CN112417552A - Design method of semi-rigid connection node of low-multi-layer assembled concrete beam column - Google Patents

Design method of semi-rigid connection node of low-multi-layer assembled concrete beam column Download PDF

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CN112417552A
CN112417552A CN202011232842.1A CN202011232842A CN112417552A CN 112417552 A CN112417552 A CN 112417552A CN 202011232842 A CN202011232842 A CN 202011232842A CN 112417552 A CN112417552 A CN 112417552A
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鲁万卿
黄延峥
李正英
李正良
刘红军
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Chongqing University
China Construction Seventh Engineering Division Corp Ltd
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China Construction Seventh Engineering Division Corp Ltd
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Abstract

The invention discloses a design method of a semi-rigid connection node of a low-multilayer assembled concrete beam column, which comprises the following steps: 1) establishing a beam-column semi-rigid node model on the basis of analysis of the semi-rigid connection structure; 2) analyzing the failure mode of the beam column semi-rigid node model, and determining the bending resistance bearing capacity of the node connection; 3) determining the bending resistance bearing capacity of the concrete section at the beam end, and 4) determining the bending resistance bearing capacity of the semi-rigid node of the beam column. The beam-column semi-rigid node established by the design method is simple in structure, does not need secondary concrete pouring or grouting, and is convenient to install quickly. The invention can realize the controllability of the failure mode through reasonable design, and ensures the safety of the connection node. Compared with the traditional cast-in-place frame node which consumes energy by generating plastic hinges at beam ends, the semi-rigid node used by the invention consumes energy by generating relative corners of beam columns, the damage mainly occurs to the beam end sections or node connecting pieces, the integrity of the column is kept, and the beam components can be replaced.

Description

Design method of semi-rigid connection node of low-multi-layer assembled concrete beam column
Technical Field
The invention relates to the technical field of assembly type buildings, in particular to a design method of a beam-column connecting structure.
Background
Concrete structures are widely used in China, and can be divided into cast-in-place concrete structures and prefabricated concrete structures according to construction modes of buildings. The fabricated concrete structure is a structure formed by transporting components prefabricated in a factory to a construction site and splicing the components in a site assembly mode. The method has the characteristics of short construction period, high product quality, low energy consumption, small environmental pollution, low labor cost and the like, and is a necessary choice for realizing sustainable development of the construction industry.
In residential engineering, a low-rise residential building is a more suitable residential form, has many advantages compared with a high-rise residential building, and particularly in the construction of small and medium cities or towns in China, the low-rise residential building and the low-rise building still occupy important positions. Rural urbanization construction is increasingly accelerated, and suburbs of cities and urban areas will be the main areas where low-rise fabricated buildings are not applied. The European low-multi-layer fabricated concrete structure adopts prefabricated components such as a prefabricated concrete truss reinforced composite floor slab, a prefabricated large slab, a double-faced composite wall slab and the like, and is fabricated by adopting a dry-type connection method on a construction site, so that the installation is rapid and convenient. According to the technical standard of the prefabricated concrete building (GB/T51231) and the technical regulation of the prefabricated concrete structure (JGJ1), the prefabricated concrete building in China is designed by adopting the principle of equal cast-in-place, so that the requirement of node structure construction is high, the construction process is complicated, the integration and high-efficiency characteristics of the prefabricated building are not fully exerted, and the low-rise prefabricated building is difficult to popularize in large scale in rural areas such as cities and towns.
Disclosure of Invention
In view of the above, the invention provides a design method of a low-multi-layer fabricated concrete beam column semi-rigid connection node, so as to ensure the reliability of a beam column node structure of a fabricated concrete building and solve the technical problems of complex node structure and complicated field node installation of the existing fabricated concrete building.
