Construction method of longitudinal ribbed composite shear wall structure wall

Abstract

The application relates to the technical field of shear wall construction, and particularly discloses a longitudinal-rib composite shear wall structure wall construction method, which comprises the steps of hoisting a prefabricated wall, installing the prefabricated wall, detecting and supporting the verticality of the prefabricated wall, grouting the prefabricated wall, pouring the post-poured area, and curing, etc. A flow guide pipe is arranged in the application, which can guide the concrete poured into the prefabricated wall, so that the concrete in the cavity can be guided into the communicating groove below the window of the prefabricated wall along the flow guide pipe, the prefabricated wall bottom communicating groove and the concrete filling in the prefabricated wall space are more compact, the prefabricated wall construction is more solid, and the construction quality is better.

Description

TECHNICAL FIELD

[0001] The application relates to the technical field of shear wall construction, in particular to a longitudinal rib composite shear wall structure wall construction method. BACKGROUND

[0002] At present, the domestic assembled building usually adopts the assembled concrete structure steel sleeve grouting connection technology, but the technology has the defects of difficult construction installation precision control and difficult quality control. As a new type of assembled concrete shear wall structure system, the assembled longitudinal rib composite shear wall structure is more and more widely used.

[0003] In the assembled longitudinal rib composite shear wall structure system, the longitudinal rib of the upper and lower prefabricated walls adopts the sleeve-free steel rib lap joint connection technology, which reduces the installation difficulty compared with the traditional assembled structure. In the assembled longitudinal rib composite shear wall structure system, a plurality of spaced cavities are formed in the prefabricated wall from top to bottom, each cavity extends through the top and bottom of the prefabricated wall, horizontal transverse ribs and vertical longitudinal ribs are embedded in each prefabricated wall, the upper part of the longitudinal rib penetrates out of the prefabricated wall, and the lower part is located in each cavity and close to the bottom of the prefabricated wall. A vertical steel bar is embedded on the structure floor, and when the prefabricated wall is installed, the steel bar is inserted into the corresponding cavity, so that the steel bar and the longitudinal rib in the corresponding cavity are lap jointed, and then the cavities are grouted, so that the steel bar on the structure floor and the longitudinal rib in the prefabricated wall are grouted and fixed, and the fixed construction of the prefabricated wall is realized.

[0004] In order to connect the longitudinal rib in each cavity and the steel bar inserted into each cavity into a whole, a communication groove is usually preformed on the inner wall of each cavity. The communication groove can connect the spaces at the bottom of each cavity with each other. During grouting, the concrete can grout the longitudinal rib and the steel bar in each cavity into a whole, improve the integrity of the connection of the prefabricated wall, and thus improve the construction connection strength of the prefabricated wall. However, for the prefabricated wall with a window, the space of the cavity and the communication groove is relatively small, so the concrete is difficult to reach the communication groove below the window, the concrete in the bottom cavity of the prefabricated wall is difficult to be compacted, and thus each cavity at the bottom of the prefabricated wall is difficult to be connected into a whole by the concrete, and thus improvement is needed. SUMMARY

[0005] In order to make the concrete at the bottom of the prefabricated wall with a window more compact, the application provides a longitudinal rib composite shear wall structure wall construction method.

[0006] The longitudinal rib composite shear wall structure wall construction method provided by the application adopts the following technical scheme:

[0007] A kind of longitudinal rib superimposed shear wall structure wall construction method, precast wall inside is provided with multiple parallel cavities from top to bottom, the cavity side wall is provided with intercommunication groove being communicated with each other, comprising the following steps:

[0008] S1: hoisting of precast wall: round head lifting bolt is embedded in the top of the precast wall, and the precast wall is hoisted to the structural floor using a lifting appliance;

[0009] The precast wall is obliquely arranged with a flow guide pipe, which is located below the window of the precast wall and is in communication with the cavity at one end and the intercommunication groove below the window of the precast wall at the other end;

