CN112709321A - Node connection method of axial stress member - Google Patents
Node connection method of axial stress member Download PDFInfo
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- CN112709321A CN112709321A CN201911029169.9A CN201911029169A CN112709321A CN 112709321 A CN112709321 A CN 112709321A CN 201911029169 A CN201911029169 A CN 201911029169A CN 112709321 A CN112709321 A CN 112709321A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
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- E—FIXED CONSTRUCTIONS
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- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
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Abstract
The invention discloses a node connection method of an axial stress member, which comprises the steps of adjusting the connection state of a node of the axial stress member so that the node of the axial stress member can freely move along the axial direction of the axial stress member; applying a first load and preload on the axial stressed member; and adjusting the connection state of the node of the axial center stress member again to ensure that the node of the axial center stress member is adjusted to be immovable from the free movement, and unloading the preload on the axial center stress member and applying a second load. By adopting the method, the part of uneven internal force after the axis stressed member is finally superposed can be reduced, so that the internal force of the axis stressed member is effectively homogenized, the accurate analysis of the structural feasibility of the axis stressed member is facilitated, the stress performance of the axis stressed member in the structure is facilitated, and the overall mechanical performance of the structure is better.
Description
Technical Field
The invention relates to the technical field of structural engineering, in particular to a node connection method of a shaft center stress member.
Background
In engineering, the structural feasibility and the rationality of a component are usually determined by calculating the internal force of the component. Taking the axial stress member as an example, the axial stress member mainly refers to the control internal force or the main internal force as the axial force, the bending moment is relatively minor, and the shearing force and the torque are generally more minor. The traditional axial stress member is usually connected in two forms, namely, hinged support or rigid support, and then all loads borne by the axial stress member are loaded under the condition that the axial stress member is hinged or supported fixedly, so that the axial force of the axial stress member is calculated based on the load.
In the traditional structure technology, the connection of the given axial stress member is generated once, the structural load is applied once, or the generation of the node connection and the application of the load are passively simulated according to the construction steps, so that the axial force distribution of the axial stress member is extremely uneven, the uneven distribution easily causes the poor stress deformation performance and the poor economy of the structure, and even the wrong judgment of the structure which is not feasible is possible.
Disclosure of Invention
The embodiment of the invention discloses a node connection method of an axial stressed member, which can effectively homogenize the axial force of the axial stressed member and is further beneficial to the optimization of the structural economy of the axial stressed member.
The invention provides a node connection method of a shaft core stress member, which comprises the following steps
Adjusting the connection state of the node of the axial center stress component to enable the axial center stress component to freely move along the axial direction of the axial center stress component at the node;
applying a first load and preload to the structure where the axial stressed member is located;
adjusting the connection state of the node of the axial center stress member again to enable the axial center stress member to be adjusted to be immovable from the free movement at the node, unloading the preload on the structure where the axial center stress member is located, and applying a second load on the structure where the axial center stress member is located;
and the sum of the first load and the second load is equal to the total load of the structure where the axial stress component is located.
As an alternative implementation manner, in the embodiment of the present invention, the connection manner of the nodes of the axial stressed member is bolt welding, bolt overlapping, bolt butt joint or pouring connection.
As an optional implementation manner, in an embodiment of the present invention, when the connection manner at the node of the axial stress member is bolt welding or bolt overlapping, a bolt pair for connecting with a bolt is disposed on the axial stress member, a screw hole is disposed on the bolt pair (specifically, on a connecting member of the bolt pair), the screw hole is in a long strip shape, and a long axis direction of the screw hole is in the same direction as an axial direction of the axial stress member.
As an optional implementation manner, in an embodiment of the present invention, when the connection manner at the node of the axis stress member is bolt butt joint, two oppositely disposed butt joint connection plates for connecting with a bolt are disposed on the axis stress member, and an adjustment pad is disposed between the two butt joint connection plates.
As an alternative implementation, in an embodiment of the invention,
when the connection mode of the nodes of the axial center stress member is pouring connection, the axial center stress member is a member made of a solidification material including concrete;
adjusting the connection state of the node of the axial center stress member to enable the axial center stress member to freely move along the axial direction of the axial center stress member at the node, comprising
Reserving a cavity in the template corresponding to the node position of the axis stress member;
and temporarily disconnecting the plurality of reinforcing steel bars corresponding to the node positions of the axis stress member, so that the axis stress member can freely move along the axial direction of the axis stress member at the node.
As an alternative implementation, in an embodiment of the invention,
the readjusting a connection state of the node of the axial center force-receiving member so that the axial center force-receiving member is adjusted to be immovable at the node by the free movement includes:
aligning a plurality of reinforcing bars corresponding to the node positions of the axial stress member such that the plurality of reinforcing bars are connected to each other;
and pouring a solidifiable material including concrete in the reserved cavity, and connecting the solidifiable material including the concrete with the reinforcing steel bars, so that the axis stressed member is adjusted to be immovable at the node by the free movement.
