CN111691601A - Overlapped column with corner vertical holes in centralized arrangement and directly connected with stressed longitudinal bars and construction process - Google Patents
Overlapped column with corner vertical holes in centralized arrangement and directly connected with stressed longitudinal bars and construction process Download PDFInfo
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- CN111691601A CN111691601A CN202010584141.8A CN202010584141A CN111691601A CN 111691601 A CN111691601 A CN 111691601A CN 202010584141 A CN202010584141 A CN 202010584141A CN 111691601 A CN111691601 A CN 111691601A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/30—Columns; Pillars; Struts
- E04C3/34—Columns; Pillars; Struts of concrete other stone-like material, with or without permanent form elements, with or without internal or external reinforcement, e.g. metal coverings
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/16—Auxiliary parts for reinforcements, e.g. connectors, spacers, stirrups
- E04C5/162—Connectors or means for connecting parts for reinforcements
- E04C5/163—Connectors or means for connecting parts for reinforcements the reinforcements running in one single direction
- E04C5/165—Coaxial connection by means of sleeves
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/025—Structures with concrete columns
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Abstract
The corner vertical holes are intensively provided with a superposed column directly connected with stressed longitudinal bars and a construction process, a pre-buried shaping pipeline forms through vertical holes at four corners of the prefabricated column, only structural longitudinal bars, auxiliary longitudinal bars, stirrups and tie bars are arranged in the prefabricated column, and no steel bar extends out of the prefabricated column; column stressed longitudinal ribs are intensively arranged in vertical holes at the corner parts of the prefabricated columns in a construction site, and the column stressed longitudinal ribs on the upper layer and the lower layer are directly connected at the roots of the prefabricated columns by adopting mechanical connecting joints; and after post-pouring concrete in the vertical hole, the prefabricated column and the post-pouring part form a superposed column to participate in structural stress. The shaped pipeline is made by rolling and folding a thin-wall steel plate. When the column cross section is large, a through pouring hole is formed in the middle of the prefabricated column cross section, and the fact that the bottom horizontal joint is poured with concrete and poured compactly is guaranteed. In the production stage of the prefabricated column, the mould is not provided with holes, no stressed longitudinal bar is arranged in the prefabricated column, and the standardization degree of the mould and the reinforcement cage is high; the stressed longitudinal ribs are directly connected, so that the connection is reliable and the cost is low; the construction method has the advantages of no conventional grouting construction on site, high construction speed and easy quality guarantee.
Description
Technical Field
The invention belongs to the technical field of buildings, relates to a prefabricated column, and particularly relates to a superposed column with corner vertical holes in a centralized manner and directly connected with stressed longitudinal bars and a construction process.
Background
The existing fabricated concrete frame structure is widely applied to fabricated concrete public buildings in China, wherein longitudinal bars of prefabricated columns are mostly connected by sleeve grouting, the prefabricated columns are solid members and have high self weight and high requirements on transportation and hoisting; the prefabricated column needs to extend out of the longitudinal ribs, holes need to be formed in a mold in a production stage, the standardization degree of the prefabricated column steel reinforcement cage is low, and the production efficiency is low; the longitudinal bars are connected by sleeve grouting, so that the problems of difficult alignment of the steel bars, high difficulty in controlling the grouting quality of joints, poor construction feasibility in winter and the like exist, and a series of social concerns are brought about.
To the above problems, the hollow column technology based on longitudinal bar lap joint connection is developed at home and abroad, the processing and installation difficulty caused by the fact that the longitudinal bars of the prefabricated column are connected through sleeve grouting is relieved, generally speaking, the diameter of the longitudinal bars of the column is often larger than 20mm, the problems of long lap joint length and large steel bar using amount exist when the lap joint connection is adopted, and the reliability of the large-diameter steel bar lap joint connection force transmission is not verified fully. The lap joint can cause the column plastic hinge to move upwards under the action of an earthquake, the elastic-plastic deformation capacity of the column is weakened, and meanwhile, the short column effect is easy to form. In addition, the existing hollow column mostly adopts core pulling or multiple prefabrication processing to form an internal hollow, the production process is complex, the working procedures are multiple, the production cannot be carried out on a large number of existing flat die production lines in China, and the popularization is restricted.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention aims to provide a superposed column with corner vertical holes intensively configured with stressed longitudinal ribs and a construction process, wherein a through vertical hole is formed at the corner of the prefabricated column by adopting a shaped pipeline and pouring concrete once, no special hole forming equipment is needed, the superposed column can be produced on the existing flat die production line, the number of prefabricated production links is small, and the production efficiency is high. The column stressed longitudinal ribs penetrate through the vertical holes of the corner portions of the prefabricated columns and are directly connected by the mechanical connecting joints, force transmission is reliable, upward movement of column plastic hinges, reduction of elastic-plastic deformation capacity and short column damage effects caused by longitudinal rib lap joint can be avoided, and the laminated columns can achieve the same cast-in-place anti-seismic performance. In addition, the prefabricated column does not have a steel bar to stretch out, mold standardization and universalization can be realized in the production stage, and prefabricated column cost control and finished product protection in the transportation process are facilitated
In order to achieve the purpose, the invention adopts the technical scheme that:
the superposed column comprises a prefabricated column 1, wherein each corner of the prefabricated column 1 is provided with a vertical hole 11, a stressed longitudinal bar 21 is arranged in each vertical hole 11 in a centralized manner on a construction site to provide bending resistance for the superposed column, a stirrup is arranged in the prefabricated column 1 to form a stirrup restraining effect on prefabricated column concrete and post-cast concrete 24 and provide elastic-plastic deformation capability for the superposed column, the stressed longitudinal bar 21 and the stirrup are arranged in a separated manner, the post-cast concrete 24 is poured in the vertical hole 11, and the poured prefabricated column 1, the post-cast concrete 24 and the stressed longitudinal bar 21 form the integral superposed column to participate in structural stress.
