CN112446121A - Pre-reaction of secondary self-reaction structure and calculation method thereof - Google Patents
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Abstract
A pre-reaction of a secondary self-reaction structure and a calculation method thereof comprise the steps of adjusting the connection state of symmetrical support nodes of the secondary self-reaction structure to be a second connection state, and calculating the load of the secondary self-reaction structure; releasing all or part of constraints at symmetrical support nodes of the secondary self-reaction structure, adjusting the secondary self-reaction structure to a first connection state, and applying preload on the secondary self-reaction structure; adding all or part of constraints until the symmetrical support nodes of the secondary self-reaction structure are adjusted to a second connection state, unloading preload and applying load on the secondary self-reaction structure; and calculating the counter force of the secondary self-reaction structure based on the preloading, calculating the counter force of the secondary self-reaction structure based on the unloading of the preloading and the applied load, and superposing the counter forces to obtain the target counter force. The method can effectively reduce the secondary reaction of the secondary self-reaction structure and homogenize other internal forces borne by the structure, thereby enabling the structure to better exert the performance of the structure.
Description
Technical Field
The invention relates to the technical field of structural engineering, in particular to a secondary self-reaction structure pre-reaction and a calculation method thereof.
Background
In practical engineering applications, in order to analyze and determine the rationality and structural feasibility of a structural member in a structure, the determination is usually made by calculating the stress (including reaction force, internal force, displacement, deformation, stress, strain, and the like) of the structural member under the load applied to the structure.
The secondary self-reaction structure is characterized in that structures such as arches and arches exist at the symmetrical support connection positions, the directions of the structures are perpendicular to the load direction, paired support reactions irrelevant to the load are presented, the paired support reactions are the same in size and opposite in direction, and are self-balanced, so the structure is called as the secondary self-reaction structure. The traditional support connection mode of the secondary self-reaction structure generally has two forms: and (3) hinging and rigid connection, wherein the connection rigidity is generated once when the hinging or rigid connection is manufactured, and the stress of the structure is calculated based on the generated connection rigidity. That is, the support state of the structural member is a single state generated at a time, and receives a full load in the single state. In this way, the secondary self-reaction force of the support generated under the action of the load, namely the acting force transmitted to the support by the structural member, is often large in amplitude and uneven in distribution. Because this kind of secondary reaction structural component is great, it is relatively poor to lead to secondary reaction structure's support economic nature easily, and it is infeasible even to appear erroneous judgement structure, the condition of the wrong engineering.
Disclosure of Invention
The embodiment of the invention discloses a pre-reaction of a secondary self-reaction structure and a calculation method thereof, which can effectively homogenize the reaction of the secondary self-reaction structure, thereby avoiding increasing or thickening, reducing the structural design difficulty and being beneficial to construction popularization and use.
The invention provides a secondary self-reaction structure pre-reaction and a calculation method thereof, wherein the secondary self-reaction structure pre-reaction comprises the following steps:
calculating the load to be borne by the secondary self-reaction structure;
removing the constraint of the two symmetrical supports of the secondary self-reaction structure, so that the two symmetrical supports of the secondary self-reaction structure are in a first connection state after the constraint is removed, and applying preload on the secondary self-reaction structure;
adding constraints which are not less than the number of released constraints to the two symmetrical supports of the secondary self-reaction structure so as to enable the two symmetrical supports of the secondary self-reaction structure to be adjusted from the first connection state to the second connection state, unloading the preload and applying the load on the secondary self-reaction structure;
calculating a counter force of the secondary self-reaction force structure in the first connection state based on the preload, calculating a counter force of the secondary self-reaction force structure in the second connection state based on the unloading of the preload and the applied load, and superposing the counter force in the first connection state and the counter force in the second connection state to obtain a target counter force.
As an optional implementation manner, in the embodiment of the present invention, the load is a concentrated load and/or a uniform load, the preload is a load and an action whose effect direction is consistent with the load effect direction, and the preload includes any one or a combination of any more of a distributed load, a concentrated load, a hanging load, a pressure force, a tension force, a compression force, a tension force, a support displacement and a temperature action.
As an alternative implementation, in the embodiment of the present invention, the load is q and the preload is p, wherein p/q < μ, μ is a preload coefficient, and μ ≦ 1.
As an alternative implementation, in an embodiment of the invention,
the releasing all or part of the constraint of the two symmetrical supports of the secondary self-reaction structure to enable the secondary self-reaction structure to be in a first connection state after the constraint is released, and applying preload on the secondary self-reaction structure comprises the following steps:
adjusting the connection state of two symmetrical supports of the secondary self-reaction structure to be a traditional connection state;
calculating the number of the constraints of the two symmetrical supports of the secondary self-reaction structure in the traditional connection state;
removing all or part of the constraints on the two symmetrical supports of the secondary self-reaction structure according to the number of the constraints;
taking the value of the preload according to the load;
applying the preload on the secondary counterforce structure.
As an alternative implementation manner, in the embodiment of the present invention, under the preload, the two symmetrical seats of the secondary self-reaction structure undergo a rotational displacement and/or a sliding line displacement.
