EA028789B1 - Joint of prefabricated reinforced concrete columns of the frame "arkos-2014" and method of performing the same - Google Patents

Joint of prefabricated reinforced concrete columns of the frame "arkos-2014" and method of performing the same Download PDF

Info

Publication number
EA028789B1
EA028789B1 EA201492155A EA201492155A EA028789B1 EA 028789 B1 EA028789 B1 EA 028789B1 EA 201492155 A EA201492155 A EA 201492155A EA 201492155 A EA201492155 A EA 201492155A EA 028789 B1 EA028789 B1 EA 028789B1
Authority
EA
Eurasian Patent Office
Prior art keywords
column
link
joint
steel
centering
Prior art date
Application number
EA201492155A
Other languages
Russian (ru)
Other versions
EA201492155A1 (en
Inventor
Александр Иванович Мордич
Геннадий Александрович Мордич
Ольга Владимировна Лозакович
Original Assignee
Геннадий Александрович Мордич
Геннадий Александрович Мордич
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Геннадий Александрович Мордич, Геннадий Александрович Мордич filed Critical Геннадий Александрович Мордич
Priority to EA201492155A priority Critical patent/EA028789B1/en
Publication of EA201492155A1 publication Critical patent/EA201492155A1/en
Publication of EA028789B1 publication Critical patent/EA028789B1/en

Links

Abstract

The invention relates to construction and can be used in reinforced concrete frameworks of multi-storey buildings and structures. The joint of the prefabricated columns (Fig. 2) includes the end sections 1 and 2 of the joined links of the column. Sections 1 and 2 contain rods 3, torn at the ends and welded meshes 4. On the flat ends of the joined links of the column, by means of anchors 5, the number of which is determined by calculation in the form of reinforcing lugs, end plates 6 are attached. The end plates 6 of links 1 and 2 of the column are joined by means of studs or anchors 12 with fastening 10 and adjusting nuts 11. To the end plates 6 from the side of the joint gap 8, there are fastened compensators in the form of steel sheets 15. Between the compensators 15, on the axis of the column, there is placed a deformable centering spacer 14 made of mild steel. The dimensions of the spacer 14 are such that, under the action of the total design load on the column stresses in the spacer 14, exceeded design yield strength, but were less than 0.85R, where Ris the design resistance of steel by the compressive strength. Compensators 15 are made of steel with strength greater than the strength of steel of the spacer 14. The largest dimension of each side in their plane should not exceed the width of the spacer 14 by more than 3.0t in each direction from the faces of the spacer 14 in the initial state, where t is the thickness of the plate of compensator 15. For the most effective perception of compressive stresses by the concrete at the ends of the joined links 1 and 2 of the column, not less than half of the anchors 5 attached to plates 6 are concentrated at the axis of the column and placed parallel to the broken bars 3 of the column links. The method for making the joint provides for the insertion of the joint into the work under the load of studs or anchors 12 after the manifestation of plastic deformations in the centering spacer 14 due to the total design load. The proposed technical solutions are aimed at increasing the bearing capacity and reliability of the joint, reduction of the labor intensity of its arrangement. A deformable centering spacer is installed on the axis of the column and, after installation of the upper link of the column into the design position and fastening it with fixing nuts, the adjusting nuts in the gap between the ends are rotated and moved downwards, providing rest of the upper link of the column with its end face through the compensator onto the centering spacer, and immediately after completion of erection of the frame structure of the building and manifestation of plastic deformations in the centering spacer, adjusting nuts in the gap between ends are turned upward all to the stop against the end plate of the upper link of the column, and in the angular recesses this link of the column is repeatedly fastened by pressing against the end plate to the stop by means of the fastening nuts, whereupon the cavities of the gap and corner recesses are caulked with mortar.

Description

(57) The invention relates to construction and can be used in reinforced concrete frames of multi-storey buildings and structures. The joint of the prefabricated columns includes the end sections (1) and (2) of the joined parts of the column. Sections (1) and (2) contain rods (3) torn off at the ends and welded grids (4). On the flat ends of the mating parts of the column by means of anchors (5), the number of which is determined by calculation in the form of reinforcing shorts, end plates (6) are attached. The end plates (6) of the links (1) and (2) of the column are joined by means of studs or anchors (12) with fastening (10) and adjusting nuts (11). Compensators in the form of steel sheets (15) are attached to the end plates (6) from the side of the butt gap (8). Between the compensators (15), a deformable centering gasket (14) made of mild steel is placed on the axis of the column. The dimensions of the gasket (14) are taken so that under the action of the full calculated design load on the stress column in the gasket (14), they exceed the calculated yield strength, but are less than 0.85 K and , where K and are the calculated steel resistance to compressive strength. Compensators (15) are made of steel with a strength exceeding that of the gasket steel (14). The largest size of each side in their plane should not exceed the width of the strip (14) by more than 3.01 to each side of the faces of the strip (14) in the initial state, where ΐ is the thickness of the compensator sheet (15). For the most effective perception by concrete of compressive stresses at the ends of the joined links (1) and (2) of the column, at least half of the anchors (5) attached to the plates (6) are concentrated at the axis of the column and placed parallel to the dangling rods (3) of the column links. The method of performing the joint ensures that the joint joins the work under load of the studs or anchors (12) after the plastic deformations from the full rated load appear in the centering pad (14). The proposed technical solutions are aimed at increasing the bearing capacity and reliability of the joint, reducing the complexity of its device.

028789 B1

The invention relates to the construction and can be used in reinforced concrete frames of multi-storey buildings and structures.

Known butt connection of prefabricated columns, including the end sections of the abutting parts of the column containing welded mesh and ends of torn longitudinal reinforcement [1]. Steel plates are fixed on their flat ends. In the inter-face gap filled with the solution, a steel centering gasket and corner inserts are placed. At the ends of the columns, solution-filled channels are arranged in which shorty rods are fixed across the butt gap.

The known butt joint is simple in design. However, in production it is busy and time-consuming, has insufficient strength.

Known joint prefabricated columns [2], including the end sections of the links of the column, united by screw ties, attached at the corners at the ends of the links of the column to steel sheets. Along the axis of the column in the openings of the end sheets, a through steel core formed by a beam of reinforcing bars is passed through the inter-face gap.

Known joint has a high bearing capacity. However, his device is busy and laborious.

Closest to the proposed joint is the known butt joint of the columns, including the end sections of the abutting parts of the column containing torn longitudinal ends of the rod reinforcement, equipped at the flat ends with steel plates attached to them and a centering gasket, combined with studs, fastening and adjusting nuts [3]. The known butt joint is technologically advanced; it requires little labor to install it. However, it has insufficient bearing capacity for high-rise buildings due to the possibility of splitting concrete columns with a centering spacer under heavy loads.

A known method of making the butt connection of prefabricated columns [1], including alternately installing on the same vertical axis the mating parts of the column, installing reinforcing shorts in the channels, placing a centering strip and corner inserts between the end plates, welding to the end plates along the perimeter of the steel strip and injecting the solution into inter-face gap and cavity cavities. The known method allows to obtain a junction of columns. However, the method is time-consuming, its implementation requires special technological equipment and trained personnel.

Closest to the proposed one is a method that includes fastening the threaded rods of the screw connection at the end of the lower link of the column, placing adjusting nuts on them, installing the upper link of the column on the adjusting nuts, fixing the upper link of the column in the corner niches with fixing nuts and filling the end gap and corner niches with a solution [3]. The known method provides a high installation rate. However, it does not allow to obtain high-strength joints suitable for frames of buildings of high storeys.

The main task, the proposed technical solutions of the joint of prefabricated reinforced concrete columns and the method of its implementation are aimed at, is to increase the bearing capacity and reliability of the joint, reducing the complexity of its device.

The solution to this problem is achieved by the fact that the joint of prefabricated reinforced concrete columns, including the end sections of the joined parts of the column, containing longitudinal rod reinforcement torn off at the ends and transverse welded grids equipped with flat ends attached to them by end steel plates and a centering gasket, combined in the plate openings threaded studs with fastening and adjusting nuts located in the corner recesses and inter-face gap, filled with mortar, centering the tab is made of malleable mild steel with the initial dimensions across the axis of the column assigned from the condition that the stresses in it at full design design load exceed the calculated yield strength, but are less than 0.85K and , where K and is the calculated resistance of the strip steel in strength. Each end plate on the side of the centering gasket is equipped with a compensator attached to it in the form of a steel sheet with a steel strength exceeding the strength of the centering gasket, and on the back side the end plates are equipped with anchors made of reinforcing shorts determined by calculation and placed parallel to the axis of the column in parallel dangling rods of its working fittings.

