CN113408036B - A substation frame beam-column connection structure and design method thereof - Google Patents
A substation frame beam-column connection structure and design method thereof Download PDFInfo
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Abstract
本发明公开一种变电构架梁柱连接结构及其设计方法，包括钢管人字柱、进出线梁和母线梁，进出线梁以及母线梁均与钢管人字柱固接；进出线梁和母线梁均采用三角形截面格构梁；在钢管人字柱的连接节点处设置钢管人字柱环形节点板和悬挑的牛腿顶板，钢管人字柱环形节点板的下方设置加劲板，钢管人字柱顶端设置柱顶板，柱顶板的下方设置加劲板，进出线梁设置在母线梁的上方，母线梁的上弦杆和下弦杆分别与钢管人字柱连接；进出线梁的上弦杆和下弦杆分别与钢管人字柱连接。构架梁与钢管人字柱采用固接连接时柱截面相应减小；梁跨中与支座处受力均匀；梁截面减小，梁柱可以协同受力，提高构架结构的整体性；大大减小了柱顶板尺寸及劲板数量。The invention discloses a substation frame beam-column connection structure and a design method thereof, comprising a steel tube herringbone column, an inlet and outlet beam and a busbar beam, wherein the inlet and outlet beam and the busbar beam are fixedly connected to the steel tube herringbone column; the inlet and outlet beam and the busbar beam both adopt a triangular cross-section lattice beam; a steel tube herringbone column annular node plate and a cantilevered corbel top plate are arranged at the connection node of the steel tube herringbone column, a stiffening plate is arranged below the annular node plate of the steel tube herringbone column, a column top plate is arranged at the top of the steel tube herringbone column, a stiffening plate is arranged below the column top plate, the inlet and outlet beam is arranged above the busbar beam, the upper chord rod and the lower chord rod of the busbar beam are respectively connected to the steel tube herringbone column; the upper chord rod and the lower chord rod of the inlet and outlet beam are respectively connected to the steel tube herringbone column. When the frame beam and the steel tube herringbone column are fixedly connected, the column section is correspondingly reduced; the force is uniform at the mid-span and the support of the beam; the beam section is reduced, the beam and the column can be coordinated to bear the force, and the integrity of the frame structure is improved; the column top plate size and the number of stiffening plates are greatly reduced.
Description
Technical Field
The invention belongs to the field of transformer substation framework design, and particularly relates to a transformer framework beam column connection structure and a design method thereof.
Background
In some 750kV transformer substation newly-built projects, a 750kV distribution device area adopts an HGIS arrangement scheme, a 750kV combined framework is composed of an incoming and outgoing line beam, a bus beam and a steel pipe herringbone column, the bus beam and the incoming and outgoing line beam are vertically arranged, the span of the incoming and outgoing line beam is 41.0m, the height of a hanging point is 42.5m, the span of the bus beam is 42.5m, and the height of the hanging point is 31.0m. The combined frame column adopts a steel pipe herringbone column, and the combined frame beam adopts a lattice beam with a triangular section, and the beam columns are hinged. The stress cooperativity and the integrity of the whole structure are poor, and the material utilization rate is low.
Disclosure of Invention
Aiming at the connection node type of the large-span triangular lattice beam and the steel pipe herringbone column in the transformer substation combined framework, the invention adopts a fixedly connected type for the beam column in terms of structural stress, structural requirements and the like, adopts a structural type of fixedly connecting the large-span triangular section lattice beam and the steel pipe herringbone column, and achieves the purposes of fully utilizing the mechanical characteristics of high tensile and compression bending strength and good toughness of steel and reducing the structural cost.
The technical scheme includes that the power transformation framework beam column connecting structure comprises a wire inlet and outlet beam, a bus beam and a steel pipe herringbone column, wherein the wire inlet and outlet beam and the bus beam are fixedly connected with the steel pipe herringbone column, the wire inlet and outlet beam and the bus beam are respectively and fixedly connected with the steel pipe herringbone column, a steel pipe herringbone annular node plate and an overhanging bracket top plate are arranged at a connecting node of the steel pipe herringbone column, the overhanging bracket top plate comprises an overhanging bracket top plate connected with the wire inlet and outlet beam and an overhanging bracket top plate connected with the bus beam, a stiffening plate is arranged below the steel pipe herringbone annular node plate, a column top plate is arranged at the top end of the steel pipe herringbone column, a stiffening plate is arranged below the column top plate, the wire inlet and outlet beam is arranged above the bus beam, an upper chord of the bus beam and a lower chord of the bus beam are respectively connected with the steel pipe herringbone column, the wire inlet and outlet beam is respectively connected with the steel pipe herringbone column, and the upper chord of the wire inlet and outlet beam is connected with the column top plate through a connecting plate.