The cross section of the prefabricated column 1 is rectangular, the vertical holes 11 which are communicated are formed after the prefabricated column 1 concrete is poured into the pre-buried shaping pipelines 12 at four corners of the prefabricated column, the shaping pipelines 12 are made of thin-wall steel plates in a rolled mode, protrusions can be arranged on the inner wall of each thin-wall steel plate to form rough surfaces, steel plates can also be made into natural shapes, the cross section of each vertical hole 11 is hexagonal, corner cutting rectangular, fillet rectangular or circular, the cross section of each corresponding vertical hole 11 is hexagonal, corner cutting rectangular, fillet rectangular or circular, and the edge of each shaping pipeline 12 is not smaller than 120mm from the maximum size of the four edges of the prefabricated column 1.
The construction longitudinal ribs 131 or the auxiliary longitudinal ribs 132 are arranged in the prefabricated column 1 and form the prefabricated column reinforcement cage 13 together with the stirrups, the diameters of the construction longitudinal ribs 131 or the auxiliary longitudinal ribs 132 are both construction requirements and do not change along with the stress condition of the superposed column, and the construction longitudinal ribs 131 or the auxiliary longitudinal ribs 132 do not extend out of the bottom surface and the top surface of the prefabricated column 1 and do not participate in stress calculation.
The structural longitudinal ribs 131 are arranged at the corners or intersecting positions of stirrups of the prefabricated column 1, the diameter of each structural longitudinal rib 131 is 8-12 mm, the number and the positions of the structural longitudinal ribs are determined according to the form of the stirrups, and the structural longitudinal ribs are bound with the stirrups or welded and fixed; when the limb distance a of the stirrup on the inner side of the vertical hole 11 in the horizontal direction is not more than 400mm, the auxiliary longitudinal ribs 132 are not arranged at the middle of each side of the prefabricated column 1; when the limb distance a of the stirrup on the inner side of the vertical hole 11 in the horizontal direction is greater than 400mm, the auxiliary longitudinal rib 132 is arranged in the middle of each edge of the prefabricated column 1 to control the limb distance of the stirrup, and the diameter of the auxiliary longitudinal rib 132 is 10-14 mm.
The stirrups adopt the compound stirrups that is formed by big stirrup 133, little stirrup 134 and lacing wire 135, or adopt welding stirrup net 136, and wherein big stirrup 133, little stirrup 134 adopt the welding to seal the hoop, and little stirrup 134 has a plurality ofly on each layer, forms the restraint to adjacent perpendicular hole 11 respectively, and big stirrup 133 forms the restraint to all perpendicular holes 11.
When the side length of the prefabricated column 1 is larger than 700mm, a shaped pipeline or a corrugated pipe is embedded in the middle of the section of the prefabricated column 1 to form a pouring hole 16 penetrating through the height direction of the prefabricated column 1, and the pouring of the post-cast concrete 24 of the horizontal joint 4 at the bottom is guaranteed to be compact; the maximum size of the cross section of the pouring hole 16 from the four sides of the prefabricated column 1 is not less than 90 mm; no longitudinal bar is arranged in the construction site pouring hole 16.
The number of the stressed longitudinal ribs 21 distributed in each vertical hole 11 is not more than four, the stressed longitudinal ribs 21 participate in stress calculation, the diameter is not less than 16mm and not more than 32mm, the reinforcement area meets the calculation checking requirement of the bending bearing capacity of the laminated column, and the minimum reinforcement ratio requirement of the current specification on the stressed longitudinal ribs of the column needs to be met; the upper and lower layers of stressed longitudinal bars 21 are connected by steel bar joints 23, and the steel bar joints 23 are mechanical connection joints and are arranged at the same height or staggered by a certain distance along the height.
The bottom of the prefabricated column 1 is provided with the bulge 14, so that the compactness of the bottom horizontal joint 4 and the post-cast concrete 24 close to the bottom surface of the prefabricated column 1 is guaranteed, the shearing resistance of the bottom horizontal joint 4 is improved, the height of the bulge 14 protruding out of the prefabricated column 1 is not less than 30mm, and inclined planes are arranged on the periphery of the bulge.
The invention also provides a construction process of the superposed column with the corner vertical holes intensively configured with the stressed longitudinal bars, wherein each corner of the prefabricated column 1 is respectively provided with a through vertical hole 11, the stressed longitudinal bars 21 are intensively arranged in each vertical hole 11 in a construction site to provide bending resistance for the superposed column, the prefabricated column 1 is internally configured with the stirrups to form a stirrup restraining effect on the prefabricated column concrete and the post-cast concrete 24 and provide elastic-plastic deformation capability for the superposed column, the stressed longitudinal bars 21 and the stirrups are separately configured, the post-cast concrete 24 is cast in the vertical holes 11, and the cast prefabricated column 1, the post-cast concrete 24 and the stressed longitudinal bars 21 form the integral superposed column to participate in structural stress.
The prefabricated column 1 is hoisted after the stressed longitudinal bar 21 is connected with a lower-layer column stressed longitudinal bar 22 extending out of the floor slab 3, the height of a horizontal joint 4 at the bottom of the prefabricated column 1 is not less than 60mm, a steel bar joint 23 is arranged in a vertical hole 11, the height of the horizontal joint 4 at the bottom and the installation precision of the prefabricated column 1 are controlled by a leveling bolt 25, and the leveling bolt 25 is screwed into an embedded internal thread sleeve 15 embedded at the bottom of the prefabricated column 1; or after the prefabricated column 1 is hoisted, the stressed longitudinal rib 21 is arranged in the vertical hole 11 in a penetrating mode and connected with the lower-layer column stressed longitudinal rib 22 extending out of the floor slab 3, the height of the horizontal joint 4 at the bottom of the prefabricated column 1 is not less than 200mm, the steel bar joint 23 is arranged in the horizontal joint 4 at the bottom, and the height of the horizontal joint 4 at the bottom is controlled through the column leg 26.
Specifically, when the prefabricated column is connected and then hoisted, the large stirrups 133 in the horizontal bottom joint 4 are placed at the roots of the stressed longitudinal reinforcements 22 of the lower-layer column, the stressed longitudinal reinforcements 21 and the stressed longitudinal reinforcements 22 of the lower-layer column extending out of the floor slab 3 are connected one by adopting the reinforcement joints 23, then the prefabricated column 1 is hoisted, the leveling bolts 25 are adjusted to calibrate the installation accuracy of the prefabricated column 1, and then the large stirrups 133 in the horizontal bottom joint 4 are moved upwards to the designed position and are bound and positioned with the stressed longitudinal reinforcements 22 of the lower-layer column; then, erecting a bottom horizontal joint 4, and completing the pouring of the bottom horizontal joint 4 and post-cast concrete 24 in the vertical hole 4 through the vertical hole 11; and finally, maintaining and removing the mold to complete the connection of the prefabricated column 1 and the lower-layer structure.
