CN114382196A - Construction method for cast-in-place area steel bars of integrally-assembled shear wall structure - Google Patents
Construction method for cast-in-place area steel bars of integrally-assembled shear wall structure Download PDFInfo
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- CN114382196A CN114382196A CN202210154153.6A CN202210154153A CN114382196A CN 114382196 A CN114382196 A CN 114382196A CN 202210154153 A CN202210154153 A CN 202210154153A CN 114382196 A CN114382196 A CN 114382196A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 262
- 239000010959 steel Substances 0.000 title claims abstract description 262
- 238000010276 construction Methods 0.000 title claims abstract description 74
- 239000002131 composite material Substances 0.000 claims description 174
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 89
- 230000003014 reinforcing effect Effects 0.000 claims description 82
- 230000002787 reinforcement Effects 0.000 claims description 47
- 229910000746 Structural steel Inorganic materials 0.000 claims description 28
- 238000000034 method Methods 0.000 claims description 20
- 238000012545 processing Methods 0.000 claims description 20
- 238000005452 bending Methods 0.000 claims description 9
- 238000011065 in-situ storage Methods 0.000 claims description 6
- 238000011900 installation process Methods 0.000 claims description 6
- 238000009415 formwork Methods 0.000 claims description 5
- 238000003466 welding Methods 0.000 claims description 4
- 238000004873 anchoring Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 108010068370 Glutens Proteins 0.000 claims 1
- 235000021312 gluten Nutrition 0.000 claims 1
- 230000000717 retained effect Effects 0.000 claims 1
- 239000004744 fabric Substances 0.000 description 10
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- 230000002349 favourable effect Effects 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 239000010410 layer Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
- 230000005477 standard model Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000002344 surface layer Substances 0.000 description 1
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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
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Abstract
The invention relates to the technical field of construction tools, and particularly discloses a construction method of a cast-in-place area steel bar of an integrally assembled shear wall structure.
Description
Technical Field
The invention relates to the technical field of buildings, in particular to a steel bar construction method, and particularly relates to a construction method of a cast-in-place structural steel bar of a connecting member in an integrally assembled shear wall structure.
Background
The prefabricated concrete structure is one of the important directions of the development of the building structure in China, compared with the construction of a cast-in-place concrete structure, the prefabricated concrete structure is produced by prefabricating and processing in a factory, is transported to a construction site by a transportation tool, and is hoisted in place by a tower crane or a hoisting machine. This can improve the efficiency of construction, reduces the wet operation of job site, is favorable to green construction. At present, the assembled shear wall is widely popularized in an assembled building structure due to the advantages of good integrity, excellent bearing capacity, high rigidity and the like.
The prefabrication rate of the fabricated shear wall structure building at the present stage is up to more than 40%, but the cast-in-place structure has a volume of nearly 60%. In the connecting area of the prefabricated component and the cast-in-place structure, the construction method of the cast-in-place structural steel bars is different from the traditional cast-in-place structure, for example, how the steel bars are turned, how the steel bars are connected with the reserved steel bars of the component, and how the steel bars are installed in the sequence, which is a new problem in the construction process of the steel bars of the cast-in-place area of the existing fabricated structure.
Because the cast-in-place area steel bar construction of the fabricated structure is provided, the cast-in-place area steel bar construction of the fabricated structure is carried out after meeting the cast-in-place structure at the present stage, the steel bar construction of the cast-in-place area is difficult to standardize and unify, and the construction standards are inconsistent.
The construction sequence of the traditional wall column steel bars is as follows: reserved wall column steel bars → through stirrups → wall column steel bar connection → stirrup binding. The construction sequence of the traditional beam slab steel bars is as follows: and (3) beam reinforcement → reinforcement at the bottom of the floor slab → arrangement of a reinforcement split heads → reinforcement of the surface layer. When the cast-in-place structure reinforcing steel bars of the connecting components in the integrally assembled shear wall structure are constructed according to the traditional reinforcing steel bar construction sequence, the condition that the collision of the reserved reinforcing steel bars of the components and the cast-in-place structure reinforcing steel bars leads to construction inconvenience and the condition that the construction sequence of the cast-in-place structure reinforcing steel bars is disordered can occur, so that the construction period is delayed.
The Chinese application CN113738023A discloses a semi-prefabricated semi-cast-in-place constructional column and an assembly structure and a construction method thereof, which comprises an upper structural beam, a constructional column and a lower structural beam, wherein vertical downward positioning steel bars are pre-embedded on the upper structural beam, the constructional column is the semi-prefabricated semi-cast-in-place constructional column, constructional column planting bars are implanted on the lower structural beam, the positioning steel bars are placed in a reserved groove of the column body, the bottom of the supporting steel bars is supported on the lower structural beam, vertical steel bars of the column body are connected with the constructional column planting bars, the reserved groove is filled with grout, and concrete is poured in a cast-in-place section.
For another example, chinese invention CN106682266A discloses a method for processing reinforcing steel bars at cross steel reinforced column beam nodes based on BIM, which includes performing simulated lofting on the reinforcing steel bars of columns and beams at cross steel reinforced column beam positions in advance through the BIM technology, setting a supporting plate at an appropriate position of a flange in advance, setting a connecting plate at an appropriate position between webs, and setting arrangement of main reinforcing steel bars with different diameters of the beams according to the lengths of the supporting plate and the connecting plate, so as to reduce the amount of reinforcing steel bars, optimize the arrangement of the reinforcing steel bars of the beams and the columns, and ensure that the length of the welding seam of the main reinforcing steel bars of the beams above the supporting plate meets the requirements.
However, the above patent applications all have a problem that the conventional wall column steel bar construction and the fabricated steel bar construction are not completely distinguished, so that a construction period may be delayed and disordered due to lack of standardization during construction, which is not favorable for improving the construction efficiency.
This application aims at the construction model to above-mentioned problem, standardized prefabricated component and cast-in-place section between to when the construction, construct according to standardized model and then improve the efficiency of construction, reduction of erection time.
Disclosure of Invention
The invention aims to design a construction method of a cast-in-place structural steel bar of a connecting member in an integrally assembled shear wall structure aiming at the defects in the prior art.
The invention is realized by the following technical scheme:
the application firstly discloses a construction method of cast-in-place structural steel bars of connecting members in an integrally assembled shear wall structure.
