CN116988592A - A prefabricated integrated concrete shear wall structure and construction method - Google Patents
A prefabricated integrated concrete shear wall structure and construction method Download PDFInfo
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- CN116988592A CN116988592A CN202310935891.9A CN202310935891A CN116988592A CN 116988592 A CN116988592 A CN 116988592A CN 202310935891 A CN202310935891 A CN 202310935891A CN 116988592 A CN116988592 A CN 116988592A
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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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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
- E04G21/16—Tools or apparatus
- E04G21/167—Tools or apparatus specially adapted for working-up plates, panels or slab shaped building elements
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Abstract
The utility model discloses a prefabricated integral concrete shear wall structure and a construction method. The vertical distribution steel bars in the middle of the prefabricated shear wall are configured by adopting the minimum reinforcement ratio, the vertical distribution steel bars at the bottom of the wall body do not extend out of the prefabricated wall body, the vertical distribution steel bars are disconnected and connected at the horizontal joint of the vertical distribution steel bars and the lower floor slab, the area of the vertical distribution steel bars in the range of the edge components of the shear wall is enlarged according to the principle of bending resistance and equal strength, and the vertical distribution steel bars of the edge components of the upper and lower layers of the shear wall are connected through the dislocation mutual anchor of ultra-high-performance concrete. According to the utility model, the vertical distribution of the steel bars in the middle of the shear wall is realized by reinforcing the edge longitudinal bars of the prefabricated shear wall, the connection of the edge member longitudinal bars of the upper and lower shear walls is realized by utilizing the good anchoring performance of the steel bars and the ultra-high performance concrete, the construction is convenient, and the construction and installation efficiency is high.
Description
Technical Field
The utility model relates to a prefabricated integral type concrete shear wall structure and a construction method, in particular to a prefabricated integral type reinforced concrete shear wall connection node form with non-connected vertical distribution steel bars of post-cast ultra-high performance concrete, and belongs to the technical field of building structures.
Background
As an important means and a main technical development direction for realizing building industrialization, the fabricated building is receiving more and more attention, support and popularization. The assembled shear wall structure has the advantages of high side rigidity, high bearing capacity, regular indoor space and the like, and is widely applied to residential buildings. The vertical steel bars of the prefabricated wall boards are connected by adopting a sleeve grouting or constraint slurry anchor connection method. However, the connection methods all need to be used for connecting a large number of steel bars, the installation is difficult, and the grouting quality of the connection is difficult to ensure.
The utility model provides a prefabricated assembled integral reinforced concrete shear wall structure without sleeve connection and construction, in particular to an assembled shear wall (SGBL) with discontinuous vertically distributed steel bars. The method can avoid the adoption of a large number of sleeve connections in the assembly construction of the shear wall, lighten the construction burden and reduce the construction cost. Although the connection of the sleeve or the slurry anchor is avoided by the vertical steel bar non-connection technology, the patent still has certain limitation, the edge member in the shear wall structure still needs to be cast in situ, and the work load of the steel bar operation and the concrete pouring on the construction site is larger. As shown in fig. 1.
The Chinese patent No. 216239007U proposes a prefabricated component dislocation connection structure, the steel bars are arranged in a dislocation way, high-strength concrete is cast in situ at the joint, the binding property between the steel bars and the high-strength concrete is fully utilized to realize the anchoring of the steel bars in the node area, and the problems of difficult accurate positioning, low fault tolerance and difficult field adjustment of the connecting steel bars of the assembled structural component can be solved; and the construction quality of the prefabricated part connection area is visual and clear, and the construction quality is ensured. The patent avoids a large number of sleeve connections through the dislocation connection technology, but has the problems that the range of the high-strength concrete post-cast strip is large and the hoisting, supporting and positioning of the prefabricated part are difficult. As shown in fig. 2.
Disclosure of Invention
In view of the defects existing or potential in the prior art, the utility model provides the prefabricated assembled integral type concrete shear wall connection node with the non-connected vertical distribution steel bars of post-cast ultra-high performance concrete and the construction method, which can effectively avoid sleeve connection in the prefabricated shear wall assembly construction, reduce construction difficulty, reduce field steel bar operation and concrete pouring workload, and improve production efficiency.