As an alternative implementation manner, in the embodiment of the present invention, the first load and the second load are distributed loads or concentrated loads, and the preload is the same as or different from the total load distribution of the structure in which the axial stressed member is located.
As an alternative implementation, in an embodiment of the invention, the method further comprises
Respectively calculating the internal force of the axis stressed member in a free moving state according to the first load and the preload, respectively calculating the internal force of the axis stressed member in an immovable state according to the second load removed from the preload and applied, and superposing the internal forces to obtain the target internal force of the axis stressed member.
As an alternative implementation, in an embodiment of the invention,
adjusting the connection state of the node of the axial center stress member to enable the axial center stress member to freely move along the axial direction of the axial center stress member at the node, comprising
And releasing the constraint of the node of the axial center stress component, so that the axial center stress component can freely move along the axial direction of the axial center stress component at the node.
As an alternative implementation, in an embodiment of the invention,
the readjustment of the connection state of the nodes of the force-receiving member to make the force-receiving member at the nodes to be immovable by the free movement comprises
And adding all or part of released constraints at the positions of releasing the constraints so as to enable the connection state of the axis stress member at the node to be adjusted from free movement to immovable state.
Compared with the prior art, the embodiment of the invention has the following beneficial effects:
the embodiment of the invention provides a node connection method of an axial stressed member, which is characterized in that loads are respectively applied corresponding to different states by adjusting nodes of the axial stressed member to be in different states, and then preload and unload preload are applied to a structure where the axial stressed member is located according to different states, so that different internal forces generated by the axial stressed member in different stages can be utilized, and the finally superposed partial uneven internal force of the axial stressed member is reduced, thereby effectively homogenizing the internal force of the axial stressed member, facilitating the analysis of structural feasibility and rationality of the axial stressed member, facilitating the stress performance of the axial stressed member in the structure, and ensuring that the overall mechanical performance of the structure is better.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art that other drawings can be obtained according to these drawings without creative efforts.
Fig. 1 is a flowchart of a node connection method of an axial stress member according to an embodiment of the present invention;
FIG. 2 is a schematic view of the hinge joint of case one (the joint connection of the axial stress member is welding) of the present invention;
FIG. 3 is a schematic view of welding in case one (the connection of the node of the axial stressed member is welding) of the present invention;
FIG. 4 is a schematic view of the hinge joint of case two (the joint connection of the axial stress member is a bolt lap joint) according to the present invention;
FIG. 5 is a schematic diagram of rigid connection of two axial stress members according to the embodiment of the present invention in a manner of bolt overlapping;
FIG. 6 is a schematic view of the hinge joint of case III (the connection of the axial stress member is bolt butt joint);
fig. 7 is a schematic rigid connection diagram of the invention in which the joint connection mode of the three axial stress members is bolt butt joint);
FIG. 8 is a schematic diagram of the hinge joint of case four (the joint connection of the axial stressed member is the pouring connection) in the present invention;
FIG. 9 is a schematic diagram of rigid connection of case four (the connection of the node of the axial stressed member is poured connection) of the present invention;
FIG. 10 is an internal force diagram under the action of a load Q when a traditional axial stress member is in a hinged truss structure;
FIG. 11 is an internal force diagram under the action of a load Q when a conventional axial stressed member is in a structure of a rigid connection truss;
FIG. 12 is an internal force diagram of the axial load member of the embodiment of the present invention under the first load when the structure is a truss;
FIG. 13 is an internal force diagram of the axial load member of the present invention in a pre-loaded configuration as a truss;
FIG. 14 is an internal force diagram for unloading preload when the axial load member is a truss structure, according to an embodiment of the present invention;
FIG. 15 is an internal force diagram of the axial load member of the embodiment of the present invention under a second load when the structure is a truss;
FIG. 16 is a superimposed internal force diagram of the internal forces of FIG. 12 and FIG. 15;
FIG. 17 is a preliminary internal force diagram of FIG. 13 and FIG. 14 after superposition of the internal forces;
fig. 18 is an internal force diagram of fig. 16 and 17 with the internal forces superimposed.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the present invention, the terms "upper", "lower", "left", "right", "front", "rear", "top", "bottom", "inner", "outer", "center", "vertical", "horizontal", "lateral", "longitudinal", and the like indicate an orientation or positional relationship based on the orientation or positional relationship shown in the drawings. These terms are used primarily to better describe the invention and its embodiments and are not intended to limit the indicated devices, elements or components to a particular orientation or to be constructed and operated in a particular orientation.
Moreover, some of the above terms may be used to indicate other meanings besides the orientation or positional relationship, for example, the term "on" may also be used to indicate some kind of attachment or connection relationship in some cases. The specific meanings of these terms in the present invention can be understood by those skilled in the art as appropriate.
