CN109736479B - Assembly type shear wall joint structure and splicing method thereof - Google Patents
Assembly type shear wall joint structure and splicing method thereof Download PDFInfo
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- CN109736479B CN109736479B CN201910081456.8A CN201910081456A CN109736479B CN 109736479 B CN109736479 B CN 109736479B CN 201910081456 A CN201910081456 A CN 201910081456A CN 109736479 B CN109736479 B CN 109736479B
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Abstract
The invention discloses an assembled shear wall joint structure and a splicing method thereof. According to the invention, the vertical closed U-shaped hoop and the positioning bulge are connected, so that the mounting accuracy of the assembled shear wall and the stability during construction and mounting are ensured, temporary support during construction of the shear wall is reduced, the connection is reliable, the construction is convenient, the construction speed is high, a horizontal through long steel bar is arranged at a joint to form a steel bar cage, concrete is cast in situ together with the shear wall edge constraint component, a shear wall structure with a hidden frame structure is formed, and the advantages of good integrity and anti-seismic performance and the like are achieved.
Description
Technical Field
The invention belongs to the technology of assembly type buildings, and particularly relates to an assembly type shear wall splicing structure and a vertical connecting method thereof.
Background
Along with the national economic transformation and the adjustment of industrial structures, the traditional manual workshop type 'construction' mode with high energy consumption and low output is changed into the factory and standard 'manufacturing' mode in China, and the assembled shear wall structure is popularized and applied nationwide by the aid of the large structural rigidity, the good bearing capacity and the flexible spatial arrangement of the assembled shear wall structure and according with the development requirements of 'housing industrialization'. There are many more horizontal joints in fabricated shear wall structures than fabricated frame structures, and these joints not only directly determine the overall safety of the structure, but also affect the durability and functional utility of the structure.
The common connection method of the horizontal joint of the existing assembled shear wall is mainly a wet connection method of grouting steel sleeves and then casting concrete in situ. By adopting the technology, the steel bar is continuously stressed, but the using amount of the steel sleeve is large, the unit price of the sleeve is higher, the construction precision requirement of the connected part of the steel bar is high, and the steel bar is not suitable for shear wall members with smaller section width and denser steel bar.
The shear wall is composed of a concrete wall body, a wall body horizontal rib and a vertical structural rib, wherein the wall body horizontal rib and the vertical structural rib are poured in the concrete wall body to form a reinforcement cage, the wall body horizontal rib is vertical to the vertical structural rib, a row of longitudinal rib preformed holes are uniformly arranged in the shear wall along the vertical direction, the vertical ladder ribs are inserted into the preformed holes of the prefabricated shear wall, the vertical ladder ribs of the upper shear wall are correspondingly lapped with the vertical ladder ribs of the lower shear wall, the longitudinal rib preformed holes of the upper shear wall and the lower shear wall are aligned one by one, and self-compacting concrete is filled in the longitudinal rib preformed holes. This kind of scheme needs to set up the multiunit and indulge the muscle preformed hole according to the intensity requirement of shear force wall, and the steel bar connection position required precision is high in the work progress, consequently also high to the machining precision requirement of prefabricated wallboard.
Also, as in the assembled cavity shear wall horizontal joint tooth groove wet-type connection structure disclosed in chinese patent application No. CN107152104A, the cavity shear wall is mainly connected by grouting sleeves or mechanically connected by longitudinal bars under stress, and the cavity section distributed steel bars are not vertically connected, thereby simplifying the connection form; the lower part of the cavity section of the shear wall with the upper cavity adopts a reserved groove or takes the cavity as a connecting groove, and the upper part of the cavity section of the shear wall with the lower cavity is reserved with a convex tooth which is meshed with the groove. The scheme has the defect that the steel bars are not anchored enough or too few in the connecting area, and the strength of the shear wall is influenced.