The aim of the utility model can be achieved by the following technical scheme:
the utility model provides a prefabricated integral concrete shear wall structure, is discontinuous assembled shear wall of vertical distribution reinforcing bar (SGBL for short), its characterized in that: the edge member is characterized in that vertical distributed steel bars of the prefabricated and post-poured ultra-high performance concrete are not connected;
the structure comprises prefabricated shear walls spliced up and down;
the ultra-high performance concrete post-pouring belt, the slurry-setting layer and the floor slab are arranged between the adjacent spliced precast shear walls;
and prefabricating the middle wall body and the edge components of the prefabricated shear wall.
Further, the prefabricated shear wall comprises a concrete wall body, edge longitudinal ribs and vertically distributed reinforcing steel bars, wherein:
the concrete wall comprises a middle wall body and an edge member, and the middle wall body and the edge member are prefabricated: the top area is a plane, and the bottom area is a T shape with a convex middle and an upward raised edge;
the edge longitudinal ribs are distributed in edge areas on two sides of the concrete wall body, and the upper end and the lower end of the edge longitudinal ribs extend out of the concrete wall body;
the vertically distributed steel bars are distributed in the middle wall body of the concrete wall body, the upper end of the vertically distributed steel bars extend out of the top of the concrete wall body, and the lower end of the vertically distributed steel bars do not extend out of the bottom of the concrete wall body;
the utility model provides a vertical distribution reinforcing bar discontinuous assembled shear wall structure is splice from top to bottom to a plurality of precast shear walls, is provided with the floor between the precast shear wall of adjacent upper and lower two-layer, is provided with super high performance concrete post-cast strip between the marginal member of floor and upper strata precast shear wall, is provided with between the intermediate wall body of floor and upper strata precast shear wall and sits the thick liquid layer, specifically does:
the overhanging part of the lower end of the edge longitudinal rib of the upper layer precast shear wall does not extend into the floor slab, the overhanging part of the upper end of the edge longitudinal rib of the lower layer precast shear wall penetrates through the floor slab, the edge longitudinal ribs of the upper layer precast shear wall and the lower layer precast shear wall are staggered with each other between the floor slab and the edge member of the upper layer precast shear wall, and staggered connection is formed by casting an ultra-high performance concrete post-pouring belt;
the lower ends of the vertically distributed steel bars of the upper layer precast shear wall do not extend out of the bottom of the concrete wall body, the extending length of the upper ends of the vertically distributed steel bars of the lower layer precast shear wall is smaller than the thickness of a floor slab, and the extending parts are anchored in the floor slab.
Further, the ultra-high performance concrete post-cast strip is positioned at the bottom of the edge component of the precast shear wall and is used for connecting the edge longitudinal ribs of the upper precast shear wall and the lower precast shear wall, so that reliable anchoring is provided for the precast shear wall, and the sleeve is not required to be used for connection, so that an assembled integral shear wall structure is formed.
Furthermore, the ultra-high performance concrete is preferably high-strength steel fiber concrete meeting relevant technical standards, the preparation process is preferably in accordance with relevant national standards, CF80, CF100 and CF120 are preferred, the anchoring length is required to correspond to the strength index of the concrete, and the anchoring requirement in relevant specifications is met.
Further, the slurry layer is positioned at the joint between the upper shear wall and the floor slab, and the upper shear wall is placed on the slurry layer.
Further, the floor slab is positioned between the upper layer of shear wall and the lower layer of shear wall, the cast-in-situ floor slab and the composite floor slab are adopted, the internal steel bars are arranged to avoid the steel bars extending out of the prefabricated shear wall, the upward extending parts of the vertical distributing bars of the lower layer of prefabricated shear wall are anchored in the cast-in-situ area of the floor slab, and the notch is reserved at the sitting position of the upper layer of shear wall slab before the cast-in-situ concrete of the floor slab is initially set.