A construction method of cast-in-place structural steel bars of connecting members in an integrally assembled shear wall structure;
the method comprises the following steps:
1) determining a construction unit, and adopting revit software to deepen connection nodes between prefabricated components and cast-in-place sections in the construction unit to establish a BIM overall structure model;
2) establishing a basic model, wherein the basic model comprises at least one cast-in-place structural steel bar model as follows: the prefabricated wall plate I-shaped cast-in-place structural steel bar model, the prefabricated wall plate L-shaped cast-in-place structural steel bar model, the prefabricated wall plate T-shaped cast-in-place structural steel bar model, the steel bar model of the cast-in-place structural floor slab between the adjacent prefabricated composite floor slabs, the steel bar model between the prefabricated composite floor slab and the cast-in-place structural floor slab, and the steel bar model between the prefabricated composite floor slab and the prefabricated wall plate;
3) replacing corresponding connecting parts in the BIM overall structure model one by adopting a basic model according to the BIM overall structure model;
4) processing and analyzing the reinforcing steel bars of the 'one', 'L' and 'T' type nodes between the prefabricated wallboards, processing and analyzing the connecting nodes between the adjacent prefabricated composite floor slabs as post-cast concrete sections, processing and analyzing the connection between the prefabricated composite floor slabs and the cast-in-place structural floor slabs, and processing and analyzing the connecting reinforcing steel bars between the prefabricated composite floor slabs and the prefabricated wallboards;
the method is used for processing and analyzing the steel bars of the nodes of the 'one', 'L' and 'T' between the prefabricated wall boards and comprises the following steps:
s1, analyzing the problem of steel bar sample turning from the BIM integral structure model, and simulating stirrups and vertical bars of a cast-in-place section; simulating a component to reserve a steel bar, and determining a connection mode of the prefabricated wall board and a cast-in-place section steel bar;
s2, simulating a steel bar installation process, deepening the reserved steel bars of the member into open steel bars according to the principle of facilitating steel bar installation, and facilitating adjustment when the member is connected with a stirrup of a cast-in-place section;
s3, constructing the wall steel bar of the cast-in-place section according to the following steps, reserving the vertical steel bar of the cast-in-place section on the floor slab → hoisting the prefabricated wall → penetrating stirrups on the reserved vertical steel bars → welding the vertical steel bars → adjusting the positions of the stirrups → connecting the stirrups with the member reserved open steel bars → binding the steel bars;
the method is characterized in that the connection node between adjacent prefabricated composite floor slabs is a post-cast concrete section for processing and analyzing, and comprises the following steps:
s1, analyzing the problem of steel bar sample turning from the BIM integral structure model, simulating reserved steel bars of a composite floor slab and bottom steel bars of a cast-in-place section, and determining the width of a post-pouring section between slabs according to the construction angle of the steel bars;
s2, determining the length and the bending anchor angle of the reserved steel bar according to the structural stress angle, and simulating a steel bar connection mode;
s3, simulating a steel bar installation process, and carrying out the construction of the steel bars of the cast-in-place section between the composite floor slabs according to the following steps: erecting a formwork → positioning and installing bottom ribs of the floor slab at the cast-in-place section → hoisting the laminated floor slab in place → binding bottom ribs of the cast-in-place floor slab and reserved steel bars of the laminated slab → binding ribs of the floor slab.
The method is used for processing and analyzing the connection between the prefabricated composite floor slab and the cast-in-place structural floor slab, and comprises the following steps:
s1, determining the thickness of the cast-in-place floor slab, and dividing the cast-in-place floor slab into cast-in-place floor slabs with the same thickness and different thicknesses according to the different thicknesses of the cast-in-place floor slab for connection; analyzing the problem of steel bar sample turning from a BIM integral structure model;
s2, throwing the reserved hook steel bars with the thickness more than or equal to 280mm out of the laminated slab when the laminated slab is connected with a cast-in-situ floor slab with the same thickness;
s3, when connecting with cast-in-place floor slabs with different thicknesses, throwing out reserved straight bars from laminated slabs, and bending reinforcing steel bars in the cast-in-place slab area correspondingly;
processing and analyzing connecting steel bars between the prefabricated composite floor slab and the prefabricated wall slab; the method comprises the following steps:
and analyzing from the BIM integral structure model, and determining whether the lap joint length of the laminated slab and the top of the prefabricated wallboard, the length and the anchoring form of the reserved steel bars of the laminated slab and the position of the reserved steel bars of the prefabricated wallboard conflict or not.
The invention further discloses a prefabricated wall plate I-shaped cast-in-place structural steel bar model, a prefabricated wall plate L-shaped cast-in-place structural steel bar model, a prefabricated wall plate T-shaped cast-in-place structural steel bar model, a steel bar model of a cast-in-place structural floor slab between adjacent prefabricated composite floor slabs, a steel bar model between the prefabricated composite floor slab and the cast-in-place structural floor slab, and a steel bar model between the prefabricated composite floor slab and the prefabricated wall plate.
The prefabricated wall plate I-shaped cast-in-place structural steel bar model comprises a first prefabricated wall body and a second prefabricated wall body, wherein the first prefabricated wall body and the second prefabricated wall body are arranged in the vertical direction and are arranged in a I shape in the horizontal direction, reserved U-shaped steel bars are arranged on the first prefabricated wall body and the second prefabricated wall body respectively, hooks in the horizontal direction are arranged at the outer ends of the U-shaped steel bars, connecting steel bars are arranged close to the U-shaped steel bars and are rectangular, vertical steel bars are arranged at the top points of the rectangular structure, and vertical steel bars are arranged in the hooks at the outer ends of the U-shaped steel bars; the U-shaped steel bars, the connecting steel bars and the vertical steel bar are all tied up firmly.
The distance between the connecting ribs and the prefabricated wall body is 5-20mm, preferably 8-12mm, more preferably 10mm, the number of the connecting ribs is set according to the height of the actual prefabricated wall body, and in some cases, the strength of the cast-in-place section wall body is enhanced for enhancing the strength of the connecting ribs, and the connecting ribs can also comprise inclined connecting ribs except the parallel connecting ribs;
the U-shaped steel bar hook extends out of the prefabricated wall body by 240 mm and 260mm, preferably 250mm, and the length of a cast-in-place section between the first prefabricated wall body and the second prefabricated wall body which are arranged in a straight line shape is preferably larger than or equal to 520 mm;
and waterproof cloth is arranged between the cast-in-place section and the prefabricated wall body, and is arranged in the outdoor direction, and the width of the waterproof cloth is selected to be 100-200mm, preferably 140-260mm and more preferably 150 mm.
An L-shaped cast-in-place structural reinforcement model of a prefabricated wall plate comprises a first prefabricated wall body and a second prefabricated wall body, wherein the first prefabricated wall body and the second prefabricated wall body are arranged in the vertical direction and are parallel to form an L shape in the horizontal direction; the U-shaped steel bars, the connecting steel bars and the vertical steel bar are all tied up firmly.