Furthermore, the terms "mounted," "disposed," "provided," "connected," and "connected" are to be construed broadly. For example, it may be a fixed connection, a removable connection, or a unitary construction; can be a mechanical connection, or an electrical connection; may be directly connected, or indirectly connected through intervening media, or may be in internal communication between two devices, elements or components. The specific meanings of the above terms in the present invention can be understood by those of ordinary skill in the art according to specific situations.
Furthermore, the terms "first," "second," and the like, are used primarily to distinguish one device, element, or component from another (the specific nature and configuration may be the same or different), and are not used to indicate or imply the relative importance or number of the indicated devices, elements, or components. "plurality" means two or more unless otherwise specified.
The following detailed description is made with reference to the accompanying drawings.
Referring to fig. 1, fig. 1 is a schematic flow chart illustrating a node connection method of an axial stressed member according to an embodiment of the present invention. The method comprises
101. And adjusting the connection state of the node of the axial center stress member so that the axial center stress member can freely move along the axial direction of the axial center stress member at the node.
In this embodiment, the axial force-receiving member mainly refers to a member that receives an axial force under a load. The structure of the axial stress member can be a truss structure or a foundation pile and the like.
Further, before the step 101, the connection state of the node of the axial stress member may be adjusted to a free movement state that cannot be along the axial direction of the axial stress member, i.e. a conventional connection state, at this time, the axial stress member may be in a hyperstatic structural state, and the total load of the axial stress member and the constraint of the node of the axial stress member may be calculated.
Specifically, in step 101, specifically:
1011: the constraint of the node position of the axial stress member is released, so that the connection state of the node of the axial stress member is adjusted to the free movement state.
That is, the connection state at the node of the axial force receiving member is adjusted from the immovable state (defined as the conventional connection state) to the freely movable state (defined as the first connection state) by calculating the constraint of the node of the axial force receiving member in the conventional connection state and then releasing the constraint in whole or in part.
Wherein the constraint may be an axial constraint. Moreover, it can be known that, when the connection state at the node of the axial center force-receiving member is the first connection state, the axial center force-receiving member is in the axially unconstrained clockwise free expansion state. Therefore, when the connection state at the node of the axial force receiving member is adjusted from the conventional connection state to the first connection state, the released constraint is the axial constraint to the axial force receiving member.
It will be appreciated that in the first connected state, the connection at the node of the axial load member may be unconnected, hinged or semi-rigid.
102. A first load and preload are applied to the structure on which the axial load member is located.
In this embodiment, the first load may be a distributed load or a concentrated load, and the first load is a partial load of the total load. The preload may be the same or different preload, pretension or pre-stress than the total load distribution, and the direction of the preload and the direction of the load may coincide.
When the connection state at the node of the axial stress member is the first connection state, preload is applied to the structure where the axial stress member is located, and the axial force is generated by the axial stress member under the action of the preload by utilizing the preload, so that the subsequent axial force homogenization on the axial stress member is facilitated.
103. And adjusting the connection state of the node of the axis stress member again to ensure that the axis stress member is adjusted to be immovable at the node from the free movement, unloading the preload on the structure where the axis stress member is located, and applying a second load on the structure where the axis stress member is located.
In this embodiment, the immovable state is used as the second connection state. When the node of the axial stress member is adjusted from free movement to immovable state, the node is adjusted from the first connection state to the second connection state.
Specifically, when the preload applied to the structure where the axial center force-receiving member is located is removed, the structure where the axial center force-receiving member is located is subjected to the preload with the same magnitude and the opposite direction as the preload. That is, when the preload on the structure where the axial stress member is located is removed, a force equal to the preload and opposite in direction is applied to the structure where the axial stress member is located. Although the preload is disappeared, because the node of the axial stress member is in the first connection state when the preload is applied, and the node of the axial stress member is in the second connection state when the preload is removed, the distribution of the axial force exerted by the axial stress member in the preload in the first connection state and the distribution of the axial force exerted by the axial stress member in the preload removal in the second connection state are different, so that the axial force does not disappear completely, and after the axial forces in the two stages are superposed, a part of the axial force is offset, so that the distribution of the axial force of the axial stress member can be changed, and the homogenization effect is obtained.
Specifically, in this step, the method specifically includes:
1031: at the position of releasing the restraint, the restraint which is completely or partially released is added, so that the connection state of the axial stressed member at the node is adjusted to be immovable from free movement.
In this step, the number of constraints to be added is not less than the number of constraints released when the conventional state is adjusted to the first connection state, so that the connection state of the node of the axial stress member can be adjusted to the second connection state after the constraints are added.