Also, as disclosed in chinese patent application No. CN102561555A, a connection method of wall panels of a precast concrete shear wall structure is that a first precast concrete shear wall panel and a second precast concrete shear wall panel are bent in a thickness direction of the wall panels by passing through reinforcing bars extending from respective side edges of the wall panels, and are overlapped in a crossing manner after forming a closed rectangular reinforcing bar ring, and then are connected by using a joint reinforced concrete beam. The problem that space positioning is difficult exists in the upper wall plate in the construction process of this kind of scheme.
Due to the problems, the problems of the overall performance, the construction convenience and the like of the assembled shear wall structure are pending, and the vigorous popularization of the assembled shear wall structure is severely limited.
Disclosure of Invention
The technical problem solved by the invention is as follows: aiming at the problems of construction convenience and wallboard splicing strength of the existing fabricated shear wall, a novel fabricated shear wall joint structure and a vertical connection method thereof are provided.
The invention is realized by adopting the following technical scheme:
assembled shear wall joint structure includes:
the adjacent wall boards are mutually embedded at the joint;
vertical hoop reinforcing steel bars which extend out of the wall plates at other positions of the joint of the adjacent wall plates and are arranged among the wall plates in a staggered mode,
the joint space where the vertical hoop reinforcing steel bars are located is filled with cast-in-place concrete;
and the through long reinforcing steel bars penetrate through all the positioning bulges and the cast-in-place concrete and are fixedly connected with the vertical hoop reinforcing steel bars.
Furthermore, the positioning bulges are arranged in a staggered mode in the joint direction of the adjacent wall boards, and the positioning bulges between the adjacent wall boards are in toothed connection with each other.
Furthermore, the positioning protrusion is internally provided with a steel reinforcement framework integrated with the corresponding wall plate.
Furthermore, a reserved hole for penetrating through the long steel bar is formed in the positioning protrusion.
Furthermore, the splicing surface of the positioning bulge of the adjacent wall board is filled with joint materials.
Furthermore, the vertical hoop reinforcing steel bars are arranged in a staggered mode in the joint direction of the adjacent wall boards.
Furthermore, vertical cuff reinforcing bar is the closed U type cuff reinforcing bar that the wallboard surface stretches out, and the inboard angle of the closed U type cuff reinforcing bar in the logical long reinforcing bar that runs through cast in situ concrete and the adjacent wallboard seam space is tied up fixedly, forms cast in situ concrete's steel reinforcement framework.
Further, the vertical side of wallboard stretches out the wallboard and is equipped with the binding clip of edge, the binding clip of edge links into an organic whole through the vertical reinforcing bar of edge, and the vertical reinforcing bar of edge of adjacent wallboard passes through the extrusion sleeve and docks in seam crossing, simultaneously with leading to long reinforcing bar fixed connection, forms the hidden post of assembly wallboard.
In the assembled shear wall joint structure, the positioning protrusion is positioned in the middle of the joint of the wall board, and the vertical hoop reinforcing steel bars are distributed at the joint of the wall board on two sides of the positioning protrusion.
The invention also discloses a splicing method of the assembled shear wall joint structure, which comprises the following steps:
firstly, fixing a lower wallboard, hoisting an upper wallboard until the upper wallboard is mutually embedded with a positioning bulge in the middle of the lower wallboard, and filling a splicing material at the splicing position of the positioning bulge;
secondly, after penetrating through the embedded positioning bulges, the full-length steel bars are bundled and fixed with the vertical hoop steel bars which are in staggered lap joint with the upper wallboard and the lower wallboard at the joint to form a steel bar cage;
thirdly, connecting the edge vertical steel bars through an extrusion sleeve, and connecting the edge vertical steel bars into an edge restraint part steel bar cage of a wallboard through an edge restraint part stirrup;
and fourthly, pouring concrete into the spaces where the reinforcement cages in the second step and the third step are located together to finish the splicing assembly of the assembled shear wall.