The composite floor slab comprises truss steel bar precast slabs, a composite slab cast-in-situ part and a notch, wherein the notch is printed on the composite slab cast-in-situ part.
By adopting the scheme, the shear wall is prefabricated, and the post-cast strip is cast in situ by adopting ultra-high-performance concrete. The vertical distribution reinforcing bars are not connected with the longitudinal bars at the inner edge of the ultra-high performance concrete in a staggered manner, so that the adoption of sleeve connection at the horizontal joints of the upper layer and the lower layer of the shear wall structure can be avoided, the middle part of the prefabricated wall body is supported on the lower floor board through the slurry-sitting layer, and the construction support is simple and convenient.
The construction method of the prefabricated integral concrete shear wall structure, wherein the floor slab adopts a cast-in-situ floor slab, comprises the following steps:
step 1, prefabricating the prefabricated shear wall in a factory;
step 2, transporting the prefabricated shear wall to a construction site, filling sizing agent into a reserved notch of a floor slab at the position where the prefabricated shear wall sits to form a sizing layer, hoisting the prefabricated wallboard to be in place, and setting a corresponding temporary support;
step 3, supporting a mold in an ultra-high-performance post-pouring zone reserved at the bottom of the precast shear wall edge member, pouring ultra-high-performance concrete, and curing a node area;
and 4, binding reinforcing steel bars of the cast-in-situ floor slab, supporting the corresponding parts, casting floor slab concrete in situ, anchoring the vertical distribution ribs extending upwards from the precast shear wall in the cast-in-situ floor slab, and printing a notch on the concrete floor slab at the position where the upper-layer shear wall plate sits by adopting a shaping die before the concrete enters initial setting.
Step 5, after the cast-in-situ concrete of the floor reaches a certain strength, the construction of the shear wall of the layer is completed
And 6, repeating the steps 2-5, and splicing layer by layer until the construction of the structure is completed.
Further, according to the construction method, the edge longitudinal ribs of the upper prefabricated shear wall and the lower prefabricated shear wall are connected in a staggered manner in the ultra-high performance concrete post-cast strip at the bottom area of the edge component of the upper shear wall; the lower part of the vertical distributing rib does not extend out of the wall body, is broken at the horizontal joint, and the upper part extends out of the wall body and is anchored in the cast-in-situ area of the floor slab; the concrete in the wallboard sitting position can be printed with corresponding notches in advance or roughened.
The construction method of the prefabricated integral concrete shear wall structure comprises the steps of:
step 1, prefabricating a shear wall in a factory;
step 2, transporting the prefabricated shear wall to a construction site, filling sizing agent into a notch at the seating position of the prefabricated shear wall to form a sizing agent layer, hoisting the prefabricated shear wall to be in place, and setting corresponding temporary supports;
step 3, supporting a mold on an ultra-high performance concrete post-pouring belt reserved at the bottom of the precast shear wall edge member, pouring ultra-high performance concrete, and curing a node area;
step 4, placing truss steel bar precast slabs on two layers of the top surface of a lower layer precast shear wall, arranging a support on the lower part of the truss steel bar precast slabs, binding steel bars of a cast-in-place part of the laminated slab, supporting a mold on the corresponding part, pouring concrete of the cast-in-place part of the laminated slab, anchoring vertically distributed steel bars extending upwards from the precast shear wall in the laminated floor, and printing a notch on the concrete floor at the sitting position of the upper layer precast shear wall slab by adopting a shaping mold before the concrete enters initial setting;
step 5, after the cast-in-situ concrete of the floor reaches a certain strength, the construction of the shear wall of the layer is completed;
and 6, repeating the steps 2-5, and splicing layer by layer until the construction of the structure is completed.
Compared with the prior art, the utility model has the following beneficial effects:
the assembled integral type concrete shear wall structure with the non-connected vertical distribution steel bars of the post-cast ultra-high performance concrete avoids sleeve or slurry anchor connection of a large number of vertical steel bars, and utilizes the good bonding characteristic of the ultra-high performance concrete on the steel bars to connect the edge longitudinal bars of the upper layer shear wall and the lower layer shear wall to form the assembled integral type shear wall structure. The assembly process is simple, the construction quality is easy to ensure, and the production efficiency can be improved.