At the same time, threaded studs can be made in the form of anchors fixed at the end of the lower abutting link of the column and released upward.

Moreover, the size of each side of the expansion joints across the column does not exceed the size of the corresponding side of the centering strip in the initial state by more than 3.01 to each side of the faces of the centering strip, where 1 is the thickness of the compensator sheet.

The solution to this problem is achieved by the fact that the method of performing the joint includes fixing on the end of the lower link of the column the studs or anchors with screw thread protruding upwards, placing the adjusting nuts on them, placing them in the design position on the centering gasket and adjusting nuts of the upper link of the column and fixing them angularly niches with fixing nuts, filling the solution with the inter-face gap and corner niches. Moreover, initially at the ends

- 1 028789 of the joined column links to the steel plates, compensators are attached in the form of steel sheets, a deformable centering gasket is installed on the end of the lower link on the axis of the column, and after the upper link of the column is in the design position and secured with fixing nuts, the adjusting nuts are turned and moved downward, ensuring supporting the top link of the column with the end face through the compensator on the centering gasket. Immediately after the completion of the construction of the building frame and the manifestation of plastic deformations in the centering gasket, the adjusting nuts in the end-to-end gap are turned up to the stop in the end plate of the upper link of the column, and they are re-fixed with clamping nuts to the stop, after which the cavities of the end-to-end gap and corner niches are choked solution.

Comparison of the proposed technical solution with the prototype allows us to note that it differs from the known one with new features: (1) the centering gasket is made of deformable mild steel with the initial dimensions across the axis of the column, assigned from the condition that the stresses in it at full rated design load are equal to or exceed the calculated yield strength, but less than the value of 0.85K and , where K and - the estimated compressive strength of the steel strip for strength (2) each end plate on the centering pad side is equipped with a compensator attached to it in the form of a steel sheet (3) with steel strength exceeding the strength of the centering pad steel, and on the back side (4) the end plates are equipped with welding anchors attached to them in the form reinforcing shorties determined by calculation and placed at the axis of the column parallel to the dangling rods of its working reinforcement.

At the same time (5), the studs equipped with a screw thread are made in the form of anchors fixed at the end of the lower abutting link of the column and released upward.

In this case, (6) the size of each side of the compensators across the column does not exceed the size of the corresponding side of the centering gasket in the initial state by more than 3.0 T to each side of the faces of the centering gasket, where ΐ is the thickness of the compensator sheet.

A method of performing a joint includes the following new sequence of operations, (7) initially, expansion joints in the form of steel sheets are attached to the steel plates at the ends of the column links of the columns (8) a deformable centering gasket is installed on the end of the lower link on the column axis and (9) after the upper link of the column is installed in the design position and fixing it with fixing nuts, the adjusting nuts rotate and move downward, ensuring that the upper link is supported through the compensator to the centering gasket, and (10) directly but, after the completion of the construction of the building frame and the manifestation of plastic deformations in the centering gasket, the adjusting nuts in the end-to-end gap are turned up to the stop in the end plate of the upper link of the column, (11) in the corner niches this link of the column is re-secured with clamping nuts until it stops, after whereby (12) the cavity of the inter-face gap and corner niches is choked with a solution.

All of these signs allow, with minimal labor, to obtain a weldless self-centering joint of increased reliability and bearing capacity with high-precision placement of the column links in the design position.

All of the listed features of the proposed solution in the given amount are unknown, and the technical results achieved by the proposed solution are superior to the known ones, they allow us to solve the problem and create an ultimately total result due to the mutual strengthening of the impact of each of the listed features on each other.

The essence of the proposed technical solution is illustrated by drawings.