The invention adopts different horizontal connecting methods for the edge joint surfaces and the middle joint surfaces on two sides in the same joint structure of the assembled wallboard to form different horizontal joint connecting forms. The middle of the joint of the shear wall is in toothed connection with each other by using positioning protrusions which are distributed in a staggered mode, and splicing materials are filled around a concrete joint surface to form a middle tooth socket connection joint surface, so that the wall boards can be aligned quickly in the splicing process; and on the both sides of the seam of the shear wall, form the steel reinforcement skeleton to the vertical closed U-shaped collar steel reinforcement, the vertical closed U-shaped collar steel reinforcement of the adjacent wallboard is staggered and lapped, the horizontal full-length steel reinforcement alternates in the closed rectangle that the staggered and lapped formation of vertical closed U-shaped collar steel reinforcement, cast in situ concrete together with the edge restraint member of the shear wall, form and equate the connection of cast in situ concrete shear wall, the vertical steel reinforcement of the edge restraint member between the wallboards passes through the extrusion muffjoint at the same time, make the longitudinal steel reinforcement continuous, form the mechanical connection of reinforcing bar. The positioning bulges of the whole joint structure are connected with the cast-in-place concrete in series through the through long steel bars, so that the overall strength of the whole assembly type wallboard splicing structure is ensured.
The assembled shear wall joint structure has the following beneficial effects:
(1) the shear wall is vertically connected with the positioning bulges by the vertical closed U-shaped hoop, so that the mounting accuracy of the assembled shear wall in place and the stability during construction and mounting are ensured, and the temporary support during the construction of the shear wall is reduced.
(2) According to the invention, the vertical steel bars of the edge restraining component are connected by the extrusion sleeve, so that the continuity of the vertical steel bars is ensured, and the integral stress performance of the shear wall structure is improved.
(3) The joints of the shear wall and the shear wall are in staggered lap joint through the vertical closed U-shaped sleeve hoop steel bars, so that the connection is reliable, the construction is convenient, the construction speed is high, grouting is not needed, and the cost can be reduced.
(4) According to the invention, the horizontal through-length steel bars are arranged in the U-shaped ferrules to form the steel reinforcement cage, and concrete is cast in situ together with the shear wall edge restraining member to form the shear wall structure with the hidden frame structure, so that the shear wall structure has the advantages of good integrity and seismic performance and the like.
The invention is further described with reference to the following figures and detailed description.
Drawings
Fig. 1 is an exploded view of the assembled wallboard in an embodiment.
Fig. 2 is a schematic diagram of the assembled wallboard splicing assembly in the embodiment.
Fig. 3 is a schematic sectional view taken along direction a in fig. 2, specifically, a schematic sectional view of a positioning protrusion of the lower wall plate.
Fig. 4 is a schematic sectional view taken along direction B in fig. 2, specifically a schematic sectional view of the position of the positioning protrusion of the top wall plate.
Fig. 5 is a schematic cross-sectional view taken along direction C in fig. 2, particularly illustrating the location of vertical hooped rebar of adjacent wall panels.
Fig. 6 is a cross-sectional view taken along line D of fig. 2, particularly at the tightening location of the edge restrainers of adjacent wall panels.
Reference numbers in the figures: 1-upper wall plate, 11-upper positioning teeth, 111-upper positioning teeth reserved hole channels, 12-upper vertical hoop reinforcing steel bars, 13-edge restraint part hooping steel bars, 14-upper edge vertical reinforcing steel bars, 2-lower wall plate, 21-lower positioning teeth, 211-lower positioning teeth reserved hole channels, 22-lower vertical hoop reinforcing steel bars, 24-lower edge vertical reinforcing steel bars, 3-full length reinforcing steel bars, 4-extrusion sleeves, 5-joint materials and 6-cast-in-place concrete.
Detailed Description
Examples
Referring to fig. 1 and 2, there are shown a top wall panel 1 and a bottom wall panel 2 which are embodiments of a fabricated shear wall incorporating the present invention. The shear wall is formed by splicing the bottom side edge of the upper wallboard 1 and the top side edge of the lower wallboard 2, and after the prefabrication of the upper wallboard 1 and the lower wallboard 2 in a workshop is completed, the upper wallboard 1 and the lower wallboard are spliced together through a joint structure on site.
