CN114293685B - Construction method of cast-in-situ shear wall with reinforced concrete end column - Google Patents
Construction method of cast-in-situ shear wall with reinforced concrete end column Download PDFInfo
- Publication number
- CN114293685B CN114293685B CN202210040972.8A CN202210040972A CN114293685B CN 114293685 B CN114293685 B CN 114293685B CN 202210040972 A CN202210040972 A CN 202210040972A CN 114293685 B CN114293685 B CN 114293685B
- Authority
- CN
- China
- Prior art keywords
- shear wall
- shaped steel
- end column
- vertical
- reinforced concrete
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 36
- 238000010276 construction Methods 0.000 title claims abstract description 23
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 18
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 114
- 239000010959 steel Substances 0.000 claims abstract description 114
- 239000004567 concrete Substances 0.000 claims abstract description 15
- 238000009434 installation Methods 0.000 claims abstract description 9
- 238000000034 method Methods 0.000 claims description 10
- 238000005336 cracking Methods 0.000 claims description 4
- 238000003825 pressing Methods 0.000 description 9
- 238000010586 diagram Methods 0.000 description 5
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000003912 environmental pollution Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 230000002401 inhibitory effect Effects 0.000 description 1
- 230000000452 restraining effect Effects 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Abstract
The invention discloses a construction method of a cast-in-situ shear wall with reinforced concrete end columns, which comprises the following steps: step 1: forming a prefabricated reinforced concrete end column by utilizing end column I-steel and concrete pouring in a processing plant; step 2: transporting the prefabricated reinforced concrete end column to a construction site for upright installation; step 3: mounting I-shaped steel beams between the reinforced concrete end columns; step 4: arranging vertical steel bars for the shear wall, wherein the vertical steel bars pass through the two sides or the middle of the I-shaped steel beam so that one vertical steel bar is inserted into the shear wall of the upper layer and the lower layer; step 5: pouring concrete to form a shear wall; according to the construction method of the cast-in-situ shear wall with the reinforced concrete end column, the vertical steel bars penetrate through the two sides or the middle of the I-shaped steel beam, so that one vertical steel bar is inserted into the upper and lower layers of the shear wall, the stress continuity of the vertical steel bars in the upper and lower layers of the shear wall is ensured, the strength of the steel bars is fully exerted, and the earthquake resistance of a high-rise assembled building is improved.
Description
Technical Field
The invention relates to the field of construction, in particular to a construction method of a cast-in-situ shear wall of an email reinforced concrete end column.
Background
The construction of the traditional building industry is based on relatively low labor price, and a great amount of environmental pollution and energy waste are caused by simple construction process and construction method at the cost of seriously consuming natural resources. The development mode of the traditional building industry faces to great challenges in the face of adverse conditions of lack of land resources, water resources and energy sources, serious environmental pollution problems, high labor price and the like, and the assembled building gradually becomes the main trend of residential industrialization. Because the reinforced concrete shear wall has high rigidity against side force in the plane, the horizontal force of earthquake can be effectively resisted, the requirement of the standard on the lateral displacement of a high-rise structure is met, and the vast majority of high-rise assembly type buildings are reinforced concrete shear wall structures. However, the fabricated shear wall structure is generally constructed according to floors in a layered manner, the prefabricated shear wall of the same layer and the prefabricated shear walls of the upper layer and the lower layer are connected into a whole through a certain connecting structure, the splicing joint is necessarily caused in the construction process, and the prefabricated shear wall structure is difficult to ensure to be completely identical to the cast-in-situ shear wall structure. If the existing fabricated structural shear wall can be replaced by a cast-in-place concrete shear wall, the problem can be solved, and the construction cost can be effectively controlled.
Disclosure of Invention
The invention aims to solve the technical problem of providing a cast-in-situ shear wall with reinforced concrete end posts, which meets the anti-seismic requirement of high-rise assembled buildings on the shear wall.