[0010] S2: installation of precast wall: hoist the precast wall to the installation position, lower the precast wall, and overlap the longitudinal reinforcement at the bottom of the precast wall with the reinforcement of the structural floor;

[0011] S3: perpendicularity detection and support of precast wall: erect inclined supports on one side of the precast wall, four inclined supports are erected for each precast wall, one side of each inclined support is fixed on the precast wall, and the other side is fixed on the structural floor;Adjust each inclined support to detect the perpendicularity of the precast wall;

[0012] S4: grouting of precast wall: grouting each cavity at the top of the precast wall;

[0013] S5: pouring of post-cast area: form the post-cast area between adjacent precast walls and grout the cavities between the precast forms until the grouting height is flush with the bottom of the precast wall;

[0014] S6: maintenance: maintain the precast wall and post-cast area after grouting until the concrete is dry and formed.

[0015] By using the above technical solution, during the pouring of concrete, the concrete is poured from each cavity at the top of the precast wall, and the concrete gradually flows to the bottom of each cavity, so that the longitudinal reinforcement at the bottom of the cavity and the reinforcement on the structural floor are mutually poured into one body. During the pouring of concrete, the concrete will flow into the adjacent cavity along the intercommunication groove, so that the concrete in the adjacent cavity can be connected into one body;

[0016] The flow guide pipe provided in the present application can guide the concrete poured into the bottom of the cavity, so that the concrete in the cavity can be guided into the intercommunication groove below the window of the precast wall along the flow guide pipe, thereby making the filling of the concrete in the intercommunication groove at the bottom of the precast wall and the cavity of the precast wall more dense, so as to make the construction of the precast wall more solid and the construction quality better.

[0017] Optionally, the angle between the flow guide pipe in the S1 step and the structural floor is 30-50 degrees.

[0018] By adopting the above technical solution, the inclined diversion pipe can guide the poured concrete more smoothly, enabling the concrete to fill the connecting groove more densely, thereby enhancing the connection stability between the precast wall and the structural wall surface.

[0019] Optionally, two such diversion pipes are provided in the precast wall, and the two diversion pipes are symmetrically arranged below the two side edges of the window of the precast wall respectively.

[0020] By adopting the above technical solution, arranging the diversion pipes respectively below the two sides of the window of the precast wall can make the flow effect of the concrete better.

[0021] Optionally, a plurality of pouring ports are formed by extending downward on the lower end surface of the window of the precast wall, and the pouring ports are arranged at intervals with each other, and the lower end of the pouring port is communicated with the connecting groove, and corrugated pipes are uniformly arranged in each pouring port.

[0022] By adopting the above technical solution, the connecting groove below the window can be poured through the pouring port, so that the uncompacted concrete in the connecting groove is compacted again, thereby further ensuring the compaction effect of the concrete in the connecting groove and improving the construction quality of the precast wall.

[0023] Optionally, the layout quantity of the pouring port and the corrugated pipe is determined according to the width of the window of the precast wall:

[0024] When the width of the window of the precast wall is greater than 1200 mm, a corrugated pipe is arranged in the middle of the window of the precast wall;

[0025] When the width of the window of the precast wall is greater than 1200 mm and less than 1800 mm, two corrugated pipes are arranged in the middle of the window of the precast wall;

[0026] When the width of the window of the precast wall is greater than 1800 mm and less than 2400 mm, three corrugated pipes are arranged in the middle of the window of the precast wall.

[0027] By adopting the above technical solution, different layouts of corrugated pipes can be carried out according to windows of different sizes, so as to meet the pouring requirements for precast walls of different sizes.

[0028] Optionally, a "U" - shaped inclined support embedded anchor ring is embedded on the structural floor, and one end of the inclined support is hooked on the inclined support embedded anchor ring.

[0029] By adopting the above technical solution, when installing the inclined support, one end of the inclined support can be quickly hooked on the inclined support embedded anchor ring, realizing the quick installation of the inclined support and improving the installation efficiency of the inclined support.