When hoisting and connecting, the large stirrup 133 in the horizontal bottom seam 4 is placed at the root of the stressed longitudinal rib 22 of the lower-layer column; then placing the column legs 26, hoisting the prefabricated column 1, and adjusting the installation precision of the prefabricated column 1; then, a stressed longitudinal bar 21 penetrates through the vertical hole 11 from top to bottom, connection construction of a steel bar joint 23 is completed in the bottom horizontal joint 4, then a large stirrup 133 in the bottom horizontal joint 4 is moved upwards to a designed position and is bound and positioned with the stressed longitudinal bar 21 and a lower-layer column stressed longitudinal bar 22, then the bottom horizontal joint 4 is erected, and pouring of post-cast concrete 24 in the bottom horizontal joint 4 and the vertical hole 11 is completed through the vertical hole 11; and finally, maintaining and removing the mold to complete the connection of the prefabricated column 1 and the lower-layer structure.
Compared with the prior art, the invention has the beneficial effects that:
(1) the stressed longitudinal bars of the prefabricated column are not required to be connected by the sleeve grouting connecting joint, so that the problems that the existing sleeve grouting connecting prefabricated column is difficult in steel bar alignment, the joint grouting quality control difficulty is high, the construction feasibility in winter is poor and the like are solved.
(2) The column stress longitudinal bars are intensively distributed in the vertical holes at the corners of the prefabricated columns, and the joints are mechanically connected by adopting the steel bars, so that the longitudinal bars are high in stress efficiency, free of steel bar alignment problem, high in field installation efficiency and low in joint cost.
(3) Compared with the hollow column with the longitudinal bars in lap joint connection, the stressed longitudinal bars of the column are directly connected by the steel bar mechanical connecting joint, the force transmission is reliable, the plastic hinge upward movement, the elastic-plastic deformation capability reduction and the short column damage effect of the column caused by the lap joint connection of the longitudinal bars can be avoided, and the laminated column can be ensured to achieve the equivalent cast-in-situ anti-seismic performance.
(4) The prefabricated column disclosed by the invention is formed into the vertical hole by adopting one-step pouring of the shaped pipeline, special hole forming equipment is not needed, the existing flat die production line can be adopted for flat die production, the prefabricated column is formed in one step, the number of prefabricated production links is small, and the production efficiency is high.
(5) The shaping pipeline adopted by the invention has simple shape, is convenient to process, has lower cost and is beneficial to controlling the cost of the prefabricated column.
(6) The prefabricated column reinforcement cage is free of stressed longitudinal ribs, the diameters of the constructed longitudinal ribs and the diameters of the auxiliary longitudinal ribs are convenient to unify, standardization and universalization of the prefabricated column reinforcement cage can be realized, and production organization of a prefabricated component factory is facilitated.
(7) The prefabricated column does not extend out of the steel bar, a mould does not need to be provided with holes in the production stage, a standardized mould can be adopted to reduce the cost, and the prefabricated column is favorable for protecting the finished product in the transportation and hoisting processes.
Drawings
FIG. 1 is a three-dimensional schematic view of a prefabricated column, wherein a vertical hole is formed in a fixed pipeline with a hexagonal cross section and embedded in the prefabricated column.
Fig. 2 is a schematic sectional view taken along line a-a in fig. 1.
Fig. 3 is a three-dimensional schematic view of the hexagonal shaped pipe used in fig. 1.
Fig. 4 is a schematic view of the prefabricated column reinforcement cage of fig. 1.
FIG. 5 is a three-dimensional schematic view of the connection of the prefabricated column and the lower layer structure when the column is connected with the stressed longitudinal ribs first and then the prefabricated column is installed.
Fig. 6 is a schematic cross-sectional view of B-B in fig. 5.
FIG. 7 is a schematic view of the bottom horizontal seam connection configuration of FIG. 5.
FIG. 8 is a three-dimensional representation of the partial configuration of the bottom horizontal seam of FIG. 5.
Fig. 9 is a three-dimensional schematic view of the bottom construction of the precast column of fig. 5.
FIG. 10 is a three-dimensional schematic view of the connection of a precast column to an underlying structure when the precast column is installed first and then the column is connected with the stressed longitudinal ribs.
FIG. 11 is a schematic view of the bottom horizontal seam connection configuration of FIG. 10.
FIG. 12 is a schematic diagram of a construction of a laminated column with a vertical hole of the prefabricated column having a rectangular cut-off cross section.
Fig. 13 is a schematic diagram of a shaped pipe with a rectangular cut-off cross-section for the prefabricated column of fig. 12.
FIG. 14 is a schematic diagram of a construction of a laminated column with a prefabricated column vertical hole having a rectangular cross section with rounded corners.
Fig. 15 is a schematic view of a shaped duct having a rectangular cross-section with rounded corners, as used in the prefabricated column of fig. 14.
FIG. 16 is a schematic representation of a prefabricated column cross-sectional configuration using a weld bead network.
Fig. 17 is a schematic view of the prefabricated column reinforcement cage of fig. 16.
FIG. 18 is a three-dimensional schematic view of a precast column with a cast-through hole in the middle of the cross-section.
FIG. 19 is a schematic cross-sectional configuration of a laminated column formed from the prefabricated columns of FIG. 18.
FIG. 20 is a cross-sectional view of a prefabricated column with a smaller cross-section and without auxiliary longitudinal ribs.
FIG. 21 is a schematic structural view of a laminated column in which the cross section of vertical holes of a prefabricated column is a cut rectangle and four stressed longitudinal bars are arranged in each vertical hole.
FIG. 22 is a schematic structural view of a laminated column in which the cross section of vertical holes of the prefabricated column is a rounded rectangle and four stressed longitudinal bars are arranged in each vertical hole.
In the figure: 1-prefabricating a column; 11-vertical holes; 12-shaping the pipeline; 13-prefabricating a column reinforcement cage; 131-constructing longitudinal ribs; 132-auxiliary longitudinal bars; 133-large stirrup; 134-small stirrup; 135-stretching the ribs; 136-welding a hoop web; 14-a bump; 15-pre-embedding an internal thread sleeve; 16-pouring holes; 21-stressed longitudinal bars; 22-lower column stressed longitudinal bar; 23-a rebar junction; 24-post-pouring concrete; 25-leveling bolts; 26-a column leg; 3, a floor slab; 4-bottom horizontal seam.
Detailed Description
The embodiments of the present invention will be described in detail below with reference to the drawings and examples.
As shown in figures 1-22, the invention relates to a superposed column which is provided with vertical holes at the corners and is directly connected with stressed longitudinal bars in a centralized way and a construction process, wherein the superposed column comprises a prefabricated column 1, post-cast concrete 24 and stressed longitudinal bars 21 arranged in vertical holes 11. The invention optimizes and improves the prefabricated column and the connecting structure based on the idea of separating and configuring the reinforcing steel bars with different functions in the laminated column, and separates and configures the stressed longitudinal ribs 21 and the hooping.
Specifically, through vertical holes 11 are reserved at each corner of the prefabricated column 1, and stressed longitudinal ribs 21 are intensively arranged in the corner vertical holes 11 of the prefabricated column 1 on the construction site to provide bending resistance for the laminated column; the stirrups are all arranged in the prefabricated column 1, and form a stirrup restraining effect on the prefabricated column concrete and the post-cast concrete 24, so that the elastic-plastic deformation capacity of the laminated column is ensured; after the post-cast concrete 24 in the vertical hole 11 is poured, the prefabricated column 1, the post-cast concrete 24 and the stressed longitudinal bars 21 distributed in the vertical hole 11 form a superposed column integrally participating in structural stress.
The longitudinal bars 21 stressed in the vertical holes 11 of the upper layer and the lower layer are connected through the steel bar joints 23, the steel bar joints 23 are mechanical connection joints, straight thread joints are preferentially adopted, the joints can be arranged at the same height, and 100% connection in the same connection section can be avoided by staggering a certain distance along the height so as to reduce the requirement on the performance of the joints. The stressed longitudinal ribs 21 participate in stress calculation, and the total area of the reinforcing bars meets the requirement of checking the bending bearing capacity of the superposed column and the requirement of the current standard on the minimum reinforcing bar ratio of the stressed longitudinal ribs of the column. The total number of the stressed longitudinal bars 21 in each vertical hole 11 is not more than four, the diameter of the stressed longitudinal bars 21 is not less than 16mm and not more than 32mm, the number of the stressed longitudinal bars 21 in each vertical hole 11 is comprehensively determined according to the total area and the diameter of the reinforcing bars, on the premise that the diameter of the stressed longitudinal bars 21 is preferably controlled to be 20-28 mm, the number of the stressed longitudinal bars 21 in each vertical hole 11 is reduced as far as possible, the number of the steel bar joints 23 is reduced, meanwhile, the pouring and vibration of post-cast concrete 24 in the vertical hole 11 are facilitated, the site construction efficiency is improved, and the cost is reduced.
In one structure of the invention, the cross section of the prefabricated column 1 is rectangular, and the through vertical holes 11 are reserved only at the four corners of the prefabricated column 1 for distributing the stressed longitudinal ribs 21, so that the situation that the installation of a prefabricated beam is interfered by the stressed longitudinal ribs 21 in a construction site is avoided, and meanwhile, the number of the vertical holes 11 is reduced and the cost of the prefabricated column 1 is controlled on the premise of ensuring the distribution of the stressed longitudinal ribs 21. The constructional longitudinal ribs 131 or the auxiliary longitudinal ribs 132 and the stirrups are arranged in the prefabricated column 1 to form the prefabricated column reinforcement cage 13, and the constructional longitudinal ribs 131 or the auxiliary longitudinal ribs 132 do not extend out of the bottom surface and the top surface of the prefabricated column and do not participate in stress calculation.
The vertical holes 11 are formed in one step by adopting pre-buried shaping pipelines 12 after concrete of the prefabricated column 1 is poured, the shaping pipelines 12 are made by rolling and folding thin-wall steel plates, protrusions can be arranged on the inner walls to form rough surfaces, steel plate natural forming surfaces can also be adopted, the cross section of each vertical hole 11 is hexagonal, corner cutting rectangular, fillet rectangular or circular, the cross section of each corresponding vertical hole 11 is hexagonal, corner cutting rectangular, fillet rectangular or circular, and the maximum size of each shaping pipeline 12 parallel to the four sides of the prefabricated column 1 is not less than 120 mm.
In the structure, the structural longitudinal ribs 131 are arranged at the corners or the intersection positions of the stirrups of the prefabricated column 1 to form the prefabricated column reinforcement cage 13 together with the stirrups, the diameter of the structural longitudinal ribs 131 is 8-12 mm, the number and the positions of the structural longitudinal ribs are determined according to the form of the stirrups, and the structural longitudinal ribs are bound with the stirrups or welded and fixed.
In the invention, the prefabricated column stirrup can adopt a composite stirrup consisting of a large stirrup 133, a small stirrup 134 and a tie bar 135, or can directly adopt a welded stirrup net 136, wherein the large stirrup 133 and the small stirrup 134 preferentially adopt welded closed hoops. The small stirrups 134 can be four in number, and the parts form a surrounding structure for the adjacent vertical holes 11, so as to strengthen the constraint effect on the stressed longitudinal ribs 21 intensively arranged in the vertical holes 11.
In the invention, when the limb distance a of the stirrup at the inner side of the vertical hole 11 at the corner of the prefabricated column 1 along the horizontal direction is not more than 400mm, the auxiliary longitudinal ribs 132 are not arranged at the middle of each edge of the prefabricated column 1; when the stirrup on the inner side of the vertical hole 11 at the corner of the prefabricated column 1 is larger than 400mm along the limb distance a in the horizontal direction, the auxiliary longitudinal rib 132 is arranged in the middle of each edge of the prefabricated column 1 to control the limb distance of the stirrup, and the diameter of the auxiliary longitudinal rib 132 is 10-14 mm.
According to the invention, a prefabricated column 1 is hoisted after a stressed longitudinal rib 21 and a lower-layer column stressed longitudinal rib 22 extending out of a floor slab 3 are connected, at the moment, the height of a horizontal joint 4 at the bottom of the prefabricated column 1 is not less than 60mm, a steel bar joint 23 is arranged in a vertical hole 11, the height of the horizontal joint 4 at the bottom and the installation precision of the prefabricated column 1 are controlled by a leveling bolt 25, and the leveling bolt 25 is screwed into an embedded internal thread sleeve 15 embedded at the bottom of the prefabricated column 1; or after the prefabricated column 1 is hoisted, the stressed longitudinal rib 21 is arranged in the vertical hole 11 in a penetrating mode and connected with the lower-layer column stressed longitudinal rib 22 extending out of the floor slab 3, the height of the horizontal joint 4 at the bottom of the prefabricated column 1 is not less than 200mm, the steel bar joint 23 is arranged in the horizontal joint 4 at the bottom, and the height of the horizontal joint 4 at the bottom is controlled through the column leg 26.
In one structure of the invention, the bottom of the prefabricated column 1 is provided with the bulge 14, so that the compactness of the bottom horizontal joint 4 and the post-cast concrete 24 near the bottom surface of the prefabricated column 1 is ensured, the shear resistance of the bottom horizontal joint 4 is improved, the height of the bulge 14 protruding out of the prefabricated column 1 is not less than 30mm, and the periphery of the bulge is provided with the inclined surface.
When the side length of the prefabricated column 1 is larger than 700mm, a shaped pipeline or a corrugated pipe can be embedded in the middle of the section of the prefabricated column 1 to form one or more pouring holes 16, the pouring holes 16 penetrate through the height direction of the prefabricated column 1, and the pouring of the post-cast concrete 24 after the horizontal joint at the bottom is ensured to be compact; the cross section of the pouring hole 16 is circular or other shapes, and the maximum size of the edge from the four edges of the prefabricated column 1 is not less than 90 mm; no longitudinal bar is arranged in the construction site pouring hole 16.
Fig. 1 to 9 show a first preferred embodiment of the present invention. As shown in fig. 1 to 3, the prefabricated column 1 is embedded with the shaped pipe 12 with the hexagonal cross section shown in fig. 3 at four corners to form a through vertical hole 11. The maximum size of the edge of the shaping pipeline 12 from the four sides of the prefabricated column 1 is not less than 120mm, the shaping pipeline is made of thin-wall steel plates in a rolled mode, and protrusions can be arranged on the inner wall of the shaping pipeline to form a rough surface.
As shown in fig. 4, the prefabricated column stirrup is a composite stirrup composed of a large stirrup 133, a small stirrup 134 and a tie bar 135, wherein the large stirrup 133 and the small stirrup 134 are welded closed hoops, the number of the small stirrups 134 is four, each small stirrup 134 forms a closure to two adjacent vertical holes 11, and the constraint effect of the stress longitudinal bars 21 intensively arranged in the vertical holes 11 is enhanced. As shown in fig. 2 and 4, a structural longitudinal rib 131 with the diameter of 8-12 mm is respectively arranged between the four corners of the large stirrup 133 and the shaping pipe 12; the limb distance a of the small stirrups 134 at the inner side of the vertical hole 11 along the horizontal direction is larger than 400mm, the middle parts of four edges of the prefabricated column 1 are respectively provided with an auxiliary longitudinal rib 132 with the diameter of 10-14 mm to control the limb distance of the stirrups, and a lacing wire 135 is arranged between the auxiliary longitudinal ribs 132 at two parallel edges; the structural longitudinal bars 131, the auxiliary longitudinal bars 132, the large stirrups 133, the small stirrups 134 and the tie bars 135 are bound or welded and fixed to form the prefabricated column reinforcement cage 13 shown in fig. 4. The diameters of the longitudinal ribs 131 and the auxiliary longitudinal ribs 132 are both structural requirements and do not change along with the stress condition of the superposed column, so that the standardization and the generalization of the prefabricated column reinforcement cage 13 of the prefabricated column 1 with the same section size can be realized, and the industrial production is facilitated. The construction longitudinal ribs 131 or the auxiliary longitudinal ribs 132 do not extend out of the bottom surface and the top surface of the prefabricated column 1 and do not participate in stress calculation.
Fig. 5, 7 and 8 provide schematic diagrams of connection of the precast column 1 and the lower-layer structure, and the precast column 1 is hoisted after the stressed longitudinal rib 21 is connected with the stressed longitudinal rib 22 of the lower-layer column extending out of the floor slab 3. As shown in fig. 5-8, the stressed longitudinal bars 21 are intensively arranged in the corner vertical hole 11 of the prefabricated column 1 in the construction site, the stressed longitudinal bars 21 and the stressed longitudinal bars 22 of the lower-layer column are directly connected by the steel bar joints 23, the steel bar joints 23 are mechanical connection joints, straight thread joints are preferentially adopted, and the steel bar joints 23 are staggered by a certain distance in the vertical hole 11 so as to facilitate the connection construction of the steel bar joints 23. The stressed longitudinal ribs 21 participate in stress calculation, and the total area of the reinforcing bars meets the requirement of checking the bending bearing capacity of the superposed column and the requirement of the current standard on the minimum reinforcing bar ratio of the stressed longitudinal ribs of the column. The total number of the stressed longitudinal ribs 21 in each vertical hole 11 is not more than four, the diameter of the stressed longitudinal ribs 21 is not less than 16mm and not more than 32mm, and three stressed longitudinal ribs 21 are arranged in each vertical hole 11 in fig. 5-8.
As shown in fig. 5, 7 and 8, the bottom horizontal joint 4 with the height not less than 60mm is arranged at the bottom of the prefabricated column 1, a large stirrup 133 is arranged in the bottom horizontal joint 4, and the post-cast concrete 24 in the vertical hole 11 is poured while the post-cast concrete 24 in the bottom horizontal joint 4 is poured. The height of the horizontal joint 4 at the bottom and the installation precision of the prefabricated column 1 are controlled by leveling bolts 25, and the leveling bolts 25 are screwed into the embedded internal thread sleeves 15 embedded at the bottom of the prefabricated column 1 shown in the figure 9.