In order to solve the technical problems, the invention adopts the following technical scheme: a construction method of a cast-in-situ shear wall with reinforced concrete end columns comprises the following steps:
step 1: forming a prefabricated reinforced concrete end column (also called a PEC end column) by utilizing end column I-steel and concrete pouring in a processing plant, wherein the concrete pouring method is consistent with the pouring method of the prefabricated PEC end column in the prior art;
step 2: transporting the prefabricated reinforced concrete end column to a construction site for upright installation;
step 3: installing an I-shaped steel beam between the reinforced concrete end columns, welding brackets with the cross sections consistent with those of the I-shaped steel beam at the corresponding positions of the reinforced concrete end columns in advance, perforating the web plates of the brackets and the web plate ends of the I-shaped steel beam, and clamping and fixing the web plates of the brackets and the web plates of the I-shaped steel beam by using clamping plates and connecting bolts to realize the connection of the I-shaped steel beam and the reinforced concrete end columns;
step 4: arranging vertical steel bars for the shear wall, wherein the vertical steel bars pass through the two sides or the middle of the I-shaped steel beam so that one vertical steel bar is inserted into the shear wall of the upper layer and the lower layer;
step 5: and pouring concrete to form the shear wall.
In the step 3, the i-beam has two mounting modes: the web plate of the I-shaped steel beam is in a vertical state; secondly, the web plate of the I-shaped steel beam is arranged in the weak axis direction, namely, the web plate of the I-shaped steel beam is in a horizontal state;
if the I-shaped steel beam is installed in the strong axis direction, the width of the wing plate of the I-shaped steel beam is smaller than that of the end column I-shaped steel, and the difference between the two is larger than twice the diameter of the vertical steel bar; in the step 4, the vertical steel bars pass through the two sides of the I-shaped steel beam, so that the vertical steel bars positioned on the two sides of the I-shaped steel beam cannot exceed the plane of the two sides of the end column I-shaped steel;
in the step 4, the vertical steel bars are temporarily fixed on two sides of the I-shaped steel beam by using a first locking piece, the first locking piece comprises a cover plate, an ear plate, a first fastening bolt and a pressing plate, the cover plate is in a shape like a Chinese character 'men', the cover plate can be covered on a wing plate at the top of the I-shaped steel beam, the ear plate is fixed on two sides of the cover plate, a gap for the vertical steel bars to pass through is formed between the ear plate and the wing plate of the I-shaped steel beam, the first fastening bolt is in threaded connection with the ear plate, and the pressing plate is welded at the threaded end of the first fastening bolt; the pressing plate can be pushed by rotating the first fastening bolt, so that the pressing plate tightly presses the vertical steel bars on the edge of the wing plate of the I-shaped steel beam, the effect of temporarily fixing the vertical steel bars is achieved, and workers can conveniently bundle the transverse steel bars on the vertical steel bars.
If the I-beam is installed in the weak axis direction in the step 3, the width of the wing plate of the I-beam can be consistent with that of the wing plate of the end column I-beam, and the web plate of the I-beam is provided with a perforation; in the step 4, the vertical steel bars pass through the perforations of the I-shaped steel beams;
in the step 4, the vertical steel bar is temporarily fixed in the perforation of the I-shaped steel beam by using a second locking piece; the second locking piece comprises a vertical plate, a flat plate and a second fastening bolt, the two flat plates are welded on the vertical plate, the two flat plates are parallel to each other, the gap between the two flat plates is not smaller than the thickness of a web plate of the I-shaped steel beam, the flat plates are perpendicular to the vertical plate, and a round hole for the second fastening bolt to pass through is formed in the vertical plate; when the steel I-beam locking device is used, two second locking pieces are inserted into the through holes, two flat plates of the second locking pieces are respectively clamped on the upper portion and the lower portion of the steel I-beam web plate, the two second locking pieces are respectively located on two sides of the vertical steel bar, the vertical plates of the two second locking pieces are locked by the second fastening bolts, and the two vertical plates clamp the vertical steel bar, so that the temporary fixation of the vertical steel bar is realized.