In contrast to the assembled integral reinforced concrete shear wall structure described in patent CN 109296136A, which does not need sleeve connection, the whole shear wall is prefabricated in a factory, and only the ultra-high performance concrete in the bottom area of the edge member is required to be poured on site, so that the cast-in-place edge member is not required, and the steel bar operation and the concrete pouring amount of the construction site are reduced.
Drawings
FIG. 1 is a schematic view of a prior art prefabricated integral reinforced concrete shear wall without sleeve connection.
Fig. 2 is a schematic diagram of a dislocation connection structure of a conventional prefabricated member.
Fig. 3 is a schematic three-dimensional view of a precast assembled monolithic concrete shear wall structure of example 1.
FIG. 4 is an exploded view of a precast, assembled, monolithic concrete shear wall structure.
Fig. 5 is an elevation view of a precast assembled monolithic concrete shear wall structure of example 1.
FIG. 6 is a schematic view of a precast shear wall reinforcement.
Fig. 7 is a schematic floor slab.
Fig. 8 is a schematic diagram of the dislocation connection of the longitudinal ribs at the edge of the embodiment 1.
Fig. 9 is a schematic three-dimensional view of a precast assembled monolithic concrete shear wall structure of example 2.
Fig. 10 is a schematic view of the reinforcement of the edge member node area of example 2.
Fig. 11 is a schematic view of reinforcement in a vertically distributed reinforcement node area according to example 2.
Fig. 12 is a schematic view of the construction sequence of the prefabricated integral concrete shear wall structure of example 2.
In the drawing the view of the figure,
111-a prefabricated wall part, 1111-vertical steel bars, 1112-horizontal steel bars, 112-a cast-in-situ wall part, 1121-longitudinal steel bars, 1122-stirrups, 113-internal threaded holes and 115-positioning screws;
22-first connecting bars, 23-second prefabricated part bodies, 24-second connecting bars;
1-a prefabricated shear wall, 11-edge longitudinal ribs, 12-vertically distributed reinforcing steel bars, 13-a concrete wall,
2-ultra-high performance concrete post-pouring belt, 3-slurry layer,
4-floor, 41-truss steel bar precast slabs, 42-laminated slab cast-in-situ parts and 43-notch.
Detailed Description
The technical scheme provided by the utility model is further described below with reference to specific embodiments and attached drawings. The advantages and features of the present utility model will become more apparent in conjunction with the following description.
It should be noted that the embodiments of the present utility model are preferred embodiments, and are not intended to limit the present utility model in any way. The technical features or combinations of technical features described in the embodiments of the present utility model should not be regarded as isolated, and they may be combined with each other to achieve a better technical effect. Additional implementations are also included within the scope of the preferred embodiments of the present utility model and should be understood by those skilled in the art to which the embodiments of the present utility model pertain.
Techniques, methods, and apparatus known to one of ordinary skill in the relevant art may not be discussed in detail, but should be considered part of the specification where appropriate. In all examples shown and discussed herein, any specific values should be construed as merely illustrative and not limitative. Thus, other examples of the exemplary embodiments may have different values.
The drawings of the utility model are in a very simplified form and are not to scale precisely, but are for the purpose of illustrating embodiments of the utility model conveniently and clearly, and are not intended to limit the scope of the utility model. Any structural modification, proportional change or size adjustment should fall within the scope of the technical disclosure without affecting the effects and the achieved objects of the present utility model. And the same reference numbers appearing in the figures represent the same features or elements, as may be used in different embodiments.
Example 1
As shown in fig. 3, fig. 4 (a) and fig. 5, the prefabricated integral concrete shear wall structure is an assembled shear wall (SGBL) with discontinuous vertically distributed steel bars, and has the characteristic that edge members are also disconnected by the vertically distributed steel bars of prefabricated and post-cast ultra-high performance concrete;
the structure comprises a prefabricated shear wall 1 spliced up and down;
the ultra-high performance concrete post-pouring strip 2, the slurry layer 3 and the floor slab 4 are arranged between the adjacent spliced precast shear walls 1;
the middle wall body and the edge components of the precast shear wall 1 are precast.
