CN211597064U - Integral external strengthening ring compound steel pipe concrete column and steel beam connecting node - Google Patents
Integral external strengthening ring compound steel pipe concrete column and steel beam connecting node Download PDFInfo
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- CN211597064U CN211597064U CN201921557966.XU CN201921557966U CN211597064U CN 211597064 U CN211597064 U CN 211597064U CN 201921557966 U CN201921557966 U CN 201921557966U CN 211597064 U CN211597064 U CN 211597064U
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Abstract
The utility model discloses an integral outer stiffening ring double entry steel core concrete column and girder steel connected node, including structural component such as square steel pipe, circular steel tube, concrete, H shaped steel roof beam, integral outer stiffening ring. The utility model discloses the node makes the plastic deformation of steel frame roof beam-post node only take place in the non-node core department of beam-ends, and main structure components such as steel frame roof beam-post remain throughout in the elasticity scope, do not take place to destroy after shaking to integral outer stiffening ring is prefabricated construction, support piece when having saved the construction, construction convenience has practiced thrift the engineering time, and economy is suitable for, convenient operation.
Description
Technical Field
The utility model discloses a type belongs to engineering structure power consumption shock attenuation field, relates to the node, concretely relates to integral outer stiffening ring double entry steel core concrete column-girder steel node.
Background
The steel pipe concrete column and the steel beam are usually connected in a node mode. In the actual earthquake resistance of the engineering structure, the node is a very critical part, and the earthquake resistance of the node part is one of the main focus points of research, so that the node has higher bearing capacity and deformation capacity and meets the earthquake resistance requirements of 'strong node and weak member'.
Based on the research on the beam-column joint of the building structure, the bearing capacity of the joint is easy to reduce after the joint is connected in the connection of the steel pipe concrete column and the steel beam joint, the initial rigidity is low, the plastic deformation is easy to occur earlier in the stress process, the energy consumption capability is poor, the stress concentration phenomenon is easy to occur in the column in the joint area, and the shearing damage is easy to occur. Therefore, a new node connection method is needed to overcome the above problems.
Disclosure of Invention
The utility model aims at providing a connection method and integral outer stiffening ring connected node of compound steel core concrete column and girder steel, solve present compound steel core concrete column-girder steel node bearing capacity and hang down, take place easily to cut the technical problem who destroys.
In order to achieve the above purpose, the utility model adopts the following technical scheme to realize:
a method for connecting a compound steel tube concrete column and a steel beam comprises an outer layer square steel tube and an inner layer circular steel tube, wherein the inner layer circular steel tube is sleeved in the outer layer square steel tube, concrete is filled between the outer layer square steel tube and the inner layer circular steel tube and in the inner layer circular steel tube, the steel beam is an H-shaped steel beam and comprises a web plate, an upper flange and a lower flange, the upper flange and the lower flange are connected with the web plate, an external reinforcing ring is connected with a node of the compound steel tube concrete column and the steel beam, the external reinforcing ring comprises a first reinforcing ring, a second reinforcing ring and two external rib ring plates, the first reinforcing ring and the second reinforcing ring are identical in structure and are of a regular octahedral structure, and the first reinforcing ring and the second reinforcing ring are hollow; the first reinforcing ring and the second reinforcing ring are connected into a whole through two outer rib ring plates;
when the compound steel pipe concrete column is connected with a steel beam, the outer reinforcing ring is sleeved on the outer layer square steel pipe, and the contact positions of the first reinforcing ring and the second reinforcing ring and the outer layer square steel pipe of the compound steel pipe concrete column are welded; and simultaneously, a web plate of the H-shaped steel beam is inserted into an outer layer square steel tube of the compound steel tube concrete column in a direction parallel to the plane of the outer rib ring plate, the contact part of the web plate and the outer layer square steel tube is welded, and the upper flange and the lower flange are respectively welded with the first reinforcing ring and the second reinforcing ring.
Specifically, the web plate of the H-shaped steel beam is inserted into an outer layer square steel tube of the compound steel tube concrete column in a direction parallel to the plane of the outer rib ring plate, and the method specifically comprises the steps of removing an upper flange and a lower flange of the H-shaped steel beam, only retaining the web plate, and removing the length which is not less than the depth of the web plate inserted into the square steel tube; and a reserved hole is processed on the outer side of the square steel tube, the height and the width of the reserved hole are respectively the same as those of the web plate, and the web plate of the H-shaped steel beam is inserted into the outer layer square steel tube of the compound steel tube concrete column through the reserved hole in the direction parallel to the plane of the outer rib ring plate.