Further, in the step 1, two sides of a web plate of the end column I-shaped steel are provided with I-shaped connecting rods and anti-cracking steel bars, and the surfaces of wing plates of the end column I-shaped steel are provided with shear studs.
The beneficial effects are that: (1) According to the construction method of the cast-in-situ shear wall with the reinforced concrete end column, the vertical steel bars penetrate through the two sides or the middle of the I-shaped steel beam, so that one vertical steel bar is inserted into the upper and lower layers of the shear wall, the stress continuity of the vertical steel bars in the upper and lower layers of the shear wall is ensured, the strength of the steel bars is fully exerted, and the earthquake resistance of a high-rise assembled building is improved. (2) According to the construction method of the cast-in-situ shear wall with the reinforced concrete end column, the reinforced concrete end column and the I-shaped steel beam can be mounted in advance, so that the construction of the building frame in advance is ensured, and the construction progress is improved. (3) The steel-concrete end column adopted by the construction method of the cast-in-situ shear wall with the steel-concrete end column can play a role in restraining and enhancing the cast-in-situ shear wall, is beneficial to inhibiting the crack generation of the wallboard, improves the stress condition of the wall, and improves the bearing capacity.
Drawings
Fig. 1 is a schematic diagram of the connection (installation in the direction of the strong axis) of the reinforced concrete end column to the i-beam in example 1.
Fig. 2 is a beam-column connection node diagram of fig. 1.
Fig. 3 is a schematic diagram of the connection of the reinforced concrete end column to the i-beam in example 1 (weak axis installation).
Fig. 4 is a graph of the connecting nodes of the beam of fig. 3.
Fig. 5 is a view showing the arrangement of vertical bars (installation in the direction of strong axis) in example 1.
Fig. 6 is a view showing the arrangement of vertical bars (installation in the weak axis direction) in example 1.
Fig. 7 is a front view of the first locking member in embodiment 1.
Fig. 8 is a top view of the first locking member of embodiment 1.
Fig. 9 is a state diagram of application of the first locking member in embodiment 1.
Fig. 10 is a top view of fig. 9.
Fig. 11 is a front view of the second locker of embodiment 1.
Fig. 12 is a top view of fig. 11.
Fig. 13 is a right side view of fig. 11.
Fig. 14 is a state diagram of the application of the second locking member in embodiment 1.
Fig. 15 is a top view of fig. 14.
Wherein: 100. a steel-concrete end column; 110. end column I-steel; 120. an I-shaped connecting rod; 130. anti-cracking reinforcing steel bars; 140. a shear pin; 150. a bracket; 200. an I-beam; 210. perforating; 300. a clamping plate; 400. a connecting bolt; 500. vertical steel bars; 600. transverse steel bars; 700. a first locking member; 710. a cover plate; 720. ear plates; 730. a first fastening bolt; 740. a pressing plate; 800. a second locking member; 810. a vertical plate; 811. a round hole; 820. a flat plate; 830. and a second fastening bolt.
Detailed Description
The present invention will be described in further detail with reference to the following embodiments.