The second connection state and the conventional connection state may be the same state or different states. In the second connection state, the connection rigidity at the node of the axial center stress member is greater than the connection rigidity at the node of the axial center stress member in the first connection state, that is, in the second connection state, the number of connection constraints at the node of the axial center stress member is greater than the number of connection constraints at the node of the axial center stress member in the first connection state. Similarly, in the second connection state, the connection rigidity and the connection divisor number of the nodes are greater than or equal to the connection rigidity and the connection constraint number of the nodes in the traditional connection state. The second connection state and the conventional connection state are taken as the same connection state as an example in the invention.
In this embodiment, the first connection state and the second connection state include the following combinations (the first connection state is before, and the second connection state is after), taking the connection at a node of the axial stress member as an example:
firstly, hinging and rigidly connecting; hinged and semi-rigid connection; semi-rigid connection and rigid connection; fourthly, the connection is not carried out and the rigid connection is carried out;
no connection and semi-rigid connection; sixthly, the connection and the hinge joint are not performed.
Wherein, semi-rigid connection refers to the connection state between hinge joint and rigid connection.
Preferably, the first connection state is preferably articulated, and the second connection state may preferably be rigid, in the actual construction (manufacturing), actual load application and calculation of bending moments.
1032: removing the preload of the structure on which the axial stress member is located, and applying a second load on the structure on which the axial stress member is located.
In this embodiment, the removal of the preload and the application of the second load are not in a significant order, i.e., the second load may be applied after the removal of the preload, or the second load may be applied first and then the removal of the preload, or the second load may be applied simultaneously with the removal of the preload. However, in any case, it is ensured that the connection state at the node of the axial force receiving member is adjusted from the first connection state to the second connection state before the above operation is performed.
Further, the sum of the second load and the first load is equal to the total load of the axial stressed member, that is, the second load is the residual load of the total load except the first load.
In this embodiment, during actual construction (or manufacturing), the connection mode at the node point is different based on the axial stress member made of different materials. For example, when the axial stress member is a steel member, the nodes of the axial stress member may be connected by bolting, or bolting. When the axial stress member is a member made of a solidifying material including concrete, the connection mode of the nodes of the axial stress member can be pouring connection. The concrete connection mode of the axial stress members and the nodes of different materials during actual construction (or manufacturing) is described in detail in the following by way of example.
Case one: the axial stress member is a steel member, and the connection mode of the nodes of the axial stress member can be welding connection with mounting bolts.
In this embodiment, the axial force-receiving member 100 is provided with a bolt pair 10 for connecting with a bolt, and the connecting member of the bolt pair is provided with a screw hole 10a, the screw hole 10a can be a strip, such as an oval or square hole, and the long axis direction of the screw hole is the same as the axial direction of the axial force-receiving member.
In the first stage (i.e., the first connection state), as shown in fig. 2 (the bolts are not shown in fig. 2), the bolt pairs 10 having the axial center force receiving member 100 mounted with the bolts are set in place and initially tightened (temporarily not tightened) to be in a loose state in which they can slide along the rod axis. The axial stress member 100 is not welded temporarily, that is, the member 100 is in an axially unconstrained sliding state along the axis, which is equivalent to the member 100 being in an unconnected state temporarily, and is withdrawn from the structure.
In the second stage (i.e., the second connection state), as shown in fig. 3, the member 100 and the mounting bolt connection pair 10 are aligned, the bolt 10b is tightened, and the welding connection of the member 100 is completed, so that the member is in the second connection state and participates in the structural stress.
Case two: similarly, the axial stress member is a steel member, but the connection mode at the node of the axial stress member may be an overlapping mode in which a mounting bolt is disposed.
Specifically, the overlap bolt connection of the axial stress member 100 includes a direct overlap connection and an overlap bolt connection with a connecting plate. The screw holes on the connecting plate are long-strip-shaped, such as oval or rectangular holes, and the long axis direction of the screw holes is the same as the axial direction of the axial stress member.
In the first stage (i.e., the first connection state), as shown in fig. 4 (a), (b), where fig. 4 (b) is a side view of fig. 4 (a), the coupling pair 20 with the axial stress member 100 mounted with the bolt is mounted in place, but the nut is not tightened (as shown in fig. 4 (b), the nut of the bolt is not tightened temporarily), so that the bolt is in a loose state that can slide along the rod axis. That is, the member 100 is temporarily in an axially unconstrained sliding state along the shaft, which is equivalent to the member 100 being temporarily in an unconnected state, and being withdrawn from the structure under force.
In the second stage (i.e., the second connection state), as shown in fig. 5 (a), (b), where fig. 5 (b) is a side view of fig. 5 (a), the components and the connection pair 20 are aligned, the bolt 20b is tightened (as shown in fig. 5 (b), the nut of the bolt is completely tightened), all the connections of the components are completed, and the component 100 is in the second connection state and participates in the structural stress.