[0030] Optionally, one ends of the inclined braces close to each other are jointly hooked on the same inclined brace embedded anchor ring.

[0031] By adopting the above technical solution, two inclined braces in the same vertical direction can be fixed on one inclined brace embedded anchor ring, so that the projections of the two inclined braces on the precast wall are located at the same point, improving the fixing accuracy of the two inclined braces, and the two inclined braces can share the same inclined brace embedded anchor ring, saving materials.

[0032] Optionally, when processing the precast wall in step S1, a rabbet with a depth of 4 mm - 5 mm and a width of 50 mm - 55 mm is reserved.

[0033] By adopting the above technical solution, it is possible to reduce the phenomena of bulging and offsetting at the junction of the precast member and the post-cast node during the subsequent formwork support process.

[0034] Optionally, the height of the lower end of the precast wall in step S1 and the cast-in-place part of the structural floor is set to 70 mm - 80 mm.

[0035] By adopting the above technical solution, increasing the height of the cast-in-place part between the bottom of the precast wall and the structural floor can make the concrete fill densely between the bottom of the precast wall and the cast-in-place part during the pouring process, minimizing the phenomena of incomplete concrete pouring such as honeycombing, pockmarking, and exposed reinforcement.

[0036] Optionally, before the construction of the post-cast area in step S5, a plurality of "U"-shaped flat irons are fixedly arranged at intervals along the pouring direction on the structural floor, and the plate surface of the precast template abuts against one end of the flat iron.

[0037] By adopting the above technical solution, the "U"-shaped flat iron can support the two precast templates, keeping the distance between the precast templates fixed, preventing the problem of reduced concrete cross-section caused by the inward concavity of the template during the formwork support process, and thus ensuring that the formwork of the height between the lower end of the precast wall and the cast-in-place part of the structural floor is not deformed and does not leak slurry.

[0038] In summary, the present application includes at least one of the following beneficial technical effects:

[0039] 1. The diversion pipe can guide the concrete poured into the bottom of the cavity, enabling the concrete in the cavity to be introduced into the communication groove below the window of the precast wall along the diversion pipe, thereby making the filling of the concrete in the bottom communication groove of the precast wall and the cavity of the precast wall more dense, making the construction of the precast wall more firm and having better construction quality;

[0040] 2. The window lower end surface of the prefabricated wall is extended downward to form a plurality of pouring openings, and the communication groove below the window is poured through the pouring opening to make the non-dense concrete in the communication groove dense again, so as to ensure the dense effect of the concrete in the communication groove and improve the construction quality of the prefabricated wall;

[0041] 3. The conventional prefabricated wall temporary diagonal bracing anchor bolt is improved, and a "J" shaped diagonal bracing embedded anchor ring is designed, which is convenient to install and control the position of the diagonal bracing on the composite slab, ensures the temporary fixing accuracy of the vertical component, and saves materials;

[0042] 4. In the process of installing the formwork at the lower opening of the prefabricated wall and the cast-in-place part of the structure floor, a "J" shaped flat iron is designed to prevent the formwork from being concave and reducing the concrete section during the formwork process, and to ensure that the height of the formwork at the lower opening of the prefabricated wall and the cast-in-place part of the structure floor is not deformed and does not leak grout. BRIEF DESCRIPTION OF DRAWINGS

[0043] Figure 1 It is a partial structure diagram of a longitudinal rib composite shear wall structure wall.

[0044] Figure 2 It is a structure diagram of a diagonal bracing.

[0045] The drawings show that: 1, a prefabricated wall; 11, a communication groove; 2, a window; 3, a cavity; 4, a longitudinal reinforcement; 5, a flow guide pipe; 6, a corrugated pipe; 7, a diagonal bracing; 8, a diagonal bracing embedded anchor ring. DETAILED DESCRIPTION

[0046] The following will be described in detail in combination with the drawings Figures 1-2 The application will be further described in detail.

[0047] The embodiment of the application discloses a longitudinal rib composite shear wall structure wall construction method.