In FIG. 1 shows the proposed joint with the union of the end plates with studs, side view;

in FIG. 2 is the same as in FIG. 1, when making studs in the form of anchors;

in FIG. 3 is a section AA of the top link of the column at the end portion of FIG. 1 and 2;

in FIG. 5 is a section BB of the column at the end of FIG. 1 and 2;

in FIG. 6 is a section GG of the lower link of the column in FIG. 2; in FIG. 7 is a section DD of the lower link of the column in FIG. 2;

in FIG. 8 is a diagram of the installation of the upper link of the column on the adjusting nuts of screw connections; in FIG. 9 - a joint assembly in the stage immediately after installing the upper link of the column on the adjusting nuts and centering gasket before fixing it with fixing nuts;

in FIG. 10 - a general view of the joint, the upper link of the column is fixed with fixing nuts in the corner niches and supported by a centering gasket, the adjusting nuts in the inter-face gap are lowered downward;

in FIG. 11 is a general view of the joint at the stage of completion of construction work in the building immediately before filling the cavities of the end-to-end gap and the corner niches of the joint with the solution, the centering gasket has undergone plastic deformations, the adjusting and fixing nuts are completely screwed into the end plate of the upper link of the column.

The proposed joint prefabricated columns (Fig. 1-11) includes the end sections of the abutting lower 1 and upper 2 units of the column. These sections 1 and 2 contain torn off at the ends of the rods 3 longitudinal

- 2 028789 reinforcement, indirect reinforcement in the form of welded meshes 4. On the flat ends of the links 1 and 2 of the column, steel plates 6 are attached by means of anchors 5 from the reinforcing bars. At the ends, immediately behind the plates 6, corner niches are made 7. End plates of 6 links 1 and 2 columns in the joint are placed with a gap 8 between them, and they are connected to each other by screw ties in the form of studs 9 (see Fig. 1), fixed at the corners of the column in the holes of the plates 6 by fixing 10 and adjusting nuts 11. Fixing nuts 10 placed in corner niches 7, and adjustable mounting nuts 11 - under the end plate 6 of the upper link 2 of the column in the cavity of the inter-face gap 8. In the completed form, the joint of the cavity of the niches 7 and the gap 8 are filled with solution. Screw connections of the lower 1 and upper 2 parts of the column at the joint can be performed (see Fig. 2) using anchors 12 provided with screw threads. Anchors 12 are released from the ends of the lower link 1 of the column up and fixed in it by means of welded shorts 13 welded to them.

Due to the fact that the links 1 and 2 of the assembled column are practically impossible to manufacture without deviations of their ends from the normal to their longitudinal axis, when they are mounted in the joint, a wedge-shaped inter-face gap 8 may be formed. In this joint, a stress concentration in the concrete of the section edges at the joint arises, causing local chips or crushing of concrete and a decrease in its bearing capacity. To prevent this, the proposed joint is provided on the axis of the column with a deformable centering strip 14 of mild steel. Under the action of the longitudinal compressive force N in the column from the full rated load, this gasket 14 receives sufficient plastic deformations and provides tight contact at the points of contact with the ends of the links 1 and 2 of the column at any practically possible wedge-shaped gap 8. To achieve the desired result, the sizes of the gasket 14 in its plane across the column are assigned so that the stresses in it at full design rated load exceed the calculated yield strength of the steel from which it is made, but are less than 0.85K and , where K and is the calculated tensile strength of this steel. As a result of plastic deformations of the centering strip 4, the dimensions of the contact area increase and the real stresses in it at full design load practically do not exceed the yield strength under central compression. However, the material of this gasket 14, due to the expansion joints made of more durable material, actually experiences a volumetric stress state, which provides an additional increase in its bearing capacity at the joint. In this case, the thickness of the strip 14 is adopted such that after the manifestation of complete plastic deformations in it, direct contact of the edges of the ends of the links 1 and 2 in the butt gap is excluded. The above allows you to create a fairly uniform distribution of compressive stresses in concrete at the ends of the joined parts 1 and 2 of the column at its longitudinal axis, which provides the required high bearing capacity of the joint.