The invention relates to a design method of a semi-rigid connection node of a low-multilayer assembled concrete beam column, which comprises the following steps:
1) establishing a beam-column semi-rigid node model, wherein the beam-column semi-rigid node model comprises a column, a beam, a high-strength bolt, a base plate and a profile steel member, the profile steel member comprises an end plate, a horizontal tension steel plate vertical to the end plate, an upper stiffening rib plate vertical to the end plate and the horizontal tension steel plate, a horizontal compression steel plate vertical to the end plate and a lower stiffening rib plate vertical to the end plate and the horizontal compression steel plate, the end plate leans against the end surface of the beam, the horizontal tension steel plate and the horizontal compression steel plate are pre-embedded in the end part of the beam, and the end parts of reinforcing steel bars in the beam are respectively anchored on the horizontal tension steel plate and the horizontal compression steel plate in a bending way; the end plate leans against one side of the column, the backing plate is arranged on the other side of the column, the high-strength bolt is embedded in the column, and two ends of the high-strength bolt are connected with the backing plate and the end plate respectively;
2) analyzing the failure mode of the beam-column semi-rigid joint connection and determining the bending resistance bearing capacity of the joint connection, wherein the method comprises the following steps:
a) the force balance condition from the separator yields:
Cb＝Tp-Cp (1)
wherein: t ispFor tensile load-bearing capacity of the end plate, TpAt a distance d from the neutral axis of the beam1；CPForce of pressed portion of end plate, CPAt a distance d from the neutral axis of the beam2；CbResultant force of beam-column contact surface pressure, CbAt a distance d from the neutral axis of the beam3；
b) Calculating the tension bending moment of the end plate
Figure BDA0002765773010000021
End plate tension bending moment
Figure BDA0002765773010000022
I.e. the plastic bending moment M of the cross section of the end plateppNamely:
Figure BDA0002765773010000023
c) and (3) taking distance from the neutral axis of the cross section of the beam end to obtain the joint connection bending moment of the section steel member as follows:
Figure BDA0002765773010000024
wherein the content of the first and second substances,
Figure BDA0002765773010000025
bending moment of end plate compression, bending moment of end plate compression
Figure BDA0002765773010000026
Very small, neglected; when the node deformation is large, the contact area of the end plate and the surface of the post is small, the contact height is limited, and d2And d3Are all small and may not touch at all, so C in formula (3)pd2Item and Cbd3Item ignore; equation (3) is thus simplified as follows:
Figure BDA0002765773010000031
wherein d is1The distance from the thickness center of the horizontal tension steel plate to the center of the high-strength bolt at the lower part;
d) analyzing a connection failure mode:
Figure BDA0002765773010000032
the first failure mode is that the end plate is bent and yields to form a plastic mechanism, the second failure mode is that the bolt fails and the end plate yields, and the third failure mode is that only the bolt fails;
in the formula (5), BnThe ultimate tensile bearing capacity of a single bolt, m is the distance from the center line of the high-strength bolt to a horizontal tensile steel plate, and n is the distance from the upper lateral edge of the end plate to the center line of the high-strength bolt; mppIs a plastic bending moment of the cross section of the end plate,
Figure BDA0002765773010000033
wherein t isepIs the end plate thickness, fypFor end plate steel yield strength, /)effIs the minimum plastic twisted wire effective length;
leff＝min(l1，l2，l3，l4，l5)，
wherein: l1＝2πm1,eff，l2＝πm1,eff+2n，l3＝αm1,eff-2m1,eff-0.625n1+n， l4＝2m1,eff+0.625n1+n，l5＝4m1,eff+1.25n1(ii) a Wherein m is1,effThe effective distance m from the center line of the high-strength bolt to the upper stiffening rib plate1,eff＝m1-r，m1The distance from the central line of the high-strength bolt to the upper stiffening rib plate is defined as r, and the r is the radius of a fillet of the connecting part of the upper stiffening rib plate and the end plate; n is1The distance from the vertical side edge of the end plate to the central line of the high-strength bolt; wherein alpha is a parameter for calculating the effective length of the plastic twisted wire;
e) determining the bending resistance bearing capacity of the beam-column semi-rigid joint connection:
tensile bearing capacity T of end platepTaking the minimum value:
Tp＝min(F1、F2、F3) (6)
the tensile bearing capacity T of the end plate obtained by calculating the formula (6)pThe belt-in type (4) is adopted to obtain the bending resistance bearing capacity of the connection of the section steel components when the end plate yields to form the plastic hinge
Figure BDA0002765773010000034
3) Determining the bending resistance bearing capacity of the concrete section of the beam end:
and (3) calculating the bending resistance bearing capacity of the beam end normal section, and obtaining the height x of the concrete compression area according to a force balance equation:
Figure BDA0002765773010000041
wherein T isrFor the tension of the reinforcing bars in the tension zone, CrFor the pressure of the steel bar in the compression area, CcIs the concrete pressure of the inner section of the beam, fyThe tensile yield strength of the steel bar; a. thesThe area of the section of the tensioned steel bar; f'yThe yield strength of the steel bar under pressure; a'sThe area of the section of the pressed steel bar; alpha is alpha1Is an equivalent rectangular stress diagram coefficient; f. ofcThe design value is the concrete compressive strength; b is the beam width;
because the concrete beam in the beam-column semi-rigid node model adopts a symmetrical double-rib rectangular section, fyAs＝f′yA′sNamely the height of the concrete compression zone is zero, the reinforcement A 'is pressed'sTaking moment to calculate a bending resistance bearing capacity design value:
Figure BDA0002765773010000042
wherein h is0Is the concrete effective height of the beam, α'sThe distance from the steel bar in the compression area to the compression edge of the concrete beam;
4) determining flexural bearing capacity M of established beam-column semi-rigid nodeRdNamely:
Figure BDA0002765773010000043
in the formula (I), the compound is shown in the specification,
Figure BDA0002765773010000044
-beam section bending resistance bearing capacity;
Figure BDA0002765773010000045
-nodal connection bending resistance bearing capacity.