[0048] Referring to Figure 1 A longitudinal rib composite shear wall structure wall construction method, a prefabricated wall 1 is internally provided with a plurality of cavities 3 parallel to each other from top to bottom, and a communication groove 11 is formed in the side wall of the cavity 3 and is in communication with each other, and the method comprises the following steps:

[0049] S1: hoisting of the prefabricated wall 1: round head lifting lugs are embedded in the top of the prefabricated wall 1, and a lifting device is used to hoist the prefabricated wall 1 to the structure floor;

[0050] The prefabricated wall 1 is diagonally provided with a flow guide pipe 5, the flow guide pipe 5 is located below the window 2 of the prefabricated wall 1, and one end of the flow guide pipe 5 is in communication with the cavity 3, and the other end of the flow guide pipe 5 is in communication with the communication groove 11 below the window 2 of the prefabricated wall 1;

[0051] S2: installation of prefabricated wall 1: hoist prefabricated wall 1 to the installation position, lower prefabricated wall 1, and overlap longitudinal reinforcement 4 at the bottom of prefabricated wall 1 with the reinforcement of the structural floor;

[0052] Leveling prefabricated wall 1: embed leveling bolts and gaskets at the bottom and top of prefabricated wall 1, respectively, and adjust the leveling nut of prefabricated wall 1 to the corresponding elevation using a wrench, and ensure the installation accuracy of the elevation and perpendicularity of prefabricated wall 1 through the cooperation of the leveling nut and inclined support 7;

[0053] The longitudinal reinforcement 4 of prefabricated wall 1 and the structural floor use sleeve-free reinforcement overlap connection technology, which inserts the "U"-shaped reinforcement reserved on the upper part of the lower structure floor into the bottom cavity 3 of the upper prefabricated wall 1 to be installed, and forms a direct overlap connection with the longitudinal reinforcement 4 in the cavity 3 of the upper prefabricated wall 1;

[0054] Since the position of prefabricated wall 1 and the position of the reinforcement on the structural floor need to be manually aligned during the installation of prefabricated wall 1, a magnetic material such as a specially shaped magnet can be fixed on the end of the longitudinal reinforcement 4 inserted into the cavity 3 during the production of prefabricated wall 1, and a metal material such as iron, cobalt, nickel, etc. that can be attracted by the magnet can be sleeved on the end of the reinforcement on the structural floor. In this embodiment, the most common iron is selected;

[0055] When installing prefabricated wall 1, it only needs to be hoisted to the approximate position, at which time the construction personnel hold the two sides of prefabricated wall 1 and slowly hoist prefabricated wall 1 downward with the lifting tool;

[0056] When the reinforcement on the structural floor enters the cavity 3, the magnet will attract the reinforcement, at which time the construction personnel slowly move prefabricated wall 1, and the position of prefabricated wall 1 is adjusted under the mutual attraction of the magnet and iron. When the magnet and iron are mutually attracted, the longitudinal reinforcement 4 in prefabricated wall 1 and the reinforcement on the structural floor are overlapped at this time, which indicates that prefabricated wall 1 has reached the correct position;

[0057] S3: detection of the perpendicularity of prefabricated wall 1 and support: erect inclined support 7 on one side of prefabricated wall 1, four inclined supports 7 are erected for one prefabricated wall 1, one side of each inclined support 7 is fixed on prefabricated wall 1, and the other side is fixed on the structural floor;

[0058] Adjust the perpendicularity of prefabricated wall 1 by using a plummet, place the plummet on the upper part of the two side edges of prefabricated wall 1, and after the plummet is stable, measure the distance between the upper and lower parts of the plummet and prefabricated wall 1 with a box ruler. When the lower distance is large, lengthen the inclined support 7 and push prefabricated wall 1 outward; when the lower distance is small, shorten the inclined support 7 and pull prefabricated wall 1 inward, and adjust to meet the design and specification requirements, so that prefabricated wall 1 is perpendicular to the structural floor;

[0059] S4: Grouting of the prefabricated wall 1: Grouting is performed on each cavity 3 at the top of the prefabricated wall 1, and the grouting material is self-compacting concrete with high fluidity, uniformity and stability;

[0060] S5: Pouring of the post-poured area: Formwork is erected for the post-poured area reserved between each adjacent prefabricated wall 1, and concrete is poured into the cavities 3 between the prefabricated formworks until the grouting height is flush with the bottom of the prefabricated wall 1.