As an alternative implementation manner, in the embodiment of the present invention, the counterforce includes at least a secondary self-counterforce and a bending moment, and the secondary self-counterforce and the bending moment generated by the two symmetrical seats of the secondary self-counterforce structure under the action of the preload are both equal to 0 or approach to 0.
As an alternative implementation, in an embodiment of the invention,
the adding of no less than the full or partial constraint to adjust the two symmetrical seats of the secondary counterforce structure from the first connected state to a second connected state, removing the preload and applying a load on the secondary counterforce structure, comprising:
adding constraints which are not less than the removed all or part of constraints again at the part where the all or part of constraints are removed;
removing the preload and applying the load on the secondary counterforce structure.
As an alternative implementation, in an embodiment of the invention,
the counter force comprises a secondary self-reaction force, a vertical counter force and a bending moment, and the target counter force comprises a target secondary self-reaction force, a target vertical counter force and a target bending moment;
the target secondary reaction force is the sum of the secondary reaction force structure under the preloading action, the secondary reaction force of the secondary reaction force structure under the preloading action and the secondary reaction force of the secondary reaction force structure under the loading action;
the target bending moment is the sum of the bending moment of the secondary self-counterforce structure under the preloading action, the bending moment of the secondary self-counterforce structure under the unloading action and the bending moment of the secondary self-counterforce structure under the loading action;
the target vertical counter force is the sum of the vertical counter force of the secondary self-reaction force structure under the preloading action, the vertical counter force of the secondary self-reaction force structure under the unloading action and the vertical counter force of the secondary self-reaction force structure under the loading action. As an alternative implementation, in an embodiment of the present invention, the seat of the secondary self-reaction structure includes a fixed hinged seat, a fixed end seat or a sliding seat.
As an alternative implementation manner, in an embodiment of the present invention, the first connection state is any one of unconnected state, hinged state, or semi-rigid connection, the second connection state is any one of hinged state, semi-rigid connection, or rigid connection matched with the first connection state, and the connection stiffness of the two symmetrical seats of the secondary self-reaction structure in the second connection state is greater than the connection stiffness of the two symmetrical seats of the secondary self-reaction structure in the first connection state.
Compared with the prior art, the embodiment of the invention has the following beneficial effects:
the embodiment provides a pre-reaction of a secondary self-reaction structure and a calculation method thereof, which are characterized in that a plurality of constraints of two symmetrical supports of a member are removed and added, so that the connection state of the symmetrical supports of the secondary self-reaction structure is generated in stages, preload is applied and the preload is removed in different stages, and a load is applied after the preload is applied and after a second connection state is generated. By adopting the mode, the secondary self-reaction force of the secondary self-reaction force structure support can be effectively reduced, and the bending moment borne by the homogenized secondary self-reaction force structure can be reduced, so that when the stress of the secondary self-reaction force structure is calculated, the misjudgment on the structural feasibility can be reduced, the performance of the structural member in the structure can be effectively exerted, and the economical efficiency of the structural member is optimized.
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 flow chart of a pre-reaction force of a secondary self-reaction force structure and a calculation method thereof, which are disclosed by the invention;
FIG. 2 is a reaction force diagram of a hingeless arch under the action of uniformly distributed vertical loads q in the prior art;
FIG. 3 is a reaction force diagram of a double-hinged arch under the action of uniformly distributed vertical loads q in the prior art;
FIG. 4 is a graph of bending moment of two hinge arches under preload as disclosed in the first embodiment of the present invention;
FIG. 5 is a diagram showing the reaction force of two hinged arches under the forced displacement of the support in the case of the present invention;
FIG. 6 is a force diagram of an unarticulated arch under unload preload as disclosed in an embodiment of the present invention;
FIG. 7 is a reaction force diagram of FIGS. 4-6 under preload and unload preload;
FIG. 8 is a target reaction diagram superimposed on FIG. 7 and FIG. 2;
FIG. 9 is a graph of the bending moment of the two hinge arches under preload as disclosed in case two of the present invention;
FIG. 10 is a diagram showing the reaction force of the two hinged arches under the action of forced displacement according to the second embodiment of the present invention;
FIG. 11 is a force diagram of the arch under the unloading preload disclosed by the second embodiment of the invention;
FIG. 12 is a force diagram of the arch under load as disclosed in case two of the present invention;
FIG. 13 is a graph of the reaction forces of FIGS. 9-11 after superposition of the reaction forces;
fig. 14 is a target reaction force diagram after reaction force superimposition in fig. 13 and 12.
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 embodiment of the invention discloses a pre-reaction of a secondary self-reaction structure and a calculation method thereof, which can reduce misjudgment on the feasibility of the secondary self-reaction structure and provide a direction for implementing an engineering project.
The following detailed description is made with reference to the accompanying drawings.
Referring to fig. 1, the present invention provides a secondary self-reaction force structure and a calculating method thereof, including
101. And adjusting the connection state of the two symmetrical supports of the secondary self-reaction structure to enable the two symmetrical supports to be in the traditional connection state, and calculating the load born by the secondary self-reaction structure in the traditional connection state.