Case 3: similarly, the axial stress member is a steel member, but the connection mode at the node of the axial stress member may be a bolted butt joint with a mounting bolt.
Specifically, two abutting plates 30 are further included on the axial load receiving member 100, and an adjusting pad 30a is disposed between the two abutting plates.
In the first stage (i.e., the first connection state), as shown in fig. 6 (the adjustment pad is not mounted in fig. 6), the bolt pair of the axial center force receiving member 100 to which the bolt 30b is mounted in place, but the nut is not tightened for the moment, and is in a loose state in which the bolt is slidable along the rod axis, and the adjustment pad is not mounted for the moment. The axial displacement between the butt joint plates 30 is allowed, that is, the member is temporarily in an axially unconstrained axially freely telescopic state, which is equivalent to the member being temporarily in an unconnected state and being withdrawn from the structure under stress.
In the second stage (i.e. the second connection state), as shown in fig. 7, the components 100 and the connection pair are aligned, including adjusting the adjusting shim plate 30a to be tightly attached to the two butt connection plates, and the bolts 30b are tightened to complete all the connections of the components in butt joint, so that the components are in the second connection state to participate in the structural stress.
Case 4: the axial stress member is a member made of a setting material including concrete, and the connection mode at the node of the axial stress member may be a poured connection.
Specifically, in the first stage (i.e., the first connection state), as shown in fig. 8, the reinforcing bars 40a (or steel ribs) of the axial stress member 100 in the connection section 40 (i.e., the temporary non-filled area in fig. 8) are temporarily not connected, the rough cavity 40c is left in the connection section formwork 40b, and the setting material including concrete is not poured. That is, the component is temporarily in an axially unconstrained forward free movement state, namely, is temporarily in an unconnected state, and is withdrawn from the structure to bear force.
In the second stage (i.e. the second connection state), as shown in fig. 9, the reinforcing steel bars (or steel ribs) in the cavity are corrected to effectively connect the reinforcing steel bars, the surface of the cavity is cleaned, wetted and brushed with an adhesive, a setting material including high-strength fine stone concrete is poured, and the components are maintained to generate enough strength and rigidity, so that the components are in the connection state and participate in structural stress.
That is, according to the scheme of the invention, different connection modes can be selected according to axial stressed components made of different materials, but no matter which connection mode is adopted, the connection mode can be adjusted according to actual conditions, places and the like in actual construction (or manufacturing), and construction is facilitated.
104. And respectively calculating the internal force of the axis stressed member in the free moving state according to the first load and the preload, respectively calculating the internal force of the axis stressed member in the immovable state according to the second load removed from the preload and applied, and superposing the internal forces to obtain the target internal force of the axis stressed member.
Specifically, when the target internal force is obtained by superimposing the above internal forces, the following manner may be adopted:
superposing the calculated internal force of the axle center stress member under the action of the first load and the second load to obtain a load internal force, and superposing the calculated internal force of the axle center stress member under the action of the preload and the internal force under the action of the unloaded preload to obtain a pre-internal force of the axle center stress member; and then the pre-internal force of the axial center stress component is superposed with the load internal force of the axial center stress component, and finally the target internal force of the axial center stress component can be obtained.
In the present embodiment, the connection state at the node of the axial stress member is generated in stages to form two stages with different connection states, and then the load is applied in stages corresponding to the different connection states, and at the same time, the measure of the internal force is applied. The measures of internal force include: before the whole load is borne, the components are connected in stages to form two different states, and the preloading is applied in the state 1 (namely the first connection state mentioned above) to generate a preloading internal force, wherein the internal force generated at the large amplitude of the traditional internal force is smaller or even zero, and the internal force generated at the small amplitude is larger. Unloading in state 2 (i.e., the second connection state mentioned above) corresponds to applying a load equal to the preload but opposite in direction, which may be referred to as a reverse preload, wherein the reverse preload generates an internal force in a direction completely opposite to that of the conventional internal force, so that all of the conventional internal force, regardless of magnitude, is uniformly attenuated. The state 1 preload is superimposed with the state 2 unload, and the preload unload is zeroed, i.e., the reverse preload cancels out the preload to zero. Based on different states, although the internal forces generated by the preloading and unloading are opposite in direction, the magnitude distributions are completely different and cannot be completely counteracted. The residual internal force after partial cancellation in the stack is pre-established before the loading of the conventional structure, and is called pre-internal force.
Therefore, the measure of the internal preload is realized by applying the preload in the first stage and removing the preload in the second stage by utilizing the characteristic that the connection states are different in the two stages.