The distance between the connecting ribs and the prefabricated wall body is 5-20mm, preferably 8-12mm, more preferably 10mm, the number of the connecting ribs is set according to the height of the actual prefabricated wall body, and in some cases, the strength of the cast-in-place section wall body is enhanced for enhancing the strength of the connecting ribs, and the connecting ribs can also comprise inclined connecting ribs except the parallel connecting ribs;
the U-shaped steel bar hook extends out of the prefabricated wall body by 240 mm and 260mm, preferably 250mm, and the length of a cast-in-place section between the first prefabricated wall body and the second prefabricated wall body which are arranged in a straight line shape is preferably larger than or equal to 520 mm;
and waterproof cloth is arranged between the cast-in-place section and the prefabricated wall body, and is arranged in the outdoor direction, and the width of the waterproof cloth is selected to be 100-200mm, preferably 140-260mm and more preferably 150 mm.
A prefabricated wall board T-shaped cast-in-place structural reinforcement model comprises a first prefabricated wall body, a second prefabricated wall body and a third prefabricated wall body, wherein the first prefabricated wall body, the second prefabricated wall body and the third prefabricated wall body are arranged in the vertical direction, the first prefabricated wall body and the second prefabricated wall body are transversely arranged in a T shape, the third prefabricated wall body and the transverse arrangement form a T-shaped arrangement, the first prefabricated wall body, the second prefabricated wall body and the third prefabricated wall body are respectively provided with a reserved U-shaped reinforcement, the outer end of the U-shaped reinforcement is provided with a hook in the horizontal direction, a connecting reinforcement is arranged close to the U-shaped reinforcement and is arranged in a T shape, the connecting reinforcement is arranged in a rectangular structure in a T shape, the T-shaped transverse connecting reinforcement and the T-shaped vertical connecting reinforcement have a square or rectangular intersection position, the top of the rectangular structure is provided with a vertical reinforcement, and the square or rectangular intersection position of the connecting reinforcement is provided with a vertical reinforcement, vertical steel bars are also arranged in the hooks at the outer ends of the U-shaped steel bars; the U-shaped steel bars, the connecting steel bars and the vertical steel bar are all tied up firmly.
The distance between the connecting ribs and the prefabricated wall body is 5-20mm, preferably 8-12mm, more preferably 10mm, the number of the connecting ribs is set according to the height of the actual prefabricated wall body, and in some cases, the strength of the cast-in-place section wall body is enhanced for enhancing the strength of the connecting ribs, and the connecting ribs can also comprise inclined connecting ribs except the parallel connecting ribs;
the U-shaped steel bar hook extends out of the prefabricated wall body by 240 mm and 260mm, preferably 250 mm;
a cast-in-place structural model between adjacent prefabricated composite floor slabs comprises a first composite floor slab and a second composite floor slab, wherein the first composite floor slab and the second composite floor slab are arranged in the same plane, a cast-in-place section is arranged between the first composite floor slab and the second composite floor slab, reserved transverse hook reinforcing steel bars are arranged in the first composite floor slab and the second composite floor slab, the transverse hook reinforcing steel bars extend out of the composite floor slab to the cast-in-place section, plate bottom longitudinal steel bars are arranged in the plane of the hook reinforcing steel bars and perpendicular to the transverse hook reinforcing steel bars, the plate bottom longitudinal steel bars and the transverse hook reinforcing steel bars are bundled, plate reinforcing steel bars are arranged on the upper portions of the first composite floor slab and the second composite floor slab, the plate reinforcing steel bars comprise transverse plate reinforcing steel bars and longitudinal plate reinforcing steel bars, and the plate reinforcing steel bars are positioned on the upper portions of the transverse hook reinforcing steel bars and the plate bottom longitudinal steel bars;
in the cast-in-place structural model between the composite floor slabs, the width of a cast-in-place section arranged between the first composite floor slab and the second composite floor slab is preferably 200-400mm, preferably 250-350mm and preferably 300mm, one end of a transverse hook steel bar reserved in the composite floor slab is positioned in the composite floor slab, and the distance from the other end of the transverse hook steel bar to the other composite floor slab is 10-20 mm.
A connection model between a prefabricated composite floor slab and a cast-in-place floor slab with equal thickness comprises a first composite floor slab and a cast-in-place slab adjacent to the first composite floor slab, wherein a reserved transverse hook steel bar is arranged in the first composite floor slab, the transverse hook steel bar protrudes out of one end of the interior of the first composite floor slab by a distance, a slab reinforcement is further arranged at the upper part of the first composite floor slab and extends to the interior of the cast-in-place slab, a lower slab reinforcement connected with the transverse hook steel bar of the first composite floor slab is further arranged in the cast-in-place slab, and the transverse hook steel bar and the slab reinforcement are both provided with longitudinal slab reinforcement;
preferably, the length of the transverse hook steel bar arranged in the first laminated floor slab is preferably equal to or greater than 260mm, preferably 280mm, 300mm and the like.
In some cases, the connection model between the prefabricated composite floor slab and the cast-in-place floor slab further comprises the condition that the height of the first composite floor slab is not equal to the height of the cast-in-place section; therefore, the application also requests to protect a connecting model between the prefabricated composite floor slabs with different thicknesses and the cast-in-place floor slabs, and the connecting model comprises a first composite floor slab, cast-in-place plates which are adjacent to the first composite floor slab and have different thicknesses, transverse reinforcing steel bars, a first transverse reinforcing steel bar, a second transverse reinforcing steel bar and a third transverse reinforcing steel bar, wherein the transverse reinforcing steel bars are left in the first composite floor slab; the transverse reinforcing steel bars extend out of the interior of the first composite floor slab by the distance Ia, first transverse reinforcing steel bars matched with the transverse reinforcing steel bars of the first composite floor slab are arranged in the cast-in-place plate, the first group of transverse reinforcing steel bars extend to the edge, close to the cast-in-place section, of the first composite floor slab from the cast-in-place section, the edge is bent for the first time in the vertical and upward direction, a group of transverse reinforcing steel bars are bent for the second time in the third transverse reinforcing steel bar plane in the horizontal direction, and the bent first transverse reinforcing steel bars extend to a distance in parallel along the upper side of the first composite floor slab;
a second group of transverse reinforcing bars are arranged on the upper surface close to the first composite floor slab, the second group of transverse reinforcing bars are parallel to the first group of transverse reinforcing bars, a third transverse reinforcing bar is arranged on the upper part of the first composite floor slab, the third transverse reinforcing bar extends to a cast-in-place section on the upper part of the first composite floor slab along the first composite floor slab, and is vertically bent downwards at a position h away from the edge of the first composite floor slab for the first time, and is bent for the second time in the horizontal direction when reaching the plane of the transverse reinforcing bars, and the bent third transverse reinforcing bars and the transverse reinforcing bars are coplanar; and h is the total thickness of the floor slab comprising the laminated floor slab.