And crossed steel pipe web members are arranged in the height range of the bus beam in the plane of the steel pipe herringbone column.
The stiffening plate penetrates through the steel pipe of the steel pipe herringbone column.
The vertical diagonal web members of the bus bar at the bus bar end are connected with stiffening plates below the annular node plates of the steel tube herringbone columns, the horizontal diagonal web members of the bus bar at the bus bar end are connected to the connecting plates of the lower chord members of the bus bar, and the connecting plates of the lower chord members of the bus bar are connected with the cantilever bracket top plates connected with the bus bar on the steel tube herringbone columns.
The vertical diagonal web members of the wire inlet and outlet beams positioned at the beam ends of the wire inlet and outlet beams are connected with stiffening plates below column top plates, the horizontal crossed diagonal web members of the wire inlet and outlet beams positioned at the beam ends of the wire inlet and outlet beams are connected to the rod end connecting plates of the lower chords of the wire inlet and outlet beams, and the rod end connecting plates of the lower chords of the wire inlet and outlet beams are connected with cantilever bracket top plates connected with the wire inlet and outlet beams on the steel tube herringbone columns.
The width of the beam ends of the bus bar and the incoming and outgoing beams is smaller than the span width of the bus bar and the incoming and outgoing beams.
When the wire inlet and outlet beam and the bus beam are connected with the steel pipe herringbone column, beam ends of the wire inlet and outlet beam and the bus beam are respectively provided with a beam end connecting plate, and the beam end connecting plates are connected with the column top plate, the annular node plates and the cantilever bracket top plate through bolts, and round holes are respectively formed in the beam end connecting plates.
The invention relates to a design method of a beam column connecting structure of a power transformation framework, which comprises the following specific processes:
Obtaining boundary conditions, namely obtaining a seismic vibration peak acceleration value, a corresponding seismic basic intensity, a seismic vibration response spectrum characteristic period and meteorological conditions of an area where a station address is located in an area where a transformer substation engineering is located;
calculating the load acting on the steel pipe herringbone column combined framework;
And (3) obtaining the cross section size of the member of the power transformation framework beam column connecting structure by adopting a limit state design method and combining the load and the boundary condition, so as to obtain the power transformation framework beam column connecting node and the whole structure.
When the load acting on the steel pipe herringbone column combined framework is calculated, the structure and the components are designed according to the basic combination of the load effect for the limit state of the bearing capacity, and the standard combination of the load is adopted for the design for the limit state of normal use.
Compared with the prior art, the invention has at least the following beneficial effects:
when the inlet and outlet beams or the bus beams are fixedly connected with the steel tube herringbone columns, the stress at the positions of Liang Kuazhong and the support is uniform, unlike the maximum stress in the beam span and the minimum stress at the support during the hinged connection, the beam section is correspondingly reduced, the sections of all the steel tube chords of the triangular lattice beams are correspondingly reduced, further Liang Fugan is converted into stable control from slenderness ratio structure control, the material utilization rate is improved, steel quantity is reduced by adopting a structure in a fixedly connected node type compared with a structure in a hinged node type, the inlet and outlet beams or the bus beams are fixedly connected with the steel tube herringbone columns, the beam columns can cooperatively stress, the integrity of the framework structure is improved, when the inlet and outlet beams are fixedly connected with the steel tube herringbone columns, only the upper chord rod connecting plate of the inlet and outlet beams extends onto the column top plate, the size and the number of the stiffening plates of the column top plate are greatly reduced, meanwhile, the lower chord rod connecting plate of the inlet and outlet beams is conveniently connected with the ground wire column or the lightning rod base when the inlet and outlet beams are hinged with the steel tube herringbone columns.
Furthermore, when the line inlet and outlet beams and the bus beams are connected with the steel pipe herringbone columns, beam end connecting plates are arranged at beam ends of the line inlet and outlet beams and the bus beams and are connected with column top plates, annular node plates or overhanging bracket top plates through the beam end connecting plates by bolts, round holes are formed in the beam end connecting plates, relative sliding can not occur between the beam ends and the support, the situation that internal force redistribution is inconsistent with an elastic calculation model can be avoided, and internal force of a framework beam end can be accurately transmitted.
Drawings
FIG. 1 is a schematic view of a joint of a busbar beam and an access beam in a composite frame and a steel tube herringbone.
Fig. 2 is a schematic diagram showing the connection joint between a busbar beam and an access beam and a steel pipe herringbone column in a combined frame.