[0061] S6: Curing: The prefabricated wall 1 and the post-poured area after grouting are cured until the concrete is completely dried and formed.

[0062] The specific structures in the above construction process are described in detail as follows:

[0063] Referring to Figure 1 , the prefabricated wall 1 is a square prefabricated plate, and the edge of the prefabricated wall 1 is reserved with a rabbet of 4mm-5mm in depth and 50mm-55mm in width. In this embodiment, the prefabricated wall 1 is reserved with a rabbet of 4mm in depth and 50mm in width.

[0064] A window 2 is pre-opened in the middle of the prefabricated wall 1, and a plurality of cavities 3 are respectively pre-opened on the two sides of the window 2 of the prefabricated wall 1. The cavities 3 are spaced apart from each other, and a longitudinal reinforcement 4 in the shape of a "U" corresponding to the shape of the structural floor is pre-buried in each cavity 3. A communication groove 11 is formed on the side wall of each cavity 3 and is in communication with each other. The communication groove 11 can communicate the cavities 3, so that when the concrete is poured into each cavity 3, the concrete can flow along the communication groove 11 to communicate the cavities 3, thereby forming a whole with the concrete in each cavity 3, and the longitudinal reinforcement 4 in each cavity 3 and the steel bars on the structural floor can be connected to form a whole through the concrete, thereby improving the stability of the prefabricated wall 1.

[0065] The flow guide pipe 5 in the S1 step is arranged in the prefabricated wall 1 below the window 2, and two flow guide pipes 5 are arranged in one prefabricated wall 1. The two flow guide pipes 5 are respectively arranged below the two side edges of the window 2 and the included angle between the flow guide pipe 5 and the structural floor is 30-50 degrees. In this embodiment, the included angle between the flow guide pipe 5 and the structural floor is 40 degrees, which is an optimal angle determined by simulation. In other embodiments, other feasible angles can also be used.

[0066] Referring to Figure 1 , a plurality of pouring openings are formed on the lower end surface of the window 2 of the prefabricated wall 1 and extend downward, the pouring openings are spaced apart from each other, and the lower end of the pouring opening is in communication with the communication groove 11. A corrugated pipe 6 for facilitating the flow of concrete is fixedly installed in each pouring opening, and the outer peripheral wall of the corrugated pipe 6 is in sealing and fitting connection with the inner peripheral wall of the pouring opening.

[0067] Specifically, the number of pouring openings and corrugated pipes 6 is determined according to the width of the window 2 of the prefabricated wall 1.

[0068] When the width of the window 2 of the prefabricated wall 1 is greater than 1200 mm, one corrugated pipe 6 is arranged in the middle of the window 2 of the prefabricated wall 1.

[0069] When the width of the window 2 of the prefabricated wall 1 is greater than 1200 mm and less than 1800 mm, two corrugated pipes 6 are arranged in the middle of the window 2 of the prefabricated wall 1.

[0070] When the width of the window 2 of the prefabricated wall 1 is greater than 1800 mm and less than 2400 mm, three corrugated pipes 6 are arranged in the middle of the window 2 of the prefabricated wall 1.

[0071] In the embodiment, since the width of the window 2 of the prefabricated wall 1 is between 1200 mm and 1800 mm, two corrugated pipes 6 are arranged in the middle of the window 2 of the prefabricated wall 1.