As shown in fig. 9, the bottom of the precast column 1 is provided with the bulge 14 to ensure the compactness of the bottom horizontal joint 4 and the post-cast concrete 24 near the bottom surface of the precast column 1, and the bulge 14 and the post-cast concrete 24 in the bottom horizontal joint 4 form a shear key to improve the shear resistance of the bottom horizontal joint 4. The height of the protrusion 14 protruding out of the prefabricated column 1 is not less than 30mm, and inclined planes are arranged on the periphery of the protrusion to avoid bubbles formed on the upper portion of the bottom horizontal joint 4 in the pouring process of the post-cast concrete 24.
The site construction process of the preferred embodiment one is as follows: step one, a large stirrup 133 in a bottom horizontal joint 4 is placed at the root of a lower-layer column stressed longitudinal bar 22, and the stressed longitudinal bar 21 and the lower-layer column stressed longitudinal bar 22 extending out of a floor slab 3 are connected one by a steel bar joint 23; hoisting the prefabricated column 1, and controlling the position of the stressed longitudinal rib 21 to prevent the prefabricated column from being interfered to fall; thirdly, controlling the height of the horizontal seam 4 at the bottom through the leveling bolt 25, and adjusting the verticality of the prefabricated column 1; step four, moving the large stirrup 133 in the horizontal seam 4 at the bottom upwards to a designed position and binding and positioning the large stirrup with the stressed longitudinal bar 22 of the lower-layer column; step five, erecting a bottom horizontal joint 4, and completing pouring of the bottom horizontal joint 4 and post-cast concrete 24 in a vertical hole 11 through the vertical hole 11; and step six, maintaining and removing the mold, completing the connection of the prefabricated column 1 and the lower layer structure, and forming the integral participation structural stress of the superposed column by the prefabricated column 1, the post-cast concrete 24 and the stressed longitudinal bars 21 distributed in the vertical holes 11.
When the site construction installation process of the first preferred embodiment is inconvenient to adopt, at this time, after the prefabricated column 1 is hoisted, the stressed longitudinal rib 21 is arranged in the vertical hole 11 in a penetrating manner to be connected with the lower-layer column stressed longitudinal rib 22 extending out of the floor slab 3 according to the illustration in fig. 10 and fig. 11, at this time, the height of the horizontal joint 4 at the bottom of the prefabricated column 1 is not less than 200mm, and two large stirrups 133 are arranged in the horizontal joint 4 at the bottom. The reinforcement bar coupler 23 is disposed in the bottom horizontal joint 4 at the same height, and the height of the bottom horizontal joint 4 is controlled by the leg 26.
The on-site construction process of the composite column shown in fig. 10 and 11 is as follows: step one, a large stirrup 133 in a bottom horizontal joint 4 is placed at the root of a lower-layer column stressed longitudinal rib 22; placing the column legs 26, hoisting the prefabricated column 1, controlling the height of the horizontal seam 4 at the bottom by adopting the column legs 26, and adjusting the verticality of the prefabricated column 1; thirdly, penetrating stressed longitudinal ribs 21 in the vertical holes 11 from top to bottom, and completing the connection construction of the steel bar joints 23 in the horizontal seams 4 at the bottom; moving the large stirrup 133 in the horizontal seam 4 at the bottom upwards to a designed position, and binding and positioning the large stirrup with the stressed longitudinal rib 21 and the stressed longitudinal rib 22 of the lower-layer column; step five, erecting a bottom horizontal joint 4, and completing pouring of the bottom horizontal joint 4 and post-cast concrete 24 in a vertical hole 11 through the vertical hole 11; and step six, maintaining and removing the mold, completing the connection of the prefabricated column 1 and the lower layer structure, and forming the integral participation structural stress of the superposed column by the prefabricated column 1, the post-cast concrete 24 and the stressed longitudinal bars 21 distributed in the vertical holes 11.
Fig. 12 and 13 show a first modification of the vertical hole 11 of the laminated column shown in fig. 6, wherein a shaped pipe 12 with a rectangular cut cross section is pre-buried at four corners of the prefabricated column 1 to form the vertical hole 11, and the shaped pipe 12 is only cut at the corner corresponding to the large stirrup 133 to avoid the large stirrup 133. The maximum size of the shaped pipeline 12 parallel to the four sides of the prefabricated column 1 is not less than 120mm, the shaped pipeline is made of thin-wall steel plates in a rolling mode, and protrusions can be arranged on the inner wall of the shaped pipeline to form a rough surface. The construction steel bars 131 of the prefabricated column 1 are arranged as in the first preferred embodiment.
Fig. 14 and 15 show a second modified vertical hole 11 of the composite column shown in fig. 6, wherein a rectangular shaped pipe 12 with rounded cross sections is pre-buried at four corners of the prefabricated column 1 to form the vertical hole 11, and the four corners of the shaped pipe 12 are all rounded. The maximum size of the shaped pipeline 12 parallel to the four sides of the prefabricated column 1 is not less than 120mm, the shaped pipeline is made of thin-wall steel plates in a rolling mode, and protrusions can be arranged on the inner wall of the shaped pipeline to form a rough surface. The constructional steel bars 131 of the prefabricated column 1 are arranged at the intersection positions of the small stirrups 134 and the large stirrups 133, and 8 constructional steel bars 131 are arranged.
Fig. 16 and 17 are modified stirrups of the prefabricated column shown in fig. 1 to 4, and a welded stirrup net 136 is used as a stirrup of the prefabricated column 1 instead of a composite stirrup composed of a large stirrup 133, a small stirrup 134 and a tie bar 135 in fig. 1 to 4, so that the prefabricated column has the advantages of simple stirrup arrangement and small steel bar consumption.