Fig. 3a is a schematic diagram illustrating the connection node between a busbar beam and a steel tube herringbone column in a practical combined frame according to the present invention.
Fig. 3b is a schematic view of section A-A of fig. 3 a.
Fig. 3c is a schematic view of section B-B of fig. 3 a.
Fig. 4a is a schematic diagram illustrating the connection node between the access beam and the steel pipe herringbone column in a practical combined frame according to the present invention.
Fig. 4b is a schematic view of section C-C of fig. 4 a.
Fig. 4c is a schematic view of section D-D of fig. 4 a.
In the drawings, a 1-incoming and outgoing beam, a 11-incoming and outgoing beam upper chord, a 12-incoming and outgoing beam lower chord, a 13-incoming and outgoing beam vertical diagonal web member, a 14-incoming and outgoing beam horizontal crossing diagonal web member, a 2-bus beam, a 21-bus beam upper chord, a 22-bus beam lower chord, a 23-bus beam vertical diagonal web member, a 24-bus beam horizontal crossing diagonal web member, a 3-herringbone column, a 31-herringbone column top plate, a 32-herringbone column annular node plate, a 33-cantilever bracket top plate connected with the incoming and outgoing beam, a 34-cantilever bracket top plate connected with the bus beam, a stiffening plate below a 35-column top plate and a stiffening plate below a 36-herringbone column annular node plate.
Detailed Description
A novel transformer framework beam column connection structure comprises a connection node of a bus beam and a steel pipe herringbone column in a combined framework and a connection node of an in-out line beam and the steel pipe herringbone column.
Referring to fig. 3, the power transformation framework beam column connecting structure comprises an incoming and outgoing beam 1, a bus bar beam 2 and a steel tube herringbone column 3, wherein the incoming and outgoing beam 1 and the bus bar beam 2 are fixedly connected with the steel tube herringbone column 3, the incoming and outgoing beam 1 and the bus bar beam 2 are triangular cross-section lattice beams, a steel tube herringbone annular node plate 32 and an overhanging bracket top plate are arranged at a connecting node of the steel tube herringbone column 3, the overhanging bracket top plate comprises an overhanging bracket top plate 33 connected with the incoming and outgoing beam and an overhanging bracket top plate 34 connected with the bus bar beam, a stiffening plate 36 is arranged below the steel tube herringbone annular node plate, a column top plate 31 is arranged at the top end of the steel tube herringbone column, a stiffening plate 35 is arranged below the column top plate, the incoming and outgoing beam 1 is arranged above the bus bar beam 2, a bus bar upper chord 21 and a bus bar lower chord 22 are respectively connected with the steel tube herringbone column 3, and an incoming and outgoing beam upper chord 11 and an incoming and outgoing beam lower chord 12 are respectively connected with the herringbone column 3.
The vertical diagonal web member 23 of the bus bar at the bus bar end is connected with a stiffening plate 36 below the annular node plate of the steel tube herringbone column, the horizontal diagonal web member 24 of the bus bar at the bus bar end is connected to the connecting plate of the end of the lower chord member 22 of the bus bar, and the connecting plate of the end of the lower chord member 22 of the bus bar is connected with a cantilever bracket top plate 34 on the steel tube herringbone column.
The vertical diagonal web member 13 of the wire inlet and outlet beam is connected with the stiffening plate 35 below the column top plate, the horizontal crossed diagonal web member 14 of the wire inlet and outlet beam is connected to the connecting plate of the end of the lower chord member 12 of the wire inlet and outlet beam, and the connecting plate of the end of the lower chord member 12 of the wire inlet and outlet beam is connected with the cantilever bracket top plate 33 on the steel tube herringbone column.
The width of the beam ends of the bus bar beam 2 and the line inlet and outlet beam 1 is smaller than the span width of the bus bar beam 2 and the line inlet and outlet beam 1.
When the wire inlet and outlet beam 1 and the bus bar 2 are connected with the steel pipe herringbone column 3, beam ends of the wire inlet and outlet beam 1 and the bus bar 2 are respectively provided with a beam end connecting plate, and the beam end connecting plates are connected with a column top plate 31, an annular node plate 32 or a cantilever bracket top plate through bolts, and round holes are respectively formed in the beam end connecting plates.
The cantilever bracket on the steel pipe herringbone column needs enough rigidity, and the connection calculation of the cantilever bracket and the herringbone column meets the standard requirement.