Specifically, two groups of upper positioning teeth 11 and upper vertical hoop reinforcements 12 on two sides of the upper positioning teeth are arranged on the side edge of the joint of the upper wallboard 1, and an edge restraint part hoop reinforcement 13 and an upper edge vertical reinforcement 14 are arranged on the vertical sides on two sides of the upper wallboard 1; the seam side of wallboard 2 is equipped with a set of lower location tooth 21 and the lower vertical cuff reinforcing bar 22 of location tooth both sides down, and the position that corresponds the top wall board side at seam side both ends is provided with the butt joint of the vertical reinforcing bar of lower limb 24 and the vertical reinforcing bar 14 of top wall board's top edge.
Wherein, the last location tooth 11 that is located on top wall panel 1 and lower wallboard 2 is the location convex part of seam structure with location tooth 21 down, two sets of location teeth 11 on the top wall panel 1 and a set of location tooth 21 on the wallboard 2 down are along the crisscross arrangement each other of seam direction, and form the recess space that can just hold down location tooth 21 embedding between two sets of last location teeth 11, like this go up location tooth 11 and the mutual tooth of location tooth 21 down and connect the gomphosis back, just can only fix a position top wall panel and the only splice position of wallboard in the seam direction down, when top wall panel 1 and wallboard 2 gomphosis down, only need in the recess between last location tooth 11 with location tooth 21 gomphosis down, just can realize the location between top wall panel 1 and the wallboard 2 down.
The positioning protrusions on the upper wall plate 1 and the lower wall plate 2 are rectangular positioning teeth, so that the processing is convenient, and different numbers of positioning teeth in other shapes can be adopted in practical application.
Go up location tooth 11 and down location tooth 21 respectively with last wallboard 1 and wallboard 2 prefabrication shaping as an organic whole, adopt and carry out concrete placement shaping with the integrative steel reinforcement framework of corresponding wallboard, go up location tooth 11 like this and down location tooth 21 and correspond the intensity between the wallboard higher. In the process of pouring, an upper positioning tooth reserved hole 111 and a lower positioning tooth reserved hole 211 for penetrating through long steel bars need to be reserved on the upper positioning tooth 11 and the lower positioning tooth 21, and the upper positioning tooth reserved hole 111 and the lower positioning tooth reserved hole 211 need to be butted into a through hole after the upper positioning tooth 11 and the lower positioning tooth 21 are in toothed engagement.
As shown in fig. 3 and 4, the joint surfaces of the positioning teeth of the upper and lower wall panels 1 and 2 are filled with a joint material 5 to ensure the coupling performance between the positioning teeth. The joint material 5 is a conventional material, and is not described in detail herein in this embodiment.
Because the upper positioning teeth 11 and the lower positioning teeth 21 are protruded out of the joint side edges of the upper wall board and the lower wall board, after the upper wall board 1 and the lower wall board 2 are in toothed jogged connection and embedded through the upper positioning teeth 11 and the lower positioning teeth 21, other joint spaces of the joint structure are formed at two sides of the positioning protrusion structure, wherein a plurality of groups of upper vertical hoop reinforcing steel bars 12 extending out of the wall boards are arranged in the corresponding joint side edge areas of the upper wall board 1 in the position, a plurality of groups of lower vertical hoop reinforcing steel bars 22 vertically extending out of the wall boards are arranged in the corresponding joint side edge areas of the lower wall board 2 in the position, the upper vertical hoop reinforcing steel bars 12 and the lower vertical hoop reinforcing steel bars 22 are uniformly and equidistantly arranged along the joint direction, and the upper vertical hoop reinforcing steel bars 12 and the lower vertical hoop reinforcing steel bars 22 are arranged in a staggered way, after the upper wall board 1 and the lower wall board 2 are in toothed jogged connection and embedded through the upper positioning teeth 11 and the lower positioning, then the concrete reinforcement cage with the joint structure can be formed by binding and connecting the full-length reinforcements 3.
The through-length steel bars 3 are long straight steel bars with the same length as the joint length, penetrate through reserved holes in the upper positioning teeth 11 and the lower positioning teeth 21 after being in toothed engagement and embedded along the joint direction, and are fixedly tied and connected with the upper vertical hoop steel bars 12 and the lower vertical hoop steel bars 22 on the two sides respectively to form a joint steel bar cage structure.
