CN215211700U - Vertical wet process connection structure of assembled concrete shear force wall - Google Patents
Vertical wet process connection structure of assembled concrete shear force wall Download PDFInfo
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- CN215211700U CN215211700U CN202120861942.4U CN202120861942U CN215211700U CN 215211700 U CN215211700 U CN 215211700U CN 202120861942 U CN202120861942 U CN 202120861942U CN 215211700 U CN215211700 U CN 215211700U
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Abstract
The utility model discloses a vertical wet process connection structure of assembled concrete shear force wall, vertical wet process connection structure includes upper prefabricated shear force wall component and lower floor's prefabricated shear force wall component, and upper prefabricated shear force wall component hoists to the preset position above the lower floor's prefabricated shear force wall component and aligns with lower floor's prefabricated shear force wall component; vertical stressed connecting steel bars and vertical stressed connecting steel pipes are alternately arranged in the upper-layer prefabricated shear wall component and the lower-layer prefabricated shear wall component respectively; inserting the vertical stressed connecting steel bars in the prefabricated shear wall components into the vertical stressed connecting steel tubes in the vertically corresponding prefabricated shear wall components; a plugging structure is arranged at the horizontal joint of the upper-layer prefabricated shear wall component and the lower-layer prefabricated shear wall component; an exhaust slurry outlet hole is reserved at the plugging structure; micro-expansion high-strength grouting material is poured in the vertical stress connection steel pipe; the reliable connection can be realized, the wallboard installation of being convenient for structure construction speed improves building structure's level of assemblization.
Description
Technical Field
The utility model belongs to the technical field of assembly type building structure joint construction, concretely relates to vertical wet process connection structure of assembled concrete shear force wall.
Background
In recent years, the application of the fabricated concrete shear wall structure in the field of house construction is wider, and the construction quality and the construction efficiency are effectively improved; materials are saved, energy is saved, emission is reduced, the environment is protected, labor force is saved, and labor conditions are improved; the construction period is shortened, the winter construction is convenient, and the like, so the method is widely applied to the industrialization of buildings in China.
In the fabricated concrete shear wall member, the vertical connection of the prefabricated shear wall is one of the key technologies. The connecting node of the precast concrete component is a weak link of the fabricated shear wall structure, the vertical steel bar in the precast concrete component is a key for connection, the mature and reliable node connecting technology is a key for ensuring the integrity and the safety of the fabricated concrete structure, and the superior precast concrete component steel bar connecting technology simultaneously has the characteristics of safe and reliable connection, simple and easy production, transportation and construction, and low cost, and is a development direction for the efficient connection of the precast concrete component steel bar.
The common vertical connection modes of the assembled shear wall at present at home are sleeve grouting connection, constraint slurry anchor lap joint connection and the like. The sleeve grouting connection has the advantages of safety, reliability and wide application range. However, the grouting connection cost of the sleeve is high, and the vertical steel bars at the non-grouting end of the currently common semi-grouting sleeve need to be processed, so that the production cost is increased, and the connection performance of the processed end part is difficult to guarantee. Compared with the grouting connection of the sleeve, the constraint slurry anchor connection has the advantage of low cost, but the constraint slurry anchor connection has the problems of complex prefabrication process, difficult positioning of the spiral stirrup, low production efficiency, large transportation and installation difficulty and the like. In addition, the sleeve grouting connection and the constraint slurry anchor connection are provided with grouting holes and exhaust holes, the grouting holes and the exhaust holes can increase the production process of the precast concrete member, the pressure grouting is adopted on the other hand, the grouting material cannot be guaranteed to be compact, and the two methods cause the connection joints of the longitudinal stress steel bars of the shear wall to be located on the same plane, so that certain potential safety hazards exist. In addition, the grouting holes and the grout outlet connecting hoses of the grouting sleeve extend out of the wall for grouting, and the problem of interference is easily caused when an operating hand hole is reserved for the embedded pipeline and a construction hole is reserved for the reserved scaffold in the engineering; and at the position of hidden post, the connecting sleeve arranges more closely, causes grout hole and grout outlet connection hose too much, has reduced the bearing capacity intensity of the concrete wall of this position, has certain potential safety hazard.