The invention relates to a design method of a beam column connecting structure of a power transformation framework, which comprises the following specific processes:
Obtaining boundary conditions, namely obtaining a seismic vibration peak acceleration value, a corresponding seismic basic intensity, a seismic vibration response spectrum characteristic period and meteorological conditions of an area where a station address is located in an area where a transformer substation engineering is located;
calculating the load acting on the steel pipe herringbone column combined framework;
And (3) obtaining the cross section size of the member of the power transformation framework beam column connecting structure by adopting a limit state design method and combining the load and the boundary condition, so as to obtain the power transformation framework beam column connecting node and the whole structure.
And at the joint of the chord members of the line inlet beam and the line outlet beam and the connection joint of the chord members of the bus bar and the herringbone columns of the steel pipes, the steel pipe wall of the herringbone columns receives larger local stress transmitted by the beam connection plate, and the converted stress in the three-dimensional stress state is required to be checked.
The fixedly connected nodes in the combined framework comprise two conditions of a connecting node of a bus beam and a steel pipe herringbone column and a connecting node of an in-out line beam and a steel pipe herringbone column.
1) And connecting nodes of the bus beam and the steel pipe herringbone column in the combined framework. The plane of the steel tube herringbone column 3 is regarded as an integral rigid frame column, the integral rigid frame column is fixedly connected with the bus bar 2 of the triangular section lattice, the cross steel tube web members are arranged in the height range of the bus bar in the plane of the steel tube herringbone column 3, and in order to ensure the local stability of the steel tube column at the joint of the bus bar 2 and the steel tube herringbone column 3, a through stiffening plate is arranged in the steel tube column. The width of the bus bar end is narrowed, the height is unchanged, the connecting plate of the bar end of the bus bar upper chord member 21 is connected with the annular node plate 32 of the steel tube herringbone column 3 through bolts, the vertical diagonal web member 23 of the bus bar at the beam end is connected to the stiffening plate 36 below the annular node plate of the steel tube herringbone column, the horizontal diagonal web member 24 of the bus bar at the beam end is connected to the connecting plate of the bar end of the bus bar lower chord member 22, the connecting plate of the bar end of the bus bar lower chord member 22 is connected with the cantilever bracket top plate 34 connected with the bus bar on the steel tube herringbone column through bolts, and the rigidity of the cantilever bracket directly influences the size of the bending moment in the span of the bus bar. In order to make the bus bar upper chord 21 and the bus bar lower chord 22 more evenly stressed at the midspan and the support, cantilever brackets of sufficient rigidity are required and the connection calculation with the herringbone posts meets the specification requirements. The steel pipe wall of the steel pipe herringbone column receives larger local stress transmitted by the beam connecting plate, and the converted stress in the three-dimensional stress state needs to be checked. Reference is made to fig. 3a, 3b and 3c.
2) And the connection node of the wire inlet and outlet beam and the steel pipe herringbone column. The outer surface of the steel pipe herringbone column 3 is regarded as an integral double-column, and is fixedly connected with the triangular section lattice wire inlet and outlet beam 1 integrally. The width of the beam end of the wire inlet and outlet beam is narrowed, the height is unchanged, the connecting plate of the rod end of the upper chord member 11 of the wire inlet and outlet beam is connected with the column top plate 31 through bolts, the vertical diagonal member 13 of the wire inlet and outlet beam of the beam end is connected with the stiffening plate 35 below the column top plate, the horizontal diagonal member 14 of the wire inlet and outlet beam of the beam end is connected with the connecting plate of the rod end of the lower chord member 12 of the wire inlet and outlet beam, the connecting plate of the rod end of the lower chord member 12 of the wire inlet and outlet beam is connected with the cantilever bracket top plate 33 connected with the wire inlet and outlet beam on the steel tube herringbone column 3 through bolts, and the rigidity of the cantilever bracket directly influences the bending moment of the wire inlet and outlet beam Liang Kuazhong. In order to make the forces of the upper chord 11 of the access beam and the lower chord 12 of the access beam more uniform at the midspan and the support, a cantilever bracket with sufficient rigidity is required and the connection calculation with the steel tube herringbone column 3 meets the standard requirements. The connection part of the lower chord member 12 of the wire inlet and outlet beam and the steel pipe herringbone column 3 is characterized in that the steel pipe wall of the steel pipe herringbone column receives larger local stress transmitted by a beam connecting plate, and the converted stress in the three-dimensional stress state is required to be checked. When the wire inlet and outlet beam 1 is fixedly connected with the steel pipe herringbone column 3, only the rod end connecting plate of the upper chord member 11 of the wire inlet and outlet beam extends onto the column top plate 31, so that the size of the column top plate and the number of the stiffening plates are greatly reduced, and meanwhile, the wire column or the lightning rod is conveniently connected on the column top plate. The problem that a lower chord rod end connecting plate of the wire inlet and outlet beam collides with a ground wire column or a lightning rod base when the wire inlet and outlet beam is hinged with the steel pipe herringbone column is avoided, and reference is made to fig. 4a, 4b and 4c.