Further, preload is any load and/or effect that is pre-applied in a direction consistent with, distributed the same as, or different from the direction of the load being applied. From the distribution characteristics, a distribution load and/or a concentration load is included. From the application method, the application method can be pretension force (pretension for short), or pre-pressure (pre-pressure for short), pre-counter-tension, pre-counter-pressure, or other loads or actions, or the combination of several of the above. The degree of preload is controlled by the magnitude of the preload, i.e., the preload is controlled to be a proportion of the load applied, i.e., the ratio of the preload to the total load, P/Q, referred to as the preload factor.
Therefore, by adopting the method of the invention, the internal force applied to the axial stressed member can be effectively homogenized by generating the connection state of the nodes of the axial stressed member in stages and applying the measure of pre-internal force, so that the internal force is more uniformly distributed.
The following will describe in detail the process of using the solution of the present invention to further homogenize the internal force (taking the main internal force as the axial force for example) received by the axial stressed member and calculate the target internal force of the axial stressed member.
From the above, the structure where the axial stress member is located may be a truss or a foundation pile. Taking a truss as an example, when calculating the internal force of a member of a truss structure, a rigid joint is preferable for a truss joint, and the constraint of the rigid joint is not released, so that the calculation and analysis can be appropriately simplified according to calculation and analysis experiences. In theory, the basic definition of a truss structure is that the nodes are hinged triangular lattice structures, all of which are two-force rods. In fact, the engineering truss has almost no hinge joint, and most of the engineering trusses are preferably rigidly connected, namely, the engineering truss is almost statically indeterminate in reality and has the condition for adjusting the connection state. The calculation and analysis experience shows that under the action of node load, the internal force of the structural member of the truss structure is mainly axial force, and the bending moment and the shearing force can be generally ignored no matter the structural member is hinged or rigidly connected. And the nodes are assumed to be rigidly connected, completely hinged and incompletely hinged, and the internal force calculation results are not very different. Based on this, when this case truss structure internal force analysis, can be according to actual constraint condition, simplify as far as possible and articulate. If necessary, partial nodes may be assumed to be incompletely articulated. The premise of simplification is that the condition of unchanged statically determinate structure geometry is met after simplification.
Conventional case one
As shown in fig. 10 to 11, fig. 10 is an internal force diagram of the axial stress member under the action of the load Q when the structure is a conventional hinged truss, and fig. 11 is an internal force diagram of the axial stress member under the action of the load Q when the structure is a conventional rigid connected truss.
As shown in fig. 10 to 11, the axial stressed member has a structure that a truss (the truss is a 6-section parallel chord truss) is used as a two-force rod and is acted by a vertically uniform load Q (i.e., a total load Q).
Assuming that the truss height h is equal to the pitch distance a, the web member inclination is 45 degrees. Under the action of a middle node load 2Q and a side node load Q, the axial force N of each rod piece i of the traditional trussiaAs shown in fig. 10 to 11 and table 1.
TABLE 1 axial force N of each rodia
In table 1, "large" or "small" in the column of the axial force distribution simply refers to comparison without considering the absolute value of the sign.
As can be seen from fig. 10 to 11 and table 1, under the load Q, the end diagonal rods tend to have large axial force, while the other web rods have small axial force, and some rod members have small axial force and are basically constructed with section control. Even if the axial force is zero, the rod is completely constructed. Constructing the rod means that the material strength is not fully developed. In particular, the zero-stress structural rod member has substantially no function of material strength and substantially no function of structural strength.
Therefore, when the axial stress member is applied to the truss as the end diagonal rod, the axial force distribution is very uneven.
Therefore, the axial force distribution of the axial stressed member obtained by adopting the traditional load loading mode and the internal force calculation method is very uneven.
The following describes in detail, in a case form, a process of effectively homogenizing axial force distribution of an axial stressed member by using the node connection method of the axial stressed member of the present invention.
The simplest 6-section parallel statically determinate truss is also illustrated, with the preload being the same as the total load direction and distribution.
As shown in fig. 12 to 16, assuming that the height h of the truss is equal to the pitch distance a, and assuming that the first internode diagonal rods (end diagonal rods for short) with large axial force are constrained along the axial direction and are temporarily not connected, and are in an unconnected state ", the truss can freely slide along the axial direction. The node of the second internode diagonal rod (two diagonal rods for short) which is intersected with the rod and the upper chord rod is assumed to be not completely hinged correspondingly.
The first stage (i.e., the first connection state) applies a partial load Q of the node load Q1(i.e., the first load). At partial load Q1Under the action, the state of the truss is different from that of a traditional truss (figure 10), the force transmission path is also different, and the internal force distribution is different. The end diagonal rods do not work and do not generate axial force. Equivalent to the condition that the large end diagonal rod axial force in the traditional truss is in Q1The part generated under the action is eliminated, and the axial force, the shearing force and the bending moment are generated on the continuous upper chord main rod of the incomplete hingeAnd transferred to the end vertical rod and then transferred to the node. Namely, the adjacent end chords play a role and are stressed, and the smaller axial force of the end vertical rod is correspondingly increased on the basis of the traditional method.