[0072] In the assembly process of the prefabricated wall 1, the prefabricated component is innovatively deepened:

[0073] The BIM technology is used to assist in deepening the design of the prefabricated component, and the weight of the prefabricated component is controlled. Specifically, the maximum weight of the prefabricated wall 1 is determined in combination with the performance of the tower crane, and the prefabricated wall 1 that is overweight is further optimized through measures such as splitting and weight reduction, so that the situation that the construction cannot be carried out due to the overweight of the component during the construction can be avoided.

[0074] The BIM technology is used to simulate the brick arrangement of the outer wall facing brick before the construction, so that the deepening time of the outer wall brick arrangement is reduced, the accuracy is improved, the on-site rework is avoided, and good results are achieved.

[0075] Before the prefabricated wall 1 is installed, the arrangement of the steel bars in the wall is optimized through the BIM, and when the prefabricated wall 1 is inserted and fixed with the structure floor, the arrangement of the steel bars in the prefabricated wall 1 is optimized through the BIM. Figure 2 The prefabricated wall 1 is supported and fixed by the inclined support 7. According to the design requirement, the number of inclined supports 7 on one prefabricated wall 1 should be not less than four. In the embodiment, four inclined supports 7 are used to support the prefabricated wall 1.

[0076] The BIM technology is used to simulate the arrangement of the steel bars for the assembly type longitudinal rib composite shear wall structure system. The steel bar drawing in the prefabricated wall 1 is referred to, the arrangement modulus of the longitudinal force steel bars is avoided, the vertical steel bar position of the concealed column is reasonably planned, the position of the steel bars in the prefabricated wall 1 is not affected during the hoisting process, the steel bar deviation is avoided, the vertical steel bars in the prefabricated wall 1 are reasonably arranged, and the collision is reduced.

[0077] Specifically, the BIM technology is used to simulate the arrangement of the steel bars for the assembly type longitudinal rib composite shear wall structure system. The steel bar drawing in the prefabricated wall 1 is referred to, the arrangement modulus of the longitudinal force steel bars is avoided, the vertical steel bar position of the concealed column is reasonably planned, the position of the steel bars in the prefabricated wall 1 is not affected during the hoisting process, the steel bar deviation is avoided, the vertical steel bars in the prefabricated wall 1 are reasonably arranged, and the collision is reduced. Figure 2, the "U"-shaped inclined support embedded anchor ring 8 is embedded in the structural floor slab. The inclined support embedded anchor ring 8 is made of smooth round steel with a diameter of 16 mm and has a height of 100 mm exposed from the structural surface. The four inclined supports 7 include two upper inclined supports 7 and two lower inclined supports 7. The upper ends of the upper inclined supports 7 and the upper ends of the lower inclined supports 7 are correspondingly located at the same horizontal height.

[0078] Among them, one upper inclined support 7 and the adjacent lower inclined support 7 form a group. The lower ends of a group of inclined supports 7 are jointly hooked to the same inclined support embedded anchor ring 8, and the upper ends are respectively installed on the wall surface of the precast wall 1 through fixing components.

[0079] In the conventional inclined support 7 system, the two ends of the upper inclined support 7 and the lower inclined support 7 in a group are not connected by the same component. In this embodiment, the conventional temporary inclined support anchor bolts of the precast wall 1 are improved. This "U"-shaped inclined support embedded anchor ring 8 is convenient to install, easy to control the position of the upper inclined support 7 on the composite slab, saves materials while ensuring the temporary fixing accuracy of the inclined support 7.

[0080] After the inclined support 7 is installed, the length of the inclined support 7 is adjusted to achieve the adjustment of the verticality of the precast wall 1. When adjusting the length of the inclined support 7, use a crowbar to pry the inclined support 7 in the same direction to make the inclined support 7 adjusted synchronously.

[0081] After the length adjustment of the inclined support 7 is completed, the construction joint between the precast wall 1 and the structural floor slab is sealed, and then the cavity 3 in the precast wall 1 is grouted.