The structural design of integrally fixedly connecting the triangular section lattice beam and the steel pipe herringbone column in the combined framework is initiated at home and abroad.
And combining the total plane arrangement of the 750kV framework in a new construction of a certain 750kV transformer substation and the wire tension under each load working condition, utilizing space rod system analysis software STAAD Pro (V8 i) to establish an integral model for space calculation on the 750kV framework, and respectively comparing the fixedly connected nodes with the hinged nodes for the steel pipe herringbone column combined framework beam column to provide an optimal node structure type.
The two structural models are input with the same boundary conditions of 1) basic wind pressure, 2) earthquake motion peak acceleration value of a station area, corresponding earthquake basic intensity, earthquake motion response spectrum characteristic period, 3) other meteorological conditions of the area where the station address is located, and the like.
Calculate load (or effect)
The load acting on the steel pipe herringbone column combined frame mainly comprises the tensile force of a guide (ground) line, the dead weight of the structure, wind load, ice load, temporary load, temperature effect and earthquake effect generated by installation and maintenance, and the load generated by the final scale is analyzed and calculated.
Wire tension is provided by the electrical profession, and wire icing loads are considered by the electrical profession in wire tension.
The wind load has great influence on the power transformation framework, and the action effect of wind of 0 degree and 90 degrees (namely wind along the wires and vertical wires) on the framework is considered according to the requirement of the current national standard 'high-rise structural design Specification' GB 50135. The basic self-vibration period T of the general structure is more than or equal to 0.25s, the structural vibration caused by wind is obvious, and the wind vibration is enhanced along with the increase of the structural self-vibration period, so that the influence of the wind vibration is considered in design. The wind vibration coefficient beta z in DL/T5154 of the structural design technical rule of the pole tower of the overhead transmission line adopts a coefficient for the self-standing iron tower when the total height is not more than 60 m.
For a relatively high-flexibility framework structure, the influence of wind vibration is generally larger than that of earthquake, but if the weight of the structure is large and the structure is in a high-intensity area of the earthquake, the influence of the earthquake is more intense. Therefore, the structure built in the earthquake high intensity area fully considers the influence of the earthquake action so as to ensure the safety of the structure. The building earthquake-resistant design code GB50011 specifies that for high-rise structures in areas with intensities above 8 degrees, the vertical earthquake action should be calculated. The horizontal and vertical earthquake actions are calculated by adopting a reaction spectrum method.
For the framework exposed outdoors, the framework is directly influenced by the temperature effect, and meanwhile, the longitudinal dimension of the structure is larger, and the accumulated effect of the temperature effect is obvious. DL/T5457 of the technical regulations for the design of the building structures of substations states that the influence of the temperature effect should be calculated by arranging continuous bent frames with the total length of rigid supports exceeding 150m or continuous rigid frames with the total length exceeding 100m at both ends. When calculating the temperature effect, the temperature difference should be reasonably selected and calculated according to the specific conditions of the engineering.
Load (or action) combination
The 750kV combined frame is designed by adopting a limit state design method, namely a bearing capacity limit state and a normal use limit state. The load carrying capacity limit state corresponds to the structure or structural member reaching a maximum load carrying capacity or deformation unsuitable for continued load carrying, and the normal use limit state corresponds to the structure or structural member reaching some prescribed limit of normal use or durability performance.
1) For the load-carrying capacity limit, the structure and the components should be designed with a basic combination of load effects.
2) And for the normal use limit state, designing by adopting a standard combination of loads.
The control condition of the normal use limit state is that the allowable deflection value of the column top is h/200 (h is the calculated point height of the column) for the inner plane and the outer plane (with end support) of the steel tube herringbone column, and the midspan of the cross beam is L/400 (L is the beam span).
Calculation model
The 750kV framework adopts a combined framework, a steel pipe herringbone column and a triangular section lattice beam structure, and the line inlet beam, the line outlet beam, the bus beam and the steel pipe herringbone column respectively adopt two calculation models in a hinged and fixedly connected mode, and refer to fig. 1 and fig. 2 respectively.