The invention has the beneficial effects that:
according to the design method of the low-multi-layer fabricated concrete beam column semi-rigid connection node, the built beam column semi-rigid node model is simple in structure, secondary concrete pouring or grouting is not needed, field quick installation is facilitated, and the problems that the beam column node of the existing fabricated building is complex in structure and complicated in construction are solved. And concrete analysis is carried out according to different failure modes of the connecting node, the node bearing capacity under different failure modes is obtained through calculation, the minimum value of the node bearing capacity is taken as the design basis of the node, the failure mode can be controlled through reasonable design, and the safety of the designed beam-column semi-rigid connecting node is ensured. Compared with the traditional cast-in-place frame node which consumes energy by generating plastic hinges at beam ends, the semi-rigid node adopted by the invention consumes energy on the basis of generating relative corners of beam columns, has better energy consumption capability, mainly generates damage on the beam end sections or node connecting pieces, keeps the integrity of the columns and can realize the replacement of beam components.
Drawings
FIG. 1 is a schematic diagram of a beam-column semi-rigid node model and an end plate connection transmission machine; as can be seen from FIG. 1, the tension T of the steel bar caused by the bending moment of the cross section in the beamrPressure CrDirectly transferring to a horizontal steel plate; compressive stress of concrete CcDirectly to the end plate surface and as surface pressure to the post surface; tension T on horizontal steel platepThe high-strength bolts are used for transmitting the high-strength bolts to the columns; steel plate pressure CpAs surface pressure to the post surface and also to the prying force Q caused by the bending deformation of the end plate.
Fig. 2 is an isolated view of an end plate connection node, and it can be seen from fig. 2 that the forces contributing to the beam end bending moment include: t ispTensile load capacity of the end plate, CPForce of pressed angle iron and CbPressure of beam-column contact surfaceThe resultant forces.
FIG. 3 is a schematic view of the end plate connection node rotation center and the moment arm;
FIG. 4 is a stress analysis diagram of a section of a concrete beam end;
FIG. 5 is a parameter definition diagram of the connection parts of the end plates, the horizontal tension steel plates and the upper stiffener plates;
FIG. 6 shows1A corresponding failure mode schematic;
FIG. 7 shows2A corresponding failure mode schematic;
FIG. 8 shows3A corresponding failure mode schematic;
FIG. 9 shows4A corresponding failure mode schematic;
FIG. 10 shows5A corresponding failure mode schematic;
fig. 11 is a table for taking values of the α parameter.
Detailed Description
The invention is further described below with reference to the figures and examples.
The design method of the semi-rigid connection node of the low-multi-layer fabricated concrete beam column comprises the following steps:
1) establishing a beam-column semi-rigid node model, wherein the beam-column semi-rigid node model comprises a column 1, a beam 2, a high-strength bolt 3, a base plate 4 and a profile steel member, the profile steel member comprises an end plate 5, a horizontal tension steel plate 6 perpendicular to the end plate, an upper stiffening rib plate 7 perpendicular to the end plate and the horizontal tension steel plate, a horizontal compression steel plate 8 perpendicular to the end plate and a lower stiffening rib plate 9 perpendicular to the end plate and the horizontal compression steel plate, the end plate leans against the end surface of the beam, the horizontal tension steel plate and the horizontal compression steel plate are pre-embedded in the end part of the beam, and the end part of a reinforcing steel bar 10 in the beam is respectively anchored on the horizontal tension steel plate and the horizontal compression steel plate; the end plate leans on one side of post, the backing plate sets up the opposite side at the post, the high strength bolt is pre-buried in the post, and the both ends of high strength bolt are connected with backing plate and end plate respectively.