Example 1
The construction method of the cast-in-situ shear wall with the reinforced concrete end column comprises the following steps:
step 1: the prefabricated reinforced concrete end column 100 is formed by casting end column I-shaped steel 110 and concrete in a processing plant, I-shaped connecting rods 120 and anti-cracking steel bars 130 are arranged on two sides of a web plate of the end column I-shaped steel 110, and shear studs 140 are arranged on the surfaces of wing plates of the end column I-shaped steel 110;
step 2: transporting the prefabricated reinforced concrete end column 100 to a construction site for upright installation;
step 3: the i-beam 200 is installed between the reinforced concrete end columns 100. As shown in fig. 1 and 3, the i-beam 200 is installed in two ways: one is to install in the strong axis direction, i.e. the web of the i-beam 200 is in a vertical state; secondly, the web plate of the I-shaped steel beam 200 is arranged in the weak axis direction, namely, the web plate is in a horizontal state; the specific installation mode is determined according to specific engineering requirements; for ease of viewing, the concrete is hidden in fig. 1-6;
the concrete connection mode of the reinforced concrete end column 100 and the I-shaped steel beam 200 is as follows: as shown in fig. 2 and 4, brackets 150 with the cross section identical to that of the i-beam 200 are welded at the corresponding positions of the reinforced concrete end column 100 in advance, the web of the brackets 150 and the web end of the i-beam 200 are perforated, and then the web of the brackets 150 and the web of the i-beam 200 are clamped and fixed by using clamping plates 300 and connecting bolts 400, so that the connection between the i-beam 200 and the reinforced concrete end column 100 can be realized;
step 4: arranging vertical steel bars 500 for the shear wall, wherein the vertical steel bars 500 pass through the two sides or the middle of the I-shaped steel beam 200 so that one vertical steel bar 500 is inserted into the shear wall of the upper layer and the lower layer;
as shown in fig. 5, if the i-beam 200 is installed in the strong axis direction, the wing width of the i-beam 200 is smaller than that of the end column i-beam 110 by a value greater than twice the diameter of the vertical steel bar 500; the vertical steel bars 500 pass through the two sides of the I-shaped steel beam 200, so that the vertical steel bars 500 positioned on the two sides of the I-shaped steel beam 200 cannot exceed the plane of the two sides of the end column I-shaped steel 110;
as shown in fig. 6, the i-beam 200 is installed in a weak axis direction, so that the width of the wing panel of the i-beam 200 may be identical to that of the wing panel of the end column i-beam 110, the web of the i-beam 200 is provided with a perforation 210 as shown in fig. 3, and the vertical reinforcement 500 passes through the perforation 210 of the i-beam 200;
step 5: according to engineering design, properly binding transverse steel bars 600 on vertical steel bars 500, then supporting a mould and pouring concrete to form a shear wall;
obviously, in this embodiment, each vertical steel bar 500 is inserted into the two-layer cast-in-situ shear wall at the same time, so as to ensure the stress continuity of the vertical steel bars 500 in the upper and lower layer shear walls, fully exert the strength of the steel bars, and improve the shock resistance of the high-rise fabricated building.
To facilitate temporary securing of the vertical rebar 500 to the i-beam 200 while the vertical rebar 500 is deployed, the present embodiment provides a first retaining member 700 and a second retaining member 800.
As shown in fig. 7 and 8, the first locking member 700 includes a cover plate 710, an ear plate 720, a first fastening bolt 730 and a pressing plate 740, wherein the cover plate 710 is shaped like a door, the cover plate 710 can cover the wing plate at the top of the i-beam 200, and the ear plates 720 are fixed at both sides of the cover plate 710; as shown in fig. 9 and 10, when the cover plate 710 is covered on the i-beam 200, a gap through which the vertical reinforcement 500 can pass is formed between the lug plate 720 and the wing plate of the i-beam 200, the first fastening bolt 730 is screw-coupled with the lug plate 720, and the pressing plate 740 is welded to the screw end of the first fastening bolt 730; the pressing plate 740 is pushed by rotating the first fastening bolt 730 so that the pressing plate 740 presses the vertical reinforcing bar 500 against the edge of the wing plate of the i-beam 200, thereby temporarily fixing the vertical reinforcing bar 500.
As shown in fig. 11 to 13, the second locker 800 includes a vertical plate 810, a flat plate 820 and a second fastening bolt 830, the two flat plates 820 are welded on the vertical plate 810, the two flat plates 820 are parallel to each other and a gap between the two flat plates 820 is not less than a thickness of a web of the i-beam 200, the flat plates 820 are perpendicular to the vertical plate 810, and the vertical plate 810 is provided with a circular hole 811 through which the second fastening bolt 830 passes; as shown in fig. 14 and 15, in use, two second locking members 800 are inserted into the through holes 210, two flat plates 820 of the second locking members 800 are respectively clamped on the upper and lower sides of the web of the i-beam 200, the two second locking members 800 are respectively positioned on two sides of the vertical steel bar 500, the vertical plates 810 of the two second locking members 800 are locked by the second fastening bolts 830, and the two vertical plates 810 clamp the vertical steel bar 500, thereby realizing temporary fixation of the vertical steel bar 500.