Determination of calculated length of steel tube herringbone column
1) The wire inlet and outlet beam and the bus beam are hinged with the steel pipe herringbone column
Firstly, a steel pipe herringbone column is regarded as an integral rigid frame column, the steel pipe herringbone column is hinged with a bus beam in a plane, the steel pipe herringbone column is searched according to the calculated length coefficient of the sideshift-free frame column, the line stiffness of the cross beam is zero, k1=0, k2=10, and mu 1 lower=0.732 is searched. The whole slenderness ratio of the lower section column is lambda 1 is =mu 1 is L1 is/i 1 is, wherein L1 is=31.5 m, the whole cross section of the joint of the steel tube herringbone column and the bus bar beam is taken as the radius of gyration of the longitudinal axis under the conservation of i1, the upper section column is formed by cantilever columns, mu 1 is =2.0, the whole slenderness ratio lambda 1 is =mu 1 is L1 is/i 1, L1 is =11.5 m, and the whole cross section of the column head of the steel tube herringbone column is taken as the radius of gyration of the longitudinal axis under the conservation of i 1. And secondly, calculating the stability of the column limbs in the plane of the steel tube herringbone column, wherein the calculated length coefficient mu 2 is 0.7 and 1.0 from the lower section to the upper section. The steel tube herringbone column is hinged with the line inlet and outlet beam outside the plane, the end support is arranged at the end part, the steel tube herringbone column is firstly regarded as an integral double-column, the steel tube herringbone column is searched according to the calculated length coefficient of the sideshift-free frame column, the rigidity of the cross beam line is zero, k1=0, k2=10, and mu 2=0.732 is searched. The overall slenderness ratio λ2=μ2l2/i 2, wherein l2=43.0 m, i2 is the radius of gyration of the overall section of the steel tube herringbone column to the transverse axis. And secondly, calculating the stability of the out-of-plane steel tube herringbone column limb, and calculating the length coefficient mu 3=0.5, L3=43.0 m and i3 as the turning radius of the section of the steel tube herringbone column limb.
2) The incoming and outgoing line beam and the bus bar beam are fixedly connected with the steel pipe herringbone column
Firstly, a steel pipe herringbone column is regarded as an integral rigid frame column, the steel pipe herringbone column is fixedly connected with a bus beam in a plane, the steel pipe herringbone column is searched according to a calculated length coefficient of a sideshift-free frame column, k1 is the ratio of the sum of the rigidity of a beam line intersecting at the upper end of the column to the sum of the rigidity of the column line, when the far end of the beam is hinged, the rigidity of the beam line is multiplied by 1.5, when the far end of the beam is embedded, the rigidity of the beam line is multiplied by 2.0, therefore, the k1 is larger when the beam is fixedly connected with the column, and when the k2 value is fixed, the calculated length coefficient mu value is smaller. And the moment of inertia of the whole cross section of the steel tube herringbone column at the column foot is calculated by taking the rigidity of the lower section column line which is deviated from conservation, and the moment of inertia of the whole cross section of the steel tube herringbone column at the joint of the upper section column line and the bus beam is calculated by taking the moment of inertia of the whole cross section of the steel tube herringbone column at the longitudinal axis, so that the sum of the column line rigidity is larger, k1 is smaller, and the detected mu value is larger. Through calculation of k1=0.03, when k2=10, the calculation length coefficient of the lower column in the step 1) is smaller than that of the lower column in the step 1), and the overall slenderness ratio calculation of the upper column and the stability calculation of the column limb in the plane of the steel tube herringbone column are the same as 1). The steel tube herringbone column is fixedly connected with the line inlet and outlet beam outside the plane, the end support is arranged at the end part, the steel tube herringbone column is regarded as an integral double-column, and when k2=10, the integral double-column steel tube herringbone column is searched according to the calculated length coefficient of the sideshift-free frame column, and mu 2=0.549 is searched, so that compared with the integral calculated length coefficient of the out-of-plane steel tube herringbone column in 1), the integral double-column steel tube herringbone column is smaller. Stability calculation of out-of-plane steel tube herringbone column limb is the same as 1).
It can be seen from the above comparison that the overall calculated length coefficient of the steel tube herringbone column is not obviously reduced when the steel tube herringbone column is fixedly connected with the bus bar in the plane, but the overall calculated length coefficient of the steel tube herringbone column is greatly reduced when the steel tube herringbone column is fixedly connected with the line inlet and outlet beam out of the plane. The overall calculated length coefficient of the beam column fixedly connected connection is reduced compared with the hinged connection steel pipe herringbone column, and the corresponding column section size is also reduced no matter in the plane or out of the plane.
And calculating the local stability of the steel pipe column limb of the steel pipe herringbone column by referring to the formula of the box-shaped section and the manual of steel structure design.