As shown in fig. 12 and table 2 below
Table 2: first load Q1Internal force N of each rod piece under actioni11
Note: the axial force distribution column in table 2 simply refers to the change in absolute value of the sign from the conventional state without regard.
As shown in fig. 13, further, in the first connection state, a preload is applied to the axial stress member, and under the preload P, the axial stress member generates a preload internal force, and the internal force distribution is different because the force transmission path is different from that of the conventional truss (as shown in fig. 10). At the moment, the end diagonal rod does not work, does not generate axial force and has no influence on the axial force of the traditional end diagonal rod. The method is equivalent to that the part generated under the action of P in the large end sway rod axial force in the traditional truss is eliminated. The adjacent end pressure rods, the diagonal web members and the middle pressure rod are enabled to exert force, and axial force capable of increasing the axial force of the traditional smaller end pressure rods, the diagonal web members and the middle pressure rod is generated.
The internal force under the preload P in the first connection state is shown in fig. 13 and table 3 below.
TABLE 3 internal force N of each rod under preload Pi1P
In the second stage, as shown in fig. 14, the node of the end diagonal rod is adjusted from the freely movable state to the immovable state, i.e., the second connection state, along the axial constraint. The truss in the second connection state may assume that its connection nodes are identical to a conventional truss, i.e. in a fully articulated state. Unloading the preload P applied in the previous state is called unloading. In comparison with the preload, this corresponds to the application of a second preload P' of equal magnitude and opposite direction to the preload P. In this second connection state, since the same as the conventional state, the internal force generated by the unloading preload is distributed in the same direction and opposite sign as the conventional load, and the truss internal force under the second preload P' in the second connection state is shown in fig. 14 and table 4 below. The device has a comprehensive reduction effect on the traditional internal force.
TABLE 4 internal force N of each rod under second preload Pi2P′
Similarly, as shown in fig. 15, in the second stage, i.e., the second connection state, the vertical load Q of the remaining portion is applied2. The stage is the traditional truss, and the internal force generated by the part of the load is the same as the traditional state and is unchanged. Second state at second partial load Q2The truss internal forces under the action are shown in fig. 15 and table 5.
TABLE 5 load Q2Internal force N of each rod piece under actioni22
By using the superposition principle of the structure theory, the load action diagrams (fig. 12 and 15) of the two stages are superposed to obtain the internal force diagram (fig. 16 and table 6 below) of the two-state truss.
Wherein Q is1+Q2Q, and Q1＞0，Q2＞0。
TABLE 6 Loading of the internal force N of each rod of the full graphiQ
As can be seen from fig. 16 and table 6 above, the main features of loading the full graph in stages are: compared with the traditional truss, the axial force of the end inclined rod with larger stress is reduced, meanwhile, the end upper chord is stressed to play a role, and the axial force of the end vertical rod with smaller stress is increased. The degree of internal force reduction and homogenization depends on the staged loading of Q1、Q2In proportion to the total load Q.
When the load proportion of the two stages is proper, the reduction homogenization can achieve a relatively ideal effect. The material performance is more fully exerted, the method is more economical, the popularization of a steel structure is facilitated, and the assembly and industrialization of the building are facilitated.
Similarly, the internal forces of fig. 13 and 14 are superimposed by using the structure theory mechanics to obtain the pre-internal force of the present invention (as shown in fig. 17 and table 7 below).
TABLE 7 internal force all-graph internal force N of each rodiPP′
As can be seen from fig. 17 and table 7 above, the pre-internal force measure can partially reduce the axial force applied to the inclined rod with a larger force in the conventional truss, so that the upper chord of the end which is not subjected to the force is applied and functions.
The two types of internal forces, the loading full map and the pre-internal force full map, are superposed to obtain the axial force distribution full map of the invention, as shown in fig. 18 and the following table 8.
Table 8 distribution of axial force each rod member internal force Ni
As can be seen from fig. 18 and table 8 above, the effect of the overall axial force distribution diagram of the present invention is:
compared with the traditional truss in which the axial force of the end inclined rod with larger stress is reduced, the end upper chord is stressed to play a role, and the axial force of the end vertical rod with smaller stress is increased. The effect of the internal force reduction homogenization depends on the ratio of the preload P to the load Q, and when the measure of the internal force is more ideal, the reduction homogenization can achieve the more ideal effect. The material performance is more fully exerted, the method is more economical, the popularization of a steel structure is facilitated, and the assembly and industrialization of the building are facilitated.
It will be appreciated that the method of the invention is equally applicable when the preload is pre-stress, pre-tension, etc.