For the same purpose, compensators are attached to the end plates 6 from the end to end gap 8, each of which is made in the form of a steel sheet 15. They must absorb contact stresses from the centering strip 14 and, together with the end plates 6, redistribute them to the largest possible concrete area at the ends links of the column. Since they are made of steel with a strength exceeding the strength of the steel strip 14, this avoids hardening in them at the contacts with the centering strip 14 and provides sufficiently free transverse deformation of the strip 14 to implement the required general plastic deformations. Each sheet of 15 compensators, depending on the shape and size of the section of the column can be made in the form of a square, circle or rectangle. The largest size of each side in their plane should not exceed the width of the strip 14 by more than 3.04 to each side of its faces in the initial state, where ΐ is the thickness of the compensator sheet 15 (see Fig. 9). This size is established experimentally and provides the most uniform distribution of contact stresses on the concrete ends of the joined parts of the column. When exceeding the specified size of the compensators 15 at the junction increases the metal consumption, and a further decrease in compressive stresses in concrete at the junction is not observed. Each compensator sheet 15 is attached to the plate 6 by welding discretely along its sides.

As a result of the adopted characteristics of the centering gasket 14 and compensators 15 due to the implementation of plastic deformations in the gasket 14 under the action of an increasing load, which reaches the full design by the end of construction, the joint self-centering occurs due to the displacement of the resultant compressive force N from the edge of the gasket 14 to the axis of the column (see Fig. 10, 11). Thus, the magnitude of the compressive stresses transferred to the concrete of the ends of the joined links occurs and their greatest values are concentrated along the axis of the column. For the most effective perception of concrete compressive stresses at the ends of the column links, their number is determined by calculation and at least half of the anchors 5 of the fastening plates 6 in the proposed joint is concentrated at the axis of the column.

Thus, in comparison with the analogues [1, 2] and the prototype [3] in the specified joint, in the presence of the above signs, a new quality is obtained, which provides a significant increase in bearing capacity and reliability due to the implementation of plastic deformations in the centering strip 14, providing a shift of the compressive force N to the axis of the column, redistribution by compensators 15 and end plates 6 of compressive stresses on concrete at the ends over a sufficiently large area, eliminating the possibility of damage and chips on the contact surfaces at

- 3,028,789 joints.

The joint of the prefabricated columns is performed in the following sequence. At the end of the lower link 1 of the column, the studs 9, or the anchors 12 of the screw connection, protruding upward. Adjusting nuts 11 are screwed onto the studs 9 or anchors 12 to the required mark 11. In advance, at the ends of the links 1 and 2 of the column, steel plates 6 are fastened, for example, by welds (not marked), in the form of steel sheets 15. At the end of the lower link, on the compensator 15, a centering gasket 14 is installed on the axis of the column 14. Then, on the adjusting nuts 11 (see Fig. 8) with the end plate 6, the upper link 2 of the column is supported by passing the studs 9, 12 through the holes in the plate 6.

After installing link 2 in the design position with the compensator 15 supported on the centering gasket 14, this link 2 is fixed with fixing nuts 10 in the corner niches 7. Then, the adjusting nuts 11 are turned and moved along the anchors 12 downward into the cavity of the inter-end gap 8 and left in this position until completion the construction of the entire frame and the device of the building envelope. As the building is being erected, the force N in the column increases to almost full design values from constant and continuous loads, and the centering gasket 14 receives plastic deformations, ensuring its tight contact over the entire area of the gasket 14 on both sides with compensators 15. After completion of these works and manifestations of plastic deformations in the gasket 14, the adjusting nuts 11 in the inter-face gap 8 are turned upward until they stop in the end plate 6 of the upper link 2 of the column. In the corner niches 7 with fixing nuts 10, the plate 6 of this link is repeatedly clamped by turning them all the way. Thus, the studs 9 or anchors 12 are further included in the joint on the perception of increments of the force N from additional loads. After fixing the upper link 2 of the column by fixing its plate 6 with fixing 10 and adjusting 11 nuts of the cavity of the inter-face gap 8 and corner niches 7, they are caulked with a solution.