And (3) pouring cast-in-place concrete 6 after formwork erecting is carried out on a joint space formed by the concrete reinforcement framework structure on a construction site, pouring concrete of the whole joint structure completely, and connecting the upper wallboard 1 and the lower wallboard 2 into a whole to form wet connection of equivalent cast-in-place reinforced concrete.
Go up vertical cuff reinforcing bar 12 and vertical cuff reinforcing bar 22 down for the closed U type cuff reinforcing bar that stretches out perpendicularly from the wallboard surface, for the integrative extension structure of the inside reinforcing bar firmware of corresponding wallboard body, go up vertical cuff reinforcing bar 12 and vertical cuff reinforcing bar 22's the height that stretches out slightly is less than the location tooth height of wallboard separately down, form closed rectangle after the crisscross overlap joint, it is fixed to run through cast in situ concrete 6's logical long reinforcing bar 3 and the closed U type cuff reinforcing bar inside angle in the adjacent wallboard joint space to tie up, form cast in situ concrete 6's steel skeleton, as shown in fig. 3-6. Similarly, the positions of the reserved holes on the upper positioning tooth 11 and the lower positioning tooth 21 are also arranged at the inner side close to the reinforcement cage inside the positioning teeth, so that the strength connection between the positioning teeth and the cast-in-place concrete 6 by the full-length steel bars 3 can be improved to the maximum extent.
The positioning convex structure formed by the upper positioning teeth 11 and the lower positioning teeth 21 is positioned in the middle of the wallboard joint, and the reinforced concrete structures formed by the upper vertical hoop reinforcing steel bars 12 and the lower vertical hoop reinforcing steel bars 22 are positioned at two sides, so that the distribution mode is more favorable for the overall assembly stability of the shear wall.
The edge restraint part stirrups 13 that are located the side of last wallboard 1 are the closed U type cover stirrup that stretches out perpendicularly from the wallboard surface equally, top edge vertical reinforcement 14 establishes ties into an organic whole with all edge restraint part stirrups 13 along vertical direction, at the in-process of last wallboard 1 and the concatenation of wallboard 2 down, align top edge vertical reinforcement 14 with lower edge vertical reinforcement 24 on the wallboard down, and dock in the seam crossing through steel extrusion sleeve 4, accomplish mechanical connection between the two, as shown in fig. 6, through leading to the fixed bundle of tying of the tip of long reinforcing bar 3 with the vertical fastening after the butt joint, form the steel reinforcement cage integrative with seam crossing framework, pour this regional an organic whole when pouring the seam structure, form the hidden column structure integrative with assembly wallboard seam structure, the intensity of whole assembled shear force wall has further been improved.
In the assembled shear wall joint structure, the positioning protrusion is positioned in the middle of the joint of the wall board, and the vertical hoop reinforcing steel bars are distributed at the joint of the wall board on two sides of the positioning protrusion.
The invention also discloses a splicing method of the assembled shear wall joint structure, which comprises the following steps:
first, fix wallboard 2 down to at the location tooth splice department of wallboard 1 and wallboard 2 down fill the piece material, hoist and mount wallboard 1, go up wallboard 1 and 2 middle last location tooth 11 of wallboard 2 down with fix a position the mutual joggle of tooth 21 down, the last vertical reinforcing bar 14 of 1 both sides of wallboard simultaneously docks through extrusion sleeve 11 and the lower limb vertical reinforcing bar 24 of wallboard 2 both sides down, accomplishes the installation of counterpointing of wallboard 1 and wallboard 2 down promptly.
And secondly, after the through long steel bars 3 penetrate through reserved holes in the upper positioning teeth 11 and the lower positioning teeth 21 which are in toothed engagement and embedded, the through long steel bars and vertical hoop steel bars which are in staggered lap joint with the upper wall plate 1 and the lower wall plate 2 at the joint are bundled and fixed to form a joint steel bar cage, and the joint steel bar cage is bundled and connected with edge restraint piece steel bar cages at two sides.