It can be known from the above cases that, by adopting the loading and pre-internal force connection method of the axial center stressed member of the present invention, as long as the connection state at the node of the axial center stressed member is divided into two different connection states, since the structural rigidity of the two stages is different, the rigidity is adjusted from the first stage to the second stage, which is equivalent to the rigidity adjustment from the first stage to the second stage, so that a relatively ideal axial force distribution effect can be obtained as long as the load distribution and pre-internal force measures adopted in the two stages are relatively ideal.
It should be understood that the node connection method of the axial stress member of the invention is not only applicable to new projects, but also applicable to existing reconstruction projects.
The node connection method of the axial center stressed member provided by the embodiment of the invention mainly generates the connection state of the node of the axial center stressed member by stages through artificial initiative, and applies a pre-internal force measure before all total loads are applied, so that the axial force of the axial center stressed member applied to different nodes of the axial center stressed member in a truss structure or a pile foundation can be effectively homogenized, the stress performance and the economical efficiency of the axial center stressed member are improved, and a direction is provided for the feasibility of a structural scheme of applying the axial center stressed member to different building structures.
The above detailed description is provided for the node connection method of the axial stress member disclosed in the embodiment of the present invention, and the specific examples are applied herein to explain the principle and the implementation of the present invention, and the description of the above embodiments is only used to help understanding the method and the core idea of the present invention; meanwhile, for a person skilled in the art, according to the idea of the present invention, there may be variations in the specific embodiments and the application scope, and in summary, the content of the present specification should not be construed as a limitation to the present invention.
Claims (10)
1. The node connection method of the axial stress member is characterized by comprising the following steps
Adjusting the connection state of the node of the axial center stress component to enable the axial center stress component to freely move along the axial direction of the axial center stress component at the node;
applying a first load and preload to the structure where the axial stressed member is located;
adjusting the connection state of the node of the axial center stress member again to enable the axial center stress member to be adjusted to be immovable from the free movement at the node, unloading the preload on the structure where the axial center stress member is located, and applying a second load on the structure where the axial center stress member is located;
and the sum of the first load and the second load is equal to the total load of the structure where the axial stress component is located.
2. The method of claim 1, wherein the nodes of the axial load member are connected by bolting, or potting.
3. The method as claimed in claim 2, wherein when the nodes of the axial force-bearing member are connected by bolt welding or bolt overlapping, the axial force-bearing member is provided with a bolt pair for bolt connection, the bolt pair is provided with a screw hole, the screw hole is elongated, and the long axis direction of the screw hole is in the same direction as the axial direction of the axial force-bearing member.
4. The method as claimed in claim 2, wherein when the nodes of the axial stress member are connected by bolt butt joint, the axial stress member is provided with two oppositely arranged butt joint connection plates for connecting with the bolt, and an adjusting shim plate is arranged between the two butt joint connection plates.
5. The method of claim 2, wherein when the nodes of the axial load bearing member are connected in a poured connection, the axial load bearing member is a solidified material member;
adjusting the connection state of the node of the axial center stress member to enable the axial center stress member to freely move along the axial direction of the axial center stress member at the node, comprising
Reserving a cavity in the template corresponding to the node position of the axis stress member;
and temporarily disconnecting the plurality of reinforcing steel bars corresponding to the node positions of the axis stress member, so that the axis stress member can freely move along the axial direction of the axis stress member at the node.
6. The method of claim 5, wherein said readjusting the connection state of the node of the axial force-receiving member to make the axial force-receiving member immovable at the node by the free movement comprises:
aligning a plurality of reinforcing bars corresponding to the node positions of the axial stress member such that the plurality of reinforcing bars are connected to each other;
and pouring a solidifiable material in the reserved cavity, and connecting the solidifiable material with the reinforcing steel bars so as to enable the axis stressed member to be immovable at the node through the free movement adjustment.
7. The method of any one of claims 1 to 6, wherein the first load and the second load are distributed loads or concentrated loads and the preload is the same or different load distribution than the total load distribution of the structure in which the axial load member is located.
8. The method according to any one of claims 1 to 6, further comprising calculating the internal force of the axial load-receiving member in a freely movable state based on the first load and the preload, calculating the internal force of the axial load-receiving member in an immovable state based on the preload removal and the second load application, and adding the internal forces to obtain the target internal force of the axial load-receiving member.
9. The method according to any one of claims 1 to 6,
adjusting the connection state of the node of the axial center stress member to enable the axial center stress member to freely move along the axial direction of the axial center stress member at the node, comprising
And releasing the constraint of the node of the axial center stress component, so that the axial center stress component can freely move along the axial direction of the axial center stress component at the node.
10. The method of claim 9, wherein said readjusting the connection status of the nodes of the axial force receiving member to make the axial force receiving member immovable at the nodes from the free movement comprises
And adding all or part of released constraints at the positions of releasing the constraints so as to enable the connection state of the axis stress member at the node to be adjusted from free movement to immovable state.
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