2) Analyzing the failure mode of the beam column semi-rigid node model and determining the bending strength of the end plate, wherein the method comprises the following steps:
a) the acting force contributing to the beam end bending moment is analyzed, the deformation of the joint is small when the end plate is connected with the joint in the initial stage, the end plate and the beam column can be tightly connected together through the pretension force of the high-strength bolt, and the integrity of the joint is guaranteed. When the end plate is bent and deformed less, the end plate is contacted with the surface of the beam, a gap between the end plate and the surface of the column is smaller, the neutralizing shaft rapidly rises along with the increase of loading, at the moment, the stress of concrete, steel bars and the end plate is smaller, and the increase of the bending moment of the section of the beam end is mainly caused by the increase of the internal force arm. Along with the continuous increase of the deformation of the end plate, the contact area between the end plate and the surface of the column is smaller and smaller, a partial separation phenomenon can occur between the beam end on the tension side and the end plate, the height of the neutralization shaft gradually rises to be gentle at the moment, and the increase of the bending moment is mainly the gradual increase of the stress of the concrete, the steel bar and the end plate. The node connection can form the plastic hinge at the junction of end plate and horizontal steel sheet to the isolation body is got as border to the plastic hinge. From fig. 2 it can be seen that the forces contributing to the beam end bending moment include: t ispTensile load-bearing capacity of the end plates, CPEnd plate compression part force sum CbThe resultant force of the beam-column contact surface pressure.
The force balance condition from the separator yields:
Cb＝Tp-Cp (1)
wherein: t ispFor tensile load-bearing capacity of the end plate, TpAt a distance d from the neutral axis of the beam1；CPActing force of pressed part of end plate, CPAt a distance d from the neutral axis of the beam2；CbResultant force of beam-column contact surface pressure, CbAt a distance d from the neutral axis of the beam3。
b) Calculating the tension bending moment of the end plate
Figure BDA0002765773010000061
End plate tension bending moment
Figure BDA0002765773010000062
I.e. the plastic bending moment M of the cross section of the end plateppNamely:
Figure BDA0002765773010000063
c) and (3) taking distance from the neutral axis of the cross section of the beam end to obtain the bending moment of the connecting joint of the section steel member as follows:
Figure BDA0002765773010000064
wherein the content of the first and second substances,
Figure BDA0002765773010000071
bending moment of end plate compression, bending moment of end plate compression
Figure BDA0002765773010000072
Very small, negligible; when the node deformation is large, the contact area between the end plate and the surface of the pillar is small, the contact height is limited, and d2And d3Are all small and may not touch at all, so C in formula (3)pd2Item and Cbd3The terms are negligible; equation (3) is thus simplified as follows:
Figure BDA0002765773010000073
wherein d is1The distance from the thickness center of the horizontal tension steel plate to the center of the high-strength bolt at the lower part;
d) analyzing a connection failure mode:
Figure BDA0002765773010000074
the first failure mode is that the end plate is bent and yields to form a plastic mechanism, the second failure mode is that the bolt fails and the end plate yields, and the third failure mode is that only the bolt fails;
in the formula (5), BnThe ultimate tensile bearing capacity of a single bolt, m is the distance from the center line of the high-strength bolt to the horizontally tensioned steel plate, and n is the distance from the upper transverse edge of the end plate to the heightDistance of the center line of the strong bolt; mppIs a plastic bending moment of the cross section of the end plate,
Figure BDA0002765773010000075
wherein t isepIs the end plate thickness, fypFor end plate steel yield strength, /)effIs the minimum plastic twisted wire effective length;
leff＝min(l1，l2，l3，l4，l5)，
wherein: l1＝2πm1,eff，l2＝πm1,eff+2n，l3＝αm1,eff-2m1,eff-0.625n1+n， l4＝2m1,eff+0.625n1+n，l5＝4m1,eff+1.25n1(ii) a Wherein m is1,effThe effective distance m from the center line of the high-strength bolt to the upper stiffening rib plate1,eff＝m1-r；m1The distance from the central line of the high-strength bolt to the upper stiffening rib plate is defined as r, and the r is the radius of a fillet of the connecting part of the upper stiffening rib plate and the end plate; n is1The distance from the vertical side edge of the end plate to the central line of the high-strength bolt. Wherein alpha is a parameter for calculating the effective length of the plastic twisted wire, and the value of alpha is represented by gamma1And gamma2It is determined that,
Figure BDA0002765773010000076
the specific value of alpha is obtained by looking up an alpha parameter value taking table, and the alpha parameter value taking table is shown in the attached figure 11 of the specification.
