CN115434455A - Assembled close-spliced shell system concrete shear wall structure and design method - Google Patents
Assembled close-spliced shell system concrete shear wall structure and design method Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/84—Walls made by casting, pouring, or tamping in situ
- E04B2/86—Walls made by casting, pouring, or tamping in situ made in permanent forms
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/84—Walls made by casting, pouring, or tamping in situ
- E04B2/86—Walls made by casting, pouring, or tamping in situ made in permanent forms
- E04B2/8611—Walls made by casting, pouring, or tamping in situ made in permanent forms with spacers being embedded in at least one form leaf
- E04B2/8617—Walls made by casting, pouring, or tamping in situ made in permanent forms with spacers being embedded in at least one form leaf with spacers being embedded in both form leaves
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Abstract
The invention provides a concrete shear wall structure and a design method for an assembled close-spliced formwork shell system, which relate to the fields of green high-performance buildings and novel building industrialization, wherein the concrete shear wall structure comprises a combined shell component and cast-in-place concrete filled into the combined shell component after the combined shell component is assembled in place, the steel bar connecting structure of the system is consistent with the structure of the cast-in-place shear wall, no steel bar binding and formwork installation of any shear wall are carried out on site, the component has light weight and convenient hoisting and transportation, the vertical component is completely assembled and completely cast in place, and has the advantages of an assembled construction process and a cast-in-place concrete structure; the design method provided by the invention is developed and designed aiming at the concrete shear wall structure of the formwork shell system, the cooperation of all specialties is comprehensively considered, the systematicness and the integration are high, the information management of the whole specialties and the whole process is facilitated, and the concrete shear wall design of the assembled close-packed formwork system is efficiently and accurately completed.
Description
Technical Field
The invention relates to the field of green high-performance buildings and novel building industrialization, in particular to an assembled close-spliced shell system concrete shear wall structure and a design method.
Background
In recent years, under the encouragement and support of a series of policies, the assembly type buildings in China develop rapidly, and the number of the assembly type buildings increases year by year. According to the latest statistical data, the fabricated building newly worked in 2020 reaches 6.3 hundred million square meters, and is increased by 50% compared with 4.2 hundred million square meters in 2019, and accounts for 20.5% of the newly built building. The sign indicates that the prefabricated building in China drives into a 'freeway' in development, but the prefabricated building accounts for 70% -90% of the prefabricated building in developed countries, and China still has a very large development space.
Developed countries have explored development paths and technical systems suitable for themselves, such as: the fabricated structural system of France mainly adopts a frame structure and mostly adopts dry operation such as welding, bolt connection and the like; germany mainly adopts a laminated slab shear wall structure system, and has developed a serialized and standardized high-quality and energy-saving assembly type residential production system at present; the assembled concrete frame structure of New Zealand is mature, and the highest frame structure built at present has more than 40 layers; in the united states, however, pre-fabricated prestressed concrete structures are favored.
Looking at the development situation of the prefabricated building in developed countries, it can be seen that the development thinking of each country is greatly different from that of a main structural system in the long development process of the prefabricated building. It should be noted that in the present stage, the assembled integral shear wall structure system which is applied in more China has the disadvantages of large component weight, inconvenient transportation, serious node connection quality scaling, longer construction period and high building cost, and further optimization and iteration space exists, so that the development idea of the assembled building in China is combined with the actual situation in China, and on the basis of the application of the assembled building in recent years, the research and development of the assembled building system which is suitable for the national situation in China are developed.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provide a concrete shear wall structure of an assembled close-spliced shell system and a design method.
The invention is realized by the following technical scheme:
a concrete shear wall structure of an assembled close-spliced formwork shell system comprises a combined shell component and cast-in-place concrete filled into the combined shell component after the combined shell component is assembled in place, wherein the combined shell component comprises a formwork with a cavity inside, a steel bar framework fixed inside the formwork and pull-type connecting pieces evenly distributed in the formwork, the formwork is a thin plate used for bearing the lateral pressure of concrete pouring, two ends of each pull-type connecting piece are embedded in the formwork and are rod pieces used for fixing the steel bar framework and bearing the lateral pressure of the concrete pouring, the adjacent combined shell components are connected in a close-spliced mode on a plane, the steel bar framework of the combined shell component is in the same arrangement mode as the steel bars of the cast-in-place concrete shear wall structure, and the steel bars between the adjacent combined shell components are connected in a lap joint mode.