The secondary self-reaction force of the invention is a pair of self-reaction forces which have different directions from the load direction, are often vertical and are irrelevant to the load. The secondary self-reaction structure can be an arch structure, an arch frame structure and the like, wherein the secondary self-reaction exists in a symmetrical support. Specifically, under the action of a symmetrical vertical load, the counterforces of symmetrical support nodes at the same height on two sides of an arch structure, such as a shear force (or a thrust force), are generated in pairs, and have the same magnitude and opposite directions, and the resultant force is zero. The paired secondary self-reaction forces are often large at the node section and act on the independent bearing body and are difficult to bear. In addition, the thrust is perpendicular to the direction of the load, and is called a secondary self-reaction force regardless of the load. Thus, this type of structure may be referred to as a secondary self-reaction structure.
Further, the above-mentioned arches may include a non-hinged arch and a double-hinged arch. The arch structure can be considered as a structure under which the columns are installed.
Further, the conventional connection state may be a state in which two symmetrical seats of the secondary reaction structure are in an actual structure, that is, a state in which all seat connection rigidities of the secondary reaction structure are generated at once and bear the entire load. Typically in a statically indeterminate structural state or statically indeterminate structure, for example semi-rigid, rigid or hinged, etc.
In this embodiment, the load of the secondary self-reaction structure mainly includes a constant load and a live load. Specifically, the constant load includes the self-weight of the structure, the floor slab laminated layer, the floor slab surface layer, and the like, and is determined by engineering practice. Live loads include loads of personnel, equipment, etc., as determined by engineering functions. That is, the constant load is generated by the project itself and the live load is generated by the user. Of course, under the influence of environmental factors, the secondary self-reaction structure can also be acted by dynamic loads such as wind load, earthquake load and the like. In engineering theory, the specific values of the loads of the types on the secondary self-reaction structure can be calculated according to a formula specified in an engineering technical specification.
102. And releasing all or part of constraint of the two symmetrical supports of the secondary self-reaction structure, so that the two symmetrical supports of the secondary self-reaction structure are in a first connection state after the all or part of constraint is released, and applying preload on the secondary self-reaction structure.
In this embodiment, the first connection state may be any one of unconnected, hinged, or semi-rigid. And in the first connection state, the secondary self-reaction structure can be a transient structure, a statically determinate structure state or a statically indeterminate structure.
It should be noted that, as can be seen from the above, in the conventional connection state, the secondary self-reaction structure is in the statically indeterminate structure state or the statically indeterminate structure state, and in the first connection state, the secondary self-reaction structure is in the transient structure, the statically indeterminate structure, or the statically indeterminate structure state, so that, in the conventional connection state, the connection rigidity of the two symmetrical support seats of the secondary self-reaction structure should be greater than that of the two symmetrical support seats of the secondary self-reaction structure in the first connection state.
Further, the step 102 specifically includes the following steps:
1021. and calculating the number of the constraints of the two symmetrical supports of the secondary self-reaction structure in the traditional connection state.
In particular, the conventional connection state may be a hinge, a semi-rigid connection, a rigid connection, etc. that is matched with the first connection state. That is, when the first connection state is unconnected, the conventional connection state may be hinged, semi-rigid, or rigid. Whereas when the first connection state is hinged, the conventional connection state may be semi-rigid or rigid. When the first connection state is semi-rigid, the conventional connection state may be rigid.
That is, the support of the secondary self-reaction structure can be a fixed hinge support, a fixed end support or a sliding support.
The symmetrical support of the secondary self-reaction structure is adjusted to be in a traditional connection state firstly, and the number of constraints at the nodes of the symmetrical support of the secondary self-reaction structure in the traditional connection state is calculated conveniently. Namely, in the conventional connection state, the secondary self-reaction structure is in a statically indeterminate structural state or a statically indeterminate structure.
Further, since the original secondary self-reaction structure is a statically indeterminate structure or a statically indeterminate structure, the secondary self-reaction structure needs to be released from the constraint to be a transient structure (a statically indeterminate structure with non-negligible geometric deformation), a statically indeterminate structure or a statically indeterminate structure, that is, the secondary self-reaction structure is adjusted from the conventional connection state to the first connection state. The constraint is unnecessary constraint, and the system can still be constrained geometrically unchanged or transient after the constraint is removed, and the number of constraints can be calculated according to a degree of freedom calculation formula in the structural mechanics theory, which is not described in detail herein.
1022. And removing all or part of the constraints on the two symmetrical supports of the secondary self-reaction structure according to the number of the constraints.
Specifically, taking the primary secondary self-reaction structure in the hyperstatic structural state (i.e. the conventional connection state) as an example of no-hinge arch (i.e. both ends of the member are fixed end nodes, and there are three constraints) to make a specific description of releasing the constraints: the specific steps of removing the constraint are that one constraint, namely the angle constraint, is removed from the support at one end, and two constraints, namely the angle constraint and the horizontal line constraint, are removed from the support at the other end, so that the original hingeless arch structure is changed into a structure that one support is a fixed hinged support, the other support is a sliding hinged support, and the arch structure at the moment is a statically fixed structure or a transient structure considering structural deformation, namely, the connection state of the symmetrical supports is the first connection state.
Similarly, taking the primary secondary self-reaction structure in the statically indeterminate structure state as a hingeless arch, it can be regarded as that the two ends of the hingeless arch are respectively fixedly connected with the upright posts) as an example to make a specific description of releasing the constraint: the original hingeless arch truss structure has three constraints, and the specific steps of removing the constraints are removing one constraint at one symmetrical support at one side of the arch truss and two constraints at the other symmetrical support at the other side of the arch truss, so that the original hingeless arch truss structure is changed into an arch truss structure with zero freedom degree and is in a transient structure and a statically determinate structure state considering structural deformation.