Comparison of calculated results
The component cross-section dimensions and the main cross-section are shown in table 1 by structural calculations for both node types.
TABLE 1 structural Member section size and Main Material section of two node types
The inlet-outlet beam and the steel tube herringbone column are fixedly connected, the upper section and the lower section of the steel tube herringbone column are uniformly stressed, the stress of column feet is the largest when the steel tube herringbone column is different from the hinging connection, and as the steel tube herringbone column shares most of the longitudinal force of the framework, the longitudinal force shared by the end supporting columns is much smaller, the end supporting columns are different from the hinging connection, the section of the end supporting column is reduced the largest when compared with the end supporting columns which bear most of the longitudinal force of the framework. The bus beam and the steel pipe herringbone column are fixedly connected, the whole stress of the steel pipe herringbone column is different from that of a column limb which is only connected with the bus beam during hinged connection, and the stress of a column limb on the opposite side is small, so that the section of the column is correspondingly reduced when the frame beam and the steel pipe herringbone column are fixedly connected.
When the wire inlet and outlet beams and the bus beams are fixedly connected with the steel tube herringbone columns, liang Kuazhong and the support are uniformly stressed, and the cross section of the steel tube chord members of the triangular lattice beams are correspondingly reduced unlike the maximum stress in the beam span and the minimum stress of the support during hinged connection. As the cross section of the beam is reduced, the control of the original slenderness ratio structure of the beam web rod is changed into stable control, and the material utilization rate is improved. Statistics of the amounts of structural steel for both node types show that the structure employing the fixed node type reduces the amount of steel by about 18% relative to the structure employing the hinged node type. The incoming and outgoing line beam or the bus beam is fixedly connected with the steel pipe herringbone column, and the beam column can cooperatively bear force, so that the integrity of the framework structure is improved.
Fixedly connected node design of steel pipe herringbone column combined framework
The method comprises two conditions of connecting nodes of a bus beam and a steel pipe herringbone column in the combined framework and connecting nodes of an in-out line beam and the steel pipe herringbone column.
(1) And connecting nodes of the bus beam and the steel pipe herringbone column in the combined framework. The steel pipe herringbone column is regarded as an integral rigid frame column in the plane, and is integrally fixedly connected with the triangular section lattice beam, the cross steel pipe web member is arranged in the high range of the bus beam in the plane of the steel pipe herringbone column, and in order to ensure the local stability of the steel pipe column at the joint of the bus beam and the steel pipe herringbone column, a through radial stiffening plate is arranged in the steel pipe column. The width of the bus beam end is narrowed, the height is unchanged, the upper chord member rod end connecting plate of the bus beam is connected with the annular node plate of the steel pipe herringbone column, the vertical diagonal web member of the bus beam at the beam end is connected to the stiffening plate below the annular node plate of the steel pipe herringbone column, the horizontal diagonal web member of the bus beam end is connected to the lower chord member rod end connecting plate, the lower chord member rod end connecting plate of the bus beam is connected with the cantilever bracket top plate bolt on the steel pipe herringbone column, the rigidity of the cantilever bracket directly influences the bending moment of the bus beam in the span, the smaller the rigidity of the cantilever bracket is, the larger the bending moment of the bus Liang Kuazhong is, the synergistic effect of the bus beam and the steel pipe herringbone column is not obvious, and the bus beam is almost hinged on the steel pipe herringbone column. In order to make the stress of the upper chord member and the lower chord member of the bus bar more uniform at the midspan and the support, cantilever brackets with enough rigidity are needed, and the connection calculation of the cantilever brackets and the steel pipe herringbone posts meets the standard requirement. The connection part of the bus beam chord member and the steel pipe herringbone column is characterized in that the steel pipe wall of the steel pipe herringbone column receives larger local stress transmitted by the beam connecting plate, and the converted stress in the three-dimensional stress state is required to be checked. The joint for fixedly connecting the bus bar and the steel tube herringbone column is shown in fig. 3a, 3b and 3c, and the number of bolts in the figures is only schematic.