Thus, in the presented method, as in the prototype [3], the proposed junction of the columns is performed without additional operations and permutations with minimal labor and energy costs. The need for mounting conductors and sophisticated control and technological equipment is completely eliminated. The above method of performing the joint of the column supplements the advantages of the constructive solution, provides a reliable, increased bearing capacity of the joint, suitable for frames of buildings with high floors (up to 25 floors inclusive). The method also has a high technological reliability, practically independent of weather conditions, does not require heating when performing work at low and negative temperatures.

The proposed solution represents a new developing area of industrial construction of multi-storey frame buildings for mass purposes, in which, along with increased safety and reliability, their economic efficiency and high construction rate are ensured.

Information sources

1. RF patent No. 2233368, IPC Е04В 1/38, BI No. 21, 07.27.04.

2. Eurasian patent No. 010209, IPC Е4С 3/34, ЕВВ 1/38, EPO Bulletin, No. 3, 2008.

3. RF patent No. 2 244789, Е04С 3/34, Е04В 1/38, BI No. 2, 07/31/2003, prototype.

Claims (4)

  1. CLAIM
    1. The joint of prefabricated reinforced concrete columns, including the end sections of the joined parts of the column, containing longitudinal rod reinforcement torn off at the ends and transverse welded meshes equipped with flat steel ends attached to them and a centering gasket, connected in the holes of the plate with screw threaded rods by means of fixing and adjusting nuts located in the corner niches and the inter-face gap, filled with a solution, characterized in that the centering gasket is made of deformations Rui mild steel original dimensions transverse to the column axis, designated by the condition that a voltage in it at full design load calculated above estimated yield stress, but smaller than 0,85K and where R and - estimated compression resistance strength steel gaskets, each the end plate on the side of the centering gasket is equipped with a compensator attached to it in the form of a steel sheet with a steel strength exceeding the strength of the steel of the centering gasket, and on the reverse side the end plates are equipped with ikreplennymi thereto by welding anchors in the form of reinforcing short stacks, certain calculations and arranged in parallel to the column axis ragged its working reinforcement rods.
  2. 2. The joint of prefabricated reinforced concrete columns according to claim 1, characterized in that the studs equipped with a screw thread are made in the form of upward-anchored anchors fixed at the end of the lower abutting column link.
  3. 3. The joint of precast concrete columns according to claims 1, 2, characterized in that the size of each side of the expansion joints across the column does not exceed the size of the corresponding side of the centering strip in the initial state by more than 3.04 to each side of the faces of the strip, where ΐ is the thickness compensator sheet.
  4. 4. The method of performing the junction of precast concrete columns according to claims 1 to 3, including fixing
    - 4 028789 at the end of the lower link of the column of studs or anchors with screw thread protruding upward, placing adjusting nuts on them, installing them in the design position on the centering gasket and adjusting nuts of the top link of the column, fixing the top link of the column in the corner niches with fixing nuts, filling the solution with inter-end gap and corner niches, characterized in that initially at the ends of the parts of the column to the end plates are attached expansion joints in the form of steel sheets, at the end of the lower link on the axis of the column pour a deformable centering gasket and, after installing the top link of the column to the design position and fastening it with fixing nuts, adjust the nuts in the end-to-end gap and turn them downwards, ensuring that the top link of the column is turned end-to-side through the compensator onto the centering gasket, and immediately after the construction of the building frame construction and development of plastic deformations in the centering gasket, the adjusting nuts in the end to end gap are turned upward until they stop in the end face astynom upper column level, and in this angular recesses column unit again fixed clamp against the end plate to lock the fastening bolts, whereupon the cavity gap and angular mezhtortsovogo niches zachekanivayut solution.
EA201492155A 2014-12-17 2014-12-17 Joint of prefabricated reinforced concrete columns of the frame "arkos-2014" and method of performing the same EA028789B1 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
EA201492155A EA028789B1 (en) 2014-12-17 2014-12-17 Joint of prefabricated reinforced concrete columns of the frame "arkos-2014" and method of performing the same

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EA201492155A EA028789B1 (en) 2014-12-17 2014-12-17 Joint of prefabricated reinforced concrete columns of the frame "arkos-2014" and method of performing the same

Publications (2)

Publication Number Publication Date
EA201492155A1 EA201492155A1 (en) 2016-06-30
EA028789B1 true EA028789B1 (en) 2017-12-29