1023. And taking the value of the preload according to the load.
In this embodiment, the preload may be distributed with the same or different load as the total load, and the preload may be the same or different from the total load, and the direction is the same as the total load. The preloading is carried out according to the design value of the actual structure.
Specifically, the preload is a load and various actions with the effect direction consistent with the load effect direction of the structure, and includes any load and action with the same or different distribution of the load of the structure, such as distributed load, concentrated load, stacking load, mounting load, pressure, tension, counter-pressure, counter-tension, support displacement, temperature action, and the like. And if the load is q and the preload is p, p/q is less than or equal to mu, wherein mu is a preload coefficient and mu is less than or equal to 1. That is, the magnitude of the preload does not correspond to the magnitude of the load.
1024. A preload is applied on the secondary counterforce structure.
In this embodiment, under the preload, the symmetrical seat of the secondary counterforce structure can undergo rotational displacement as well as sliding line displacement. That is, in the first connection state, the symmetrical seat of the secondary self-reaction structure is in a rotatable and/or slidable state.
103. Adding constraints which are not less than the number of released constraints to the two symmetrical supports of the secondary self-reaction structure until the symmetrical supports of the secondary self-reaction structure are adjusted to a second connection state from the first connection state, unloading the preload and applying load on the secondary self-reaction structure.
In this embodiment, the second connection state is different from the first connection state, and the second connection state may be the same as or different from the conventional connection state. That is, the node connection rigidity and the number of constraints in the second connection state are greater than those in the first connection state, and are greater than or equal to those in the conventional connection state. The second connection state and the conventional connection state are taken as the same state as the example of the present invention. The second connection state may likewise be hinged, semi-rigid or rigid, etc.
Wherein the removal of the preload and the application of the load may be performed simultaneously or sequentially. For example, the preload may be removed and then the load applied, or the load applied and then the preload removed. Preferably, the present invention employs a method of first removing the preload and then applying the load.
Further, in actual construction, taking the case of applying a downward pretension force when applying a preload, for example, a downward pulling force can be applied to the secondary counterforce structure through a rope or other means, and an upward pulling force can be applied to the secondary counterforce structure when removing the preload. Alternatively, the downward pulling force is unseated.
Further, the step 103 specifically includes the following steps:
1031. the constraint not less than the whole or partial constraint is added at the part where the whole or partial constraint is released and other parts.
In the step, after the whole or part of constraints are added, the secondary self-reaction structure returns to the hyperstatic structure state which is not less than the hyperstatic connection times.
The concrete description of adding the constraint is also given by taking the initial secondary self-reaction structure in the hyperstatic structural state as an example of a hingeless arch (namely, two ends of the member are both fixed end supports and three constraints are provided): after the step 1022, the hingeless arch is changed into a structure in which one support is a fixed hinge and the other support is a sliding hinge, and in this step, a constraint, namely an angular constraint, needs to be added at the fixed hinge, and two constraints, namely an angular constraint and a horizontal line constraint, need to be added at the sliding hinge, so that the structure returns to the original hingeless arch, namely a secondary self-reaction structure in the hyperstatic structural state.
Similarly, the specific description of releasing the constraint is given by taking the primary secondary self-reaction structure in the hyperstatic structural state as an hingeless arch (which can be regarded as fixedly connecting the upright columns at the two ends of the hingeless arch) as an example: the original hingeless arch structure is changed into an arch structure with zero degree of freedom after the step 1022, and the arch structure is in a static structure state. In this step, a constraint (an angular constraint) and two constraints (an angular constraint and a horizontal line constraint) need to be added at the two supports respectively, so that the structure returns to the original hingeless arch, and the secondary self-reaction structure in the statically indeterminate structure state is formed.
1033. Unloading the preload and applying a load on the secondary self-reaction structure.
104. And calculating the counter force of the secondary self-reaction force structure in the first connection state based on the preloading, calculating the counter force of the secondary self-reaction force structure in the second connection state based on the unloading preloading and the applied load, and superposing the counter force in the first connection state and the counter force in the second connection state to obtain the target counter force.
In the present embodiment, the reaction force includes a secondary self-reaction force, a vertical reaction force, and a bending moment, and the target reaction force includes a target secondary self-reaction force, a target vertical reaction force, and a target bending moment. The target secondary self-reaction force is the sum of the secondary self-reaction force structure under the preloading action, the secondary self-reaction force of the secondary self-reaction force structure under the unloading preloading action and the secondary self-reaction force of the secondary self-reaction force structure under the loading action. Similarly, the target bending moment is the sum of the bending moment of the secondary self-reaction structure under the preloading action, the bending moment of the secondary self-reaction structure under the unloading preloading action and the bending moment of the secondary self-reaction structure under the loading action. The target vertical reaction is the sum of the vertical reaction of the secondary self-reaction structure under the preloading action, the vertical reaction of the secondary self-reaction structure under the unloading preloading action and the vertical reaction of the secondary self-reaction structure under the loading action.