Furthermore, the structures of the first reinforcing ring and the second reinforcing ring meet the condition that D/B is 1.85-2.38, and B/tdIs 6 to 12, h/tdNo more than 22, wherein D is the side length of the square steel pipe, B is the overhanging length of the first reinforcing ring or the second reinforcing ring along the direction of the H-shaped steel beam, tdThe thickness of the first reinforcing ring or the second reinforcing ring, and H is the height of the H-shaped steel beam.
Further, the structure of the H-shaped steel beam satisfies bf/tf15.4 to 19.2, wherein bfThe width t of the upper flange or the lower flange of the H-shaped steel beamfThe thickness of the upper flange or the lower flange of the H-shaped steel beam.
In addition, the cutting length b of the upper flange or the lower flange of the H-shaped steel beam meets the requirement that 0.65H < b <0.85H, wherein H is the height of the H-shaped steel beam;
the value range of the distance a between the weakened area of the upper flange or the lower flange of the H-shaped steel beam and the end of the H-shaped steel beam is 0.1bf+B<a<0.2bf+ B, B is the overhanging length of the first reinforcing ring or the second reinforcing ring along the direction of the H-shaped steel beam;
the weakening depth c of the upper flange or the lower flange of the H-shaped steel beam ranges from 0.13bf<c<0.26bf。
The utility model discloses disclose an integral external reinforcement ring connected node simultaneously for compound steel core concrete column is connected with the girder steel, this girder steel is H shaped steel roof beam, including the web and the top flange and the bottom flange of being connected with the web, its characterized in that, the external reinforcement ring include first beaded finish, second beaded finish and outer ribbed ring board, first beaded finish or second beaded finish be regular octahedral structure, all processed square groove in first beaded finish, second beaded finish, first beaded finish and second beaded finish connect into an organic whole through two outer ribbed ring boards; the first reinforcing ring and the second reinforcing ring have structures which meet the requirement that D/B is 1.85-2.38 and B/tdIs 6 to 12, h/tdNo more than 22, wherein D is the side length of the square steel pipe, B is the overhanging length of the first reinforcing ring or the second reinforcing ring along the direction of the steel beam, tdThe thickness of the first reinforcing ring or the second reinforcing ring, and h is the height of the steel beam.
Specifically, during connection, the outer reinforcing ring is sleeved on the compound concrete-filled steel tube column, and the contact positions of the first reinforcing ring and the second reinforcing ring and the compound concrete-filled steel tube column are welded; meanwhile, a web plate of the H-shaped steel beam is inserted into the compound concrete-filled steel tube column in a direction parallel to the plane of the outer rib ring plate, the contact position of the web plate and the compound concrete-filled steel tube column is welded, and the upper flange and the lower flange are respectively welded with the contact position of the first reinforcing ring and the second reinforcing ring.
Optionally, the axial compression ratio of the composite steel pipe concrete column to the steel beam connecting node is 0.3-0.5.
Compared with the prior art, the beneficial effects of the utility model are that:
(1) according to the utility model discloses a connection method, when the earthquake takes place, the node gets into the elasticity stage, and stress-strain curve rises rapidly, and before beam column structural member stress-strain curve did not reach the elastoplasticity stage, the non-node core area of beam-ends of node had reached the plasticity stage, appeared obviously warping, has dissipated the energy, has successfully shifted plasticity and has avoided node core area stress concentration phenomenon to appear, takes place brittle fracture.
(2) According to the utility model discloses a connection method, compound steel core concrete column can restrict the atress performance of core concrete better, and it has higher bearing capacity, and its maximum bearing capacity can reach 6583kN, and the ductility coefficient is 1.52, demonstrates good ductility performance, and rigidity degradation speed is slow, has higher anti-seismic performance, can satisfy the designing requirement of structure under the power load effect, can be in the high regional application of earthquake fortification intensity.
(3) The utility model discloses an integral outer stiffening ring connected node can strengthen the rigidity of node, improves the bearing capacity of node, can make node plasticity hinge take place obvious outward moving, and partly seismic energy of expendable simultaneously, wherein the existence of this beaded finish can make the power consumption coefficient of node reach 3.191, demonstrates better power consumption performance.
(4) Furthermore, the utility model discloses an integral outer stiffening ring connected node, structure as an organic whole, it is prefabricated in the mill, when building structure construction, can accelerate the construction speed to the girder steel can not need welding support piece during the construction, directly puts into and welds in the middle of the integral outer stiffening ring, the construction of being convenient for.
Drawings
Fig. 1 is the overall structure schematic diagram of the integral external reinforcing ring connecting node of the present invention.
Fig. 2 is a sectional view of the integral external reinforcing ring connecting joint of the present invention.
