CN-117211518-B - Method for dismantling disk buckle type supporting frame of large-span hollow sandwich plate structure

CN117211518BCN 117211518 BCN117211518 BCN 117211518BCN-117211518-B

Abstract

The invention discloses a dismantling method of a large-span hollow sandwich plate structure disc buckle type support frame, which relates to the field of building construction equipment, and the technical scheme is that the method comprises the following steps of S1, starting construction, and erecting a-1 layer scaffold; S2, setting up 1 layer of scaffold, setting up 2 layers of scaffold after pouring 4d of upper rib and thin plate of S3, 1 layer of concrete, setting up 2 layers of scaffold after pouring 4d of upper rib and thin plate of S4, 2 layers of concrete, removing scaffold supports under a-1 layer of roof, S5, reserving 1 layer of partial scaffold supports, removing the rest 1 layer of scaffold supports, S6, setting up 3 layers of scaffold, reserving 2 layers of partial scaffold supports after pouring 4d of upper rib and thin plate of concrete of S7, 3 layers of upper rib and thin plate of concrete, and removing the rest 2 layers of scaffold supports, S8, removing 1 layer of reserved partial scaffold supports. The invention has the beneficial effects that when the upper structure is constructed, partial or all scaffolds on the lower floor can be reasonably removed, so that the utilization rate of the scaffolds and the templates is fully improved.

Inventors

CHEN BIN
HUANG SHUTING
Wu Weijue
PANG YUNPENG
LUO ZHONGPENG
WANG JUN
DONG PENG
LIANG LEI
XU RUIYONG
LIANG DIE
SUN FENGJIAO
Huan Changgui

Assignees

中建八局第一建设有限公司

Dates

Publication Date: 20260512
Application Date: 20230918

Claims (1)

1. The dismantling method of the disk buckle type support frame of the large-span hollow sandwich plate structure is characterized by comprising the following steps of: S1, building a-1 layer scaffold at the beginning of construction; S2, building a 1-layer scaffold; supporting the formwork and binding the reinforcing steel bars for the lower rib and the shear key (7) of the layer 1, and pouring concrete; supporting the formwork and binding the reinforcing steel bars on the upper rib and the thin plate of the layer 1, and casting concrete; s3, setting up 2 layers of scaffolds after pouring the 1 layer of upper ribs and the thin plate concrete for 4 days; Supporting the mould of the lower rib and the shear key (7) of the layer 2, binding the reinforcing steel bars and pouring concrete; supporting the 2 layers of upper ribs and thin plates, binding reinforcing steel bars and pouring concrete; s4, after pouring the 2 layers of upper ribs and the thin plate concrete for 4 days, removing the scaffold support under the-1 layers of top plates; s5, reserving 1 layer of partial scaffold supports, and dismantling the rest 1 layer of scaffold supports; The partial scaffold supports are rectangular central support areas (a) arranged in the middle of the hollow sandwich plate and auxiliary support areas (b) arranged at four corners of the central support areas (a); the central supporting area (a) comprises a plurality of shear keys (7) used for supporting the middle part of the hollow sandwich plate, and the projection of the shear keys (7) on a horizontal plane is rectangular; Each auxiliary supporting area (b) comprises a plurality of supporting keys (7) for supporting four corners of the central supporting area, and the projection of the plurality of shear keys (7) on a horizontal plane is rectangular; at least 10 upright rods are arranged at the supporting point of each shear key (7), and the reserved supporting system is kept unchanged, namely the original diagonal braces and transverse rod pieces at the reserved supporting positions are kept unchanged, so as to ensure the stability of the scaffold supporting system; The scaffold support is removed sequentially from any two opposite corners of the hollow sandwich plate to connecting lines of the other two corners, and when the scaffold support is removed to the midpoint of each side of the hollow sandwich plate, the removed scaffold and templates are removed; For floors needing to be partially dismantled and supported by the scaffold, structural deformation and stress mutation prevention conditions of the floors should be monitored in real time in the dismantling process, deflection monitoring points and stress monitoring points are required to be arranged on each floor, and monitoring points in all areas are mainly arranged at the midspan positions of the structures; s6, erecting a 3-layer scaffold; Supporting the 3 layers of lower ribs and the shear keys (7), binding the reinforcing steel bars and pouring concrete; supporting the 3 layers of upper ribs and the thin plates, binding the reinforcing steel bars and pouring concrete; S7, after 3 layers of upper ribs and thin plate concrete are poured for 4 days, 2 layers of partial scaffold supports are reserved, and the rest 2 layers of scaffold supports are removed; S8, removing part of scaffold supports reserved on the 1 layer; S9, building m layers of scaffolds; Supporting the mould of the m-layer lower rib and the shear key (7), binding the reinforcing steel bars and pouring concrete; supporting the m layers of upper ribs and the thin plates, binding the reinforcing steel bars and pouring concrete; S10, after pouring the m-layer upper ribs and the thin plate concrete for 4 days, reserving part of m-1 layer scaffold supports, and dismantling the rest m-1 layer scaffold supports; s11, removing a part of scaffold support reserved on the m-2 layer; s12, setting up n layers of scaffolds; Supporting the die of the lower rib and the shear key (7) of the n layers, binding the reinforcing steel bars and pouring concrete; supporting the n layers of upper ribs and the thin plates, binding the reinforcing steel bars and pouring concrete; s13, after the n layers of upper ribs and the thin plate concrete are poured for 14 days, retaining n-1 layers of partial scaffold supports, and dismantling the rest n-1 layers of scaffold supports; s14, after the n layers of upper ribs and the thin plate concrete are poured for 28 days, removing all scaffold supports of the n layers; S15, removing a part of scaffold support reserved on the n-1 layer; S16, removing the n-2 layer reserved partial scaffold support, and completing construction.