The precast shear wall 1 comprises a concrete wall body 13, edge longitudinal ribs 11 and vertically distributed reinforcing steel bars 12, wherein:
the concrete wall 13 comprises two parts, a middle wall and an edge member, both prefabricated: the top area is a plane, and the bottom area is a T shape with a convex middle and an upward raised edge;
the edge longitudinal ribs 11 are distributed in edge areas on two sides of the concrete wall body 13, and the upper end and the lower end of the edge longitudinal ribs extend out of the concrete wall body 13;
the vertically distributed steel bars 12 are distributed in the middle wall body of the concrete wall body 13, the upper end of the vertically distributed steel bars extends out of the top of the concrete wall body 13, and the lower end of the vertically distributed steel bars does not extend out of the bottom of the concrete wall body 13;
the assembled shear wall structure with discontinuous steel bars vertically distributed is formed by splicing a plurality of precast shear walls 1 up and down, a floor slab is arranged between the adjacent precast shear walls 1 on the upper layer and the lower layer, an ultra-high performance concrete post-cast strip 2 is arranged between the floor slab and edge components of the precast shear walls 1 on the upper layer, and a slurry-setting layer 3 is arranged between the floor slab and the middle wall of the precast shear walls 1 on the upper layer, as shown in fig. 8, specifically:
the overhanging parts of the lower ends of the edge longitudinal ribs 11 of the upper-layer precast shear wall 1 do not extend into the floor slab, the overhanging parts of the upper ends of the edge longitudinal ribs 11 of the lower-layer precast shear wall 1 penetrate through the floor slab, the edge longitudinal ribs 11 of the upper-layer precast shear wall and the edge components of the upper-layer precast shear wall 1 are staggered with each other, staggered connection is formed by casting ultra-high-performance concrete post-cast strips, and the anchoring length and the net spacing of the steel bars meet the corresponding specification requirements;
the lower ends of the vertically distributed steel bars 12 of the upper layer precast shear wall 1 do not extend out of the bottom of the concrete wall 13, the extending length of the upper ends of the vertically distributed steel bars 12 of the lower layer precast shear wall 1 is smaller than the thickness of a floor slab, and the extending parts are anchored in the floor slab.
When the prefabricated shear wall is prefabricated in a factory, the area of the longitudinal ribs 11 at the inner edge of the prefabricated shear wall is enlarged according to the bending strength principle, and the loss of bending resistance bearing capacity caused by the breaking of the vertically distributed reinforcing steel bars 12 can be compensated. The edge longitudinal bars 11 are large-diameter bars, such as 16-18 mm, preferably 16mm, and are configured by adopting the principle of bending resistance equivalent to the positive section of the cast-in-situ shear wall, the vertical distribution bars 12 in the prefabricated wall are configured by adopting the minimum bar arrangement rate, and the bars with common diameters are adopted without thickening. The concrete wall 13 is lifted upwards in the bottom area of the edge member, the lower part of the edge longitudinal rib 11 is exposed for pouring the ultra-high performance concrete post-pouring strip 2, and the middle area is subjected to rough treatment or reserved with a notch for being connected with the floor slab 4 through the slurry layer 3.
The staggered connection of the edge longitudinal ribs 11 is shown in fig. 8, and the edge longitudinal ribs 11 at the corresponding positions of the upper layer and the lower layer are staggered for a certain distance along the length direction of the wall by positioning during prefabrication, so that the net distance can be 2 times of the diameter of the steel bars.
The ultra-high performance concrete post-cast strip 2 is used for connecting the edge longitudinal ribs 11 of the upper and lower precast shear walls, the height design of the post-cast strip 2 needs to meet the anchoring requirement of the edge longitudinal ribs 11, and the post-cast strip height is preferably larger than 10 times of the diameter of the reinforcing steel bars according to related tests and specifications.