According to the technical scheme, the concrete shear wall structure comprehensively adopts a permanent formwork technology and a reinforcing steel bar forming and mounting technology, the formwork and the reinforcing steel bars are manufactured into components in a factory and are transported to a construction site to be mounted to form a combined shell component; the steel bar connection structure of the system is consistent with a cast-in-place structure, and the mechanical property is good; the vertical combined shell component is completely assembled and cast in place, and has the advantages of an assembled construction process and a cast-in-place concrete structure.
Optionally, in a possible embodiment, the combined shell member is at least one of a straight-line combined shell member, a T-shaped combined shell member, an L-shaped combined shell member, a Z-shaped combined shell member, a cross-shaped combined shell member, a combined shell beam member and a combined shell floor support plate member, and the straight-line combined shell member, the T-shaped combined shell member, the L-shaped combined shell member, the Z-shaped combined shell member and the cross-shaped combined shell member are respectively in a shape of a straight line, a shape of a T, a shape of an L, a shape of a Z and a shape of a cross on a plane.
It can be seen that, in the above technical solution, the linear combination shell member, the T-shaped combination shell member, the L-shaped combination shell member, the Z-shaped combination shell member, and the cross-shaped combination shell member can be basically assembled into a concrete shear wall structure of any design shape, and the universality is strong.
Optionally, in one possible embodiment, the formwork is mainly made of cement, sand and fiber, and the thickness of the formwork is 12mm-30mm.
The invention also discloses a design method of the assembled close-packed formwork shell system concrete shear wall structure, which is used for designing the assembled close-packed formwork shell system concrete shear wall structure and comprises the following steps:
s1, drawing a primary design drawing of a cast-in-place concrete shear wall structure, and determining the size of a compartment, the position of a hole and the floor height;
s2, carrying out structural overall analysis on the primary design drawing in the step S1, determining a structural construction drawing, and finishing the section and reinforcing bars of the concrete shear wall structure; determining the positions of the shear wall and the beam, and the edge component area and the non-edge component area of the shear wall;
s3, according to the structure construction drawing of the step S2, the structure of the concrete shear wall structure is split into a plurality of combined shell components in different styles, wherein the combined shell components are at least one of linear combined shell components, T-shaped combined shell components, L-shaped combined shell components, Z-shaped combined shell components, cross-shaped combined shell components, combined shell beam components and combined shell floor bearing plate components;
s4, checking whether the steel bar lap joints among all the combined shell members split in the step S3 meet design requirements, and if the steel bar lap joints meet the design requirements, continuing to execute the step S5; if the requirements are not met, returning to the step S1, optimizing and redesigning the preliminary design drawing of the step S1, and then sequentially executing the step S2, the step S3 and the step S4;
and S5, after the steel bar is checked in the step S4, designing a combined shell component, including the design of a steel bar framework, a formwork, a counter-pull connecting piece and an embedded part.
According to the technical scheme, based on the design concept of the assembled close-spliced formwork system, the concrete shear wall of the assembled close-spliced formwork system is designed by an optimized design method, the cooperation of all specialties is comprehensively considered, the systematicness and the integration are high, the information management of the whole specialties and the whole process is facilitated, and the design of the concrete shear wall of the assembled close-spliced formwork system is completed more efficiently and accurately.
Optionally, in a possible embodiment, the overall structural analysis in step S2 considers the formwork weight, and specifically includes the following steps:
s2.1, calculating the volume of the mold shell;
s2.2, converting the weight of the formwork;
s2.3, checking the dead weight of the structure, and checking whether the basic bearing capacity still meets the design requirement; if not, the basic design is adjusted and the weight of the formwork is checked again.
According to the technical scheme, the influence of the weight of the formwork is fully considered in the whole analysis process of the structure, the self weight of the concrete shear wall structure of the close-spliced formwork shell system is assembled according to the weight calculation of the formwork, and the smooth proceeding of the subsequent processes such as transportation, splicing and the like is guaranteed.
Optionally, in a possible embodiment, in step S3, the concrete shear wall structure is structurally split, and the combined shell shear wall member and the combined shell beam member are split at the joint between the beam and the shear wall according to the positions of the shear wall and the beam, and the joint between the adjacent combined shell shear wall members is located in the non-edge member region.