e) Determining the bending resistance bearing capacity of the beam-column semi-rigid joint connection:
tensile bearing capacity T of end plate connecting piecepTaking the minimum value:
Tp＝min(F1、F2、F3) (6)
the tensile bearing capacity T of the end plate obtained by calculating the formula (6)pThe belt-in type (4) is adopted to obtain the bending resistance bearing capacity of the connection of the section steel components when the end plate yields to form the plastic hinge
Figure BDA0002765773010000081
3) Determining the bending resistance bearing capacity of the concrete section of the beam end:
and (3) calculating the bending resistance bearing capacity of the beam end normal section, and obtaining the height x of the concrete compression area according to a force balance equation:
Figure BDA0002765773010000082
wherein T isrFor the tension of the reinforcing bars in the tension zone, CrFor the pressure of the steel bar in the compression area, CcIs the concrete pressure of the inner section of the beam, fyThe tensile yield strength of the steel bar; a. thesThe area of the section of the tensioned steel bar; f'yThe yield strength of the steel bar under pressure; a'sThe area of the section of the pressed steel bar; alpha is alpha1Is an equivalent rectangular stress diagram coefficient; f. ofcThe design value is the concrete compressive strength; b is the beam width;
because the concrete beam in the beam-column semi-rigid node model adopts a symmetrical double-rib rectangular section, fyAs＝f′yA′sNamely the height of the concrete compression zone is zero, the reinforcement A 'is pressed'sTaking moment to calculate a bending resistance bearing capacity design value:
Figure BDA0002765773010000083
wherein h is0Is the concrete effective height of the beam, α'sThe distance from the steel bar in the compression area to the compression edge of the concrete beam;
4) determining flexural bearing capacity M of established beam-column semi-rigid nodeRdNamely:
Figure BDA0002765773010000084
in the formula (I), the compound is shown in the specification,
Figure BDA0002765773010000085
section of beamBending resistance bearing capacity;
Figure BDA0002765773010000086
the end plate bending resistance bearing capacity.
Finally, the above embodiments are only used for illustrating the technical solutions of the present invention and not for limiting, and persons skilled in the art should understand that the equivalent modifications or alternative equivalent solutions substantially the same as the technical solutions of the present invention should also be covered in the scope of the claims of the present invention.

Claims (1)

1. The design method of the semi-rigid connection node of the low multi-layer assembled concrete beam column is characterized in that: the method comprises the following steps:
1) establishing a beam-column semi-rigid node model, wherein the beam-column semi-rigid node model comprises a column, a beam, a high-strength bolt, a base plate and a profile steel member, the profile steel member comprises an end plate, a horizontal tension steel plate vertical to the end plate, an upper stiffening rib plate vertical to the end plate and the horizontal tension steel plate, a horizontal compression steel plate vertical to the end plate and a lower stiffening rib plate vertical to the end plate and the horizontal compression steel plate, the end plate leans against the end surface of the beam, the horizontal tension steel plate and the horizontal compression steel plate are pre-embedded in the end part of the beam, and the end parts of reinforcing steel bars in the beam are respectively bent and anchored on the horizontal tension steel plate and the horizontal compression steel plate; the end plate leans against one side of the column, the backing plate is arranged on the other side of the column, the high-strength bolt is embedded in the column, and two ends of the high-strength bolt are connected with the backing plate and the end plate respectively;
2) analyzing the failure mode of the beam-column semi-rigid joint connection and determining the bending resistance bearing capacity of the joint connection, wherein the method comprises the following steps:
a) the force balance condition from the separator yields:
Cb＝Tp-Cp (1)
wherein: t ispFor tensile load-bearing capacity of the end plate, TpAt a distance d from the neutral axis of the beam1；CPForce of pressed portion of end plate, CPAt a distance d from the neutral axis of the beam2；CbResultant force of beam-column contact surface pressure, CbAt a distance d from the neutral axis of the beam3；
b) Calculating the tension bending moment of the end plate
Figure FDA0002765771000000011
End plate tension bending moment
Figure FDA0002765771000000012