The slurry layer 3 is used for filling the joint between the upper layer shear wall 1 and the floor slab 4, as shown in fig. 3, and the upper layer prefabricated shear wall is placed on the slurry layer 3.
The floor 4 is a cast-in-situ floor, and as shown in fig. 7 (a), a shaping mould is used to print a notch 43 at the location where the upper layer of shear wall board 1 sits before the concrete enters the initial setting.
The construction method of the utility model comprises the following steps:
step 1, prefabricating reinforced concrete shear wall boards in a factory;
step 2, transporting the prefabricated shear wall 1 to a construction site, filling sizing agent into a notch 43 at the seating position of the prefabricated shear wall to form a sizing agent layer 3, hoisting the prefabricated wallboard to be in place, and setting corresponding temporary supports;
step 3, supporting a die by using an ultra-high performance concrete post-cast strip 2 reserved at the bottom of the precast shear wall edge member, pouring ultra-high performance concrete, and curing a node area;
step 4, when the floor slab 4 adopts the cast-in-situ floor slab: binding floor steel bars, supporting the corresponding parts, pouring floor concrete on site, anchoring the vertically distributed steel bars 12 extending upwards from the precast shear wall into the cast-in-situ floor, and printing a notch 43 at the concrete floor at the position where the upper precast shear wall board sits by adopting a shaping die before the concrete enters initial setting;
step 5, after the cast-in-situ concrete of the floor reaches a certain strength, the construction of the shear wall of the layer is completed
And 6, repeating the steps 2-5, and splicing layer by layer until the construction of the structure is completed.
Example 2
Is an alternative to example 1. A non-exhaustive part of the description is referred to example 1.
As shown in fig. 4 (b) and fig. 9, the prefabricated integral concrete shear wall structure provided by the utility model comprises a prefabricated shear wall 1, an ultra-high performance concrete post-cast strip 2, a grout layer 3 and a floor slab 4.
Unlike embodiment 1, the floor 4 in this embodiment is a composite floor, as shown in fig. 7 (b), and includes a truss reinforcement precast slab 41, a composite slab cast-in-situ portion 42, and a notch 43, where the notch 43 is printed on the composite slab cast-in-situ portion 42 for seating the upper layer shear wall panel 1. In practice, a sizing die is used to print a notch 43 in the upper shear wall panel 1 at the location of the landing before the concrete in the cast-in-place portion 42 of the composite slab is initially set.
When the prefabricated shear wall is prefabricated in a factory, as shown in fig. 10 and 11, the edge longitudinal ribs 11 extend out of the concrete wall 13 at the upper part, and the extending part is used for penetrating through the laminated slab cast-in-situ part 42 and being inserted into the ultra-high performance concrete post-pouring strip 2; the lower parts of the vertically distributed steel bars 12 do not extend out of the bottom of the concrete wall 13, and the upper parts extend out of the top of the concrete wall 13, and the extending length is smaller than the thickness of the floor slab; the edge longitudinal bars 11 are large-diameter bars, such as 16-18 mm, preferably 16mm, and are configured by adopting the principle of bending resistance equivalent to the positive section of the cast-in-situ shear wall, the vertical distribution bars 12 in the prefabricated wall are configured by adopting the minimum bar arrangement rate, and the bars with common diameters are adopted without thickening. The concrete wall 13 is lifted upwards in the bottom area of the edge member, the lower part of the edge longitudinal rib 11 is exposed for pouring the ultra-high performance concrete post-pouring strip 2, and the middle area is subjected to rough treatment or reserved with a notch for connecting with the laminated slab cast-in-situ part 42 through the grout sitting layer 3.
The grout layer 3, as shown in fig. 9, fills the joint between the upper shear wall 1 and the cast-in-place portion 42 of the laminated slab.