It can be seen that, in the above technical solution, the structure of the concrete shear wall structure is split in step S3, the combined shell shear wall component and the combined shell beam component are split at the joint between the beam and the shear wall, and the joint between the adjacent combined shell shear wall components is located in the non-edge component area, thereby effectively ensuring the overall strength of the structure.
Optionally, in a possible embodiment, the embedded parts in the step S5 include a hoisting point, a temporary supporting embedded part and an external corner embedded part of the L-shaped combined shell member.
It can be seen that, in the above technical solution, the embedded part in step S5 plays a role in supporting and facilitating subsequent hoisting.
Optionally, in a possible embodiment, the formwork and the counter-pull connecting piece complete the material selection and the determination of key indexes according to hoisting, transportation, concrete pouring and durability.
It can be seen that, in the above technical scheme, the design of the formwork and the counter-pull connecting piece needs to be customized according to different building requirements.
Optionally, in a possible implementation, the design method is designed based on a BIM building information model.
Therefore, in the technical scheme, the design method is designed based on the BIM building information model, and the full-professional and full-process informatization management is realized.
The beneficial effects of the invention are:
(1) The assembled close-spliced formwork shell system concrete shear wall structure comprehensively adopts a permanent formwork technology and a reinforcing steel bar forming and mounting technology, the formwork and the reinforcing steel bars are manufactured into components in a factory and are transported to a construction site for mounting; the steel bar connection structure of the system is consistent with a cast-in-place structure, no shear wall steel bar binding and template installation are needed on site, the component is light in weight and convenient to hoist and transport, the vertical component is completely assembled and cast-in-place, and the system has the advantages of an assembly type construction process and a cast-in-place concrete structure.
(2) The connection mode of the steel bars of the adjacent combined shell components in the concrete shear wall structure is consistent with that of a cast-in-place concrete shear wall, and the mechanical property is good;
(3) After the combined shell member is installed, no template installation and steel bar binding of any wall (including edge members) are performed on site, and the combined shell member is light in weight and convenient to transport and install;
(4) The design method comprehensively considers the cooperation of all the specialties, has high systematicness and integration, is beneficial to realizing the information management of the whole specialties and the whole process, and more efficiently and accurately finishes the design of the concrete shear wall of the assembled close-spliced formwork system.
Drawings
FIG. 1 shows a schematic flow diagram of a design method according to the present invention;
FIG. 2 shows a preliminary design drawing of example 2;
FIG. 3 is a structural construction drawing of embodiment 2;
FIG. 4 is an exploded view showing a construction drawing of a structure of embodiment 2;
FIG. 5 shows a block diagram of a rectilinear composite shell member;
FIG. 6 is a block diagram of a T-shaped composite shell member;
FIG. 7 is a block diagram showing an L-shaped combination shell member;
FIG. 8 shows a disassembled front structural view of a concrete shear wall structure;
FIG. 9 isbase:Sub>A sectional structural view in the A-A direction in FIG. 7;
FIG. 10 shows a block diagram of a composite shell member;
FIG. 11 shows a preliminary design drawing before optimization for example 3;
FIG. 12 is a construction drawing of a structure before optimization in embodiment 3;
FIG. 13 is an exploded view of a construction drawing of a structure before optimization in embodiment 3;
FIG. 14 shows the optimized preliminary design drawing of example 3;
FIG. 15 is a construction drawing of the structure optimized in example 3;
FIG. 16 is an exploded view showing a construction drawing of a structure optimized in embodiment 3;
FIG. 17 shows an embodiment 3 optimized back rest split view;
figure 18 shows a disassembled view of the floor slab after optimization in example 3;
FIG. 19 shows a design perspective view of embodiment 3;
description of the reference numerals:
1. a formwork; 2. a counter-pull connector; 3. a steel reinforcement cage; 4. horizontally distributing steel bars on the shear wall of the component A; 5. vertically distributing steel bars on the shear wall; 6. horizontally distributing steel bars on the shear wall of the component B; 7. and (5) closely splicing seams.
Detailed Description
In order to make the technical solutions of the present invention better understood by those skilled in the art, the present invention will be further described in detail with reference to the accompanying drawings and preferred embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of describing the invention and simplifying the description, but do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the invention.