And thirdly, connecting the upper edge vertical steel bars 14 of the upper wallboard with the lower edge vertical steel bars 24 of the lower wallboard through the extrusion sleeve 4, and connecting the upper edge vertical steel bars and the lower edge vertical steel bars into a whole through the edge restraint part stirrups 13 to form an edge restraint part steel reinforcement cage.
And fourthly, pouring concrete into the joint space where the reinforcement cage in the second step and the third step is located, erecting formwork for the joint of the upper wallboard 1 and the lower wallboard 2 and the edge constraints on the two vertical sides of the upper wallboard 1, filling cast-in-place concrete 6 into the tops of the two sides of the upper wallboard 1, connecting the upper wallboard and the lower wallboard to form an integral shear wall, and completing the splicing assembly of the assembled shear wall.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (8)
1. Assembled shear force wall joint structure, its characterized in that includes:
the adjacent wall boards are mutually embedded at the joint;
vertical hoop reinforcing steel bars which extend out of the wall plates at other positions of the joint of the adjacent wall plates and are arranged among the wall plates in a staggered mode;
the joint space where the vertical hoop reinforcing steel bars are located is filled with cast-in-place concrete;
and the through long reinforcing steel bars penetrate through all the positioning bulges and the cast-in-place concrete and are fixedly connected with the vertical hoop reinforcing steel bars;
vertical cuff reinforcing bar is the closed U type cuff reinforcing bar that the wallboard surface stretches out, and the closed U type cuff reinforcing bar medial angle that leads to in long reinforcing bar and the adjacent wallboard seam space of running through cast in situ concrete is tied up fixedly, forms cast in situ concrete's steel reinforcement framework, the vertical side of wallboard stretches out the wallboard and is equipped with the about piece stirrup in edge, the about piece stirrup in edge links into an organic whole through the vertical reinforcing bar in edge, and the vertical reinforcing bar in edge of adjacent wallboard passes through the extrusion sleeve and docks in seam crossing, simultaneously with lead to long reinforcing bar fixed connection, forms the hidden column of assembly wallboard.
2. The fabricated shear wall joint structure of claim 1, wherein the positioning protrusions are staggered in the joint direction of adjacent wall panels, and the positioning protrusions between the adjacent wall panels are engaged with each other.
3. The fabricated shear wall joint structure of claim 2, the locating boss having a rebar skeleton integral with a corresponding wall panel therein.
4. The assembled shear wall joint structure of claim 1, wherein the positioning protrusion is provided with a reserved hole for penetrating through the through steel bar.
5. A fabricated shear wall joint structure according to claim 1, wherein the splice surfaces of the locating projections of adjacent wall panels are filled with joint material.
6. The fabricated shear wall joint structure of claim 1, wherein the vertical hoop reinforcement bars are staggered with respect to each other in the joint direction of adjacent wall panels.
7. The fabricated shear wall joint structure of any one of claims 1-6, wherein the locating protrusion is located at the middle of the joint of the wall panel, and the vertical hoop reinforcement is distributed at the joint of the wall panel on both sides of the locating protrusion.