According to the calculated target counter force, the stress of the secondary self-reaction force structure can be effectively analyzed and calculated, and the stress analysis data of the material performance can be effectively exerted, so that the feasibility of the secondary self-reaction force structure in the structure can be accurately judged by structural designers, the condition that the misjudgment structure is infeasible is avoided, and the design is more reasonable and economic.
Further, in the first connection state, because the symmetrical support of the secondary self-reaction structure can generate rotation angular displacement and/or sliding line displacement under the action of the preload, in the first connection state, the secondary self-reaction and the bending moment generated by the symmetrical support at the two ends of the secondary self-reaction structure under the action of the preload are both equal to or close to 0.
It can be seen that the key to the method of the present invention is to connect the symmetrical supports of the secondary self-reaction structures in stages to create different connection states. The first connection state of the present invention is equivalent to the shear constraint (horizontal line constraint) of the secondary reaction mount in the conventional structure, but is not limited to the shear constraint, and is temporarily released or partially released.
The invention also applies a pre-reaction measure according to the connection state of the symmetrical support nodes of the secondary self-reaction structure. Specifically, in the first connection state, preload is applied, and under the preload, no secondary self-reaction force is generated at two symmetrical support nodes which are traditionally paired to generate self-balancing secondary self-reaction forces. The preload is applied such that the secondary reaction structure does not generate a secondary reaction at the larger secondary reaction generated when the conventional state (i.e., the second connected state) is loaded.
In the second connection state (i.e. state 2), the removal of the preload is equivalent to applying a load with the same magnitude and opposite direction as the preload, which can be called reverse preload, and the reverse preload generates a self-reaction force and an internal force with the same distribution and opposite directions as the traditional self-reaction force and the internal force, so that the traditional self-reaction force and the internal force can be uniformly reduced regardless of the magnitude, and the traditional secondary self-reaction force and the internal force can be reduced.
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. Depending on the conditions, the reaction and internal forces generated by the preload and unload, although in opposite directions, are not completely cancelled out because the magnitude distributions are completely different. The residual secondary self-reaction force after the superposition part offsets and other reaction forces and internal forces are pre-established before the traditional structure is formed and the load is loaded, so the reaction force is called as pre-reaction force.
The pre-reaction measures generate secondary self-reaction forces in the two symmetrical supports, the direction of the secondary self-reaction forces is opposite to that of the traditional secondary self-reaction forces, and the traditional secondary self-reaction forces are favorably reduced.
The pre-reaction measure is realized by applying preload in the first stage and unloading in the second stage by utilizing the characteristic that two connection states of the two stages of the secondary self-reaction structure are different, so that the pre-reaction which is favorable for reducing the secondary self-reaction is generated for the traditional structural member.
The degree of the pre-reaction force measure is controlled, namely the pre-load is controlled to be a certain proportion corresponding to the borne load, namely the ratio p/q of the pre-load to the loaded load is less than mu, mu is less than or equal to 1, and mu is called a pre-load coefficient.
The calculation process of the target reaction force using the present embodiment will be described in detail below in specific cases.
First, the situation of the reaction force generated by the secondary self-reaction structure in the conventional state is analyzed.
The secondary self-counterforce structure is a parabolic arch structure, and the parabolic arch structure generally comprises the following two types: no hinge arch (as shown in fig. 2), double hinge arch (as shown in fig. 3). For the hingeless arch and the double-hinged arch, under the traditional state (namely the second connection state of rigid connection), the secondary self-reaction force (explained by taking horizontal thrust as an example later) generated under the action of uniformly distributed vertical loads q is larger. Meanwhile, the distribution of the bending moment generated under the action of uniformly distributed vertical loads q is also extremely uneven (the distribution of the bending moment is mainly based on the distribution condition of the span-in part and the two ends of the support, the distribution uniformity can be represented by the bending moment amplitude difference, and the bending moment amplitude difference is equal to the amplitude difference between the bending moment at the two ends of the support and the span-in part)
Specifically, as shown in fig. 2, the two symmetrical support nodes of the arch structure are A, B respectively, the mid-span point is C, the height of the arch structure is f, and under the action of uniformly distributed vertical loads q, the hingeless arch is under the action of horizontal thrust to be HaVertical counter-forces are respectively VAa、VBa. The bending moments of two symmetrical supports of the hinge-arch-free structure are respectively MAaAnd MBaWith a mid-span bending moment of MCaAs can be seen from the figure, the bending moment of the midspan is small, the bending moment of the supports at the two ends is large, and the distribution is uneven.
Similarly, as shown in fig. 3, the support nodes at the two ends of the double-hinged arch are respectively A, B, the mid-span point is C, and the height of the double-hinged arch structure is f. The vertical counter-forces of symmetrical supports at two ends of the support of the double-hinged arch structure are respectively VA、VBUnder the action of horizontal thrust H, its mid-span bending moment is MCAnd the bending moment of the symmetrical supports at the two ends is 0. Therefore, the bending moments of the symmetrical supports at the midspan and the two ends are distributed very unevenly.
The arch structure is formed by connecting an arch of the arch structure with a pillar, and the pillar can be regarded as an overground support body of the arch structure, so that the stress condition of the arch structure is similar to that of the arch structure.