Example 1
A shear wall structure of concrete is assembled by close-packed formwork shell systems, which comprises a combined shell component and cast-in-place concrete filled into the combined shell component after the combined shell component is assembled in place, wherein the combined shell component is at least one of a linear combined shell component, a T-shaped combined shell component, an L-shaped combined shell component, a Z-shaped combined shell component, a cross-shaped combined shell component, a combined shell beam component and a combined shell floor bearing plate component, as shown in figures 5-10, the combined shell component comprises a formwork 1 with a cavity inside, a steel bar framework 3 fixed inside the formwork and counter-pulling connecting pieces 2 uniformly distributed in the formwork, the formwork is a thin plate for bearing the lateral pressure of concrete pouring, two ends of the counter-pulling connecting pieces are embedded in the formwork and are rod pieces for fixing the steel bar framework and bearing the lateral pressure of the concrete pouring, close-packed connection is carried out on the plane between adjacent combined shell components, the steel bar framework of the combined shell component is in the same arrangement mode as the steel bar of the shear wall structure of the cast-in-place, and the steel bars between the adjacent combined shell components are connected in a lap joint mode.
Furthermore, the straight-line combined shell component, the T-shaped combined shell component, the L-shaped combined shell component, the Z-shaped combined shell component and the cross-shaped combined shell component are respectively in a shape like a Chinese character 'yi', a 'T', an 'L', a 'Z' and a 'cross' on the plane.
Furthermore, the main components of the formwork comprise cement, sand and fibers, and the thickness of the formwork is 12mm-30mm.
It can be seen that in the above technical scheme, the concrete shear wall structure comprehensively adopts a permanent formwork technology and a reinforcing steel bar forming and mounting technology, the formwork and the reinforcing steel bar are made into a member in a factory, and the member is transported to a construction site and then mounted to form a combined shell member; the steel bar connection structure of the system is consistent with a cast-in-place structure, and the mechanical property is good; the vertical combined shell component is not bound by any shear wall steel bars and installed by a template on site, has light weight, convenient hoisting and transportation, is completely assembled and cast in situ, and has the advantages of an assembly type construction process and a cast in situ concrete structure.
Example 2
As shown in fig. 1, the invention provides a design of an assembled close-packed formwork shell system concrete shear wall structure, which is used for designing the assembled close-packed formwork shell system concrete shear wall structure and is designed based on a BIM (building information modeling), and the design method comprises the following steps:
s1, as shown in FIG. 2, drawing a primary design drawing of a cast-in-place concrete shear wall structure, and determining the size of a compartment, the position of a hole and the floor height;
s2, as shown in FIG. 3, carrying out structural overall analysis on the primary design drawing in the step S1, completing a structural construction drawing, and determining the section and reinforcing bars of the concrete shear wall structure; determining the positions of the shear wall and the beam, and the edge component area and the non-edge component area of the shear wall;
s3, as shown in the figure 4, according to the structure construction drawing of the step S2, carrying out structure splitting on the concrete shear wall structure, splitting the concrete shear wall structure into a plurality of combined shell components in different styles, wherein the combined shell components are closely spliced on the plane; the combined shell component comprises a linear combined shell component (ZQ 01-ZQ 06), a T-shaped combined shell component (TQ 01-TQ 02), an L-shaped combined shell component (LQ 01-LQ 04), a combined shell beam component (L01-L07) and the like;
s4, checking whether the steel bar lap joints among all the combined shell members split in the step S3 meet design requirements, and if the steel bar lap joints meet the design requirements, continuing to execute the step S5; if the requirements are not met, returning to the step S2, optimizing and redesigning the structural construction drawing in the step S2, and then sequentially executing the step S3 and the step S4; the steel bars among the combined shell components of the embodiment are lapped to meet the requirement;
and S5, after the steel bar is checked in the step S4, designing a combined shell component, including the design of a steel bar framework, a formwork, a counter-pull connecting piece and an embedded part.
The straight-line type combination case member, the T-shaped combination case member, and the L-shaped combination case member according to embodiment 1 are configured as shown in fig. 5, 6, and 7.