Preferably, the bending part of the first transverse reinforcing bar and the third transverse reinforcing bar is provided with a matched longitudinal reinforcing bar, and the longitudinal reinforcing bar can be reasonably arranged along the transverse reinforcing bar according to specific requirements.
In some cases, the connection model between the composite floor slab and the prefabricated wall body comprises a first composite floor slab, a second composite floor slab and a prefabricated wall body for supporting the composite floor slab, wherein the first composite floor slab and the second composite floor slab comprise a first transverse reinforcing bar extending from the interior and a second transverse reinforcing bar parallel to the first transverse reinforcing bar and positioned on the upper portions of the first composite floor slab and the second composite floor slab; and the first vertical reinforcing bars and the first transverse reinforcing bars are bundled, and the first vertical reinforcing bars and the second transverse reinforcing bars are bundled.
Preferably, the first and second composite floor slabs are symmetrically arranged on the upper part of the prefabricated wall body.
Compared with the prior art, the method has the following beneficial effects:
1) according to the construction method of the cast-in-place area steel bars of the integrally assembled shear wall structure, the parameterized BIM model is established, the BIM standard model is used for accurately designing the building design, the integrally modularized building model can be modularized, the steel bars can be directly selected, placed and welded according to the BIM model, and the complicated steel bar sample turning is avoided.
2) The method and the device perform unitized operation on the integral assembly type shear wall structure, are suitable for construction application of cast-in-place areas of the assembly type shear wall with any structure, perform detailed model planning based on each model, and reduce design burden.
3) The condition that construction is inconvenient and the construction sequence of the cast-in-place structural steel bars is disordered due to collision of the reserved steel bars of the components and the cast-in-place structural steel bars can be avoided when the cast-in-place structural steel bars of the connecting components in the integral assembly type shear wall structure are constructed according to the traditional steel bar construction sequence through model building.
4) The method can ensure that the prefabricated part is reliably connected with the cast-in-place structure in the whole structure and ensure the normal use of the building; meanwhile, the construction process of the steel bar node is determined, the construction period of one standard layer of the integrally assembled shear wall structure is shortened by 25%, and the working efficiency is improved.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art that other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a construction method of a straight-line-shaped cast-in-place structural steel bar between prefabricated wall panels according to the present invention;
FIG. 2 is a drawing of a "one" type connecting rebar deepening between prefabricated wall panels of the present invention;
FIG. 3 is an "L" shaped connection model of prefabricated wall panels of the present invention;
FIG. 4 is a deepened view of the L-shaped connecting steel bar of the prefabricated wall panel of the present invention;
FIG. 5 is a "T" shaped connection model of prefabricated wall panels of the present invention;
FIG. 6 is a deepened view of the T-shaped connecting steel bar of the prefabricated wall panel of the present invention;
FIG. 7 is a connection model of a cast-in-place structure between composite floor slabs according to the present invention;
FIG. 8 is a deepening drawing of cast-in-place structural steel bars between composite floor slabs according to the present invention;
FIG. 9 is a connection model between the composite floor slab with the same thickness and different thicknesses and the cast-in-place floor slab of the invention;
FIG. 10 is a drawing of the deepening of the connecting steel bars of the composite floor slab and the cast-in-place floor slab with the same thickness and different thicknesses of the invention.
FIG. 11 is a connection model between a composite floor slab and a prefabricated wall according to the present invention;
FIG. 12 is a deepened view of the connection steel bars of the composite floor slab and the prefabricated wall body
Detailed Description
In order to make the technical solutions better understood by those skilled in the art, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are only a part or one embodiment of the present application, and not all 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 application.
Moreover, the terms "mounted," "disposed," "provided," "first," "second," "third," and the like are to be construed broadly. The positional relationships are to be understood in a generic sense as relative positional relationships and not as definite spatial positional relationships, and the first class of integers is to be understood as meaning to distinguish between the different classes of meanings.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail with reference to the accompanying drawings 1 to 12, in conjunction with the embodiments.
Example 1
Embodiment 1 discloses a construction method of cast-in-place structural steel bars of a connecting member in an integrally assembled shear wall structure;
the method comprises the following steps:
1) determining a construction unit, and adopting revit software to deepen connection nodes between prefabricated components and cast-in-place sections in the construction unit to establish a BIM overall structure model;
2) establishing a basic model, wherein the basic model comprises at least one steel bar model as follows: the prefabricated wall plate I-shaped cast-in-place structural steel bar model, the prefabricated wall plate L-shaped cast-in-place structural steel bar model, the prefabricated wall plate T-shaped cast-in-place structural steel bar model, the steel bar model of the cast-in-place structural floor slab between the adjacent prefabricated composite floor slabs, the steel bar model between the prefabricated composite floor slab and the cast-in-place structural floor slab, and the steel bar model between the prefabricated composite floor slab and the prefabricated wall plate;
3) replacing the corresponding steel bar connecting parts in the BIM one by adopting a basic model according to the BIM;
4) processing and analyzing the reinforcing steel bars of the 'one', 'L' and 'T' type nodes between the prefabricated wallboards, processing and analyzing the connecting nodes between the adjacent prefabricated composite floor slabs as post-cast concrete sections, processing and analyzing the connection between the prefabricated composite floor slabs and the cast-in-place structural floor slabs, and processing and analyzing the connecting reinforcing steel bars between the prefabricated composite floor slabs and the prefabricated wallboards;
the method is used for processing and analyzing the steel bars of the nodes of the 'one', 'L' and 'T' between the prefabricated wall boards and comprises the following steps:
s1, analyzing the problem of steel bar sample turning from the BIM integral structure model, and simulating stirrups and vertical bars of a cast-in-place section according to the basic model; reserving reinforcing steel bars according to the basic model simulation component, and determining a connection mode of the prefabricated wall board and the cast-in-place section reinforcing steel bars;
s2, simulating a steel bar installation process, deepening the reserved steel bars of the member into open steel bars according to the principle of facilitating steel bar installation, and facilitating adjustment when the member is connected with a stirrup of a cast-in-place section;
s3, constructing the wall steel bar of the cast-in-place section according to the following steps, reserving the vertical steel bar of the cast-in-place section on the floor slab → hoisting the prefabricated wall → penetrating stirrups on the reserved vertical steel bars → welding the vertical steel bars → adjusting the positions of the stirrups → connecting the stirrups with the member reserved open steel bars → binding the steel bars;
the method is characterized in that the connection node between adjacent prefabricated composite floor slabs is a post-cast concrete section for processing and analyzing, and comprises the following steps:
s1, analyzing the problem of steel bar sample turning from the BIM integral structure model, simulating reserved steel bars of a composite floor slab and bottom steel bars of a cast-in-place section, and determining the width of a post-pouring section between slabs according to the construction angle of the steel bars;
s2, determining the length and the bending anchor angle of the reserved steel bar according to the structural stress angle, and simulating a steel bar connection mode;
s3, simulating a steel bar installation process, and carrying out the construction of the steel bars of the cast-in-place section between the composite floor slabs according to the following steps: erecting a formwork → positioning and installing bottom ribs of the floor slab at the cast-in-place section → hoisting the laminated floor slab in place → binding bottom ribs of the cast-in-place floor slab and reserved steel bars of the laminated slab → binding ribs of the floor slab.