SUMMERY OF THE UTILITY MODEL
The utility model provides a vertical wet method connection structure of an assembled concrete shear wall, which provides an improved vertical connection structure of the shear wall and a construction method according to a slurry anchor lap joint principle and a method for connecting steel pipes by vertical stress with threads in an embedded end part; according to the method, when the upper and lower layers of prefabricated shear walls are poured, vertical stressed connecting steel pipes replacing vertical stressed steel bars are embedded at intervals, vertical throwing ribs with the length not smaller than the binding and overlapping length required by the specification are thrown out of the upper and lower layers of prefabricated shear wall components at intervals, the vertical throwing ribs penetrate into the corresponding vertical stressed connecting steel pipes, and the defects and defects of the existing fabricated concrete shear wall in the vertical connection are overcome through the steps of pouring micro-expansion high-strength grouting material into the steel pipes for connection and the like.
The utility model discloses a vertical wet process connection structure of assembled concrete shear force wall, including upper precast shear wall component (1) and lower floor precast shear wall component (2), upper precast shear wall component (1) hoists to the preset position above lower floor precast shear wall component (2) and aligns with lower floor precast shear wall component (2); vertical stressed connecting steel bars (3) and vertical stressed connecting steel pipes (4) are alternately arranged in the upper-layer prefabricated shear wall component (1) and the lower-layer prefabricated shear wall component (2) respectively; vertical stressed connecting steel bars (3) in the upper-layer prefabricated shear wall component (1) are inserted into vertical stressed connecting steel pipes (4) in the lower-layer prefabricated shear wall component (2) below the vertical stressed connecting steel bars; a plugging structure is arranged at the horizontal joint of the upper-layer prefabricated shear wall component (1) and the lower-layer prefabricated shear wall component (2); an exhaust slurry outlet hole is reserved at the plugging structure; the vertical force-bearing connecting steel pipe (4) is filled with micro-expansion high-strength grouting material (8).
In the scheme, preferably, the cushion block (7) is arranged at the top of the lower prefabricated shear wall component (2).
It can also be preferred that the micro-expansion high-strength grouting material (8) is poured to the middle part in the vertical stress connection steel pipe (4).
It is also preferable that the vertical force-bearing connecting steel pipe (4) is provided with internal threads.
The utility model has the advantages that:
the utility model discloses a vertical wet process connection structure of an assembled concrete shear wall, which provides a vertical stressed connecting steel bar of a prefabricated shear wall with excellent comprehensive performance and an up-down staggered anchor type connection structure combined with a vertical stressed connecting steel pipe with an internal thread in the end part; based on the requirements of safety and simple actual construction of the fabricated concrete shear wall structure, the vertical connection mode of the shear wall is more convenient, quicker and more reliable by utilizing the slurry anchor overlapping principle and the method of embedding the vertical stress connection steel pipes, reliable connection is realized, the installation of the wall boards is convenient, the construction speed of the structure is accelerated, and the assembly level of the building structure is improved.
Drawings
The accompanying drawings, which are described herein, serve to provide a further understanding of the invention and constitute a part of this specification, and the exemplary embodiments and descriptions thereof are provided for explaining the invention without unduly limiting it. In the drawings:
fig. 1 is a schematic view of the vertical connection structure of the upper and lower shear wall members according to the present invention.
Fig. 2 is a schematic diagram of the C-C cross-sectional structure in fig. 1 according to the present invention.
Fig. 3 is a schematic diagram of the D-D cross-sectional structure in fig. 1 according to the present invention.
Fig. 4 is a schematic diagram of the sectional structure a-a in fig. 1 according to the present invention.
Fig. 5 is a schematic diagram of the cross-sectional structure B-B in fig. 1 according to the present invention.
FIG. 6 is a schematic view of the structural combination of the vertical connection of the upper and lower shear wall members.
Fig. 7 is an enlarged schematic view of a principle of a partial structure I in fig. 6 according to the present invention.
Fig. 8 is a schematic block diagram of the construction process flow of the vertical wet method connection structure of the fabricated concrete shear wall of the present invention.
In the figure, 1 is an upper-layer prefabricated shear wall component, 2 is a lower-layer prefabricated shear wall component, 3 is vertical stressed connecting steel bars, 4 is a vertical stressed connecting steel pipe, 5 is a vertical stressed connecting steel pipe internal thread large diameter, 6 is a vertical stressed connecting steel pipe internal thread small diameter, 7 is a cushion block, and 8 is a micro-expansion high-strength grouting material.
Detailed Description
To make the purpose, technical solution and advantages of the present invention clearer, the following will combine the embodiments of the present invention and the corresponding drawings to clearly and completely describe the technical solution of the present invention. It is to be understood that the embodiments described are only some embodiments of the invention, and not all embodiments. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.
The technical solutions provided by the embodiments of the present invention are described in detail below with reference to the accompanying drawings.