[0082] The original design height of the cast-in-place part between the precast wall 1 and the structural floor slab is 50 mm. The project team found during the construction of the sample room that there were phenomena such as incomplete concrete pouring, honeycombing, pockmarks, and exposed reinforcement at the bottom cast-in-place part after the formwork was removed. After comprehensive analysis, it was judged that the reason for these problems was that the height of the cast-in-place part was small, and the concrete could not fill the bottom cast-in-place part densely during the pouring process.

[0083] Therefore, the height of the lower opening of the precast wall 1 and the cast-in-place part of the structural floor slab is optimized, and the height of the precast wall 1 is adjusted. Specifically, the height of the lower opening of the precast wall 1 and the cast-in-place part of the structural floor slab is increased from the original 50 mm to 70 mm - 80 mm, specifically, increased to 70 mm, and the height of the precast wall 1 is reduced by 20 mm.

[0084] When the pouring of the precast wall 1 is completed, it is necessary to tie the steel bars at the cast-in-place part between adjacent precast walls 1. The reserved U-shaped steel bars on both sides of the precast wall 1 are used as stirrups for the cast-in-place edge members, and are tied to the longitudinal bars 4 to form a "one"-shaped, "L"-shaped, "T"-shaped and other post-cast section steel bar connection areas.

[0085] Before formwork pouring for this part, a number of "U-shaped" flat irons are fixed at intervals on the structural floor. The "U-shaped" flat irons are placed at an interval of 500 mm according to the axis position and fixed with cement nails.

[0086] Press the plate surface of the precast template against one end of the flat iron to keep the distance between the precast templates fixed, which can prevent the problem of the reduction of the concrete cross-section caused by the concave of the template during the formwork erection process, thus ensuring that the lower part of the precast wall 1 and the cast-in-place part of the structural floor have no deformation and leakage of mortar during the formwork erection.

[0087] In addition to the transformation of the precast wall 1 and the cast-in-place part, this application also transforms the following other parts, making the construction efficiency of the entire longitudinal ribbed composite shear wall structure wall higher and the construction efficiency better:

[0088] During the installation experiment of the precast exterior wall in the simulated stairwell part, it is found that the anchorage length of the main reinforcement of the precast stair beam is relatively long, which conflicts with the U-shaped stirrups of the adjacent precast exterior wall, resulting in the inability to install the precast wall 1 at this part. Therefore, the U-shaped stirrups of the adjacent precast wall 1 are changed to hooked stirrups to ensure the smooth installation of the wall at this part.

[0089] For the part of the beam above the window: The bent anchor bars in the part of the beam above the window conflict with the stirrups of the adjacent precast wall 1, resulting in the inability to install the wall panel. Under the condition of meeting the anchorage length, the bent anchor is changed to mechanical connection with an anchorage head, avoiding the situation that the component cannot be installed due to the conflict of the steel bars.

[0090] For the optimization of the positioning control measures of the transfer layer steel bars: The BIM technology is adopted in the construction of the transfer layer to deepen the design of the positioning of the vertical embedded steel bars in advance, and the horizontal positioning frame for the transfer layer steel bars is studied and processed. The horizontal positioning frame is made of HRB400 steel bars with a diameter of 12 mm, and the cross-bar spacing is the same as the spacing of the vertical steel bars of the wall. Before concrete pouring, the position, elevation and verticality of the embedded steel bars in the transfer layer are checked again through the plane control line, and the steel bars exceeding the allowable deviation are adjusted to ensure the accurate position of the embedded steel bars, which is convenient for the smooth positioning during the installation of the precast wall 1.

[0091] The above are all the preferred embodiments of this application, and the protection scope of this application is not limited hereby. Therefore, all equivalent changes made according to the structure, shape and principle of this application shall be covered within the protection scope of this application.