Although embodiments of the present invention have been described in the specification, these embodiments are presented only, and should not limit the scope of the present invention. Various omissions, substitutions and changes in the form of examples are intended in the scope of the invention.
Claims (4)
1. The construction method of the cast-in-situ shear wall with the reinforced concrete end column is characterized by comprising the following steps of:
step 1: forming a prefabricated reinforced concrete end column by utilizing end column I-steel and concrete pouring in a processing plant;
step 2: transporting the prefabricated reinforced concrete end column to a construction site for upright installation;
step 3: mounting I-shaped steel beams between the reinforced concrete end columns;
step 4: arranging vertical steel bars for the shear wall, wherein the vertical steel bars pass through the two sides or the middle of the I-shaped steel beam so that one vertical steel bar is inserted into the shear wall of the upper layer and the lower layer;
step 5: pouring concrete to form a shear wall;
in the step 3, the I-shaped steel beam is installed in a strong axis direction or in a weak axis direction;
when the I-shaped steel beam is installed in the strong axis direction, the width of the wing plate of the I-shaped steel beam is smaller than that of the end column I-shaped steel, and the difference between the two is larger than twice the diameter of the vertical steel bar; in the step 4, vertical steel bars pass through two sides of the I-shaped steel beam; in the step 4, the vertical steel bars are temporarily fixed on two sides of the I-shaped steel beam by using first locking pieces, wherein each first locking piece comprises a cover plate, an ear plate and first fastening bolts, the cover plate is shaped like a door, the ear plates are fixed on two sides of the cover plate, and the first fastening bolts are in threaded connection with the ear plates;
when the I-shaped steel beam is installed in the weak axis direction, a web plate of the I-shaped steel beam is provided with a perforation; in the step 4, the vertical steel bars pass through the perforations of the I-shaped steel beams; in the step 4, the vertical steel bar is temporarily fixed in the perforation of the I-shaped steel beam by using a second locking piece; the second locking piece comprises a vertical plate, a flat plate and a second fastening bolt, wherein the two flat plates are welded on the vertical plate, the two flat plates are parallel to each other, the gap between the two flat plates is not smaller than the thickness of a web plate of the I-shaped steel beam, the flat plates are perpendicular to the vertical plate, and a round hole for the second fastening bolt to pass through is formed in the vertical plate.
2. The method for constructing the cast-in-situ shear wall with the reinforced concrete end column according to claim 1, wherein the method comprises the following steps: still include the clamp plate, the clamp plate welds the screw thread end at first fastening bolt.
3. The method for constructing the cast-in-situ shear wall with the reinforced concrete end column according to claim 1, wherein the method comprises the following steps: in the step 1, I-shaped connecting rods and anti-cracking steel bars are arranged on two sides of a web plate of the end column I-shaped steel.