The method is used for processing and analyzing the connection between the prefabricated composite floor slab and the cast-in-place structural floor slab, and comprises the following steps:
s1, determining the thickness of the cast-in-place floor slab, and dividing the cast-in-place floor slab into cast-in-place floor slabs with the same thickness and different thicknesses according to the different thicknesses of the cast-in-place floor slab for connection; analyzing the problem of steel bar sample turning from a BIM integral structure model;
s2, throwing the reserved hook steel bars with the thickness more than or equal to 280mm out of the laminated slab when the laminated slab is connected with a cast-in-situ floor slab with the same thickness;
s3, when connecting with cast-in-place floor slabs with different thicknesses, throwing out reserved straight bars from laminated slabs, and bending reinforcing steel bars in the cast-in-place slab area correspondingly;
processing and analyzing connecting steel bars between the prefabricated composite floor slab and the prefabricated wall slab; the method comprises the following steps:
and analyzing from the BIM integral structure model, and determining whether the lap joint length of the laminated slab and the top of the prefabricated wallboard, the length and the anchoring form of the reserved steel bars of the laminated slab and the position of the reserved steel bars of the prefabricated wallboard conflict or not.
The embodiment 2 discloses a prefabricated wall panel I-shaped cast-in-place structural reinforcement model, which comprises a cast-in-place section 20, a first prefabricated wall body 21 and a second prefabricated wall body 22, wherein the first prefabricated wall body 21 and the second prefabricated wall body 22 are arranged in the vertical direction and are arranged in a straight shape in the horizontal direction, the first prefabricated wall body 21 and the second prefabricated wall body 22 are both provided with reserved U-shaped reinforcements 23, hooks 232 in the horizontal direction are arranged at the outer ends 231 of the U-shaped reinforcements, connecting reinforcements 24 are arranged at positions close to the U-shaped reinforcements 23, the connecting reinforcements 24 are in a rectangular structure, vertical reinforcements 25 are arranged at the vertexes of the rectangular structure, and vertical reinforcements 25 are also arranged in the hooks 232 at the outer ends of the U-shaped reinforcements; the joints of the U-shaped steel bars 23, the connecting steel bars 24 and the vertical steel bars 25 are all tied firmly.
The distance between the connecting steel bars 24 and the prefabricated walls (21, 22) is 10mm, the number of the connecting steel bars 24 is set according to the height of the actual prefabricated walls (21, 22),
the U-shaped steel bar hook 232 extends out of the prefabricated wall body by 250 mm;
Embodiment 3 discloses an L-shaped cast-in-place structural reinforcement model of a prefabricated wall panel, which comprises a cast-in-place section 30, a first prefabricated wall body 31 and a second prefabricated wall body 32, wherein the first prefabricated wall body 31 and the second prefabricated wall body 32 are both arranged in the vertical direction, the first prefabricated wall 31 and the second prefabricated wall 32 are provided with reserved U-shaped steel bars 33, hooks 333 in the horizontal direction are arranged at the outer ends of the U-shaped steel bars, connecting steel bars 34 are arranged close to the U-shaped steel bars 33, the connecting steel bars 34 are of a rectangular structure, the connecting steel bars 34 are arranged in an L shape, the connecting steel bars 34 are provided with square or rectangular intersection positions, vertical steel bars 35 are arranged at the top points of the rectangular structure, the vertical steel bars 35 are arranged at the square or rectangular intersection positions between the connecting steel bars 34, and the vertical steel bars 35 are also arranged in the hooks 333 at the outer ends of the U-shaped steel bars; and the joints of the U-shaped steel bars 33, the connecting steel bars 34 and the vertical steel bars 35 are all tied firmly.
The distance between the connecting steel bars 34 and the prefabricated wall body is 10mm, the number of the connecting steel bars 34 is set according to the height of the actual prefabricated wall body, and inclined connecting steel bars 341 can be sleeved between the parallel connecting steel bars 34;
the U-shaped steel bar hook 333 extends out of the prefabricated wall body by 250 mm;
Embodiment 4 discloses a prefabricated wall panel "T" shaped cast-in-place structural reinforcement model, which comprises a cast-in-place section 40, a first prefabricated wall body 41, a second prefabricated wall body 42 and a third prefabricated wall body 43, wherein the first prefabricated wall body 41, the second prefabricated wall body 42 and the third prefabricated wall body 43 are arranged in the vertical direction, the first prefabricated wall body 41 and the second prefabricated wall body 42 form a T-shaped transverse arrangement, the third prefabricated wall body 43 and the first prefabricated wall body 41 and the second prefabricated wall body 42 form a T-shaped arrangement, the first prefabricated wall body 41, the second prefabricated wall body 42 and the third prefabricated wall body 43 are respectively provided with a reserved U-shaped reinforcement 44, the outer end of the U-shaped reinforcement is provided with a hook 444 in the horizontal direction, a connecting reinforcement 45 is arranged close to the U-shaped reinforcement 44, the connecting reinforcement 45 is arranged in a T shape in a rectangular structure, the T-shaped transverse connecting reinforcement 451 and the T-shaped vertical connecting reinforcement 452 have a square or rectangular intersection position, vertical steel bars 46 are arranged at the top points of the rectangular structures, the vertical steel bars 46 are arranged at the intersection positions of the squares or the rectangles of the connecting steel bars 45, and the vertical steel bars 46 are also arranged in hooks 444 at the outer ends of the U-shaped steel bars 44; the joints of the U-shaped steel bars 44, the connecting steel bars 45 and the vertical steel bars 46 are all tied firmly.
The distance between the connecting steel bars 45 and the prefabricated wall (41/42/43) is 5-20mm, the number of the connecting steel bars 45 is set according to the height of the actual prefabricated wall, in some cases, the connecting steel bars 45 can also comprise inclined connecting steel bars except the parallel connecting steel bars 45, in order to enhance the strength of the connecting steel bars 45 and enhance the strength of the cast-in-situ section wall 40;
the U-shaped steel bar hook extends out of the prefabricated wall body by 240 mm and 260 mm;
Embodiment 5 discloses a cast-in-situ structural model between adjacent prefabricated composite floor slabs, which comprises a cast-in-situ section 50, a first composite floor slab 51 and a second composite floor slab 52, the first composite floor slab 51 and the second composite floor slab 52 are arranged in the same plane, a cast-in-place section 50 is arranged between the first composite floor slab 51 and the second composite floor slab 52, reserved transverse hook reinforcing steel bars 53 are arranged in the first composite floor slab 51 and the second composite floor slab 52, the transverse hook reinforcing steel bars extend 53 out of the composite floor slabs to the cast-in-place section, a plate bottom longitudinal bar 54 is also arranged in the plane of the transverse hook reinforcing bar 53 and is vertical to the transverse hook reinforcing bar, the plate bottom longitudinal bar 54 and the transverse hook reinforcing bar 53 are tied up, a plate reinforcing bar 55 is also arranged at the upper part of the first and the second laminated floor slabs (51 and 52), the plate reinforcing bars 55 comprise transverse plate reinforcing bars 551 and longitudinal plate reinforcing bars 552, and the plate reinforcing bars 55 are positioned at the upper parts of the transverse hook reinforcing bars 53 and the plate bottom longitudinal bars 54;
in the cast-in-place structural model between the composite floor slabs, the width of a cast-in-place section 50 arranged between a first composite floor slab 51 and a second composite floor slab 52 is 200-400mm, one end part of a transverse hook steel bar 53 reserved in the composite floor slabs (51 and 52) is positioned in the composite floor slabs, and the distance from the other end part of the transverse hook steel bar 53 to the other composite floor slab is 10-20 mm.
The joints of the transverse hook reinforcing steel bars 53, the transverse plate reinforcing steel bars 551, the longitudinal plate reinforcing steel bars 552 and the plate bottom longitudinal steel bars 54 are all tied and fastened.
Embodiment 6 discloses a connection model between prefabricated composite floor slabs and cast-in-place floor slabs with equal thickness, which comprises a first composite floor slab 61 and a cast-in-place slab 60 adjacent to the first composite floor slab, wherein a reserved transverse hook reinforcing steel bar 62 is arranged in the first composite floor slab 61, the transverse hook reinforcing steel bar 62 protrudes out of the first composite floor slab for a certain distance, a first slab reinforcing steel bar 63 is further arranged at the upper part of the first composite floor slab 61, the first slab reinforcing steel bar 63 extends into the cast-in-place slab 60, a second slab reinforcing steel bar 64 connected with the transverse hook reinforcing steel bar of the first composite floor slab 61 is further arranged in the cast-in-place slab 60, and longitudinal slab reinforcing steel bars 601 are respectively arranged on the transverse hook reinforcing steel bar 62, the first slab reinforcing steel bar 63 and the second slab reinforcing steel bar 64;
the length of the transverse hook steel bar 62 arranged in the first laminated floor slab 61 is preferably more than or equal to 260 mm.
The transverse hook reinforcing steel bars 62, the first plate reinforcing steel bars 63, the second plate reinforcing steel bars 64 and the longitudinal plate reinforcing steel bars 601 are tied and fastened at the joints.
Embodiment 7 discloses a connection model between prefabricated composite floor slabs with different thicknesses and cast-in-place floor slabs, which comprises a first composite floor slab 71 and cast-in-place plates 70 with different thicknesses, wherein the cast-in-place plates 71 are adjacent to the first composite floor slab, and the first composite floor slab 71 is internally provided with reserved transverse reinforcing steel bars 73, first transverse reinforcing steel bars 74, second transverse reinforcing steel bars 75 and third transverse reinforcing steel bars 76; the transverse reinforcing steel bars 73 extend out of the interior of the first composite floor slab 71 for a certain distance, a first transverse reinforcing steel bar 74 which is matched with the transverse reinforcing steel bars 73 of the first composite floor slab 71 and is coplanar is arranged in the cast-in-place plate 70, the first group of transverse reinforcing steel bars 74 extend from the cast-in-place section 70 to the edge of the first composite floor slab 71 adjacent to the cast-in-place section 70, the edge is bent for the first time in the vertical and upward direction, the first transverse reinforcing steel bar 74 is bent for the second time in the horizontal direction in the plane of the third transverse reinforcing steel bar 76, and the bent first transverse reinforcing steel bar 74 extends out for a certain distance in parallel along the upper part of the first composite floor slab 71;
a second transverse reinforcing bar 75 is arranged on the upper surface close to the first composite floor slab 71, the second transverse reinforcing bar 75 is parallel to the first group of transverse reinforcing bars 74, a third transverse reinforcing bar 76 is arranged on the upper portion of the first composite floor slab 71, the third transverse reinforcing bar 76 extends to the cast-in-place section 70 along the first composite floor slab 71 on the upper portion of the first composite floor slab 71, the first transverse reinforcing bar is vertically bent downwards at a position h away from the edge of the first composite floor slab 71, the second transverse reinforcing bar is bent horizontally when the coplanar surface of the first transverse reinforcing bar 74 and the coplanar surface of the transverse reinforcing bar 73 are reached, and the third transverse reinforcing bar 76 after bending, the transverse reinforcing bar and the first transverse reinforcing bar are coplanar; and h is the thickness of the first laminated floor 71.
The bending parts of the first transverse reinforcing ribs 74 and the third transverse reinforcing ribs 76 are provided with matched longitudinal reinforcing ribs 77, and the longitudinal reinforcing ribs 77 can be reasonably arranged along the transverse reinforcing ribs according to specific requirements.
Embodiment 8 discloses a connection model between a composite floor slab and a prefabricated wall, which comprises a first composite floor slab 81, a second composite floor slab 82, a prefabricated wall 83 for supporting the composite floor slab and a cast-in-place section 80, wherein the first composite floor slab 81 and the second composite floor slab 82 comprise first transverse reinforcing bars 83 extending from the inside to each other, gaps are formed between the first transverse reinforcing bars 83, second transverse reinforcing bars 84 parallel to the first transverse reinforcing bars 83 and positioned on the upper parts of the first and second composite floor slabs, first vertical reinforcing bars 85 extending from the inside are arranged inside the prefabricated wall 83, and the first vertical reinforcing bars 85 and the first transverse reinforcing bars 83 are arranged in an inverted-T structure; the first vertical reinforcement 85 and the first transverse reinforcement 83 are bundled, and the first vertical reinforcement 85 and the second transverse reinforcement 84 are bundled.
The first composite floor slab 81 and the second composite floor slab 82 are symmetrically arranged at the upper part of the prefabricated wall body, and the first composite floor slab 81 and the second composite floor slab 82 protrude into the prefabricated wall body 83 for equal distances.
The present invention is not limited to the above preferred embodiments, and any modifications, equivalent substitutions and improvements made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (12)
1. A construction method of cast-in-place structural steel bars of connecting members in an integrally assembled shear wall structure; the method comprises the following steps:
1) determining a construction unit, and adopting revit software to deepen connection nodes between prefabricated components and cast-in-place sections in the construction unit to establish a BIM overall structure model;
2) establishing a basic model, wherein the basic model comprises at least one steel bar model as follows: the prefabricated wall plate I-shaped cast-in-place structural steel bar model, the prefabricated wall plate L-shaped cast-in-place structural steel bar model, the prefabricated wall plate T-shaped cast-in-place structural steel bar model, the steel bar model of the cast-in-place structural floor slab between the adjacent prefabricated composite floor slabs, the steel bar model between the prefabricated composite floor slab and the cast-in-place structural floor slab, and the steel bar model between the prefabricated composite floor slab and the prefabricated wall plate;
3) according to the BIM overall structure model, adopting a basic model to simulate a corresponding connection part in the BIM overall structure model;
4) performing attribute analysis on the simulated basic model;
5) and obtaining simulated construction data, and carrying out construction according to the construction data.
2. The cast-in-place structural reinforcement construction method of the connecting member in the integrally assembled shear wall structure according to claim 1, wherein the reinforcement model of the simulated 'one', 'L' and 'T' type nodes is processed and analyzed, and the method comprises the following steps:
s1, analyzing the problem of steel bar sample turning from the BIM integral structure model, and simulating stirrups and vertical bars of a cast-in-place section; simulating a component to reserve a steel bar, and determining a connection mode of the prefabricated wall board and a cast-in-place section steel bar;
s2, simulating a steel bar installation process, deepening the reserved steel bars of the member into open steel bars according to the principle of facilitating steel bar installation, and facilitating adjustment when the member is connected with a stirrup of a cast-in-place section;
s3, constructing the wall steel bar of the cast-in-place section according to the following steps, reserving the vertical steel bar of the cast-in-place section on the floor slab → hoisting the prefabricated wall → penetrating stirrups on the reserved vertical steel bars → welding the vertical steel bars → adjusting the positions of the stirrups → connecting the stirrups with the member reserved open steel bars → binding the steel bars.
3. The cast-in-place structural reinforcement construction method of a connecting member in an integrally fabricated shear wall structure according to claim 1,
processing and analyzing for post-cast concrete sections aiming at connection nodes between the simulated adjacent prefabricated composite floor slabs, and the method comprises the following steps:
s1, analyzing the problem of steel bar sample turning from the BIM integral structure model, simulating reserved steel bars of a composite floor slab and bottom steel bars of a cast-in-place section, and determining the width of a post-pouring section between slabs according to the construction angle of the steel bars;
s2, determining the length and the bending anchor angle of the reserved steel bar according to the structural stress angle, and simulating a steel bar connection mode;
s3, simulating a steel bar installation process, and carrying out the construction of the steel bars of the cast-in-place section between the composite floor slabs according to the following steps: erecting a formwork → positioning and installing bottom ribs of the floor slab at the cast-in-place section → hoisting the laminated floor slab in place → binding bottom ribs of the cast-in-place floor slab and reserved steel bars of the laminated slab → binding ribs of the floor slab.
4. The cast-in-place structural reinforcement construction method of a connecting member in an integrally fabricated shear wall structure according to claim 1,
the method is used for processing and analyzing a connecting steel bar model between a prefabricated composite floor slab and a cast-in-place structural floor slab, and comprises the following steps:
s1, determining the thickness of the cast-in-place floor slab, and dividing the cast-in-place floor slab into cast-in-place floor slabs with the same thickness and different thicknesses according to the different thicknesses of the cast-in-place floor slab for connection; analyzing the problem of steel bar sample turning from a BIM integral structure model;
s2, throwing the reserved hook steel bars with the thickness more than or equal to 280mm out of the laminated slab when the laminated slab is connected with a cast-in-situ floor slab with the same thickness;
s3, when connecting with cast-in-place floor slabs with different thicknesses, throwing out reserved straight bars from laminated slabs, and bending reinforcing steel bars in the cast-in-place slab area correspondingly;
the construction is carried out according to the following construction sequence: erecting a formwork → positioning and installing bottom ribs of the floor slab at the cast-in-place section → hoisting the laminated floor slab in place → binding bottom ribs of the cast-in-place floor slab and reserved steel bars of the laminated slab → binding ribs of the floor slab.
5. The cast-in-place structural reinforcement construction method of a connecting member in an integrally fabricated shear wall structure according to claim 1,
analyzing a connecting steel bar between a prefabricated composite floor slab and a prefabricated wallboard through a BIM model, and determining whether the lap joint length of the top of the composite slab and the prefabricated wallboard, the length and the anchoring form of a reserved steel bar of the composite slab and the position of the reserved steel bar of the prefabricated wallboard conflict or not;
the construction is carried out according to the following construction sequence: erecting a formwork → hoisting the laminated floor in place → binding the prefabricated wall plate steel bars and the laminated slab reserved steel bars → binding the floor gluten.
6. A steel bar model in the construction method of cast-in-place regional steel bars of the integrally assembled shear wall structure according to claim 1, wherein the I-shaped cast-in-place structural steel bar model comprises a first prefabricated wall body and a second prefabricated wall body, the first prefabricated wall body and the second prefabricated wall body are both arranged in the vertical direction and are parallel to each other in the horizontal direction, the first prefabricated wall body and the second prefabricated wall body are both provided with reserved U-shaped steel bars, hooks in the horizontal direction are arranged at the outer ends of the U-shaped steel bars, connecting steel bars are arranged close to the U-shaped steel bars and are of a rectangular structure, vertical steel bars are arranged at the vertexes of the rectangular structure, and vertical steel bars are also arranged in the hooks at the outer ends of the U-shaped steel bars; the U-shaped steel bars, the connecting steel bars and the vertical steel bar are all tied up firmly.