Example 1
As shown in fig. 1 to 7, the vertical wet method connection structure of the fabricated concrete shear wall comprises an upper prefabricated shear wall member 1 and a lower prefabricated shear wall member 2, wherein the upper prefabricated shear wall member 1 is hoisted to a preset position above the lower prefabricated shear wall member 2 and is aligned with the lower prefabricated shear wall member 2; vertical stressed connecting steel bars 3 and vertical stressed connecting steel pipes 4 are alternately arranged in the upper-layer prefabricated shear wall component 1 and the lower-layer prefabricated shear wall component 2 respectively; and the vertical stressed connecting steel bar 3 in the upper layer prefabricated shear wall component 1 is inserted into the vertical stressed connecting steel pipe 4 in the lower layer prefabricated shear wall component 2 below the vertical stressed connecting steel bar; a plugging structure is arranged at the horizontal joint of the upper-layer prefabricated shear wall component 1 and the lower-layer prefabricated shear wall component 2; an exhaust slurry outlet hole is reserved at the plugging structure; the vertical stress connection steel pipe 4 is filled with micro-expansion high-strength grouting material 8.
Example 2
A vertical wet process connection structure of an assembled concrete shear wall, which is similar to that of embodiment 1, except that a cushion block 7 is arranged at the top of a lower prefabricated shear wall member 2. And the micro-expansion high-strength grouting material 8 is poured to the middle part in the vertical stress connecting steel pipe 4. The vertical force-bearing connecting steel pipe 4 is provided with internal threads.
The construction method of the vertical wet method connection structure of the fabricated concrete shear wall of embodiment 1 or embodiment 2 includes the steps of:
first step, positioning of the connecting member: the vertical stress connecting steel bars 3 and the vertical stress connecting steel pipes 4 are alternately arranged in the upper-layer prefabricated shear wall component 1 and the lower-layer prefabricated shear wall component 2;
secondly, pouring and prefabricating the prefabricated shear wall component;
thirdly, maintaining and demolding and checking the prefabricated shear wall component;
fourthly, hoisting, constructing and installing the prefabricated shear wall;
the method comprises the following steps: hoisting the upper-layer prefabricated shear wall component 1 to a preset position above the lower-layer prefabricated shear wall component 2, and aligning the upper-layer prefabricated shear wall component 1 with the lower-layer prefabricated shear wall component 2; inserting vertical stressed connecting steel bars 3 in the upper-layer prefabricated shear wall component 1 into vertical stressed connecting steel pipes 4 in the lower-layer prefabricated shear wall component 2 below the upper-layer prefabricated shear wall component, and inserting grouting pipes of grouters into the vertical stressed connecting steel pipes 4 of the upper-layer prefabricated shear wall component 1 and the lower-layer prefabricated shear wall component 2; plugging horizontal joints of the upper-layer prefabricated shear wall component 1 and the lower-layer prefabricated shear wall component 2, and reserving an exhaust and slurry outlet hole; and (3) pouring micro-expansion high-strength grouting material 8 into the vertical stress connection steel pipe 4.
As shown in fig. 8, in actual construction, the construction method of the vertical wet connection structure of the fabricated concrete shear wall according to embodiment 1 or embodiment 2 may specifically include the following steps:
firstly, the split design of a prefabricated shear wall component: the method comprises the steps of taking a building structure construction drawing and a structure load into comprehensive consideration, carrying out split and deepening design on a cast-in-place reinforced concrete shear wall according to an assembly concrete structure design rule, drawing an assembly structure deepening design drawing, determining processing detailed drawings of all prefabricated shear wall components, and determining the positions, diameters, strength grades and the like of vertical stress connecting steel bars 3 of the prefabricated shear wall components and vertical stress connecting steel pipes 4 which can be internally threaded in the end parts;
and secondly, determining the attribute of the vertical stressed internal thread connection steel pipe:
first, positioning of the connecting member: according to the positions of the vertical connecting nodes of the prefabricated shear walls and the diameters and the intervals of the vertical stressed connecting steel bars 3 determined in the first step, the vertical stressed connecting steel tubes 4 are positioned according to the principle that the vertical stressed connecting steel bars 3 can be accurately inserted into the corresponding vertical stressed connecting steel tubes 4, and the vertical stressed connecting steel tubes 4 and the vertical stressed connecting steel bars 3 are alternately arranged in the same layer of prefabricated shear wall, as shown in fig. 2 to 4;
secondly, the design of vertical atress connecting steel pipe 4: the outer wall of the vertical stressed connecting steel pipe 4 can be provided with a grain rib structure, an internal thread can be arranged in the end part of the vertical stressed connecting steel pipe, and the length of the internal thread is the same as the anchoring length of the vertical stressed connecting steel bar 3; vertical stress connecting steel bar 3 connecting length llCan be calculated according to the following formula:
la＝ξalab (2)
ll＝βξ1la (3)
in the formula: alpha is the appearance coefficient of the anchoring steel bar, and the value is detailed in the concrete structure design Specification (GB 50010-2010); labA basic anchoring length for the tensioned reinforcement; f. ofyThe design value of the tensile strength of the common steel bar is obtained; f. oftThe design value of the axial tensile strength of the concrete is obtained; d is the diameter of the anchoring steel bar; laAnchoring length for the tensioned steel bar; xiaFor the correction coefficient of the anchoring length, the value is detailed in the concrete structure design Specification (GB 50010-; llIs the connection length of the longitudinal tension steel bar; beta is a reliability index of the structural member, and the value is specified in unified design standards for building structure reliability (GB 50068-2018); xi1The values of the correction coefficients for the connection length of the longitudinal tensile steel bars are detailed in the concrete structure design Specification (GB 50010-2010).