(2) And the connection node of the wire inlet and outlet beam and the steel pipe herringbone column. The outer surface of the steel pipe herringbone column is regarded as an integral double-column, and is integrally fixedly connected with the triangular section lattice beam. The width of the beam end of the wire inlet and outlet beam is narrowed, the height is unchanged, the connecting plate of the rod end of the upper chord rod of the wire inlet and outlet beam is connected with the column top plate through bolts, the vertical diagonal web member of the wire inlet and outlet beam at the beam end is connected onto the stiffening plate below the column top plate, the horizontal diagonal web member of the wire inlet and outlet beam is connected onto the connecting plate of the rod end of the lower chord rod of the wire inlet and outlet beam, the connecting plate of the rod end of the wire inlet and outlet beam is connected with the cantilever bracket top plate through bolts on the steel tube herringbone column, the rigidity of the cantilever bracket directly influences the bending moment of the wire inlet and outlet beam Liang Kuazhong, the rigidity of the cantilever bracket is smaller, the bending moment of the wire inlet and outlet beam Liang Kuazhong is larger, the synergistic effect of the wire inlet and outlet beam and the steel tube herringbone column is less obvious, and the wire inlet and outlet beam is hinged on the steel tube herringbone column. In order to make the upper chord member and the lower chord member of the wire inlet and outlet beam stressed more evenly at the midspan and the support, cantilever brackets with enough rigidity are needed, and the connection calculation of the cantilever brackets and the steel pipe herringbone posts meets the standard requirements. And the connection part of the lower chord member of the wire inlet and outlet beam and the steel pipe herringbone column is subjected to larger local stress transmitted by the beam connecting plate on the steel pipe wall of the steel pipe herringbone column, and the converted stress in the three-dimensional stress state is required to be checked. When the wire inlet and outlet beam is fixedly connected with the steel pipe herringbone column, only the upper chord rod end connecting plate of the wire inlet and outlet beam extends to the column top plate, so that the size of the column top plate and the number of the stiffening plates are greatly reduced, and meanwhile, the wire inlet and outlet beam is conveniently connected with the column top plate through the wire inlet and outlet beam or the lightning rod. The problem that a beam lower chord rod end connecting plate collides with a ground wire column or a lightning rod base when the wire inlet and outlet beam is hinged with the steel pipe herringbone column is avoided. The fixedly connected nodes of the wire inlet and outlet beam and the steel pipe herringbone column are shown in fig. 4a, 4b and 4c, and the number of bolts in the drawings is only schematic.
When the line-in and line-out beam and the bus beam are hinged with the steel pipe herringbone column, elliptical holes are adopted at the beam support for convenient installation, the holes are long along the beam length direction, relative sliding is allowed between the truss beam end and the support, the temperature stress of each span is partially released, the state cannot be accurately simulated in STAAD models, and the calculated temperature stress is larger than the actual stress. When the line-in and line-out beam and the bus beam are fixedly connected with the steel pipe herringbone column, in order to transfer the internal force of the girder end of the framework, a round hole is adopted at the girder support, relative sliding is not allowed between the girder end and the support, and the situation that the internal force redistribution is inconsistent with the elastic calculation model is avoided. The STAAD model can accurately simulate the actual temperature stress state of the structure. But the machining precision of the frame beam is required to be higher when the round holes are adopted.
The 750kV power distribution unit area adopting the HGIS arrangement scheme is used for improving the permeability of the whole power distribution unit area and saving steel, the framework column adopts a steel pipe herringbone column, the framework beam adopts a triangular section lattice beam, the beam column is fixedly connected, the overall calculation length coefficient of the steel pipe herringbone column is reduced, the column section and the beam section are further reduced, and the material utilization rate of a beam web member is improved. The structure using the fixed node type reduces the amount of steel by about 18% relative to the structure using the hinged node type. And the integrity and safety storage of the whole combined framework are effectively improved after the beam column adopts the fixedly connected node.
Whether the wire inlet beam or the wire outlet beam is adopted, in order to lead the stress of the upper chord member and the lower chord member of the wire inlet beam or the wire outlet beam to be more uniform at the midspan and the support, cantilever brackets with enough rigidity are needed, and the connection calculation of the cantilever brackets and the steel pipe herringbone posts meets the standard requirements. The connection parts of the upper chord member and the lower chord member of the bus beam and the lower chord member of the inlet and outlet beam and the steel tube herringbone column are subjected to larger local stress transmitted by the beam connecting plate, and the conversion stress in the three-dimensional stress state is required to be checked. When the wire inlet and outlet beam is fixedly connected with the steel pipe herringbone column, only the upper chord rod end connecting plate of the wire inlet and outlet beam extends to the column top plate, so that the size of the column top plate and the number of the stiffening plates are greatly reduced, and meanwhile, the wire inlet and outlet beam is conveniently connected with the column top plate through the wire inlet and outlet beam or the lightning rod.
In order to accurately transfer the internal force of the girder end of the framework, a round hole is adopted at the girder support, relative sliding is not allowed between the girder end and the support, and the situation that the internal force redistribution is inconsistent with an elastic calculation model is avoided.
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