Fig. 18 and 19 provide structural schematic diagrams of the large-section composite column, when the side length of the prefabricated column 1 is larger than 700mm, one or more pouring holes 16 can be formed by embedding shaped pipelines or corrugated pipes in the middle of the section of the prefabricated column 1, and fig. 18 and 19 are provided with two pouring holes 16, wherein the pouring holes 16 penetrate through the height direction of the prefabricated column 1. The cross section of the pouring hole 16 is circular, the diameter is not smaller than 90mm, and no longitudinal rib is arranged in the pouring hole 16 in the construction site. During site construction, post-cast concrete 24 is poured into the bottom horizontal joint 4 through the vertical holes 11 and the pouring holes 16, so that the post-cast concrete 24 in the bottom horizontal joint 4 is guaranteed to be poured compactly.
Fig. 20 provides a structural illustration of the present invention applied to a small-section composite column, a limb distance a of the small stirrup 134 inside the vertical hole 11 along the horizontal direction is not more than 400mm, the middle parts of four sides of the prefabricated column 1 are not provided with the auxiliary longitudinal ribs 132, only one structural longitudinal rib 131, the large stirrup 133 and the small stirrup 134 are arranged at four corners in the prefabricated column 1 to form the prefabricated column reinforcement cage 13, and no tie bar 135 is required.
Fig. 21 and 22 provide schematic diagrams of the structure of the laminated column in which four stressed longitudinal ribs 21 are arranged in each vertical hole 11 of the prefabricated column 1, and at this time, the cross section of the shaped pipe 12 is preferably in the form of a corner cut rectangle or a rounded rectangle in fig. 21 and 22, but is not preferably in the form of a hexagon in fig. 2.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes and substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (10)
1. The superposed column is characterized in that each corner of the prefabricated column (1) is provided with a vertical hole (11), the stressed longitudinal bars (21) are arranged in each vertical hole (11) in a centralized manner in a construction site, bending resistance is provided for the superposed column, stirrups are arranged in the prefabricated column (1), stirrups are formed in prefabricated column concrete and post-cast concrete (24) under the constraint action of the stirrups, and elastic-plastic deformation capability is provided for the superposed column, the stressed longitudinal bars (21) and the stirrups are separately arranged, the post-cast concrete (24) is poured in the vertical holes (11), and the poured prefabricated column (1), the post-cast concrete (24) and the stressed longitudinal bars (21) form the integral superposed column and participate in structural stress.
2. The corner vertical hole centralized configuration stress longitudinal bar's of claim 1 superimposed column, characterized by that, the cross section of the said precast column (1) is rectangle, form the through vertical hole (11) after its four corners pre-buried shaping pipeline (12) pour precast column (1) concrete; the shaping pipeline (12) is made of a thin-wall steel plate through rolling and folding, the inner wall of the shaping pipeline is provided with a protrusion to form a rough surface, or a steel plate natural forming surface is adopted, the cross section of the shaping pipeline is hexagonal, corner cutting rectangular, round corner rectangular or circular, the cross section of the corresponding vertical hole (11) is hexagonal, corner cutting rectangular, round corner rectangular or circular, and the maximum size of the edge of the shaping pipeline (12) to the four sides of the prefabricated column (1) is not less than 120 mm.
3. The corner vertical hole centralized arrangement stress-bearing column according to claim 1 or 2 is characterized in that a construction longitudinal rib (131) or an auxiliary longitudinal rib (132) is arranged in the prefabricated column (1) to form a prefabricated column reinforcement cage (13) together with a stirrup, the diameters of the construction longitudinal rib (131) or the auxiliary longitudinal rib (132) are both construction requirements and are not changed along with the stress condition of the prefabricated column, and the construction longitudinal rib (131) or the auxiliary longitudinal rib (132) does not extend out of the bottom surface and the top surface of the prefabricated column (1) and does not participate in stress calculation;
the structural longitudinal ribs (131) are arranged at the corners or the intersection positions of the stirrups of the prefabricated column (1), the diameter of each structural longitudinal rib (131) is 8-12 mm, the number and the positions of the structural longitudinal ribs are determined according to the stirrups, and the structural longitudinal ribs are bound with the stirrups or welded and fixed; when the limb distance a of the stirrup on the inner side of the vertical hole (11) along the horizontal direction is not more than 400mm, auxiliary longitudinal ribs (132) are not arranged at the middle of each side of the prefabricated column (1); when the limb distance a of the stirrup on the inner side of the vertical hole (11) in the horizontal direction is larger than 400mm, the auxiliary longitudinal rib (132) is arranged in the middle of each edge of the prefabricated column (1) to control the limb distance of the stirrup, and the diameter of the auxiliary longitudinal rib (132) is 10-14 mm.
4. The corner vertical hole centralized configuration is a superposed column directly connected with stressed longitudinal bars according to claim 1, wherein the stirrups adopt composite stirrups formed by large stirrups (133), small stirrups (134) and tie bars (135) or adopt welded stirrup networks (136), wherein the large stirrups (133) and the small stirrups (134) adopt welded closed hoops, the small stirrups (134) are arranged in each layer and respectively form constraint on adjacent vertical holes (11), and the large stirrups (133) form constraint on all the vertical holes (11).
5. The corner vertical hole centralized configuration direct connection atress longitudinal reinforcement's superimposed column according to claim 1 or 4, characterized in that, when prefabricated post (1) length of side is greater than 700mm, pre-buried design pipeline or bellows in prefabricated post (1) cross-section middle part form run through prefabricated post (1) high direction pouring hole (16), guarantee bottom horizontal joint (4) post-cast concrete (24) pour closely; the maximum size of the cross section of the pouring hole (16) away from the four sides of the prefabricated column (1) is not less than 90 mm; longitudinal bars are not distributed in the construction site pouring holes (16).
6. The corner vertical hole centralized configuration stress longitudinal bar laminated column according to claim 1, characterized in that, the stress longitudinal bar (21) laid in each vertical hole (11) is not more than four, the stress longitudinal bar (21) participates in stress calculation, the diameter is not less than 16mm and not more than 32mm, the reinforcement area meets the laminated column bending bearing capacity check calculation requirement, and the minimum reinforcement ratio requirement of the current standard to the column stress longitudinal bar is required to be met; the upper and lower stressed longitudinal bars (21) are connected by steel bar joints (23), and the steel bar joints (23) are mechanical connection joints and are arranged at the same height or staggered by a certain distance along the height.