Family

ID=56194131

Family Applications (1)

Application Number Title Priority Date Filing Date
EA201492155A EA028789B1 (en) 2014-12-17 2014-12-17 Joint of prefabricated reinforced concrete columns of the frame "arkos-2014" and method of performing the same

Country Status (1)

Country Link
EA (1) EA028789B1 (en)

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
SU992679A1 (en) * 1981-08-25 1983-01-30 Киевский Зональный Научно-Исследовательский И Проектный Институт Типового И Экспериментального Проектирования Жилых И Общественных Зданий (Киевзнииэп) Butt joint of prefabricated ferroconcrete columns
RU2244789C1 (en) * 2003-07-31 2005-01-20 Научно-исследовательское и экспериментально-проектное республиканское унитарное предприятие "Институт БелНИИС" Министерства архитектуры и строительства Республики Беларусь Composite reinforced concrete column, butt-joint for columns and method of butt-joint forming
CN203320725U (en) * 2013-06-19 2013-12-04 同济大学 Self-resetting energy consumption support

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
SU992679A1 (en) * 1981-08-25 1983-01-30 Киевский Зональный Научно-Исследовательский И Проектный Институт Типового И Экспериментального Проектирования Жилых И Общественных Зданий (Киевзнииэп) Butt joint of prefabricated ferroconcrete columns
RU2244789C1 (en) * 2003-07-31 2005-01-20 Научно-исследовательское и экспериментально-проектное республиканское унитарное предприятие "Институт БелНИИС" Министерства архитектуры и строительства Республики Беларусь Composite reinforced concrete column, butt-joint for columns and method of butt-joint forming
CN203320725U (en) * 2013-06-19 2013-12-04 同济大学 Self-resetting energy consumption support

Also Published As

Publication number Publication date
EA201492155A1 (en) 2016-06-30

Similar Documents

Publication Publication Date Title
Ataei et al. Experimental study of composite beams having a precast geopolymer concrete slab and deconstructable bolted shear connectors
Mazzolani et al. Experimental analysis of steel dissipative bracing systems for seismic upgrading
US3782061A (en) Concrete building construction with improved post tensioning means
US8640419B2 (en) Method of constructing prefabricated steel reinforced concrete (PSRC) column using angle steels and PSRC column using angle steels
CN107916726B (en) Assembled self- recoverage circular steel tube concrete combined joint
US20200102751A1 (en) Precast column base joint and construction method therefor
US10865557B2 (en) Prestressed assembled concrete frame-joint connecting structure and constructing method thereof
KR101827846B1 (en) Joint structure for steel bridge pier and concrete pile foundation
CN104878948B (en) A kind of reinforcement means of rc-frame-beam hogging moment area
US9765521B1 (en) Precast reinforced concrete construction elements with pre-stressing connectors
JP2018071305A (en) Method for joining concrete column and steel beam
JP2004520511A (en) Prestressed synthetic truss girder and method of manufacturing the same
CN103696498A (en) Novel post-earthquake easy-to-repair steel irregular column- center support
US10400438B2 (en) Joining device for precast reinforced concrete columns with a dry joint
CN203768811U (en) Embedded steel anchor beam combined pylon anchoring structure
RU165473U1 (en) Steel-concrete pre-stressed beam
CN105201103A (en) Assembly type ribbed steel plate shear wall with frame
EP2914790B1 (en) Method for producing a tower construction from reinforced concrete
CN106284655B (en) Precast concrete beam stud connects connecting node and connection method
CN104963432A (en) Multilayer fabricated concrete wallboard structure system
KR101170956B1 (en) Reinforcing assembly and method of structure using micro pile and hydraulic system
US9506266B2 (en) Concrete deck with lateral force resisting system
CN103306214B (en) The bracing means of a kind of reinforced concrete beam and floor
CN107313540B (en) Fireproof and buckling-restrained fabricated composite beam and construction method
CN204546759U (en) Prestressed concrete mortar leakage prevention device

Legal Events

Date Code Title Description
MM4A Lapse of a eurasian patent due to non-payment of renewal fees within the time limit in the following designated state(s)

Designated state(s): AM AZ BY KZ KG TJ TM RU