Claims

1. A construction method for a longitudinally ribbed composite shear wall structure, wherein a precast wall (1) has multiple parallel cavities (3) formed from top to bottom inside, and interconnected grooves (11) are formed on the side walls of the cavities (3), characterized in that: It includes the following steps: S1: Hoisting of the precast wall (1): Round-headed lifting nails are预埋 at the top of the precast wall (1), and the precast wall (1) is hoisted onto the structural floor using a hoisting device; In the precast wall (1), diversion pipes (5) are arranged obliquely. The diversion pipes (5) are located below the window (2) of the precast wall (1), and one end is connected to the cavity (3), and the other end is connected to the communication groove (11) below the window (2) of the precast wall (1); S2: Installation of the precast wall (1): The precast wall (1) is hoisted to the installation position, the precast wall (1) is lowered, and the longitudinal bars (4) at the bottom of the precast wall (1) are overlapped with the steel bars on the structural floor; S3:垂直度检测及支撑 of the precast wall (1): Inclined supports (7) are erected on one side of the precast wall (1). Four inclined supports (7) are erected for one precast wall (1). One side of each inclined support (7) is fixed to the precast wall (1), and the other side is fixed to the structural floor; Adjust each inclined support (7) to detect the垂直度 of the precast wall (1); S4: Grouting of the precast wall (1): Grout each cavity (3) at the top of the precast wall (1); S5: Pouring of the post-cast area: Formwork is set up for the post-cast area reserved between adjacent precast walls (1), and the cavity (3) between the precast formworks is grouted with concrete until the grouting height is flush with the bottom of the precast wall (1); S6: Maintenance: Maintain the grouted precast wall (1) and the post-cast area until the concrete is completely dry and formed; On the lower end face of the window (2) of the precast wall (1), a plurality of pouring ports are extended downward. Each pouring port is arranged at intervals, and the lower end of the pouring port is connected to the communication groove (11). Bellows (6) are evenly arranged in each pouring port; The number of the pouring ports and the bellows (6) is determined according to the width of the window (2) of the precast wall (1): When the width of the window (2) of the precast wall (1) is greater than 1200mm, a bellows (6) is arranged in the middle of the window (2) of the precast wall (1); When the width of the window (2) of the precast wall (1) is greater than 1200mm and less than 1800mm, two bellows (6) are arranged in the middle of the window (2) of the precast wall (1); When the width of the window (2) of the precast wall (1) is greater than 1800mm and less than 2400mm, three bellows (6) are arranged in the middle of the window (2) of the precast wall (1).

2. The construction method for a longitudinally ribbed composite shear wall structure according to claim 1, characterized in that: The included angle between the diversion pipe (5) in the S1 step and the structural floor is 30 - 50 degrees.

3. The construction method for a longitudinally ribbed composite shear wall structure according to claim 2, characterized in that: Two diversion pipes (5) are arranged in the precast wall (1), and the two diversion pipes (5) are symmetrically arranged on both sides of the window (2) of the precast wall (1) respectively.

4. The construction method for a longitudinally ribbed composite shear wall structure according to claim 1, characterized in that: "U"-shaped inclined support embedded anchor rings (8) are embedded on the structural floor, and one end of the inclined support (7) is hooked on the inclined support embedded anchor ring (8).

5. The construction method for a longitudinally ribbed composite shear wall structure according to claim 4, characterized in that: One ends of the mutually adjacent inclined supports (7) are jointly hooked on the same inclined support embedded anchor ring (8).

6. The construction method for a longitudinally ribbed composite shear wall structure according to claim 1, characterized in that: When the precast wall (1) in the step S1 is processed, a rabbet with a depth of 4 mm - 5 mm and a width of 50 mm - 55 mm is reserved.

7. The construction method for a longitudinally ribbed composite shear wall structure according to claim 1, characterized in that: The height between the lower end of the precast wall (1) in the step S1 and the cast - in - place part of the structural floor is set to 70 mm - 80 mm.

8. The construction method for a longitudinally ribbed composite shear wall structure according to claim 1, characterized in that: Before the construction of the post - pouring area in the step S5, a plurality of "U" - shaped flat irons are fixedly arranged at intervals along the pouring direction on the structural floor, and the plate surface of the precast template abuts against one end of the flat iron.

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