7. The corner vertical hole centralized configuration is with the superimposed column of direct connection atress longitudinal reinforcement according to claim 1, characterized by, set up arch (14) in prefabricated post (1) bottom and guarantee bottom horizontal joint (4) and the near prefabricated post (1) bottom post-cast concrete's (24) compactness, improve bottom horizontal joint (4) shear resistance, the height that arch (14) extrudes prefabricated post (1) is not less than 30mm, set up the inclined plane all around.
8. The construction process of the composite column with the corner vertical holes intensively configured with the stressed longitudinal bars directly connected is characterized in that each corner of the prefabricated column (1) is respectively provided with a through vertical hole (11), the stressed longitudinal bars (21) are intensively arranged in each vertical hole (11) at a construction site to provide bending resistance for the composite column, the prefabricated column (1) is provided with the stirrups to form a stirrup restraining effect on prefabricated column concrete and post-cast concrete (24) and provide elastic-plastic deformation capability for the composite column, wherein the stressed longitudinal bars (21) and the stirrups are separately configured, the post-cast concrete (24) is cast in the vertical holes (11), and the cast prefabricated column (1), the post-cast concrete (24) and the stressed longitudinal bars (21) form the integral composite column to participate in structural stress.
9. The construction process according to claim 8, wherein the precast column (1) is hoisted after the stressed longitudinal bar (21) is connected with the lower-layer column stressed longitudinal bar (22) extending out of the floor slab (3), the height of the horizontal joint (4) at the bottom of the precast column (1) is not less than 60mm, the steel bar joint (23) is arranged in the vertical hole (11), the height of the horizontal joint (4) at the bottom and the installation precision of the precast column (1) are controlled through the leveling bolt (25), and the leveling bolt (25) is screwed into the embedded internal thread sleeve (15) embedded at the bottom of the precast column (1); or after the hoisting of prefabricated post (1) is accomplished, wear to establish the atress in vertical hole (11) and indulge muscle (22) and be connected with lower floor's post atress that floor (3) stretch out, prefabricated post (1) bottom horizontal joint (4) height is not less than 200mm, lays twice big stirrup (133) in bottom horizontal joint (4), and bar joint (23) are laid in bottom horizontal joint (4), through the height of post leg (26) control bottom horizontal joint (4).
10. The construction process according to claim 9, wherein when the prefabricated column is connected and hoisted, the large stirrups (133) in the horizontal bottom joints (4) are placed at the roots of the stressed longitudinal reinforcements (22) of the lower column, the stressed longitudinal reinforcements (21) and the stressed longitudinal reinforcements (22) of the lower column extending out of the floor slab (3) are connected one by one through the reinforcement joints (23), then the prefabricated column (1) is hoisted, the installation precision of the prefabricated column (1) is calibrated by adjusting the leveling bolts (25), and then the large stirrups (133) in the horizontal bottom joints (4) are moved upwards to the designed position and are bound and positioned with the stressed longitudinal reinforcements (22) of the lower column; then, a bottom horizontal joint (4) is erected, and the bottom horizontal joint (4) and the post-cast concrete (24) in the vertical hole (4) are poured through the vertical hole (11); finally, maintaining and removing the mold to complete the connection between the prefabricated column (1) and the lower-layer structure;
when hoisting and connecting, the large stirrup (133) in the horizontal seam (4) at the bottom is placed at the root of the stressed longitudinal rib (22) of the lower-layer column; then placing the column legs (26), hoisting the prefabricated column (1), and adjusting the installation precision of the prefabricated column (1); then, a stressed longitudinal bar (21) penetrates through the vertical hole (11) from top to bottom, connection construction of a steel bar joint (23) is completed in the bottom horizontal joint (4), then a large stirrup (133) in the bottom horizontal joint (4) is moved upwards to a designed position and is bound and positioned with the stressed longitudinal bar (21) and the lower-layer column stressed longitudinal bar (22), then the bottom horizontal joint (4) is erected, and pouring of post-cast concrete (24) in the bottom horizontal joint (4) and the vertical hole (11) is completed through the vertical hole (11); and finally, maintaining and removing the mold to complete the connection of the prefabricated column (1) and the lower-layer structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010584141.8A CN111691601A (en) | 2020-06-23 | 2020-06-23 | Overlapped column with corner vertical holes in centralized arrangement and directly connected with stressed longitudinal bars and construction process |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010584141.8A CN111691601A (en) | 2020-06-23 | 2020-06-23 | Overlapped column with corner vertical holes in centralized arrangement and directly connected with stressed longitudinal bars and construction process |
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| CN111691601A true CN111691601A (en) | 2020-09-22 |
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| CN202010584141.8A Pending CN111691601A (en) | 2020-06-23 | 2020-06-23 | Overlapped column with corner vertical holes in centralized arrangement and directly connected with stressed longitudinal bars and construction process |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113789861A (en) * | 2021-09-24 | 2021-12-14 | 华侨大学 | Fabricated connecting joint of corrugated plate-ECC column and concrete beam and construction method thereof |
| CN114182883A (en) * | 2021-12-23 | 2022-03-15 | 华神建设集团有限公司 | Large-section square tube concrete column and construction method |
| CN117646491A (en) * | 2023-12-11 | 2024-03-05 | 苏州建设(集团)规划建筑设计院有限责任公司 | Beam column joint and construction method thereof |
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2020
- 2020-06-23 CN CN202010584141.8A patent/CN111691601A/en active Pending
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113789861A (en) * | 2021-09-24 | 2021-12-14 | 华侨大学 | Fabricated connecting joint of corrugated plate-ECC column and concrete beam and construction method thereof |
| CN113789861B (en) * | 2021-09-24 | 2023-02-07 | 华侨大学 | Assembly type connecting joint of corrugated plate-ECC column and concrete beam and construction method thereof |
| CN114182883A (en) * | 2021-12-23 | 2022-03-15 | 华神建设集团有限公司 | Large-section square tube concrete column and construction method |
| CN117646491A (en) * | 2023-12-11 | 2024-03-05 | 苏州建设(集团)规划建筑设计院有限责任公司 | Beam column joint and construction method thereof |
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