Optionally, in a possible embodiment, the overall structural analysis in step S2 considers the formwork weight, and specifically includes the following steps:
s2.1, calculating the volume of the mold shell;
s2.2, converting the weight of the formwork;
s2.3, checking the dead weight of the structure, and checking whether the basic bearing capacity still meets the design requirement; if the weight of the formwork is not in accordance with the requirements, the basic design is adjusted, and the weight of the formwork is checked again; the influence of the weight of the formwork is fully considered in the whole analysis process of the structure, the dead weight of the concrete shear wall structure of the close-spliced formwork shell system is calculated and assembled according to the weight of the formwork, and the smooth proceeding of the subsequent processes such as transportation and splicing is guaranteed.
As shown in fig. 8 and 9, in the embodiment 1, the concrete shear wall structure of the assembled close-spliced shell system is disassembled through a straight line type combined shell component, a T-shaped combined shell component, an L-shaped combined shell component, a combined shell beam component and the like; the principle of resolution is as follows:
according to the positions of the shear wall and the beam, the combined shell shear wall component and the combined shell beam component are split at the joint of the beam and the shear wall, and the joint of the adjacent combined shell shear wall components is located in a non-edge component area, so that the overall strength of the structure is effectively guaranteed; in addition, the steel bars between the adjacent combined shell components are connected in a lap joint mode, the design of the steel bar framework is consistent with the arrangement mode of the steel bars of the cast-in-place concrete shear wall structure, and the lap joint length l lE Should not be less than 1.2l aE In the figure, the horizontally distributed reinforcing steel bars 4 of the component A shear wall are in lap joint with the horizontally distributed reinforcing steel bars 5 of the component B shear wall, a dense splicing seam 7 is formed between the component A and the component B, and the vertically distributed reinforcing steel bars 5 of the shear wall are vertically and uniformly distributed.
As shown in figure 10, according to the working conditions of hoisting, transportation, concrete pouring, durability and the like, the thickness of the formwork is determined to be 20mm, and the distance between the opposite pull connecting pieces is determined to be 400mm.
And (4) carrying out embedded part design, including combined shell component hoisting point design and combined shell component temporary supporting embedded part design.
And delivering straight line type combined shell member drawings ZQ01-ZQ6, T-shaped combined shell member drawings TQ01-TQ02, L-shaped combined shell member drawings LQ01-LQ4 and combined shell beam member drawings L01-L07, and further completing the structural design of the assembled close-spliced shell system concrete shear wall.
Example 3
The embodiment provides a close mode casing system concrete shear wall structural design that splices of assembly, it is used for designing close mode casing system concrete shear wall structure that splices of assembly, designs based on BIM building information model, specifically includes following step:
step S1, as shown in FIG. 11, drawing a preliminary design drawing of a cast-in-place concrete shear wall structure, and determining the size of a compartment, the position of a hole and the floor height;
for example, the size of the window opening is 1.5m and 0.7m at the position of 1/A of the shaft;
s2, as shown in FIG. 12, carrying out structural overall analysis on the primary design drawing in the step S1, determining a structural construction drawing, and completing the section and reinforcing bars of the concrete shear wall structure; determining the positions of the shear wall and the beam, and the edge component area and the non-edge component area of the shear wall;
for example, an axle 1/a position, a concrete section of 200mm, a shear wall length of 1.2m, a beam length of 2.75m, wherein the shear wall comprises 0.5m edge member, 0.3m non-edge member area, and 0.4m edge member area;
s3, as shown in FIG. 13, according to the structure construction drawing of the step S2, carrying out structure splitting on the concrete shear wall structure, splitting the concrete shear wall structure into a plurality of combined shell components in different styles, wherein the combined shell components are closely spliced on the plane;
s4, checking whether the steel bar lap joints among all the combined shell members split in the step S3 meet design requirements, and if the steel bar lap joints meet the design requirements, continuing to execute the step S5; if the requirements are not met, returning to the step S1, optimizing and redesigning the structural construction drawing in the step S1, and then sequentially executing the step S2, the step S3 and the step S4;
in the embodiment, the concrete shear wall structure is split into the LQ01-LQ15, the TQ01-TQ03 and the ZQ01-ZQ14, wherein the steel bar lapping between the LQ03 and the ZQ04 and the steel bar lapping between the LQ03 and the ZQ03 do not meet the requirements, the vertical surface layout needs to be adjusted, and the design rule of the assembled combined shell component is adapted, so that the design of the combined shell wall component except the LQ03, the ZQ04 and the ZQ05 is completed at this stage.