Fig. 3 is a front view of the integral external reinforcing ring structure of the integral external reinforcing ring connecting node of the present invention.
Figure 4 is the utility model discloses compound steel core concrete column structure sectional view of integral outer stiffening ring connected node.
Figure 5 is the utility model discloses integral external reinforcement ring connected node's H shaped steel girder construction section view.
Fig. 6 is an elevation view of the integral external reinforcing ring connecting node of the present invention.
Figure 7 is the utility model discloses integral external reinforcement ring connected node square steel pipe plan.
The meaning of the various reference numbers in the drawings: 1-composite steel pipe concrete column, 2-outer reinforcing ring, 3-steel beam, 4-first reinforcing ring, 5-second reinforcing ring, 6-outer layer square steel pipe, 7-outer layer square steel pipe inner concrete, 8-inner layer circular steel pipe, 9-inner layer circular steel pipe inner concrete, 10-outer rib ring plate, 11-web plate, 12-upper flange, 13-reserved hole, 14-lower flange, D is side length of outer layer square steel pipe, C is diameter of inner layer circular steel pipe, tcIs the thickness t of the outer layer square steel pipe wallbThe thickness of the inner layer circular steel pipe wall, A is the extending length of the reinforcing ring in the vertical direction of the steel beam, B is the extending length of the reinforcing ring in the direction of the steel beam, taFor reinforcing the thickness, t, of the outer rib ring platedThe thickness of the first reinforcing ring, h is the height of the steel beam, bfIs the upper or lower flange of steel beam, tfHeight t of upper flange or lower flange of steel beamwIs the web thickness.
The following examples are provided to explain the present invention in further detail.
Detailed Description
The following embodiments of the present invention are given, and it should be noted that the present invention is not limited to the following embodiments, and all the equivalent transformations made on the basis of the technical solution of the present application fall into the protection scope of the present invention.
The utility model relates to a connection method of compound steel tube concrete column and steel beam, the related components mainly comprise a steel tube concrete column and an H-shaped steel beam, one end of the H-shaped steel beam is connected with the column of the compound steel tube concrete column by an integral external reinforcement ring, wherein, the compound steel tube concrete column is formed by combining square steel tubes, concrete in the square steel tubes, round steel tubes and concrete in the round steel tubes (wherein, the concrete in the square tubes and the round steel tubes adopts the concrete with the strength grade of C60), the integral external reinforcement ring is formed by combining and prefabricating an upper reinforcement ring, a lower reinforcement ring and an external rib ring plate, the H-shaped steel beam removes the corresponding length of the upper flange and the lower flange according to the length B of the upper external reinforcement ring and the lower external reinforcement ring in the integral external reinforcement ring, only the web plate in the H-shaped steel beam is reserved (wherein, the concrete size of the octagon is determined according to the diameter-to-diameter ratio D/B of the column, during connection, the prefabricated integral external reinforcement ring is sleeved into the corresponding position of the compound steel tube concrete column and welded around the compound steel tube concrete column; then inserting the H-shaped steel beam between the upper outer reinforcing ring and the lower outer reinforcing ring, and inserting a part of a web plate of the H-shaped steel beam into a reserved hole of the outer layer square steel pipe and welding the web plate with the reserved hole of the outer layer square steel pipe; and then welding and fixing an upper flange and a lower flange in the H-shaped steel beam with an upper reinforcing ring and a lower reinforcing ring in the integral external reinforcing ring respectively, wherein the height and the width of a reserved hole in the square steel pipe are consistent with those of a web plate of the H-shaped steel beam, the position of the reserved hole is in the middle of the square steel pipe, and the flange of the H-shaped steel beam is not welded with an external steel pipe of the compound steel pipe concrete column), and the initial rigidity of the joint is mainly reduced so that the joint has sufficient deformation energy consumption capacity when an earthquake comes.
The inventor researches and discovers that when the diameter-to-length ratio of the column ring is changed from 1.52 to 3.33, the node failure modes are both beam-end plastic hinge failures. Along with the increase of the length ratio of the diameter of the column ring, the bearing capacity, the energy consumption coefficient and the secant rigidity of the node are all gradually reduced, and the hysteresis curve is less and less full; when the ratio of the diameter to the length of the ring diameter of the column is 1.52, the stress and the initial rigidity of the core area of the node are large, and the seismic performance of the node is not ideal. Therefore, the length ratio D/B of the diameter of the column ring is required to be 1.85-2.38.