4. The method for constructing the cast-in-situ shear wall with the reinforced concrete end column according to claim 1, wherein the method comprises the following steps: in the step 1, shear studs are arranged on the surfaces of the wing plates of the end column I-steel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210040972.8A CN114293685B (en) | 2022-01-14 | 2022-01-14 | Construction method of cast-in-situ shear wall with reinforced concrete end column |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210040972.8A CN114293685B (en) | 2022-01-14 | 2022-01-14 | Construction method of cast-in-situ shear wall with reinforced concrete end column |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114293685A CN114293685A (en) | 2022-04-08 |
| CN114293685B true CN114293685B (en) | 2023-12-08 |
Family
ID=80978265
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210040972.8A Active CN114293685B (en) | 2022-01-14 | 2022-01-14 | Construction method of cast-in-situ shear wall with reinforced concrete end column |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114293685B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115262811B (en) * | 2022-09-09 | 2023-08-22 | 华北水利水电大学 | Construction method of transverse steel reinforced concrete combined shear wall |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103410248A (en) * | 2013-08-23 | 2013-11-27 | 清华大学 | Internal stiffened composite steel plate shear wall connected through high-strength bolts |
| CN111502080A (en) * | 2020-06-05 | 2020-08-07 | 上海结奕建筑咨询事务所 | Steel-concrete composite structure frame-cast-in-place concrete shear wall structure system |
| CN112411803A (en) * | 2020-11-05 | 2021-02-26 | 同济大学 | Linear rectangular steel pipe-corrugated steel plate combined wall and design implementation method and application thereof |
-
2022
- 2022-01-14 CN CN202210040972.8A patent/CN114293685B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103410248A (en) * | 2013-08-23 | 2013-11-27 | 清华大学 | Internal stiffened composite steel plate shear wall connected through high-strength bolts |
| CN111502080A (en) * | 2020-06-05 | 2020-08-07 | 上海结奕建筑咨询事务所 | Steel-concrete composite structure frame-cast-in-place concrete shear wall structure system |
| CN112411803A (en) * | 2020-11-05 | 2021-02-26 | 同济大学 | Linear rectangular steel pipe-corrugated steel plate combined wall and design implementation method and application thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114293685A (en) | 2022-04-08 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107975160B (en) | Shear wall structure with lateral connecting key groove, manufacturing and assembling method | |
| CN112832416A (en) | Assembled RCS frame-RECC shear force wall mixed structure system | |
| CN112854443B (en) | Assembly type concrete self-resetting beam-column combined node connecting structure and assembling method | |
| CN112443041A (en) | Assembled bolted connection beam column node | |
| CN108775084B (en) | Steel-concrete combined precast beam and precast column connecting structure and construction method | |
| CN108331258B (en) | Assembled double-energy-consumption resettable circular steel tube concrete combined column and mounting method thereof | |
| CN114293685B (en) | Construction method of cast-in-situ shear wall with reinforced concrete end column | |
| CN108999288B (en) | Prefabricated assembled beam column node | |
| CN111749365A (en) | Assembly type composite wall based on H-shaped steel and construction method thereof | |
| CN211690817U (en) | Beam column connecting piece and beam column frame | |
| CN107447873B (en) | Device for connecting prefabricated laminated connecting beam and prefabricated shear wall and installation method | |
| CN212715350U (en) | Section steel concrete beam column structure | |
| CN211548221U (en) | Assembled concrete shear force wall with H shaped steel bracing | |
| CN111749364A (en) | Assembly type composite wall based on C-shaped steel and construction method thereof | |
| WO2010064743A1 (en) | Steel plate structure and construction method of joint structure of wall and slab using the same | |
| CN107355027B (en) | Section steel concrete shear wall assembly type space modularized structural system and construction method | |
| CN114575452A (en) | Assembly type H-shaped steel concrete rigid beam column node and connecting method thereof | |
| CN211396107U (en) | Assembled shear force wall with steel sheet stud combination formula bracing | |
| CN114215193A (en) | Connection structure of assembled steel-concrete composite board and shaped steel concrete beam | |
| CN114215179A (en) | Wet construction method for center pillar joint of steel beam floor system and steel frame wallboard system | |
| CN211114231U (en) | Concrete shear wall with H-shaped steel inclined strut | |
| CN113006346A (en) | Novel integral shear wall structure of prefabricated assembly | |
| CN216616563U (en) | Precast concrete beam column connected node | |
| CN212927239U (en) | Steel pipe concrete column-H steel beam-support-Pi-shaped combined corner column bottom node | |
| CN215367762U (en) | Assembled bolted connection beam column node |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |