CN117188612A - Connection nodes, connection node construction methods and connection node design methods - Google Patents
Connection nodes, connection node construction methods and connection node design methods Download PDFInfo
- Publication number
- CN117188612A CN117188612A CN202311229894.7A CN202311229894A CN117188612A CN 117188612 A CN117188612 A CN 117188612A CN 202311229894 A CN202311229894 A CN 202311229894A CN 117188612 A CN117188612 A CN 117188612A
- Authority
- CN
- China
- Prior art keywords
- secondary beam
- main body
- web
- concrete
- connection
- 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.)
- Pending
Links
Landscapes
- Rod-Shaped Construction Members (AREA)
Abstract
The application relates to the technical field of buildings, in particular to a connecting node, a connecting node construction method and a connecting node design method, wherein the connecting node comprises a main beam extending along a first direction and a secondary beam extending along a second direction, at least one side of a precast concrete part of the main beam in the second direction is provided with a connecting notch, the connecting node comprises a connecting rib, and one end of the connecting rib in the second direction is fixedly connected with a main beam web; at one end of the secondary beam connected with the main beam, the part of the secondary beam web extends to the outer side of the secondary beam by a preset length relative to the precast concrete part of the secondary beam; the secondary beam web portion at least partially overlaps and connects with both the connecting ribs; the connecting notch, the part of the secondary beam web plate and the connecting rib are all buried in the main beam pouring main body and/or the secondary beam pouring main body. According to the connecting node, the connecting node construction method and the connecting node design method provided by the application, the size of the section of the secondary beam and the number of reinforcing bars are reduced, and the structure of the connecting node is simplified.
Description
Technical Field
The application relates to the technical field of buildings, in particular to a connecting node, a connecting node construction method and a connecting node design method.
Background
The main and secondary beam connecting nodes are key parts for bearing and transmitting loads in an assembled structure, and the existing prefabricated main and secondary beam connecting nodes are mainly divided into tongue-and-groove shelving connection and concrete post-pouring connection, wherein the tongue-and-groove shelving connection is poor in stress performance and high in enterprise production difficulty, and the tongue-and-groove shelving connection is less in research and application in China. The concrete post-cast connection is divided into a main beam post-cast connection and a secondary beam post-cast connection. The post-pouring connection of the girder is that a notch is preset at the position of the prefabricated girder, longitudinal ribs are continuous, the section of the prefabricated secondary girder passes through the notch of the girder, and the integral structural member is formed by post-pouring concrete. The secondary beam post-pouring connection is to extend the reinforcing steel bars at the end parts of the prefabricated secondary beams, and the secondary beams are connected with the prefabricated main beams by extending reinforcing steel bars in a staggered lap joint mode, a mechanical sleeve connection mode, a horizontal grouting sleeve connection mode, a steel member bolt connection mode and the like, and post-pouring concrete forms a whole.
The steel reinforced concrete composite beam disclosed in the Chinese patent document CN 116378309A is a novel structural member based on the excellent material performance of UHPC and combined with an assembled concrete construction mode, and the section form and the stress mode of the novel composite beam are different from those of the traditional steel reinforced concrete beam. This causes the following problems with primary and secondary beam connections: (1) Heavy-duty large-span industrial buildings (such as large logistics transportation platforms, multi-layer heavy-duty industrial plants and the like), and floor use loads are generally more than or equal to 10kN/m 2 ) Meanwhile, in order to meet the transportation requirement of large vehicles, the column spacing is generally more than 12mX16m, and the span of the secondary beam is larger. If the negative bending moment of the beam end of the secondary beam is larger according to the design concept of the traditional rigid connection, the number of the steel bars in the corresponding negative bending moment area is large, but due to the existence of the inverted T-shaped steel web of the main beam, the steel bars in the negative bending moment area of the secondary beam cannot completely pass through the top of the web of the inverted T-shaped steel of the main beam, the steel bars in the negative bending moment area of the secondary beam cannot be continuously arranged, and the field construction difficulty and the construction period are greatly increased due to the welding connection mode of the steel bars of the secondary beam and the steel web of the main beam; (2) If the connection mode of the existing assembled reinforced concrete main beam and the secondary beam is used for reference, the following problems exist that the existing assembled reinforced concrete main beam and secondary beam are connected with a preset notch of a prefabricated main beam, the bending resistance and the shearing resistance of the prefabricated main beam can be weakened to a certain extent by the preset notch of the main beam, the integral stress, the ductility and the energy consumption capability of the structure are affected, meanwhile, the phenomenon of stress concentration can exist at the post-pouring position of the preset notch, the tensile strength of common concrete is low, the common concrete is easy to crack, the joint of the reinforced concrete main beam and the secondary beam is cracked in advance, and the rigidity of a prefabricated member is weakened, so that the design requirement of normal use of the prefabricated member cannot be met.
Disclosure of Invention
The application aims to provide a connecting node, a connecting node construction method and a connecting node design method, so that the problem of heavy-load large-span industrial buildings in the prior art is solved to a certain extent, and meanwhile, in order to meet the transportation requirement of large vehicles, the column spacing is generally more than 12mX16m, so that the span of secondary beams is larger. If the negative bending moment of the beam end of the secondary beam is larger according to the design concept of the traditional rigid connection, the number of the steel bars in the corresponding negative bending moment area is large, but due to the existence of the inverted T-shaped steel web of the main beam, the steel bars in the negative bending moment area of the secondary beam cannot completely pass through the top of the web of the inverted T-shaped steel of the main beam, the steel bars in the negative bending moment area of the secondary beam cannot be continuously arranged, and the field construction difficulty and the construction period are greatly increased due to the welding connection mode of the steel bars of the secondary beam and the steel web of the main beam; if the connection mode of the existing assembled reinforced concrete main beam and the secondary beam is used for reference, the following problems exist that the existing assembled reinforced concrete main beam and secondary beam are connected with a preset notch of a prefabricated main beam, the preset notch of the main beam can weaken bending resistance and shearing resistance of the prefabricated main beam to a certain extent, the integral stress, ductility and energy consumption capability of the structure are affected, meanwhile, the phenomenon of stress concentration can exist at the post-pouring position of the preset notch, the tensile strength of common concrete is low, the common concrete is easy to crack, the joint of the reinforced concrete main beam and the secondary beam is cracked in advance, and further the rigidity of a prefabricated member is weakened, so that the technical problem of the design requirements of normal use of the prefabricated member cannot be met is solved.
According to a first aspect of the present application there is provided a connection node comprising a primary beam and a secondary beam, the primary beam extending in a first direction and the secondary beam extending in a second direction, the first direction being perpendicular to the second direction;
the main beam and the secondary beam are steel reinforced concrete composite beams;
the steel reinforced concrete composite beam comprises a prefabricated main body and a pouring main body, wherein the prefabricated main body comprises a T-shaped steel part, a steel reinforcement cage part and a prefabricated concrete part; the T-shaped steel part comprises a web plate and a flange, the web plate and the flange are vertically arranged, a first accommodating space extending along the extending direction of the steel reinforced concrete composite beam is formed by surrounding the steel reinforcement cage part, and the T-shaped steel part is arranged in the first accommodating space; the flange and a part of the reinforcement cage are buried in the precast concrete part; the pouring main body and the precast concrete part are made of ultra-high performance concrete, the pouring main body is connected with the precast concrete part, and the other part of the reinforcement cage and one end of the web, which is far away from the flange, are buried in the pouring main body;
at least one side of the precast concrete part of the main beam in the second direction is provided with a connecting notch, the connecting notch is communicated with the first accommodating space of the main beam, the connecting node further comprises a connecting rib, the connecting rib extends along the second direction, and one end of the connecting rib in the second direction is fixedly connected with the web of the main beam;
At an end of the secondary beam connected to the main beam, a portion of the secondary beam web extends a predetermined length outward of the secondary beam in the second direction with respect to a precast concrete portion of the secondary beam;
seen in the first direction, portions of the secondary beam web at least partially overlap with the connection ribs and portions of the secondary beam web connect with the connection ribs;
the connecting notch, the part of the secondary beam web plate and the connecting rib are buried in the main beam pouring main body and/or the secondary beam pouring main body.
Preferably, for the one connection slot, the number of the connection ribs is two, the two connection ribs are arranged at intervals along the first direction, and the portion of the secondary beam web is arranged between the two connection ribs.
Preferably, the concrete rib plate is arranged in the first accommodating space, and two ends of the concrete rib plate are respectively connected with the web plate and the corresponding side wall of the precast concrete part;
the concrete rib plate is arranged on the main beam, and is arranged on one side where the connecting notch is located relative to the web plate of the main beam, and the concrete rib plate is arranged at two ends of the connecting notch in the first direction;
The concrete rib plate is arranged on the secondary beam, and the concrete rib plate is arranged at the end part of one end of the secondary beam, which is connected with the main beam.
Preferably, both the secondary beam web and the connecting rib are bolted.
Preferably, the prefabricated main body is U-shaped, so that the prefabricated concrete part is surrounded to form a second accommodating space;
the width of the connection notch in the first direction is greater than or equal to the width of the second accommodation space of the precast concrete segment of the secondary beam.
Preferably, the predetermined length is less than or equal to a distance of the girder web from an outer side surface of a corresponding side of the precast concrete of the girder in the second direction.
According to a second aspect of the present application, a construction method for a connection node is provided for manufacturing the connection node according to any one of the above-mentioned technical aspects, so that the connection node has all the beneficial technical effects, and will not be described herein.
Specifically, the method comprises the following steps:
splicing, namely lifting and transferring the prefabricated main body of the secondary beam to the position above a designated position by using a lifting device, and vertically dropping to enable the part of the secondary beam web plate to be in butt joint with the connecting rib of the prefabricated main body of the main beam;
Fixedly connecting the part of the secondary beam web with the connecting rib, and evacuating the hoisting device after checking the safety of the connection of the part of the secondary beam web with the connecting rib;
and pouring, namely pouring the pouring main body of the main beam and the pouring main body of the secondary beam by using ultra-high performance concrete.
According to a third aspect of the present application, a method for designing a connection node is provided, which is used for designing the connection node according to any one of the above-mentioned technical schemes, so that the connection node has all the beneficial technical effects, and will not be described herein.
Specifically, the method comprises the following steps:
determining a design value, calculating a span according to the constant load and live load conditions of the floor slab and the secondary beam, and calculating a design value M of a bending moment at a support of the secondary beam according to rigid connection Support frame And the design value M of the midspan bending moment of the secondary beam In (a) ；
Checking according to the design value M of the bending moment at the support of the secondary beam Support frame And the design value M of the midspan bending moment of the secondary beam In (a) According to the formula:
wherein f uc Yield strength, f, of the compression zone of said ultra-high performance concrete ut Yield strength, f, of the tensile zone of the ultra-high performance concrete ry Yield strength, f of the longitudinal bars of the reinforcement cage sy Is the yield strength of the T-shaped steel part, T f For the thickness of the web, A wc Is the area of the pressed area A of the web wt For the area of the tension zone of the web, A sc Area, A of the pressed area of the reinforcing steel bars of the reinforcement cage part st Area, A of the tension zone of the steel bars of the steel bar cage part ft For the area of the flange tension zone, a s A, for the distance from one end of the prefabricated main body, which is far away from the pouring main body, to the reinforcement cage part s The distance from one end of the pouring main body, which is far away from the prefabricated main body, to the reinforcement cage part is a a The distance from one end of the prefabricated main body, which is far away from the pouring main body, to the T-shaped steel part is h, and h is the total height of the combined beam t For the thickness h of the bottom wall of the prefabricated body s The height of the T-shaped steel part, the width of the prefabricated main body and h c For the height, b, of the casting body u The thickness of the side wall of the prefabricated main body is equal to the height of a pressed area of the profile steel composite beam;
calculating bending-resistant bearing capacity M of secondary beam section u Judging bending resistance bearing capacity M of secondary beam section u Design value M of bending moment at the support of the secondary beam Support frame The relation between the two is used for checking whether the section design reinforcing bars meet the construction structure requirement or not;
Checking calculation, namely designing the number of reinforcing bars to meet construction requirements, and checking the width of cracks according to the specification of the ultra-high-performance concrete.
Preferably, if M u Greater than M Support frame When the construction method is used, the construction requirement is met;
primary amplitude modulation, if M u Less than or equal toAt M Support frame When the bending moment is subjected to primary amplitude modulation, the bending moment design value after primary amplitude modulation is M Support frame ’＝(1-μ)M Support frame Wherein μ=m Support frame /M In (a) According to the bending moment design value M after amplitude modulation Support frame ' readjust the cross-sectional reinforcement area and repeat the verification step.
Preferably, if M u Greater than M Support frame When' the construction structure requirement is met;
secondary amplitude modulation, M after the primary amplitude modulation u Still less than or equal to M Support frame During the process, the hogging moment is subjected to secondary amplitude modulation, and the design value of the amplitude modulated bending moment is M Support frame ＝(1-μ)M Support frame ' wherein μ=m Cracking of /M In (a) And readjusting the section reinforcement area according to the amplitude-modulated bending moment, and repeating the verification step.
Compared with the prior art, the application has the beneficial effects that:
according to the connecting node provided by the application, the notch is arranged on the prefabricated main body of the main beam, after the main beam and the secondary beam are connected through the connecting rib and the secondary beam web, the bending moment of the beam end can be shared and relieved through a certain deformation after the main beam pouring main body and/or the secondary beam pouring main body (namely, ultra-high performance concrete, ultra High Performance Concrete, UHPC for short) are poured and embedded, so that the problems that the tensile strength of common concrete is low, the crack control capability is poor, cracks are easy to occur at the connecting node of the main beam and the secondary beam, the crack width of a node area cannot meet the design requirement in a normal use limit state, semi-rigid connection (namely, a connection mode between rigid connection and flexible connection is formed, and the bending moment of the beam end can be reduced to a certain extent) are effectively avoided, the size and the number of reinforcing bars of the section of the secondary beam are reduced, and the structure of the connecting node is effectively simplified through the overlapping and connecting arrangement of the connecting rib and the secondary beam web in the first direction.
In order to make the above objects, features and advantages of the present application more comprehensible, preferred embodiments accompanied with figures are described in detail below.
Drawings
In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings that are needed in the description of the embodiments or the prior art will be briefly described, and it is obvious that the drawings in the description below are some embodiments of the present application, and other drawings can be obtained according to the drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic diagram of an axial measurement structure of a prefabricated body of a connection node according to an embodiment of the present application;
fig. 2 is a schematic diagram of an axial measurement structure of a main beam prefabricated body according to an embodiment of the present application;
FIG. 3 is a schematic diagram of an axial measurement structure of a secondary beam prefabricated body according to an embodiment of the present application;
FIG. 4 is a schematic cross-sectional view of a section steel concrete composite beam according to an embodiment of the present application;
FIG. 5 is a model for calculating the bending load capacity of a steel reinforced concrete composite beam according to an embodiment of the present application;
fig. 6 is a schematic flow chart of a method for constructing a connection node according to an embodiment of the present application;
Fig. 7 is a flow chart of a method for designing a connection node according to an embodiment of the present application.
Reference numerals:
010-pouring a main body; 020-prefabricating a body; 030-T-shaped steel sections; 031-web; 032-flange; 040-reinforcement cage; 041-reinforcement; 042-steel hoop; 050-connectors;
1-a main beam; 120-prefabricating a main girder body; 130-girder section steel; 131-girder webs; 132—main beam flanges; 140-girder reinforcement cage; 141-main beam reinforcement; 142-girder steel hoop; 150-girder connection;
2-secondary beams; 220-prefabricating a main body of the secondary beam; 230-secondary beam section steel; 231-secondary beam webs; 232-secondary beam flanges; 240-secondary beam reinforcement cage; 241-secondary beam reinforcement; 242-secondary beam steel hoops; 250-secondary beam connection;
3-connecting ribs;
4-concrete rib plates; 41-girder rib plates; 42-secondary beam rib plates;
f1-a first direction; f2-a second direction; f3-third direction.
Detailed Description
The following description of the embodiments of the present application will be made apparent and fully in view of the accompanying drawings, in which some, but not all embodiments of the application are shown.
The components of the embodiments of the present application generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations. Thus, the following detailed description of the embodiments of the application, as presented in the figures, is not intended to limit the scope of the application, as claimed, but is merely representative of selected embodiments of the application.
All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application.
In the description of the present application, it should be noted that the directions or positional relationships indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. are based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present application and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present application. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present application, it should be noted that, unless explicitly specified and limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be either fixedly connected, detachably connected, or integrally connected, for example; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present application will be understood in specific cases by those of ordinary skill in the art.
A connection node, a connection node construction method, and a connection node design method according to some embodiments of the present application are described below with reference to fig. 1 to 7.
Referring to fig. 1 to 5, an embodiment of the first aspect of the present application provides a connection node including a main beam 1 and a sub beam 2, the main beam 1 extending in a first direction F1, the sub beam 2 extending in a second direction F2, the first direction F1 being perpendicular to the second direction F2.
The main beam 1 and the secondary beam 2 are steel reinforced concrete composite beams, the steel reinforced concrete composite beams comprise a prefabricated main body 020 and a pouring main body 010, and the prefabricated main body 020 comprises a T-shaped steel part 030, a reinforcement cage part 040 and a prefabricated concrete part; the T-shaped steel part 030 comprises a web 031 and a flange 032, the web 031 and the flange 032 are vertically arranged, a first accommodating space extending along the extending direction of the steel reinforced concrete composite beam is formed by surrounding the steel reinforcement cage 040, and the T-shaped steel part 030 is arranged in the first accommodating space; the flange 032 and a part of the reinforcement cage are buried in the precast concrete part; the pouring main body 010 and the precast concrete part are all ultra-high performance concrete, the pouring main body 010 is connected with the precast concrete part, and the other part of the reinforcement cage and one end of the web 031, which is far away from the flange 032, are buried in the pouring main body 010.
At least one side of the precast concrete portion of the girder 1 in the second direction F2 is provided with a connection notch, the connection notch is communicated with the first accommodating space of the girder 1, the connection node further comprises a connection rib 3, the connection rib 3 extends along the second direction F2, and one end of the connection rib 3 in the second direction F2 is fixedly connected with the girder web 131.
At an end of the secondary beam 2 connected to the main beam 1, a portion of the secondary beam web 231 extends a predetermined length in the second direction F2 to the outside of the secondary beam 2 with respect to the secondary beam precast concrete portion;
the portion of the secondary beam web 231 at least partially overlaps with both the connection ribs 3, and the portion of the secondary beam web 231 is connected with both the connection ribs 3, as viewed in the first direction F1.
The connecting notch, the part of the secondary beam web 231 and the connecting rib 3 are all buried in the main beam casting body and/or the secondary beam casting body.
According to the connection structure provided by the technical characteristics, the notch is formed on the prefabricated main body 020 of the main beam 1, after the main beam 1 and the secondary beam 2 are connected through the connection rib 3 and the secondary beam web 231, after the main beam pouring main body and/or the secondary beam pouring main body (namely, ultra-high performance concrete, ultra High Performance Concrete, UHPC for short) are/is poured and buried, the situation that the tensile strength of common concrete is low, the crack control capability is poor, cracks are easily formed at the connection joint of the main beam 1 and the secondary beam 2, the phenomenon that the crack width of the joint area cannot meet the design requirement of the normal use limit state occurs, and the semi-rigid connection is formed at the connection structure (namely, a connection mode between the rigid connection and the flexible connection is adopted, and the bending moment of the beam end can be reduced to a certain extent), so that the secondary beam 2 can share and relieve the bending moment of the beam end through certain deformation when the external load acts, the size and the number of the cross section of the secondary beam 2 are reduced, the joint structure is effectively structured by simplifying and connecting the connection in the first direction F1 through the connection rib 3 and the secondary beam web 231.
The ultra-high performance concrete (Ultra High Performance Concrete, UHPC for short) is a novel cement-based composite material which is designed according to the principles of the closest packing of particles, the water-gel ratio of less than 0.25, fiber reinforcement and the like, and has the characteristics of ultra-high mechanical property, toughness, durability, good workability and the like. Related researches show that the compressive strength and the tensile strength of UHPC are 6-10 times that of common concrete, the chloride ion permeation resistance is 55 times that of common concrete and 30 times that of high-performance concrete, and the risk of freeze thawing and spalling does not exist. In addition, the ultimate tensile strain of UHPC (steel fiber volume doping amount is more than 2%) is generally greater than the yield strain of HRB400 steel bars, and the crack width of UHPC before the ultimate tensile strain is generally less than 0.05mm (harmless crack). Therefore, compared with a profile steel common concrete beam, when the profile steel concrete composite beam is connected with the primary beam and the secondary beam by using the connecting node, the profile steel concrete composite beam has higher deformation capacity and crack control capacity due to higher tensile toughness and excellent crack control capacity of UHPC, and the condition that the crack width cannot meet the design requirement of a normal use limit state due to semi-rigid connection design cannot occur.
As shown in fig. 1, F1 shown in the drawing may be an example of the first direction, F2 shown in the drawing may be an example of the second direction, and F3 shown in the drawing is defined as a third direction, wherein the third direction F3 is perpendicular to the directions of the first direction F1 and the second direction F2, respectively.
Optionally, as shown in fig. 4, the steel reinforced concrete composite beam may further include a connecting member 050, where the connecting member 050 may be fixedly disposed at an end of the web 031 facing away from the flange 032 and is disposed perpendicular to the web 031, and the connecting member 050 may be buried in the pouring main body 010 to improve connection stability between the pouring main body 010 and the T-shaped steel portion 030.
Alternatively, as shown in fig. 4, the reinforcement cage 040 may include reinforcement bars 041 and steel hoops 042 connected to each other, wherein the reinforcement bars 041 extend along the extension direction of the steel reinforced concrete composite beam, the steel hoops 042 are disposed perpendicular to the reinforcement bars 041, and a plurality of reinforcement bars 041 are disposed at intervals along the inner sides of the steel hoops 042.
Specifically, as shown in fig. 1 and 2, the following description is made with respect to the structure of the main girder 1:
the girder 1 may include a girder prefabricated body 120 and a girder casting body, and the girder prefabricated body 120 may include a girder steel 130, a girder reinforcement cage 140, a girder prefabricated concrete and a girder connection member 150, wherein the girder steel 130 includes a girder web 131 and a girder flange 132 which are vertically disposed with each other, that is, the girder web 131 is parallel to a plane confirmed by both the first direction F1 and the third direction F3, and the girder flange 032 is parallel to a plane confirmed by both the second direction F2 and the first direction F1.
The girder steel reinforcement cage 140 includes girder steel hoops 142 and girder reinforcement 141, and girder reinforcement 141 extends along first direction F1, and a plurality of girder steel hoops 142 set up along first direction F1 interval, and every girder steel hoop 142 all with girder reinforcement 141 welded connection, girder reinforcement 141 can enclose and establish girder steel hoop 142 and set up a plurality of. The girder reinforcement cage 140 may enclose a girder first receiving space formed to extend in the first direction F1.
Preferably, as shown in fig. 2, the girder steel hoops 142 may be rectangular, and the number of the girder reinforcing bars 141 is at least four, and four corners of the girder steel hoops 142 are provided with one girder reinforcing bar 141, respectively.
As shown in fig. 2, the main body section steel is disposed in the first accommodating space of the main beam, the main beam precast concrete may be in a shape of a "u", a main beam flange 132 and a portion of the main beam reinforcement cage 140 are buried in the main beam precast concrete, the main beam casting main body is connected with the main beam precast concrete, and another portion of the main beam reinforcement cage 140, one end of the main beam web 131, which is far away from the flange 032, and the main beam connecting piece 150 are buried in the main beam casting main body.
Similarly, as shown in fig. 1 and 3, the following is a specific description of the structure of the secondary beam 2:
The above-mentioned secondary beam 2 may include a secondary beam precast body 220 and a secondary beam casting body, the secondary beam precast body 220 may include a secondary beam section steel 230, a secondary beam reinforcement cage 240, a secondary beam precast concrete and a secondary beam connection 250, the secondary beam section steel 230 includes a secondary beam web 231 and a secondary beam flange 232 disposed perpendicular to each other, that is, the secondary beam web 231 is parallel to a plane confirmed by both the second direction F2 and the third direction F3, and the main plate flange 032 is parallel to a plane confirmed by both the second direction F2 and the first direction F1.
The secondary beam reinforcement cage 240 includes a secondary beam steel hoop 242 and a secondary beam reinforcement 241, the secondary beam reinforcement 241 extends along the first direction F1, a plurality of secondary beam steel hoops 242 are disposed at intervals along the first direction F1, and each secondary beam steel hoop 242 is welded to the secondary beam reinforcement 241, and the secondary beam reinforcement 241 may enclose the secondary beam steel hoop 242 and dispose a plurality of secondary beam steel hoops. The secondary beam reinforcement cage 240 may enclose a secondary beam first receiving space extending in the first direction F1.
Preferably, as shown in fig. 3, the secondary beam steel hoop 242 may have a rectangular shape, the number of the secondary beam reinforcing bars 241 is at least four, and four corners of the secondary beam steel hoop 242 are respectively provided with one secondary beam reinforcing bar 241.
As shown in fig. 3, the main body section steel is disposed in the first accommodating space of the secondary beam, the secondary beam precast concrete may be in a shape of a "u", a portion of the secondary beam flange 232 and the secondary beam reinforcement cage 240 are buried in the secondary beam precast concrete, the secondary beam casting main body is connected with the secondary beam precast concrete, and another portion of the secondary beam reinforcement cage 240, one end of the secondary beam web 231 facing away from the flange 032 and the secondary beam connecting member 250 are buried in the secondary beam casting main body.
Fig. 1 shows an example that the connection slots are formed on two sides of the main beam 1 in the second direction F2 (i.e., the main beam 1 and the secondary beam 2 are arranged in a cross shape), but not limited thereto, the structure of the connection node may be adaptively adjusted according to the application scenario of the connection node, for example, the connection slots may be disposed on only one side of the main beam 1 in the second direction F2 (i.e., the main beam 1 and the secondary beam 2 are arranged in a T shape).
Further, only an example in which one sub-beam 2 is arranged on the main beam 1 is shown in fig. 1, but not limited thereto, a plurality of sub-beams 2 may be arranged on the same main beam 1, in other words, a plurality of connection notches may be provided on the main beam 1, and the plurality of connection notches may be provided at intervals along the first direction F1.
Alternatively, as shown in fig. 2, the above-mentioned connection notch may have a rectangular shape for convenience of processing, but is not limited thereto, and may have a circular shape, a polygonal shape, an oval shape, or other irregular shape as long as the main beam 1 and the sub beam 2 can be connected.
It should be noted that, as shown in fig. 1 to 3, the main beam reinforcement cage 140 may be exposed by the connection notch, in other words, a portion of the main beam reinforcement cage 140, which is located at the connection notch, of the main beam reinforcement 141 and the main beam steel hoop 142, and a portion of the main beam reinforcement 141 and the main beam steel hoop 142, which is not located at the connection notch, are integrally and continuously disposed, and the main beam reinforcement 141 and the main beam steel hoop 142 do not need to avoid the connection notch to perform cutting treatment, so that the continuity of bending resistance of the main beam reinforcement cage 140 is effectively ensured.
Preferably, as shown in fig. 2 and 3, for the one connection slot, the number of the connection ribs 3 may be two, the two connection ribs 3 are disposed at intervals along the first direction F1, and the portion of the secondary beam web 231 is disposed between the two connection ribs 3, so that the connection stability of both the connection ribs 3 and the portion of the secondary beam web 231 is effectively improved.
Preferably, as shown in fig. 2 and 3, the secondary beam web 231 is bolted to the connecting rib 3, so as to connect the secondary beam web 231 and the connecting rib 3, and when the secondary beam 2 is subjected to bending moment, stress concentration between the secondary beam web 231 and the connecting rib 3 is effectively reduced.
However, not limited thereto, the connection of the secondary beam web 231 and the connection rib 3 may also be of other forms, such as welding, caulking, or the like, as long as it is possible to connect the secondary beam web 231 and the connection rib 3 both.
Preferably, as shown in fig. 2 and 3, the above-mentioned connection rib 3 is provided with a connection hole penetrating the connection rib 3 in the first direction F1, and correspondingly, a penetration hole penetrating the secondary beam web 231 in the first direction F1 is provided at a corresponding position of a portion of the secondary beam web 231. Preferably, at least one of the connecting hole and the through hole is an elliptical hole, wherein the long axis of the elliptical hole extends along the second direction F2, on one hand, the machining precision of the secondary beam web 231 and the connecting rib 3 is effectively reduced; on the other hand, the stress concentration between the secondary beam web 231 and the connecting rib 3 when the secondary beam 2 is subjected to a bending moment is further reduced.
In an embodiment, preferably, as shown in fig. 1 to 3, in the above-mentioned steel reinforced concrete composite beam, the precast concrete portion may have a "U" shape, which makes the precast concrete portion enclose to form a second accommodation space (the second accommodation space is located in the above-mentioned first accommodation space), so that the self weight of the steel reinforced concrete composite beam can be effectively reduced, and the deformation sensitivity of the T-shaped steel portion 030 of the steel reinforced concrete composite beam can be improved.
Preferably, as shown in fig. 1 to 3, the connection node may further include a concrete rib 4, the concrete rib 4 being disposed in the second receiving space, and both ends of the concrete rib 4 being connected to the web 031 and the corresponding side walls of the precast concrete portion, respectively.
Specifically, the concrete rib 4 may be divided into a main beam rib 41 and a sub beam rib 42 according to the arrangement position.
As shown in fig. 1 and 2, when the concrete rib plate 4 is disposed on the main beam 1 (i.e., when the concrete rib plate 4 is the main beam rib plate 41), for the main beam web 131, the main beam rib plate 41 is disposed on one side where the connection slot is located, and the main beam rib plate 41 is disposed at two ends of the connection slot in the first direction F1, so that the connection slot of the second accommodation space can be plugged by the main beam rib plate 41, and uncured concrete is effectively prevented from flowing into the second accommodation space of the main beam when the main beam casting main body and/or the secondary beam casting main body are cast. It should be noted that, the main beam rib plate 41 is disposed at two ends of the connection slot in the first direction F1, and it is understood that, for one connection slot, the main beam rib plate 41 may include two main board rib plates, and the two main board rib plates may be disposed at two ends of the connection slot in the first direction F1 respectively. Preferably, the two main plate ribs may be disposed symmetrically with respect to a center plane of the connection slot in the first direction F1.
Similarly, as shown in fig. 1 and 3, when the concrete rib 4 is disposed on the secondary beam 2 (i.e., when the concrete rib 4 is the secondary beam rib 42), the secondary beam rib 42 may be disposed at an end of the secondary beam 2 at an end connected to the main beam 1 to block a position of the secondary beam's second receiving space at an end of the secondary beam 2 at an end connected to the main beam 1 to prevent uncured concrete from flowing into the secondary beam's second receiving space when the main beam casting body and/or the secondary beam casting body are cast. The number of the secondary beam rib plates 42 is two, and the two secondary beam rib plates 42 are respectively disposed at both sides of the secondary beam web 231. Preferably, the two secondary beam ribs 42 may be symmetrically disposed about the central plane of the secondary beam web 231.
Preferably, as shown in fig. 3, on the end of the secondary beam 2 at the end connected to the main beam 1, the above-mentioned secondary beam rib 42 may be disposed in alignment with both the secondary beam precast concrete portions so as to be docked with the main beam 1.
Preferably, as shown in fig. 2, the girder rib 41 may be integrally cast with the girder precast concrete portion.
Preferably, as shown in fig. 3, the secondary beam rib 42 may be integrally cast with the secondary beam precast concrete portion.
Preferably, as shown in fig. 1, the width of the connection slot in the first direction F1 is greater than or equal to the width of the second receiving space of the precast concrete portion of the secondary beam, so as to ensure that the connection slot has a sufficient installation space to facilitate the assembly of the primary beam 1 and the secondary beam 2.
Preferably, as shown in fig. 1, the predetermined length is less than or equal to the distance from the girder web 131 to the outer side surface of the corresponding side of the precast concrete of the girder in the second direction F2, so as to ensure that the end of the precast concrete portion of the secondary girder can be attached to the girder 1 when the secondary girder 2 is assembled with the girder 1, so that the need of additionally arranging a mold at the joint of the girder 1 and the secondary girder 2 when the main girder casting body and/or the secondary girder casting body are/is cast is avoided, the auxiliary structure of the casting process of the girder 1 and the secondary girder 2 is simplified, and the assembly efficiency of the girder 1 and the secondary girder 2 is improved.
The embodiment of the second aspect of the present application further provides a construction method for a connection node, which is used for manufacturing the connection node described in any one of the above embodiments, so that the connection node has all the beneficial technical effects of the connection node, and will not be described herein.
Specifically, as shown in fig. 6, the steps include:
and S01, splicing, namely lifting and transferring the secondary beam prefabricated body to the position above the designated position by using a lifting device, and vertically dropping to enable the part of the secondary beam web 231 to be in butt joint with the connecting rib 3 positioned on the main beam prefabricated body 120.
Preferably, as shown in fig. 1, a portion of the secondary beam web 231 is made to protrude between the two connection ribs 3, and the connection hole is made to interface with the through hole.
S02, fixedly connecting the part of the secondary beam web 231 with the connecting rib 3, and evacuating the hoisting device after checking the safety of the connection of the part of the secondary beam web 231 with the connecting rib 3 so as to ensure the construction safety.
Preferably, bolts are used to penetrate the connecting holes and the through holes in the first direction F1 to achieve a bolted connection of both the secondary beam web 231 and the connecting rib 3.
S03, pouring, namely pouring the main girder pouring main body and the secondary girder pouring main body by using ultra-high performance concrete.
Preferably, the main beam casting body and the secondary beam casting body may be integrally cast.
Alternatively, both the primary beams 1 and the secondary beams 2 may also be connected to the floor structure, and the above casting step may also comprise casting of the floor structure. In other words, the main beam pouring main body, the secondary beam pouring main body and the floor slab structure can be integrally poured and formed.
The embodiment of the third aspect of the present application further provides a method for designing a connection node, which is used for designing the connection node described in any one of the foregoing embodiments, so that the connection node has all the beneficial technical effects of the connection node, and will not be described herein.
Referring to fig. 7, the steps include:
s100, determining a design value, calculating a span according to floor constant load and live load conditions and the secondary beam 2, and calculating a design value M of a bending moment at a support of the secondary beam 2 according to rigid connection Support frame And design value M of mid-span bending moment of secondary beam 2 In (a) 。
S200 checking according to the design value M of the bending moment at the support of the secondary beam 2 Support frame And design value M of mid-span bending moment of secondary beam 2 In (a) According to formula (1):
as shown in FIG. 5, wherein f uc Yield strength, f, of the compression zone of said ultra-high performance concrete ut Yield strength, f, of the tensile zone of the ultra-high performance concrete ry Yield strength, f of a longitudinal bar which is a bar of the reinforcement cage 040 sy Yield strength, T of T-shaped steel part 030 f For the thickness, A, of the web 031 wc Area, a, of the compression zone of the web 031 wt Area, A, of the tension zone of the web 031 sc Area of the pressed area of the reinforcement bar of the reinforcement cage 040, A st Area of tension zone of the reinforcement bar of the reinforcement cage 040, A ft For the area, a, of the tension zone of the flange 032 s A distance a from one end of the prefabricated main body 020 facing away from the pouring main body 010 to the reinforcement cage 040 s The distance a between one end of the pouring main body 010, which is far away from the prefabricated main body 020, and the reinforcement cage 040 is the distance a between the end of the pouring main body 010 and the reinforcement cage 040 a A distance from one end of the prefabricated main body 020 facing away from the pouring main body 010 to the T-shaped steel part 030, wherein h is the total height of the composite beam, and h t For the thickness h of the bottom wall of the preformed body 020 s The height of the T-shaped steel part 030, the width of the prefabricated main body 020 and h c Height b of the casting body 010 u The thickness of the side wall of the prefabricated main body 020 is equal to the height of the pressed area of the profile steel composite beam.
Specifically, as shown in FIG. 5, according to formula (2)
N st +N ut +N wt +N ft ＝N sc +N uc +N wc ……(2)
Wherein N is st Is stressed in the tension area of the reinforcement cage and N ut Integral tension zone stress, N, for both precast concrete segments and cast bodies 010 wt Stress of tension zone of web 031, N ft Is the stress of a tension zone of a flange 032, N sc Stress for the pressed area of the reinforcement cage, N uc Integral compression zone stress, N, for both precast concrete segment and cast body 010 wc Stress of compression zone of web 031, N fc The flange 032 is stressed by the compression zone.
Further, the section steel concrete combination Liang Canshu is brought in accordance with the formula (2) to obtain the formula (3):
f ry A st +0.9(bh t +2b u (h-h t -x))f ut +f sy A wt +f sy A ft ＝
f ry A sc +f uc (bh c +2b u (x-h c ))+f sy A wc ……(3)
deriving the height of the pressed area of the profile steel composite beam:
the bending-resistant bearing capacity M of the section of the secondary beam 2 can be calculated by bringing the formula (1) u Judging bending resistance bearing capacity M of section of secondary beam 2 u Design value M of bending moment at the support of the secondary beam 2 Support frame The relation between the two is used for checking whether the section design reinforcing bars 041 meet the construction requirement.
Preferably, if the secondary beam 2 has a bending load capacity M in cross section u A design value M greater than the bending moment at the support of the secondary beam 2 Support frame The construction requirement is satisfied.
Preferably, if the secondary beam 2 has a bending load capacity M in cross section u Less than or equal to the design value M of the bending moment at the support of the secondary beam 2 Support frame At this time, the number of the reinforcing bars 041 collides with the position of the section steel, for example, when the secondary beam 2 is subjected to a bending moment, the secondary beam reinforcing bars 241 interfere with the main beam section steel and/or the main beam reinforcing bars 141. In order to avoid collision between the number of reinforcement 041 and the section steel position, S210 one-time amplitude modulation is required.
Specifically, S210 is amplitude-modulated once, so that the bending moment design value after the amplitude modulation is M Support frame ’＝(1-μ)M Support frame Wherein μ=m Support frame /M In (a) According to the bending moment design value M after amplitude modulation Support frame ' readjust the cross-sectional reinforcement 041 area, repeat the check step of S200 above.
Alternatively, M is obtained after one amplitude modulation u Greater than M Support frame ' the construction requirement is satisfied.
Alternatively, M is obtained after one amplitude modulation u Less than or equal to M Support frame ' at this time, the number of the reinforcement 041 and the section steel position still collide, and in order to avoid the collision between the number of the reinforcement 041 and the section steel position, the second amplitude modulation is required to be performed S220.
Specifically, S220 is twice amplitude-modulated, so that the design value of the bending moment after the amplitude modulation is M Support frame ＝(1-μ)M Support frame ' wherein μ=m Cracking of /M In (a) The area of the section reinforcing rib 041 is readjusted according to the bending moment after amplitude modulation, and the step S200 of verification is repeated, wherein M is Cracking of Is the bending moment cracking load of the section steel composite beam.
S300, checking and calculating, namely designing the number of reinforcing bars 041 to meet the construction requirement, and checking and calculating the width of the crack according to the specification of the ultra-high-performance concrete.
Specifically, the checking calculation of the crack width can be performed by referring to the checking calculation 6.2 of the crack control checking calculation of the normal use limit state recorded in chapter 6 of the "Hunan provincial engineering construction local standard (version 2020), and the checking calculation method is common knowledge in the field and will not be repeated.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present application, and not for limiting the same; although the application has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some or all of the technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit of the application.
Claims (10)
1. The connecting node is characterized by comprising a main beam and a secondary beam, wherein the main beam extends along a first direction, the secondary beam extends along a second direction, and the first direction is perpendicular to the second direction;
the main beam and the secondary beam are steel reinforced concrete composite beams;
the steel reinforced concrete composite beam comprises a prefabricated main body and a pouring main body, wherein the prefabricated main body comprises a T-shaped steel part, a steel reinforcement cage part and a prefabricated concrete part; the T-shaped steel part comprises a web plate and a flange, the web plate and the flange are vertically arranged, a first accommodating space extending along the extending direction of the steel reinforced concrete composite beam is formed by surrounding the steel reinforcement cage part, and the T-shaped steel part is arranged in the first accommodating space; the flange and a part of the reinforcement cage are buried in the precast concrete part; the pouring main body and the precast concrete part are made of ultra-high performance concrete, the pouring main body is connected with the precast concrete part, and the other part of the reinforcement cage and one end of the web, which is far away from the flange, are buried in the pouring main body;
at least one side of the precast concrete part of the main beam in the second direction is provided with a connecting notch, the connecting notch is communicated with the first accommodating space of the main beam, the connecting node further comprises a connecting rib, the connecting rib extends along the second direction, and one end of the connecting rib in the second direction is fixedly connected with the web of the main beam;
At an end of the secondary beam connected to the main beam, a portion of the secondary beam web extends a predetermined length outward of the secondary beam in the second direction with respect to a precast concrete portion of the secondary beam;
seen in the first direction, portions of the secondary beam web at least partially overlap with the connection ribs and portions of the secondary beam web connect with the connection ribs;
the connecting notch, the part of the secondary beam web plate and the connecting rib are buried in the main beam pouring main body and/or the secondary beam pouring main body.
2. The connecting node according to claim 1, wherein,
for the one connecting notch, the number of the connecting ribs is two, the two connecting ribs are arranged at intervals along the first direction, and the part of the secondary beam web is arranged between the two connecting ribs.
3. The connection node of claim 2, further comprising a concrete rib disposed within the first receiving space, two ends of the concrete rib respectively connecting the web and corresponding side walls of the precast concrete segment;
the concrete rib plate is arranged on the main beam, and is arranged on one side where the connecting notch is located relative to the web plate of the main beam, and the concrete rib plate is arranged at two ends of the connecting notch in the first direction;
The concrete rib plate is arranged on the secondary beam, and the concrete rib plate is arranged at the end part of one end of the secondary beam, which is connected with the main beam.
4. The connection node of claim 1, wherein both the secondary beam web and the connection rib are bolted.
5. The connecting node according to claim 1, wherein,
the prefabricated main body is U-shaped, so that a second accommodating space is formed by surrounding the prefabricated concrete part;
the width of the connection notch in the first direction is greater than or equal to the width of the second accommodation space of the precast concrete segment of the secondary beam.
6. The connecting node according to claim 1, wherein,
the predetermined length is less than or equal to a distance of the girder web from an outside surface of a corresponding side of the precast concrete of the girder in the second direction.
7. A connecting node construction method, characterized by being used for the manufacture of the connecting node according to any one of claims 1 to 6;
the method comprises the following steps:
splicing, namely lifting and transferring the prefabricated main body of the secondary beam to the position above a designated position by using a lifting device, and vertically dropping to enable the part of the secondary beam web plate to be in butt joint with the connecting rib of the prefabricated main body of the main beam;
Fixedly connecting the part of the secondary beam web with the connecting rib, and evacuating the hoisting device after checking the safety of the connection of the part of the secondary beam web with the connecting rib;
and pouring, namely pouring the pouring main body of the main beam and the pouring main body of the secondary beam by using ultra-high performance concrete.
8. A connection node design method, characterized by being used for the design of the connection node according to any one of claims 1 to 6;
the method comprises the following steps:
determining a design value, calculating a span according to the constant load and live load conditions of the floor slab and the secondary beam, and calculating a design value M of a bending moment at a support of the secondary beam according to rigid connection Support frame And the design value M of the midspan bending moment of the secondary beam In (a) ；
Checking according to the design value M of the bending moment at the support of the secondary beam Support frame And the design value M of the midspan bending moment of the secondary beam In (a) According to the formula:
wherein f uc Yield strength, f, of the compression zone of said ultra-high performance concrete ut Yield strength, f, of the tensile zone of the ultra-high performance concrete ry Yield strength, f of the longitudinal bars of the reinforcement cage sy Is the yield strength of the T-shaped steel part, T f For the thickness of the web, A wc Is the area of the pressed area A of the web wt For the area of the tension zone of the web, A sc Area, A of the pressed area of the reinforcing steel bars of the reinforcement cage part st Area, A of the tension zone of the steel bars of the steel bar cage part ft For the area of the flange tension zone, a s A, for the distance from one end of the prefabricated main body, which is far away from the pouring main body, to the reinforcement cage part s The distance from one end of the pouring main body, which is far away from the prefabricated main body, to the reinforcement cage part is a a The distance from one end of the prefabricated main body, which is far away from the pouring main body, to the T-shaped steel part is h, and h is the total height of the combined beam t For the thickness h of the bottom wall of the prefabricated body s The height of the T-shaped steel part, the width of the prefabricated main body and h c For the height, b, of the casting body u To be the instituteThe thickness of the side wall of the prefabricated main body and x are the height of a pressed area of the profile steel composite beam;
calculating bending-resistant bearing capacity M of secondary beam section u Judging bending resistance bearing capacity M of secondary beam section u Design value M of bending moment at the support of the secondary beam Support frame The relation between the two is used for checking whether the section design reinforcing bars meet the construction structure requirement or not;
checking calculation, namely designing the number of reinforcing bars to meet construction requirements, and checking the width of cracks according to the specification of the ultra-high-performance concrete.
9. The method of designing a connection node according to claim 8,
if M u Greater than M Support frame When the construction method is used, the construction requirement is met;
primary amplitude modulation, if M u Less than or equal to M Support frame When the bending moment is subjected to primary amplitude modulation, the bending moment design value after primary amplitude modulation is M Support frame ’＝(1-μ)M Support frame Wherein μ=m Support frame /M In (a) According to the bending moment design value M after amplitude modulation Support frame ' readjust the cross-sectional reinforcement area and repeat the verification step.
10. The method of designing a connection node according to claim 9,
if M u Greater than M Support frame When' the construction structure requirement is met;
secondary amplitude modulation, M after the primary amplitude modulation u Still less than or equal to M Support frame During the process, the hogging moment is subjected to secondary amplitude modulation, and the design value of the amplitude modulated bending moment is M Support frame ＝(1-μ)M Support frame ' wherein μ=m Cracking of /M In (a) And readjusting the section reinforcement area according to the amplitude-modulated bending moment, and repeating the verification step.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311229894.7A CN117188612A (en) | 2023-09-19 | 2023-09-19 | Connection nodes, connection node construction methods and connection node design methods |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311229894.7A CN117188612A (en) | 2023-09-19 | 2023-09-19 | Connection nodes, connection node construction methods and connection node design methods |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN117188612A true CN117188612A (en) | 2023-12-08 |
Family
ID=88990367
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202311229894.7A Pending CN117188612A (en) | 2023-09-19 | 2023-09-19 | Connection nodes, connection node construction methods and connection node design methods |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN117188612A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN119378075A (en) * | 2024-10-29 | 2025-01-28 | 中集建造(天津)有限公司 | Modeling method based on Tekla platform |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108343151A (en) * | 2017-01-22 | 2018-07-31 | 北京智慧云建科技有限公司 | A kind of assembled primary-secondary beam and beam-column connection |
| CN111424869A (en) * | 2020-03-30 | 2020-07-17 | 北京工业大学 | Concrete floor secondary beam combined prefabricated part and manufacturing method |
| CN111485627A (en) * | 2020-04-20 | 2020-08-04 | 中冶交投善筑成都装配式建筑科技发展有限公司 | Primary and secondary beam connection structure of a prefabricated frame structure |
| WO2023036211A1 (en) * | 2021-09-08 | 2023-03-16 | 南通职业大学 | Construction process for dry full-assembly industrial concrete primary and secondary beam nodes |
| CN116163413A (en) * | 2023-01-04 | 2023-05-26 | 中机中联工程有限公司 | Rigid connection node structure of precast concrete primary and secondary beams |
| CN116378309A (en) * | 2023-05-17 | 2023-07-04 | 中国化学工程第十一建设有限公司 | Profile steel concrete composite beam and bending-resistant design method thereof |
-
2023
- 2023-09-19 CN CN202311229894.7A patent/CN117188612A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108343151A (en) * | 2017-01-22 | 2018-07-31 | 北京智慧云建科技有限公司 | A kind of assembled primary-secondary beam and beam-column connection |
| CN111424869A (en) * | 2020-03-30 | 2020-07-17 | 北京工业大学 | Concrete floor secondary beam combined prefabricated part and manufacturing method |
| CN111485627A (en) * | 2020-04-20 | 2020-08-04 | 中冶交投善筑成都装配式建筑科技发展有限公司 | Primary and secondary beam connection structure of a prefabricated frame structure |
| WO2023036211A1 (en) * | 2021-09-08 | 2023-03-16 | 南通职业大学 | Construction process for dry full-assembly industrial concrete primary and secondary beam nodes |
| CN116163413A (en) * | 2023-01-04 | 2023-05-26 | 中机中联工程有限公司 | Rigid connection node structure of precast concrete primary and secondary beams |
| CN116378309A (en) * | 2023-05-17 | 2023-07-04 | 中国化学工程第十一建设有限公司 | Profile steel concrete composite beam and bending-resistant design method thereof |
Non-Patent Citations (1)
| Title |
|---|
| 刘殿忠等: "《钢与混凝土组合结构设计》", 30 April 2015, 武汉大学出版社, pages: 102 - 113 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN119378075A (en) * | 2024-10-29 | 2025-01-28 | 中集建造(天津)有限公司 | Modeling method based on Tekla platform |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US9518401B2 (en) | Open web composite shear connector construction | |
| CN113062476A (en) | Heavy-load large-span combined beam-column structure and construction method | |
| CN116378309A (en) | Profile steel concrete composite beam and bending-resistant design method thereof | |
| CN210685008U (en) | A primary and secondary beam connecting structure | |
| KR101650431B1 (en) | Precast wide composite girder with built up steel beam and prestressed concrete | |
| CN117188612A (en) | Connection nodes, connection node construction methods and connection node design methods | |
| JP5217428B2 (en) | Composite hollow structure of bridge column head or girder end | |
| KR100796216B1 (en) | Concrete composite beam of building | |
| JP2002266317A (en) | Continuous girder for bridge | |
| CN211666085U (en) | Prestressed superposed beam | |
| CN111173193B (en) | Prestressed laminated beam and construction method | |
| CN116695494B (en) | A track beam assembly structure suitable for straddle-type monorails | |
| CN116446344B (en) | Large-span combined aqueduct and construction method thereof | |
| CN220266205U (en) | Track beam combined structure suitable for straddle type monorail | |
| JP5029271B2 (en) | Structure of a continuous I-girder bridge and its I-girder near its intermediate support | |
| CN217420236U (en) | Semi-rigid assembly type steel coupling beam | |
| CN217268056U (en) | PEC beam column connection structure convenient to assembly | |
| CN216276409U (en) | End connection reinforcing structure of steel pipe bundle concrete combined shear wall | |
| CN209989692U (en) | Combined box girder | |
| CN215594604U (en) | Bolt connection assembly type prefabricated transfer beam | |
| CN117626786A (en) | Prefabricated steel-concrete composite beam and its construction method | |
| CN119711631B (en) | A connection node and construction method of assembled variable-section column and steel beam | |
| CN210067016U (en) | Anti-shearing structure | |
| CN223706240U (en) | Column type pier steel-concrete combination section structure | |
| CN217458362U (en) | Elevator mounting structure and lifting system |
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 |