7. A rebar model in the construction method of cast-in-place regional rebars of the integrally fabricated shear wall structure according to claim 1, wherein the L-shaped cast-in-place structural rebar model comprises a first prefabricated wall body and a second prefabricated wall body, the first prefabricated wall body and the second prefabricated wall body are arranged in the vertical direction, the first prefabricated wall body and the second prefabricated wall body are provided with reserved U-shaped steel bars, hooks in the horizontal direction are arranged at the outer ends of the U-shaped steel bars, connecting steel bars are arranged close to the U-shaped steel bars, the connecting reinforcing steel bars are arranged in a rectangular structure in an L shape, the connecting reinforcing steel bars are provided with square or rectangular intersection positions, vertical reinforcing steel bars are arranged at the top points of the rectangular structure, the vertical reinforcing steel bars are arranged at the square or rectangular intersection positions of the connecting reinforcing steel bars, and the vertical reinforcing steel bars are also arranged in the hooks at the outer ends of the U-shaped reinforcing steel bars; the U-shaped steel bars, the connecting steel bars and the vertical steel bar are all tied up firmly.
8. A steel bar model in the construction method of cast-in-place area steel bars of an integrally assembled shear wall structure according to claim 1, wherein the T-shaped cast-in-place structural steel bar model comprises a first prefabricated wall body, a second prefabricated wall body and a third prefabricated wall body, wherein the first prefabricated wall body, the second prefabricated wall body and the third prefabricated wall body are arranged in the vertical direction, the first prefabricated wall body and the second prefabricated wall body form a T-shaped transverse arrangement, the third prefabricated wall body and the transverse arrangement form a T-shaped arrangement, the first prefabricated wall body, the second prefabricated wall body and the third prefabricated wall body are respectively provided with an indwelling U-shaped steel bar, the outer end of the U-shaped steel bar is provided with a hook in the horizontal direction, a connecting steel bar is arranged close to the U-shaped steel bar, the connecting steel bar is arranged in a T shape in a rectangular structure, the T-shaped transverse connecting steel bar and the T-shaped vertical connecting steel bar have a square or rectangular intersection position, vertical steel bars are arranged at the top points of the rectangular structures, vertical steel bars are arranged at the intersection positions of squares or rectangles of the connecting steel bars, and vertical steel bars are also arranged in hooks at the outer ends of the U-shaped steel bars; the U-shaped steel bars, the connecting steel bars and the vertical steel bar are all tied up firmly.
9. A steel bar model in a cast-in-place region steel bar construction method of an integrally fabricated shear wall structure according to claim 1, a cast-in-place structure model between adjacent prefabricated composite floor slabs, comprising a first composite floor slab and a second composite floor slab, the first composite floor slab and the second composite floor slab are arranged in the same plane, a cast-in-place section is arranged between the first composite floor slab and the second composite floor slab, retained transverse hook reinforcing steel bars are arranged in the first composite floor slab and the second composite floor slab, the transverse hook reinforcing steel bars extend out of the composite floor slab to the cast-in-place section, a plate bottom longitudinal bar is arranged in the plane of the hook steel bar and is vertical to the transverse hook steel bar, the plate bottom longitudinal bar and the transverse hook steel bar are bound, plate reinforcing bars are arranged at the upper parts of the first and second composite floor slabs, the plate reinforcing bars comprise transverse plate reinforcing bars and longitudinal plate reinforcing bars, and the plate reinforcing bars are positioned on the upper portions of the transverse hook reinforcing bars and the plate bottom longitudinal bars.
10. A steel bar model in the construction method of the cast-in-place area steel bars of the integrally assembled shear wall structure according to claim 1, a connection model between the prefabricated composite floor slab and the cast-in-place floor slab with equal thickness, comprising a first composite floor slab and a cast-in-place slab adjacent to the first composite floor slab, wherein the first composite floor slab is internally provided with reserved transverse hook steel bars, the transverse hook steel bars protrude out of one end of the inside of the first composite floor slab for a distance, the upper part of the first composite floor slab is further provided with slab reinforcing bars, the slab reinforcing bars extend into the cast-in-place slab, the cast-in-place slab is internally provided with lower slab reinforcing bars connected with the transverse hook steel bars of the first composite floor slab, and the transverse hook steel bars and the slab reinforcing bars are both provided with longitudinal slab reinforcing bars.
11. A steel bar model in a construction method of a cast-in-place area steel bar of an integrally assembled shear wall structure according to claim 1, a connection model between prefabricated composite floor slabs with different thicknesses and cast-in-place floor slabs, comprising a first composite floor slab and cast-in-place plates with different thicknesses, wherein the first composite floor slab is internally provided with reserved transverse steel bars, first transverse reinforcing bars, second transverse reinforcing bars and third transverse reinforcing bars; the transverse reinforcing steel bars extend out of the distance la in the first composite floor slab, first transverse reinforcing steel bars matched with the transverse reinforcing steel bars of the first composite floor slab are arranged in the cast-in-place slab, the first group of transverse reinforcing steel bars extend to the edge, close to the cast-in-place section, of the first composite floor slab from the cast-in-place section, the edge is bent for the first time in the vertical and upward direction, a group of transverse reinforcing steel bars are bent for the second time in the horizontal direction in a third transverse reinforcing steel bar plane, and the bent first transverse reinforcing steel bars extend to a distance in parallel above the first composite floor slab;
a second group of transverse reinforcing bars are arranged on the upper surface close to the first composite floor slab, the second group of transverse reinforcing bars are parallel to the first group of transverse reinforcing bars, a third transverse reinforcing bar is arranged on the upper part of the first composite floor slab, the third transverse reinforcing bar extends to a cast-in-place section on the upper part of the first composite floor slab along the first composite floor slab, and is vertically bent downwards at a position h away from the edge of the first composite floor slab for the first time, and is bent for the second time in the horizontal direction when reaching the plane of the transverse reinforcing bars, and the bent third transverse reinforcing bars and the transverse reinforcing bars are coplanar; and h is the total thickness of the floor slab comprising the laminated floor slab.
12. A steel bar model in the construction method of a cast-in-place area steel bar of the integrally assembled shear wall structure according to claim 1, a connection model between the composite floor slab and the prefabricated wall body, comprising a first composite floor slab, a second composite floor slab and the prefabricated wall body for supporting the composite floor slab, wherein the first composite floor slab and the second composite floor slab comprise first transverse reinforcing bars extending from the interior and second transverse reinforcing bars parallel to the first transverse reinforcing bars and positioned on the upper parts of the first and second composite floor slabs; and the first vertical reinforcing bars and the first transverse reinforcing bars are bundled, and the first vertical reinforcing bars and the second transverse reinforcing bars are bundled.
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