Meanwhile, researches also find that when the length-thickness ratio of the integral external reinforcing ring is not more than 24, the node failure modes are the failures of the beam-end plastic hinges. Along with the reduction of the length-thickness ratio of the integral external reinforcement ring, the maximum stress of the node core area is gradually reduced, the equivalent plastic strain at the plastic hinge at the beam end is gradually increased, the maximum stress and the equivalent plastic strain of the integral external reinforcement ring are gradually reduced, the change of the bearing capacity is not obvious, the ductility coefficient and the initial rigidity are larger and larger, and the energy consumption coefficient is gradually reduced after being gradually increased. Therefore, the length-thickness ratio B/t of the integral external reinforcing ring d6 to 12.
Further research shows that when the width-thickness ratio of the beam flange is 23.1, stress concentration is easy to occur at the reinforcing ring of the node due to overlarge thickness of the beam flange, the initial rigidity is high, and the ductility performance of the node is poor; when the width-thickness ratio of the beam flange is less than 11.5, the ultimate bearing capacity of the node is small, and the energy consumption capacity is poor. Therefore, the width-thickness ratio b of the beam flangef/tfThe content of the active carbon is required to be 15.4-19.2. When the height-thickness ratio of the beam-reinforcing ring is changed within 11-25, along with the increase of the height-thickness ratio of the beam-reinforcing ring, the maximum stress and equivalent plastic strain of a node are gradually increased, the initial rigidity and the ultimate bearing capacity are increased more and more, and the energy consumption coefficient is increased and then reduced; however, when the height-thickness ratio of the beam to the reinforcing ring is greater than 25, stress concentration occurs at the node, the fullness of a hysteresis curve of the node is poor, the initial rigidity is too high, and the ductility performance and the energy consumption performance are poor. So that the beam-to-reinforcement ring height-thickness ratio h/tdBelow 22.
The impact of the weakened length of the beam end and the distance between the weakened area and the beam end on the seismic performance of the node is smaller, but the stress concentration phenomenon can be caused when the distance between the weakened length and the weakened area and the beam end is too small, so that the weakened length b is 0.65h<b<0.85h, the distance a between the beam flange weakening area and the beam end is 0.1bf+B<a<0.2bf+ B. The weakening depth of the beam flange has a large influence on the seismic performance of the node, and as the weakening depth of the beam flange is increased, the ductility and the energy consumption capability of the node are enhanced, and the rigidity and the bearing capacity are reduced; when weakening the degree of depth when too big, it is very big to weaken the deformation in district, and the bearing capacity descends in a straight line, and consequently, beam flange weakens degree of depth c and takes the value as: 0.13bf<c<0.26bf. Beam flange weakening is a mode of node weakening, and the weakening length b, the distance a between a beam flange weakening area and a beam end and the beam flange weakening depth c are allBelong to the weakening parameter, limited the size that weakens, the research to these parameters has matured at present, and as preferred scheme, the utility model discloses in further limited the size range of parameter, avoid weakening length and the distance of weakening district apart from the beam-ends undersize. It should be clear that the definition of these parameters is not an essential feature of the solution of the invention.
Example 1:
according to the connection method of the compound steel pipe concrete column and the steel beam, the embodiment provides an integral type external reinforcing ring connection node which is used for connecting the compound steel pipe concrete column and the steel beam, wherein the steel beam is an H-shaped steel beam and comprises a web plate, an upper flange and a lower flange, the upper flange and the lower flange are connected with the web plate, the external reinforcing ring comprises a first reinforcing ring, a second reinforcing ring and an external rib ring plate, the first reinforcing ring or the second reinforcing ring is of a regular octahedral structure, square grooves are processed in the first reinforcing ring and the second reinforcing ring, and the first reinforcing ring and the second reinforcing ring are connected into a whole through the two external rib ring plates; the first reinforcing ring and the second reinforcing ring have structures which meet the requirement that D/B is 1.85-2.38 and B/tdIs 6 to 12, h/tdNo more than 22, wherein D is the side length of the square steel pipe, B is the overhanging length of the first reinforcing ring or the second reinforcing ring along the direction of the steel beam, tdThe thickness of the first reinforcing ring or the second reinforcing ring, and h is the height of the steel beam.
In the embodiment, Q235 steel is taken as an H-shaped beam column or an I-shaped steel beam material, the cross section of a square steel tube in the composite steel tube concrete column is 500mm multiplied by 500mm, the wall thickness is 16mm, the diameter of a round steel tube is 266mm, the wall thickness is 12mm, the cross section of an I-shaped beam is HW350mm multiplied by 488mm, the thicknesses of a web plate and a flange are 14mm and 22mm respectively, an E40 welding rod is adopted for a welding seam, C60 is adopted for the grade of square steel tube concrete and round steel tube concrete, the thicknesses of upper and lower reinforcing rings of an integral external reinforcing ring are 30mm, the thickness of an outer rib plate of the reinforcing ring is 16mm, the extending length of the reinforcing ring in the vertical direction of the beam is 240mm, and the extending length of the.