Therefore, the traditional mode of generating the connection rigidity once and bearing all loads q is adopted, no matter the arch structure or the arch structure is adopted, the secondary self-reaction force generated under the action of the loads q is large, the full span bending moment is distributed unevenly, and the stress performance of the arch structure or the arch structure in the structure is greatly influenced.
The following case-wise analysis is carried out on the process of homogenizing an arch structure or the self-reaction forces generated by an arch structure using the method of the invention.
Case 1
The secondary self-reaction structure is used as a hingeless arch, and the load born by the hingeless arch can be vertically and uniformly distributed. That is to say, the secondary self-reaction structure in the embodiment is a hingeless arch and only receives the action of vertically and uniformly distributed loads. At the moment, the secondary self-reaction structure is in a statically indeterminate structure state, is in a statically indeterminate structure for three times, and has three constraints. The three constraints of no-hinge arch in the statically indeterminate structural state are removed according to step 102 to form an arch structure with one node being a fixed hinge and the other node being a sliding hinge, the arch structure is in the statically indeterminate structural state (considering the non-negligible geometric deformation, i.e. the transient structure with transient slip), and the preload is the load in accordance with the load direction and distribution.
Referring to fig. 4 and 5, in the first stage, the connection state of the symmetrical support of the secondary self-reaction structure is the first connection state, in which the preload p is applied, and under the preload p, the support of the secondary self-reaction structure can generate the rotation displacement and the sliding linear displacement at the same time.
Specifically, in the first connection state, the secondary self-reaction structure is subjected to the stress deformation under the preloading action, and based on the superposition principle of the structural mechanics theory, the stress deformation in the static structure state can be understood as the superposition of two independent stress deformations of the two hinged arches. Specifically, the first part is the stressed deformation of the two hinged arches under the action of a load p, and the second part is the forced slip delta of one node of the two hinged arches1Acting to produce a forced deformation, wherein the forced slip Δ1Is the sliding of the arch foot under the first load, which is prevented by the rigidity of the pillar.
As shown in fig. 4, the first part: under the action of downward preload, the symmetrical supports at two ends of two hinged arches respectively generate horizontal thrust
The midspan support does not generate horizontal thrust. With symmetrical supports at both ends not producing negative bending moments, i.e. MAlp＝M Blp0, a large positive bending moment M is generated in the midspanClp。
As shown in fig. 5, the second part: two hinged arches slipping in force delta1pUnder the action of the gravity, the reverse horizontal thrust H is generatedΔ1p：
Because of forced slip Δ1pNamely the arch springing slippage stopped by the two arch supports under the action of the load p, namely transient slippage displacement. Therefore, the forced slip Δ1pCorresponding forcing action H ofΔ1pThat is, the thrust H of the abutment against the arch springing under the action of the preload p1pThe reverse traction force of (1), namely:
HΔ1p＝H1p；
that is to say that the first and second electrodes,
then
Then, it spans bending moment:
that is, at a symmetrical seat displacement Δ1pNot only counteracts the horizontal thrust of the support generated under the action of the preload p, but also generates a midspan positive bending moment.
As shown in fig. 6, according to step 103, the arch structure in the static structural state is added with three constraints and returns to the original hingeless arch in the hyperstatic structural state.
Specifically, in the second connection state (state 2), the preload applied at the previous first connection state (state 1) is unloaded, referred to as unloading. Compared with the previous state 1, the method is equivalent to applying preload p' with the same size and the opposite direction as the preload p on the hingeless arch, and can be called reverse preload. Under reverse preloading effect, the both ends support of no hinge arch produces respectively with the reverse horizontal thrust of traditional horizontal thrust reversal:
the two symmetrical supports at the two ends generate positive bending moment with relatively large amplitude:
a negative bending moment with a relatively small amplitude is generated in the midspan:
from the preload slip to the unload, the preload is completely zeroed, but the forced deformation of the arch cannot be completely zeroed due to the transient arch transition from State 1 to State 2, free-wheeling arch, with the two phases in different states.
Referring to FIG. 7, when the difference between the axial force influence coefficients in the two states is ignored, let K2＝K1And then:
that is to say, under the preload slippage effect in the state 1, the larger symmetrical support thrust and bending moment generated by the secondary self-reaction structure in the traditional state does not generate the support thrust and bending moment, and the larger bending moment is generated at the traditional smaller mid-span bending moment. On the basis, the horizontal thrust and the bending moment generated by the state 2 are unloaded, so that the horizontal thrust and the bending moment generated by the secondary self-reaction structure in the traditional state are comprehensively reduced. The horizontal thrust and bending moments generated by this preload unloading are referred to as the pre-reaction and pre-internal forces, respectively. That is, when the reaction force and the internal force by the preload are superimposed, there are:
pre-reaction force:
pre-internal force of supports at two ends:
midspan internal force:
wherein, K is more than 02Not more than 1, so that Hpp′Less than 0, the reaction force generated when the secondary self-reaction force structure is in the traditional state is reduced. And MApp′＝MBpp′Less than 0, and has the function of reducing the support bending moment of the traditional secondary self-reaction structure. And MCpp′The bending moment is larger than 0, and the midspan positive bending moment generated by the secondary self-reaction structure in the traditional state is increased. That is to say, when the pre-reaction force is obtained, the main target of reducing the secondary self-reaction force structure is achieved, the pre-internal force, namely, the bending moment is distributed in a full-span positive bending moment, so that a larger support negative bending moment generated by the secondary self-reaction force structure in the traditional state can be reduced, a smaller span positive bending moment generated by the secondary self-reaction force structure in the traditional state can be increased, and the bending moment distribution of the secondary self-reaction force structure can be reduced and homogenized.