As shown in fig. 14: and (3) layout optimization design of the flat and vertical surfaces: modifying the position of the hole by combining the arrangement of the combined shell components;
for example, the position of the shaft is 1/A, and the sizes of the window openings are required to be adjusted to be 1.4m and 0.6m according to the initial setting result of the combined shell component, so that conditions are created for increasing the length of the shear wall.
As shown in fig. 15: optimally designing and assembling the section and reinforcing bars of the close-spliced shell system concrete shear wall structure; modifying the cross section and reinforcing bars according to the adjusted position of the hole; assembling the dead weight of the concrete shear wall structure of the close-spliced formwork shell system according to the weight calculation of the formwork;
for example, shaft 1/a position, concrete section 200mm, shear wall length modified to 1.3m, beam length 2.65m, where the shear wall is comprised of 0.5m edge member, 0.4m non-edge member zone, 0.4m edge member zone.
As shown in fig. 16: the shear wall is split into LQ01-LQ15, TQ01-TQ03 and ZQ01-ZQ14, wherein flat and vertical surface design, cross sections and reinforcing bars are optimized between the LQ03 and the ZQ04 and between the LQ03 and the ZQ03 due to the design of an assembled combined shell system, the steel bar lap joints among combined shell components meet requirements, and the combined shell components are designed to be finished.
As shown in fig. 17: splitting the beam into KL01-KL35, wherein the length of the KL01 is determined to be 2650mm, and finishing the design of all combined shell beam components at the stage.
As shown in fig. 18: the plate is split into LB01-LB32, and the design of the combined shell floor bearing plate component of LB01-LB32 is completed in the stage.
And S5, after the checking of the steel bars in the step S4 is finished, designing a combined shell component, wherein the combined shell component comprises the design of a steel bar framework, a formwork, a counter-pull connecting piece and an embedded part.
And (3) delivering a straight-line type combined shell component drawing ZQ01-ZQ14, a T-shaped combined shell component drawing TQ01-TQ03, an L-shaped combined shell component drawing LQ01-LQ15, a combined shell beam component drawing KL01-KL35 and a combined shell floor bearing plate component drawing LB01-KL32 to complete the structural design of the assembled close-spliced mould shell system concrete shear wall.
It should be understood that the above examples are only for clarity of illustration and are not intended to limit the embodiments. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. And are neither required nor exhaustive of all embodiments. And obvious variations or modifications therefrom are within the scope of the invention.
Claims (9)
1. The assembled close-packed formwork shell system concrete shear wall structure is characterized by comprising combined shell components and cast-in-place concrete filled into the combined shell components after the combined shell components are assembled to positions, wherein each combined shell component comprises a formwork with a cavity inside, a steel bar framework fixed inside the formwork and opposite-pulling connecting pieces evenly distributed in the formwork, the formwork is a thin plate used for bearing the lateral pressure of concrete pouring, two ends of each opposite-pulling connecting piece are embedded in the formwork and are rod pieces used for fixing the steel bar framework and bearing the lateral pressure of the concrete pouring, the adjacent combined shell components are connected in a close-packed mode on a plane, the arrangement modes of the steel bar frameworks of the combined shell components and the steel bars of the cast-in-place concrete shear wall structure are the same, and the steel bars between the adjacent combined shell components are connected in a lap joint mode.
2. The shear wall structure of claim 1, wherein the combination shell member is at least one of a straight combination shell member, a T-shaped combination shell member, an L-shaped combination shell member, a Z-shaped combination shell member, a cross-shaped combination shell member, a combination shell beam member and a combination shell floor deck member, and the straight combination shell member, the T-shaped combination shell member, the L-shaped combination shell member, the Z-shaped combination shell member and the cross-shaped combination shell member are respectively in a shape of "in line", "T", "L", "Z" and "cross" in the plane.
3. The shear wall structure of assembled close-packed formwork shell system concrete as claimed in claim 1, wherein the main components of the formwork include cement, sand and fiber, and the thickness of the formwork is 12mm-30mm.