As shown in fig. 12, the construction method is as follows:
step 1, prefabricating reinforced concrete shear wall boards in a factory;
step 2, transporting the prefabricated shear wall 1 to a construction site, filling sizing agent into a notch at the position where the prefabricated shear wall sits to form a sizing agent layer 3, hoisting the prefabricated shear wall into position, and setting corresponding temporary supports;
step 3, supporting a die by using an ultra-high performance concrete post-cast strip 2 reserved at the bottom of the precast shear wall edge member, pouring ultra-high performance concrete, and curing a node area;
step 4 when the floor 4 adopts the composite floor: placing truss steel bar precast slabs 41 on two layers of the top surface of the lower layer precast shear wall 1, arranging supports on the lower parts of the truss steel bar precast slabs, binding steel bars of the laminated slab cast-in-situ parts 42, supporting the corresponding parts, pouring concrete of the laminated slab cast-in-situ parts 42, anchoring the vertically distributed steel bars 12 extending upwards from the precast shear wall in the laminated floor slab, and printing notches 43 at the concrete floor slab at the seating position of the upper layer precast shear wall slab by adopting a shaping mold before the concrete enters initial setting;
step 5, after the cast-in-situ concrete of the floor reaches a certain strength, the construction of the shear wall of the layer is completed
And 6, repeating the steps 2-5, and splicing layer by layer until the construction of the structure is completed.
The above description is only illustrative of the preferred embodiments of the utility model and is not intended to limit the scope of the utility model in any way. Any alterations or modifications of the utility model, which are obvious to those skilled in the art based on the teachings disclosed above, are intended to be equally effective embodiments, and are intended to be within the scope of the appended claims.
Claims (5)
1. A construction method of a prefabricated integral concrete shear wall structure is characterized in that the shear wall structure is an assembled shear wall with discontinuous vertically distributed steel bars, and has the characteristic that edge components are also not connected by the vertically distributed steel bars of prefabricated and post-poured ultra-high performance concrete; the structure comprises a prefabricated shear wall (1) spliced up and down; the ultra-high performance concrete post-pouring belt (2), the slurry layer (3) and the floor slab (4) are arranged between the adjacent spliced precast shear walls (1); the middle wall body and the edge components of the prefabricated shear wall (1) are prefabricated;
the floor (4) adopts a cast-in-situ floor, and the construction method comprises the following steps:
step 1, prefabricating the prefabricated shear wall (1) in a factory;
step 2, transporting the prefabricated shear wall (1) to a construction site, filling sizing agent into a reserved notch (43) of a floor slab where the prefabricated shear wall (1) sits to form a sizing agent layer (3), hoisting the prefabricated shear wall (1) into place, and setting corresponding temporary supports;
step 3, supporting a mold in an ultra-high performance concrete post-pouring zone (2) reserved at the bottom of an edge member of the precast shear wall (1), pouring ultra-high performance concrete and maintaining a node area;
step 4, binding reinforcing steel bars of the cast-in-situ floor slab, carrying out formwork erection on corresponding parts, casting concrete of the cast-in-situ floor slab in situ, anchoring vertical distribution ribs (12) extending upwards from the precast shear wall (1) in the cast-in-situ floor slab, and printing a floor slab reserved notch (43) at the concrete floor slab at the sitting position of the precast shear wall (1) at the upper layer by adopting a shaping mould before initial setting of the concrete;
and 5, after the cast-in-situ concrete of the cast-in-situ floor (4) reaches a certain strength, completing the construction of the shear wall of the layer.
And 6, repeating the steps 2-5, and splicing layer by layer until the construction of the structure is completed.