The axial pressure ratio of the composite steel pipe concrete column to the steel beam connecting node is 0.3-0.5. The axial compression ratio is the ratio of the designed axial pressure value to the product of the total cross-sectional area of the node and the designed axial compressive strength of the concrete, and the axial compression ratio range is limited to better control the ductility.
Through detecting, the utility model discloses an integral outer stiffening ring connected node can make the coefficient of energy consumption of node reach 3.191, demonstrates better power consumption performance.
The construction method of the integral external reinforcing ring connecting node comprises the following steps: the first and second reinforcement rings 4 and 5 are first connected by two outer rib ring plates 10, prefabricated in the factory and machined into the integral outer reinforcement ring 2. During construction, firstly sleeving an integral external reinforcing ring 2 prefabricated in a factory into a corresponding position of the compound concrete-filled steel tube column 1, and welding around the compound concrete-filled steel tube column 1; then inserting the H-shaped steel beam 3 between the upper external reinforcing ring 4 and the lower external reinforcing ring 5, and inserting a part of a web plate of the H-shaped steel beam 3 into a reserved hole 13 of the square steel pipe 6 reserved on the outer layer and welding the web plate with the square steel pipe 6 on the outer layer; and then, welding and fixing the upper flange 12 and the lower flange 14 of the H-shaped steel beam 3 with the upper reinforcing ring 4 and the lower reinforcing ring 5 in the integral type external reinforcing ring 2 respectively, wherein the upper flange 12 and the lower flange 14 of the H-shaped steel beam 3 are not welded with the external steel pipe 6 of the compound steel pipe concrete column 1, and thus the connection of the compound steel pipe concrete column and the steel beam is completed.
Claims (3)
1. An integral external strengthening ring compound steel pipe concrete column and steel beam connecting node is used for connecting a compound steel pipe concrete column (1) and a steel beam (3), the steel beam is an H-shaped steel beam and comprises a web plate (11), an upper flange (12) and a lower flange (14) which are connected with the web plate (11), the compound steel tube concrete column (1) is a square steel tube, it is characterized in that the joints of the compound steel pipe concrete column and the steel beam are connected by adopting an external reinforcement ring (2), the outer reinforcing ring (2) comprises a first reinforcing ring (4), a second reinforcing ring (5) and an outer rib ring plate (10), the first reinforcing ring (4) or the second reinforcing ring (5) is of a regular octahedral structure, square grooves are processed in the first reinforcing ring (4) and the second reinforcing ring (5), the first reinforcing ring (4) and the second reinforcing ring (5) are connected into a whole through two outer rib ring plates (10); the first reinforcing ring (4) and the second reinforcing ring (5) have structures which meet the condition that D/B is 1.85-2.38 and B/tdIs 6 to 12, h/tdNo more than 22, wherein D is the side length of the square steel pipe, B is the overhanging length of the first reinforcing ring (4) or the second reinforcing ring (5) along the direction of the steel beam (3), and tdThe thickness of the first reinforcing ring (4) or the second reinforcing ring (5) is shown, and h is the height of the steel beam (3).
2. The integral type external reinforcement ring composite steel pipe concrete column and steel beam connection node of claim 1, wherein: during connection, the outer reinforcing ring (2) is sleeved on the compound steel tube concrete column (1), and the contact part of the first reinforcing ring (4) and the second reinforcing ring (5) and the compound steel tube concrete column (1) is welded; meanwhile, a web plate (11) of the H-shaped steel beam is inserted into the compound concrete filled steel tubular column (1) in a direction parallel to the plane of the outer rib ring plate (10), the contact part of the web plate (11) and the compound concrete filled steel tubular column (1) is welded, and an upper flange (12) and a lower flange (14) are respectively welded with the contact part of the first reinforcing ring (4) and the second reinforcing ring (5).
3. The integral type external reinforcement ring composite steel tubular column and steel beam connection node according to claim 1 or 2, wherein: the axial pressure ratio of the connection node of the compound steel pipe concrete column (1) and the steel beam (3) is 0.3-0.5.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921557966.XU CN211597064U (en) | 2019-09-18 | 2019-09-18 | Integral external strengthening ring compound steel pipe concrete column and steel beam connecting node |
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| CN201921557966.XU CN211597064U (en) | 2019-09-18 | 2019-09-18 | Integral external strengthening ring compound steel pipe concrete column and steel beam connecting node |
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