Then, the determination of the material and the size of the vertical force-bearing connecting steel pipe 4: the structural bearing capacity requirement is calculated according to the structural load and the stress form of the shear wall component and relevant specifications, the tensile strength of the selected vertical stress connecting steel pipe 4 is not less than the structural calculation bearing capacity, the inner diameter D is equal to 2 times of the diameter D of the vertical stress connecting steel bar 3, the wall thickness meets the bearing capacity checking calculation, the outer wall of the vertical stress connecting steel pipe 4 can be provided with a grain rib structure so as to improve the bond stress of concrete, and the internal thread of the inner wall of the vertical stress connecting steel pipe 4 is subjected to the anti-pulling test according to a connecting joint. The anti-pulling test principle is that three groups of vertical stressed connecting steel bars 3 and vertical stressed connecting steel pipes 4 are randomly selected in the same inspection batch to simulate real stress and bind the steel bar framework at the local part of the shear wall, wherein the vertical stressed connecting steel tubes 4 are bound with the steel reinforcement framework, concrete is poured to form a reinforced concrete test piece, the vertical stressed connecting steel bars 3 are inserted into the corresponding vertical stressed connecting steel tubes 4, pouring a micro-expansion high-strength grouting material 8 into the vertical stress connection steel pipe 4, curing until the concrete is finally set, carrying out a drawing test, when the vertical stressed connecting steel bar 3 is broken first to meet the requirement, and when the vertical stressed connecting steel pipe 4 is pulled out first, the line rib structure density and the depth of the outer wall of the vertical stressed connecting steel pipe 4 need to be increased, when the vertical stressed connecting steel bar 3 is pulled out, the insertion depth of the vertical stressed connecting steel bar 3 needs to be increased until the requirements are met.
Thirdly, pouring and prefabricating the prefabricated shear wall component: determining the position, size and model information of the vertical stressed connecting steel bars 3 and the vertical stressed connecting steel tubes 4 according to a detailed processing diagram of the prefabricated shear wall, arranging a prefabricated shear wall steel bar framework, wherein the vertical stressed connecting steel tubes 4 and the steel bar net sheets are mainly bound and connected by utilizing horizontal stirrups and lacing wires, so that the stressed vertical stressed connecting steel tubes 4 and the shear wall form an effective whole, and vertically throwing ribs (with the length of l) on the vertical stressed connecting steel bars 3l+20mm), the two ends of the vertical stress connection steel pipe 4 are blocked by rubber plugs, then a flat die method is adopted to assemble a die of the precast concrete shear wall member, and concrete of the shear wall member is poured.
And fourthly, maintaining and demolding the prefabricated shear wall member, maintaining the poured shear wall member by adopting a steam maintenance method, timely removing plugs at two ends of the vertical stress connecting steel pipe 4 after the concrete is initially solidified, avoiding the temperature stress generated by the airtight air in the vertical stress connecting steel pipe 4 in the steam maintenance process from damaging the connection quality of the vertical stress connecting steel pipe 4 and the concrete, and carrying out anti-corrosion treatment on the whipping rib. And (3) after maintenance is finished, removing the die of the shear wall member, checking the surface and size of the shear wall member, the positions of the vertical stressed connecting steel bars 3 and the vertical stressed connecting steel pipes 4, straightening the vertical stressed connecting steel bars 3, installing a protective facility, and then sequentially transporting all the shear wall members to the site according to a transportation scheme.