Further, as shown in fig. 2, in the second connection state, the load q is applied, and since the connection is rigid in the second connection state, the state 2 is actually a state in which both ends are braced without a hinge.
Referring to fig. 8, the stress under the preload application and the preload removal is superimposed by using the superposition principle of the structural theory, so as to obtain the following horizontal thrust of the bearing, as shown in fig. 8:
as can be seen from the above equation (1), the self-reaction force generated by the structural member can be effectively reduced by the step-by-step generation state and the step-by-step application of the pre-reaction force, and the reduction range depends on the pre-load coefficient μ.
In a similar way, the bending moment of the supports at the two ends after the load application and the pre-counter force measure superposition is as follows:
the midspan bending moment is:
the optimal condition for eliminating the secondary horizontal counterforce is that p is q, namely the preloading factor mu is 1, and H is 0, so that the secondary counterforce is completely eliminated.
Namely, bending moment at two ends of the support: mA＝MB＝0
Support span bending moment:
and MC＜MCa。
Wherein M isAa、MBa、MCaThe two ends of the support are respectively bending moments generated by the secondary self-reaction structure under load in the traditional state.
As can be seen from the above case 1, by adopting the method of the present invention, for the secondary self-reaction structure, the support can obtain a better bending moment homogenization effect, and the horizontal thrust of the support can be reduced as much as possible.
It can be known that, by replacing the preload effect in case 1 with the pretension effect, and leaving other conditions unchanged, the calculation manner of the horizontal thrust and the bending moment under the pretension effect can be similar to that of case 1, and will not be described herein again.
Case 2
The description will be made by taking an example in which the hingeless arch in the above-described case 1 is replaced with an arch, and other conditions are not changed.
Referring to fig. 9 to 10 together, the arch is in state 1: the arch in the state 1 is applied with preload p, and the transient sliding linear displacement relative to the pillar can be generated while the arch springing node generates the rotation angular displacement under the preload p. The column does not produce horizontal thrust and bending moment. The stress deformation of the state 1 arch under the action of the preload p can be understood as the superposition of two independent stress deformations of the traditional two hinged arches. The first part is the forced deformation of the two hinged arches under the action of preload p, and the second part is the relative forced slip delta of the two hinged arches under the action of the arch feet1pThe resulting stress deforms. Wherein the forced slip Δ1pI.e. the sliding of the arch foot under the preload p, which is prevented by the stiffness of the post. This slip amount is the slip amount of the state 1 arch.
As shown in fig. 11, the arch-to-post nodal connection is adjusted to state 2, forming an articulatless arch. The removal of the preload p previously applied in state 1 is referred to as "unloading". Compared with the previous state 1 arch, the method is equivalent to applying the preload p' with the same size and the opposite direction as the preload p on the hingeless arch.
As shown in fig. 12, in the second stage rigid connection state, a load q is applied, and the second stage is actually the hingeless arch of the conventional rigid connection of the arch springing node.
By utilizing the superposition principle of the structure theory, the internal forces of the states are superposed to obtain the target reaction force (shown in figure 14) of the arch frame of the invention, which is mainly obtained by superposing a first reaction force (shown in figure 13) obtained by superposing the preloading and slipping of the state 1 and the unloading of the state 2 and a second reaction force obtained by applying the loading action of the state 2.
Wherein, this first counter-force has following characteristics:
horizontal thrust: hA＝HB＝HA1p+HA1Δp+HA2p (3)
Because of forced slip Δ1pNamely, the arch springing slippage stopped by the column rigidity under the preload p, namely the state 1 arch springing slippage. Therefore, the forced slip Δ1pCorresponding forcing action H ofA1ΔpThat is, the column stiffness resists the pushing force H of the arch springing under the preload pA1pThe reverse traction force of (1), namely:
HA1Δp＝-HA1p (4)
substituting the formula (3) into the formula (4) to obtain the formula (5):
HAp＝HBp＝HA1p-HA1p+HA2p＝HA2p＝HB2p (5)
wherein HA2p、HB2pRespectively the horizontal thrust of two symmetrical supports of the arch under the unloading action, HAa、HBaFor the arch center to generate horizontal thrust H under the action of bearing all loads at one time under the traditional connection rigidityAp、HBpAnd HAa、HBaThe reverse signal, namely the pre-counterforce, has the effect of reducing the horizontal thrust generated by the secondary self-counterforce structure in the traditional state.
Bending moment of the column roots on two sides: mAp＝MBp＝MA1p+MA1Δp+MA2p＝MA1p-MA1p+MA2p＝MA2p＝MB2p (6)
Wherein M isA1pFor the bending moment at the abutment A with the arch under preload, MA1ΔpBending moment at the support A generated by preloading sliding action of the arch center; mA2pBending moment at the abutment A under the action of unloading of the arch frame, MB2pThe bending moment of the arch at the support B under the unloading action.