Description

Method for dismantling disk buckle type supporting frame of large-span hollow sandwich plate structure Technical Field The invention relates to the field of building construction equipment, in particular to a method for dismantling a disk buckle type support frame of a large-span hollow sandwich plate structure. Background The reinforced concrete hollow sandwich plate structure is a novel structure system proposed by the mark centipede courtyard in the 80s of the 20 th century, and is characterized in that the abdomen of a solid rib beam on a grid of a cross beam floor is hollowed to form an upper rib and a lower rib, and only the reinforced concrete at the intersection point of the rib beam is reserved. The reinforced concrete forms vertical bars (namely shear keys (7)) for transmitting shear force so that the upper ribs and the lower ribs work together. Compared with reinforced concrete dense rib cross beam floor and reinforced concrete hollow grid floor, the reinforced concrete hollow sandwich floor has the advantages of light dead weight, less consumption of reinforcing steel bars, small structure height, strong appearance and permeability, regular and uniform members, attractive appearance and integration of bearing, enclosing, decoration and pipeline brackets. Subsequently, due to the need for larger span structures, the mare courtyard has also proposed a U-shaped steel plate-concrete combined open web sandwich plate structural system which can be used in 39m span large span space structures. The two hollow sandwich plate structures have good space stress characteristics and building functions, are novel floor structure systems which are proposed according to the trend of building structures from single-layer large-span to multi-layer large-span development, are widely applied to various large-span structures, and are applied and popularized in a plurality of cities in the whole country. Meanwhile, on the basis of a large number of researches, local regulations of the two hollow sandwich plates are sequentially implemented, and further application of the hollow sandwich plate floor structure system in practical engineering is promoted. However, in the construction process, the hollow sandwich plate structure supporting system is complex, and the construction period is long. For the multi-layer large-span hollow sandwich plate, the supporting system is required to be continuously arranged from the first layer to the top layer hollow sandwich plate structure during construction, each layer of support can be removed layer by layer only when the top layer hollow sandwich plate concrete reaches the design strength, the hollow sandwich plate structure template and the scaffold have almost no turnover, the cost is very high, and meanwhile, the subsequent decoration and other projects of the lower multi-layer structure cannot be performed due to the fact that the template and the scaffold cannot be removed in time, the construction period is influenced, and the construction cost of the whole project is further increased. Disclosure of Invention The invention provides a method for dismantling a disk buckle type support frame of a large-span hollow sandwich plate structure. The technical scheme comprises the following steps: S1, building a-1 layer scaffold at the beginning of construction; S2, building a 1-layer scaffold; Pouring concrete to the lower rib of the layer 1 and the shear key support mould and binding reinforcing steel bars; supporting the formwork and binding the reinforcing steel bars on the upper rib and the thin plate of the layer 1, and casting concrete; s3, after the upper ribs of the 1 layers and the thin plate concrete are poured for 4d, setting up 2 layers of scaffolds; Supporting the mould of the lower rib and the shear key of the layer 2, binding the reinforcing steel bars and pouring concrete; supporting the 2 layers of upper ribs and thin plates, binding reinforcing steel bars and pouring concrete; S4, after 4d of pouring concrete of the upper ribs of the 2 layers and the thin plates, removing scaffold supports under the top plate of the-1 layer; s5, reserving 1 layer of partial scaffold supports, and dismantling the rest 1 layer of scaffold supports; s6, erecting a 3-layer scaffold; supporting the 3 layers of lower ribs and the shear keys, binding the reinforcing steel bars and pouring concrete; supporting the 3 layers of upper ribs and the thin plates, binding the reinforcing steel bars and pouring concrete; s7, after the 3 layers of upper ribs and the thin plate concrete are poured for 4d, 2 layers of partial scaffold supports are reserved, and the rest 2 layers of scaffold supports are removed; S8, removing part of scaffold supports reserved on the 1 layer; S9, building m layers of scaffolds; supporting the formwork of the m-layer lower rib and the shear key, binding the reinforcing steel bars and pouring concrete; supporting the m layers of upper ribs and the thin plates, binding t