4. A design method of an assembled close-packed formwork shell system concrete shear wall structure, which is used for designing the assembled close-packed formwork shell system concrete shear wall structure of any one of claims 1 to 3, and is characterized by comprising the following steps:
s1, drawing a primary design drawing of a cast-in-place concrete shear wall structure, and determining the size of a compartment, the position of a hole and the floor height;
s2, carrying out structural overall analysis on the primary design drawing in the step S1, determining a structural construction drawing, and finishing the section and reinforcing bars of the concrete shear wall structure; determining the positions of the shear wall and the beam, and the edge component area and the non-edge component area of the shear wall;
s3, according to the structure construction drawing of the step S2, the structure of the concrete shear wall structure is split into a plurality of combined shell components in different styles, wherein the combined shell components are at least one of linear combined shell components, T-shaped combined shell components, L-shaped combined shell components, Z-shaped combined shell components, cross-shaped combined shell components, combined shell beam components and combined shell floor bearing plate components;
s4, checking whether the steel bar lap joints among all the combined shell members split in the step S3 meet design requirements, and if the steel bar lap joints meet the design requirements, continuing to execute the step S5; if the requirements are not met, returning to the step S1, optimizing and redesigning the preliminary design drawing of the step S1, and then sequentially executing the step S2, the step S3 and the step S4;
and S5, after the steel bar is checked in the step S4, designing a combined shell component, including the design of a steel bar framework, a formwork, a counter-pull connecting piece and an embedded part.
5. The design method for the assembled close-packed formwork shell system concrete shear wall structure according to claim 4, wherein the structural overall analysis in the step S2 considers the weight of the formwork, and specifically comprises the following steps:
s2.1, calculating the volume of the mold shell;
s2.2, converting the weight of the formwork;
s2.3, checking the dead weight of the structure, and checking whether the basic bearing capacity still meets the design requirement; if the weight of the formwork is not satisfactory, the basic design is adjusted and the weight of the formwork is checked again.
6. The design method of the assembled close-packed formwork shell system concrete shear wall structure according to claim 4, characterized in that in step S3, the concrete shear wall structure is structurally split, the combined shell shear wall member and the combined shell beam member are split at the joint of the beam and the shear wall according to the positions of the shear wall and the beam, and the joint of the adjacent combined shell shear wall members is located in a non-edge member area.
7. The design method of an assembled close-fitted formwork shell system concrete shear wall structure according to claim 4, characterized in that the embedded parts in the step S5 comprise hoisting points, temporary support embedded parts and external corner embedded parts of L-shaped combined shell components.
8. The design method of the assembled close-packed formwork shell system concrete shear wall structure as claimed in claim 4, wherein the material selection and the determination of key indexes are completed by the formworks and the counter-pull connecting pieces according to hoisting, transportation, concrete pouring and durability.
9. The design method of the assembled close-packed formwork shell system concrete shear wall structure according to claim 4, characterized in that the design method is designed based on a BIM building information model.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115596198A (en) * | 2022-12-13 | 2023-01-13 | 中铁建设集团华北工程有限公司（Cn） | Assembled Z-shaped component, assembling die and construction method thereof |
| CN115653283A (en) * | 2022-12-13 | 2023-01-31 | 中铁建设集团华北工程有限公司 | Combined shell cross-shaped component and assembling die and assembling method thereof |
Citations (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011064047A (en) * | 2009-09-15 | 2011-03-31 | Masahiko Shimizu | Construction of mat foundation by connecting precast concrete foundation beam member and precast concrete foundation beam joining member to construct rising part of foundation, and integrating bottom slab with joint part by cast-in-place concrete |
