, the dismantled scaffolding and formwork are removed. For floors where scaffolding supports need to be partially removed, structural deformation should be monitored in real time during the removal process to prevent sudden stress changes. Deflection monitoring points and stress monitoring points should be set up on each floor, with monitoring points in each area mainly located at the mid-span of the structure. S6. Erect a 3-story scaffold; For the lower ribs and shear keys (7) of the third floor, formwork was erected, steel bars were tied, and concrete was poured; The formwork for the upper ribs and thin plates of the three-layer structure was erected, the reinforcing bars were tied, and concrete was poured. Four days after the S7 and 3rd layer upper ribs and thin plate concrete were poured, the 2nd layer of scaffolding support was retained, and the remaining 2nd layer of scaffolding support was removed. S8. Remove the remaining scaffolding supports on the first floor; S9. Erect m-layer scaffolding; For the lower ribs and shear keys of the m-layer (7), formwork was erected, reinforcement was tied, and concrete was poured; For the upper ribs and thin plates of layer m, formwork is erected, steel bars are tied, and concrete is poured. Four days after the concrete pouring of the upper ribs and thin slabs of S10 and m layers, some scaffolding supports of m-1 layer are retained, and the remaining scaffolding supports of m-1 layer are removed. S11. Remove the remaining scaffolding supports on floor m-2; S12. Erect n layers of scaffolding; For the lower ribs and shear keys of the nth layer (7), formwork was erected, reinforcement was tied, and concrete was poured; For the upper ribs and thin plates of the nth layer, formwork is erected, steel bars are tied, and concrete is poured. Fourteen days after the concrete pouring of the upper ribs and thin slabs of S13 and n layers, some scaffolding supports of the n-1 layer are retained, and the remaining scaffolding supports of the n-1 layers are removed. 28 days after the concrete pouring of the upper ribs and thin slabs of S14 and n layers, all scaffolding supports of the n layer are removed. S15. Remove the remaining scaffolding supports on the n-1 level; S16. Remove the remaining scaffolding supports on the n-2 floor, and the construction is complete.

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