Fifthly, hoisting construction and installation of the prefabricated shear wall, straightening the vertical stressed connecting steel bars 3 again before hoisting, and removing rust to ensure that the vertical stressed connecting steel bars 3 are accurately inserted into the corresponding vertical stressed connecting steel pipes 4; then, inserting grouting thin tubes of a grouting machine into the bottoms of the vertical stress connection steel tubes 4 of the lower-layer prefabricated shear wall components 2, and placing a cushion block 7 with the thickness of 20mm on the tops of the lower-layer prefabricated shear wall components 2; according to the hoisting scheme, the preset positions of the upper-layer prefabricated shear wall component 1 and the lower-layer prefabricated shear wall component 2 are hoisted to be aligned, the vertical stress connecting steel bars 3 and the corresponding vertical stress connecting steel pipes 4 of the upper-layer prefabricated shear wall component and the lower-layer prefabricated shear wall component are correspondingly inserted one by one, the horizontal joint of the upper-layer prefabricated shear wall component 1 and the lower-layer prefabricated shear wall component 2 is plugged, and an exhaust hole and a grout outlet hole are reserved to be used as an exhaust hole and a grout outlet hole; then inserting a grouting pipe of a grouting machine into the bottom of the vertical stressed connecting steel pipe 4 of the upper prefabricated shear wall component 1 from the top, grouting the inside of the vertical stressed connecting steel pipe 4 in the lower prefabricated shear wall component 2, pulling and inserting grouting thin pipes of the grouting machine during grouting to ensure that grouting is filled, grouting till the air exhaust and grout outlet hole discharges grout, and then plugging the air exhaust and grout outlet hole; the grouting step of the vertical stressed connecting steel pipe 4 in the upper prefabricated shear wall component 1 is the same as that of the vertical stressed connecting steel pipe 4, during grouting, the grouting pipe of a grouting machine is inserted to enable grouting to be compact, the grouting pipe is kept to be inserted into the micro-expansion high-strength grouting material 8 all the time, the micro-expansion high-strength grouting material 8 is grouted to the middle of the vertical stressed connecting steel pipe 4 from bottom to top by utilizing pressure, after the upper half section of the vertical stressed connecting steel pipe 4 is inserted into the corresponding vertical stressed connecting steel bar 3 of the upper prefabricated shear wall component 1, grouting is repeatedly carried out according to the grouting mode of the vertical stressed connecting steel pipe 4 in the lower prefabricated shear wall component 2, and wet connection of the prefabricated shear walls is sequentially completed.
The above description is only an example of the present application and is not intended to limit the present application. Various modifications and changes may occur to those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the scope of the claims of the present application.
Claims (4)
1. A vertical wet method connection structure of an assembled concrete shear wall is characterized in that prefabricated shear wall components of the vertical wet method connection structure comprise an upper prefabricated shear wall component (1) and a lower prefabricated shear wall component (2), and the upper prefabricated shear wall component (1) is hoisted to a preset position above the lower prefabricated shear wall component (2) and is aligned with the lower prefabricated shear wall component (2); vertical stressed connecting steel bars (3) and vertical stressed connecting steel pipes (4) are alternately arranged in the upper-layer prefabricated shear wall component (1) and the lower-layer prefabricated shear wall component (2) respectively; vertical stressed connecting steel bars (3) in the prefabricated shear wall components are inserted into vertical stressed connecting steel pipes (4) which vertically correspond to the prefabricated shear wall components; a plugging structure is arranged at the horizontal joint of the upper-layer prefabricated shear wall component (1) and the lower-layer prefabricated shear wall component (2); an exhaust slurry outlet hole is reserved at the plugging structure; the vertical force-bearing connecting steel pipe (4) is filled with micro-expansion high-strength grouting material (8).
2. The vertical wet-method connecting structure of the fabricated concrete shear wall of claim 1, characterized in that a cushion block (7) is arranged at the top of the lower prefabricated shear wall member (2).
3. The vertical wet method connection structure of the fabricated concrete shear wall according to claim 1, wherein the micro-expansion high-strength grouting material (8) is poured to the middle part in the vertical stress connection steel pipe (4).
4. The vertical wet connection structure of the fabricated concrete shear wall according to claim 1, wherein the vertical force-bearing connection steel pipe (4) is provided with internal threads.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202120861942.4U CN215211700U (en) | 2021-04-25 | 2021-04-25 | Vertical wet process connection structure of assembled concrete shear force wall |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202120861942.4U CN215211700U (en) | 2021-04-25 | 2021-04-25 | Vertical wet process connection structure of assembled concrete shear force wall |
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| CN215211700U true CN215211700U (en) | 2021-12-17 |
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