I.e. the plastic bending moment M of the cross section of the end plateppNamely:
Figure FDA0002765771000000013
c) and (3) taking distance from the neutral axis of the cross section of the beam end to obtain the bending moment of the connecting joint of the section steel member as follows:
Figure FDA0002765771000000014
wherein the content of the first and second substances,
Figure FDA0002765771000000015
bending moment of end plate compression, bending moment of end plate compression
Figure FDA0002765771000000016
Very small, neglected; when the node deformation is large, the contact area between the end plate and the surface of the pillar is small, the contact height is limited, and d2And d3Are all small and may not touch at all, so C in formula (3)pd2Item and Cbd3Item ignore; equation (3) is thus simplified as follows:
Figure FDA0002765771000000021
wherein d is1Is the thickness center of a horizontally tensioned steel plateDistance to the center of the lower high-strength bolt;
d) analyzing a node connection failure mode:
Figure FDA0002765771000000022
the first failure mode is that the end plate is bent and yields to form a plastic mechanism, the second failure mode is that the bolt fails and the end plate yields, and the third failure mode is that only the bolt fails;
in the formula (5), BnThe ultimate tensile bearing capacity of a single bolt, m is the distance from the center line of the high-strength bolt to the horizontal tensile steel plate, and n is the distance from the upper lateral edge of the end plate to the center line of the high-strength bolt; mppIs a plastic bending moment of the cross section of the end plate,
Figure FDA0002765771000000023
wherein t isepIs the end plate thickness, fypFor end plate steel yield strength, /)effIs the minimum plastic twisted wire effective length;
leff＝min(l1，l2，l3，l4，l5)，
wherein: l1＝2πm1,eff，l2＝πm1,eff+2n，l3＝αm1,eff-2m1,eff-0.625n1+n，l4＝2m1,eff+0.625n1+n，l5＝4m1,eff+1.25n1(ii) a Wherein m is1,effIs the effective distance m from the central line of the high-strength bolt to the upper stiffening rib plate1,eff＝m1-r，m1The distance from the central line of the high-strength bolt to the upper stiffening rib plate is defined as r, and the r is the fillet radius of the connecting part of the upper stiffening rib plate and the end plate; n is1The distance from the vertical side edge of the end plate to the central line of the high-strength bolt; wherein alpha is a parameter for calculating the effective length of the plastic twisted wire;
e) determining the bending resistance bearing capacity of the beam-column semi-rigid joint connection:
tensile bearing capacity T of node end platepTaking the minimum value:
Tp＝min(F1、F2、F3) (6)
the tensile bearing capacity T of the end plate obtained by calculating the formula (6)pThe bending resistance bearing capacity of the node connection is obtained when the end plate yields to form the plastic hinge (4)
Figure FDA0002765771000000024
3) Determining the bending resistance bearing capacity of the concrete section of the beam end:
and (3) calculating the bending resistance bearing capacity of the beam end normal section, and obtaining the height x of the concrete compression area according to a force balance equation:
Figure FDA0002765771000000031
wherein T isrFor the tension of the reinforcing bars in the tension zone, CrFor the pressure of the steel bar in the compression area, CcIs the concrete pressure of the inner section of the beam, fyThe tensile yield strength of the steel bar; a. thesThe area of the section of the tensioned steel bar; f'yThe yield strength of the steel bar under pressure; a'sThe area of the section of the pressed steel bar; alpha is alpha1Is an equivalent rectangular stress diagram coefficient; f. ofcThe design value is the concrete compressive strength; b is the beam width;
because the concrete beam in the beam-column semi-rigid node model adopts a symmetrical double-rib rectangular section, fyAs＝f′yA′sNamely the height of the concrete compression zone is zero, the reinforcement A 'is pressed'sCalculating moment to obtain a design value of the bending resistance bearing capacity of the cross section of the beam end:
Figure FDA0002765771000000032
wherein h is0Is the concrete effective height of the beam, α'sThe distance from the resultant force action point of the steel bars in the compression area to the compression edge of the concrete beam;
4) it doesDetermining the flexural bearing capacity M of the beam-column semi-rigid joint establishedRdNamely:
Figure FDA0002765771000000033
in the formula (I), the compound is shown in the specification,
Figure FDA0002765771000000034
-beam section bending resistance bearing capacity;
Figure FDA0002765771000000035
-bending resistance bearing capacity of the nodal connection.
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