2. A construction method of a prefabricated integral concrete shear wall structure is characterized in that the shear wall structure is an assembled shear wall with discontinuous vertically distributed steel bars, and has the characteristic that edge components are also not connected by the vertically distributed steel bars of prefabricated and post-poured ultra-high performance concrete; the structure comprises a prefabricated shear wall (1) spliced up and down; the ultra-high performance concrete post-pouring belt (2), the slurry layer (3) and the floor slab (4) are arranged between the adjacent spliced precast shear walls (1); the middle wall body and the edge components of the prefabricated shear wall (1) are prefabricated;
the floor (4) adopts a composite floor which comprises truss steel bar precast slabs (41) and a composite slab cast-in-situ part (42), and the construction method comprises the following steps:
step 1, prefabricating the prefabricated shear wall in a factory;
step 2, transporting the prefabricated shear wall (1) to a construction site, filling sizing agent into a notch at the position where the prefabricated shear wall sits to form a sizing layer (3), hoisting the prefabricated shear wall into position, and setting corresponding temporary supports;
step 3, supporting a mold by using an ultra-high performance concrete post-pouring belt (2) reserved at the bottom of the precast shear wall edge member, pouring ultra-high performance concrete, and curing a node area;
step 4, placing truss steel bar precast slabs (41) on two layers of the top surface of a lower layer precast shear wall (1), arranging supports on the lower parts of the truss steel bar precast slabs, binding steel bars of a cast-in-place part (42) of the laminated slab, supporting the corresponding parts, pouring concrete of the cast-in-place part (42) of the laminated slab, anchoring vertically distributed steel bars (12) extending upwards from the precast shear wall in the inside of the laminated slab, and printing notches (43) on the concrete floor of the sitting position of the upper layer precast shear wall by adopting a shaping die before the concrete enters initial setting;
step 5, after the cast-in-situ concrete of the floor reaches a certain strength, the construction of the shear wall of the layer is completed
And 6, repeating the steps 2-5, and splicing layer by layer until the construction of the structure is completed.
3. The construction method according to claim 1 or 2, wherein,
precast shear wall (1) include concrete wall body (13), edge longitudinal reinforcement (11), vertical distribution reinforcing bar (12), wherein:
the concrete wall (13) comprises two parts, namely a middle wall and an edge member, both of which are prefabricated: the top area is a plane, and the bottom area is a T shape with a convex middle and an upward raised edge;
the edge longitudinal ribs (11) are distributed in edge areas on two sides of the concrete wall body (13), and the upper end and the lower end of the edge longitudinal ribs extend out of the concrete wall body (13);
the vertical distribution steel bars (12) are distributed in the middle wall body of the concrete wall body (13), the upper ends of the vertical distribution steel bars extend out of the top of the concrete wall body (13), and the lower ends of the vertical distribution steel bars do not extend out of the bottom of the concrete wall body (13).
4. The construction method according to claim 3, wherein,
the utility model provides a vertical distribution reinforcing bar discontinuous assembled shear force wall structure is spliced into from top to bottom to a plurality of precast shear force walls (1), is provided with the floor between two-layer precast shear force wall (1) about adjacent, is provided with super high performance concrete post-cast strip (2) between the marginal member of floor and upper strata precast shear force wall (1), is provided with between the intermediate wall body of floor and upper strata precast shear force wall (1) and sits thick liquid layer (3), specifically:
the lower end overhanging parts of the edge longitudinal ribs (11) of the upper layer precast shear wall (1) do not extend into the floor slab, the upper end overhanging parts of the edge longitudinal ribs (11) of the lower layer precast shear wall (1) penetrate through the floor slab, the edge longitudinal ribs (11) of the upper layer precast shear wall and the lower layer precast shear wall are staggered between the floor slab and the edge components of the upper layer precast shear wall (1), and staggered connection is formed by casting an ultra-high performance concrete post-pouring belt (2);
the lower ends of the vertically distributed steel bars (12) of the upper layer precast shear wall (1) do not extend out of the bottom of the concrete wall (13), the extending length of the upper ends of the vertically distributed steel bars (12) of the lower layer precast shear wall (1) is smaller than the thickness of a floor slab, and the extending parts are anchored in the floor slab; and the concrete at the sitting position of the precast shear wall (1) is printed with corresponding notches or roughened.
5. The construction method according to any one of claims 1 or 2, wherein the ultra-high performance concrete is CF80, CF100, CF120.
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| CN118531928A (en) * | 2024-07-29 | 2024-08-23 | 中冶建筑研究总院有限公司 | Assembled reinforced concrete multi-ribbed shear wall and building thereof |
| CN118933186A (en) * | 2024-09-27 | 2024-11-12 | 广州建筑产业开发有限公司 | One-time installation of dry-connected concrete shear wall/special-shaped column structure and construction method |
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