| CN102995745A (en) * | 2012-12-27 | 2013-03-27 | 沈阳易筑建材经销有限公司 | Integrally-assembled concrete structural system adopting steel bar lapping mode |
| WO2014032558A1 (en) * | 2012-08-28 | 2014-03-06 | Chu Mingjin | Assembled and integrated shear wall building structure and construction method |
| CN203795651U (en) * | 2014-01-26 | 2014-08-27 | 浙江杭萧钢构股份有限公司 | Steel tube bundle and steel plate-concrete composite shear wall structural system |
| CN105464244A (en) * | 2015-10-30 | 2016-04-06 | 江苏中南建筑产业集团有限责任公司 | Prefabricated integrated shear wall construction method |
| CN107524234A (en) * | 2017-09-30 | 2017-12-29 | 沈阳建筑大学 | Steel plate concrete Shear-wall Connecting Beam Used splits structure and preparation method |
| CN108277907A (en) * | 2017-01-05 | 2018-07-13 | 烟台政通节能建材设备制造有限公司 | A kind of lattice type concrete wall building block is modified the mounting process of cement polyphenyl formwork |
| CN108612315A (en) * | 2018-05-14 | 2018-10-02 | 重庆宜府住工科技有限公司 | A kind of assembled mixed structure Frame-Shear Wall building system and construction method |
| CN110080419A (en) * | 2019-06-14 | 2019-08-02 | 河南聚誉帆工程技术咨询有限公司 | Assembled integral shear wall and its construction method |
| CN110219366A (en) * | 2019-03-18 | 2019-09-10 | 江西万和建筑科技有限公司 | Assembled architecture heat preserving formwork integral structure and construction method |
| CN110670770A (en) * | 2019-09-20 | 2020-01-10 | 湖北宇辉新型建筑材料有限公司 | Solid shear wall and laminated plate type edge member combined structure and construction method |
| CN111734018A (en) * | 2020-06-09 | 2020-10-02 | 安徽海龙建筑工业有限公司 | Formwork structure, disassembly-free mold and concrete wall construction method |
| CN115387503A (en) * | 2022-09-28 | 2022-11-25 | 石河子大学 | Assembled EPS module bin-divided pouring self-compacting concrete wall structure, self-compacting concrete material and wall construction method |
-
2022
- 2022-11-08 CN CN202211388248.0A patent/CN115434455A/en active Pending
Patent Citations (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011064047A (en) * | 2009-09-15 | 2011-03-31 | Masahiko Shimizu | Construction of mat foundation by connecting precast concrete foundation beam member and precast concrete foundation beam joining member to construct rising part of foundation, and integrating bottom slab with joint part by cast-in-place concrete |
| WO2014032558A1 (en) * | 2012-08-28 | 2014-03-06 | Chu Mingjin | Assembled and integrated shear wall building structure and construction method |
| CN102995745A (en) * | 2012-12-27 | 2013-03-27 | 沈阳易筑建材经销有限公司 | Integrally-assembled concrete structural system adopting steel bar lapping mode |
| CN203795651U (en) * | 2014-01-26 | 2014-08-27 | 浙江杭萧钢构股份有限公司 | Steel tube bundle and steel plate-concrete composite shear wall structural system |
| CN105464244A (en) * | 2015-10-30 | 2016-04-06 | 江苏中南建筑产业集团有限责任公司 | Prefabricated integrated shear wall construction method |
| CN108277907A (en) * | 2017-01-05 | 2018-07-13 | 烟台政通节能建材设备制造有限公司 | A kind of lattice type concrete wall building block is modified the mounting process of cement polyphenyl formwork |
| CN107524234A (en) * | 2017-09-30 | 2017-12-29 | 沈阳建筑大学 | Steel plate concrete Shear-wall Connecting Beam Used splits structure and preparation method |
| CN108612315A (en) * | 2018-05-14 | 2018-10-02 | 重庆宜府住工科技有限公司 | A kind of assembled mixed structure Frame-Shear Wall building system and construction method |
| CN110219366A (en) * | 2019-03-18 | 2019-09-10 | 江西万和建筑科技有限公司 | Assembled architecture heat preserving formwork integral structure and construction method |
| CN110080419A (en) * | 2019-06-14 | 2019-08-02 | 河南聚誉帆工程技术咨询有限公司 | Assembled integral shear wall and its construction method |
| CN110670770A (en) * | 2019-09-20 | 2020-01-10 | 湖北宇辉新型建筑材料有限公司 | Solid shear wall and laminated plate type edge member combined structure and construction method |
| CN111734018A (en) * | 2020-06-09 | 2020-10-02 | 安徽海龙建筑工业有限公司 | Formwork structure, disassembly-free mold and concrete wall construction method |
| CN115387503A (en) * | 2022-09-28 | 2022-11-25 | 石河子大学 | Assembled EPS module bin-divided pouring self-compacting concrete wall structure, self-compacting concrete material and wall construction method |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115596198A (en) * | 2022-12-13 | 2023-01-13 | 中铁建设集团华北工程有限公司（Cn） | Assembled Z-shaped component, assembling die and construction method thereof |
| CN115653283A (en) * | 2022-12-13 | 2023-01-31 | 中铁建设集团华北工程有限公司 | Combined shell cross-shaped component and assembling die and assembling method thereof |
| CN115653283B (en) * | 2022-12-13 | 2023-08-15 | 中铁建设集团华北工程有限公司 | Combined shell cross-shaped component assembling die |
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