8. A method of splicing a fabricated shear wall joint structure according to any one of claims 1 to 7, wherein: the method comprises the following steps:
firstly, fixing a lower wallboard, hoisting an upper wallboard until the upper wallboard is mutually embedded with a positioning bulge in the middle of the lower wallboard, and filling a splicing material at the splicing position of the positioning bulge;
secondly, after penetrating through the embedded positioning bulges, the full-length steel bars are bundled and fixed with the vertical hoop steel bars which are in staggered lap joint with the upper wallboard and the lower wallboard at the joint to form a joint steel bar cage;
thirdly, connecting edge vertical steel bars between the upper wallboard and the lower wallboard through an extrusion sleeve, and connecting the edge vertical steel bars into an edge restraint part steel bar cage of the wallboard through an edge restraint part stirrup;
and fourthly, pouring concrete into the spaces where the reinforcement cages in the second step and the third step are located together to finish the splicing assembly of the assembled shear wall.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910081456.8A CN109736479B (en) | 2019-01-28 | 2019-01-28 | Assembly type shear wall joint structure and splicing method thereof |
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| CN201910081456.8A CN109736479B (en) | 2019-01-28 | 2019-01-28 | Assembly type shear wall joint structure and splicing method thereof |
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| CN109736479A CN109736479A (en) | 2019-05-10 |
| CN109736479B true CN109736479B (en) | 2020-05-12 |
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| CN109024973B (en) * | 2018-07-09 | 2020-02-07 | 中国矿业大学 | Connecting structure for prefabricated shear wall and construction method thereof |
| CN110512748B (en) * | 2019-09-11 | 2020-09-29 | 湖南工学院 | Wall-beam-plate connecting structure of prefabricated building and construction method |
| CN111118997A (en) * | 2020-01-16 | 2020-05-08 | 同济大学 | Prefabricated assembled type lane plate |
| CN111502071A (en) * | 2020-05-14 | 2020-08-07 | 华北理工大学 | Prefabricated assembly type shear wall combined structure and construction method thereof |
| CN111502072B (en) * | 2020-05-14 | 2022-03-25 | 华北理工大学 | Horizontal splicing seam structure of prefabricated shear wall and construction method thereof |
| CN113026985A (en) * | 2021-03-17 | 2021-06-25 | 中国建筑第五工程局有限公司 | Vertical seam dislocation mutual anchor connection structure of prefabricated shear wall edge member department |
| CN114045958B (en) * | 2021-11-29 | 2022-12-30 | 江苏科技大学 | Synchronous grouting tooth socket applied to fabricated shear wall and construction method thereof |
| CN114059687B (en) * | 2021-12-28 | 2023-02-03 | 重庆大学 | Assembled steel concrete combined shear wall and construction method |
| CN114775423A (en) * | 2022-03-24 | 2022-07-22 | 清华大学 | Concrete composite slab unit, concrete composite slab assembly, concrete composite slab bridge body and splicing construction method |
| CN116538863B (en) * | 2023-04-28 | 2023-11-10 | 中国人民解放军陆军工程大学 | High-resistance wet-connection assembled bullet-shielding layer and preparation method thereof |
| CN117569479A (en) * | 2023-11-10 | 2024-02-20 | 中国电力工程顾问集团中南电力设计院有限公司 | Horizontal connection structure of ultra-high-performance concrete shear wall and construction method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102433945A (en) * | 2011-08-30 | 2012-05-02 | 东南大学 | Vertical mixed connection structure and method of prefabricated internal wallboards for assembling shear wall structure |
| CN103104053A (en) * | 2013-03-08 | 2013-05-15 | 郑州大学 | Assembled concrete shear wall and construction method thereof |
| CN105507459A (en) * | 2016-01-13 | 2016-04-20 | 天津大学 | Assembled type shear wall upper-layer and lower-layer combined connection structure |
| CN106245753A (en) * | 2016-07-29 | 2016-12-21 | 刘祥锦 | A kind of armored concrete linked system of prefabricated structural wall board |
| CN108316513A (en) * | 2017-01-18 | 2018-07-24 | 湖南大学 | A kind of rapid construction assembly of shear wall structure and its construction method |
-
2019
- 2019-01-28 CN CN201910081456.8A patent/CN109736479B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102433945A (en) * | 2011-08-30 | 2012-05-02 | 东南大学 | Vertical mixed connection structure and method of prefabricated internal wallboards for assembling shear wall structure |
| CN103104053A (en) * | 2013-03-08 | 2013-05-15 | 郑州大学 | Assembled concrete shear wall and construction method thereof |
| CN105507459A (en) * | 2016-01-13 | 2016-04-20 | 天津大学 | Assembled type shear wall upper-layer and lower-layer combined connection structure |
| CN106245753A (en) * | 2016-07-29 | 2016-12-21 | 刘祥锦 | A kind of armored concrete linked system of prefabricated structural wall board |
| CN108316513A (en) * | 2017-01-18 | 2018-07-24 | 湖南大学 | A kind of rapid construction assembly of shear wall structure and its construction method |
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