Due to MAp、MBpAnd MAa、MBaThe reverse signal, namely the bending moment under the action of the pre-counterforce measure, has the effect of reducing the column root bending moment generated by the secondary self-counterforce structure in the traditional state. Wherein M isAa、MBaTwo support bending moments under the action of bearing all loads are generated for the arch at one time by the traditional connection rigidity respectively.
Column top bending moment: mDp＝MEp＝MD1p+MD1Δp+MD2p＝0+0+MD22p＝MD2p＝ME2p＜MDa＝MEa (7)
Due to MDp、MEpAnd MDa、MEaThe contrary sign, namely the column top bending moment generated by the pre-counterforce measure, has the effect of reducing the larger bending moment of the arch pin column top node generated by the arch frame in the traditional state. Wherein M isD1pFor bending moment of the arch under preload, MD1ΔpBending moment at the column top D generated by preloading sliding action of the arch center; mD2pThe bending moment M at the column top D under the unloading action of the arch frameE2pThe bending moment at the top E of the column under the unloading action of the arch frame. MDa、MEaRespectively, the bending moment of the arch at the column top D, E under the action of bearing all loads is generated once by the traditional connection rigidity of the arch.
Column top midspan bending moment: mCp＝MC1p+MC1Δp+MC2p (8)
Wherein M isCpAnd MCaThe same number.
∵MC1pAnd MC2pOpposite sign, and MC1p＞MD2p＞MC2p
∴MCp＞MD2p＝MDp＝MEp (9)
Therefore, the large ground pillar top midspan bending moment generated by the pre-counterforce measure increases the small midspan bending moment generated by the arch center in the traditional state.
Wherein M isC1pFor bending moment at C of the arch under preload, MC1ΔpBending moment at the mid-span C generated by preloading sliding of the arch center; mC2pThe bending moment at the span C under the unloading action of the arch is shown. MCaBending moment at the midspan C under the action of bearing all loads is generated for the arch at one time by the traditional connection rigidity.
According to the characteristics of the first counter force, the pre-counter force measures are adopted, the pre-load is completely zero in the process from the application of the pre-load to the unloading, but due to the fact that the states of the two stages are different, the arch is changed from a transient arch to a non-articulated arch, the stressed deformation of the arch cannot be completely zero, the pre-counter force is generated, and the reduction and homogenization effects are generated on the counter force generated by the arch in the traditional state.
Further, the target reaction force is obtained by superimposing the first reaction force and the second reaction force, and the target reaction force has the following various characteristics.
Vertical support reaction: vA＝VB＝VAa＝VBa＝ql/2 (10)
Namely, compared with the symmetric vertical support reaction force generated by an arch under the traditional state, the symmetric vertical support reaction force obtained by adopting the scheme of the invention is not changed. Wherein, VAa、VBaVertical abutment counterforces at the abutment A, B are generated at one time for the traditional stiffness of the connection of the arch under the action of bearing the full load.
Horizontal thrust: hA＝HB＝HAq+HAp＝HAa-HA2p＜HAa＝HBa (11)
That is, according to the present invention, the horizontal thrust generated by the arch frame is reduced or even eliminated compared to the controlled reaction force generated by the arch frame in the conventional state. Wherein HAqFor level of loading of arch in state 2And (4) pushing force.
Bending moment at seat A, B: mA＝MB＝MAq+MAp＝MAa-MA2p＜MAa＝MBa (12)
Namely, compared with an arch center, the support bending moment obtained by adopting the scheme of the invention is reduced in the column root bending moment generated in the traditional state. Wherein M isAqThe arch is loaded with a support bending moment in state 2.
Bending moment at the arch post top node D, E: mD＝ME＝MDq+MDp＝MDa-MD2p
＜MDa＝MEa (13)
Namely, compared with an arch center which generates larger bending moment of the arch column top node in the traditional state, the bending moment of the arch column top node obtained by adopting the scheme of the invention is reduced.
Wherein M isDqThe bending moment at the column top D of the arch under the load in the state 2 is shown.
Midspan bending moment: mC＝MCq+MCp＝MCa+MC1Δp+MC2p＞MCa (14)
Namely, by adopting the scheme of the invention, the horizontal thrust and the midspan bending moment of the obtained symmetrical support are increased compared with the smaller midspan bending moment generated by the arch under the traditional state.
Wherein M isCqIs the bending moment at midspan C of the arch under load in state 2.
It shows that, by adopting the scheme of the invention, for the arch frame, node rigidity is formed in different states, and a pre-counterforce measure is adopted in stages, so that the preload slides to the unloading, and in the process, the preload is completely zero, but because the states of the two stages are different, the transient arch frame is changed into the hingeless arch frame, the stressed deformation of the arch frame cannot be completely zero, the pre-counterforce is generated, and the load action of the arch frame in the traditional state is reduced and homogenized.
Similarly, for case 2, when the pre-tension is used instead of the pre-load, the calculation method is the same as the calculation method of the pre-load in case 2, and the description thereof is omitted.
By adopting the secondary self-reaction structure pre-reaction and the calculation method thereof, the horizontal thrust of the component can be reduced and the aim of homogenizing the bending moment distribution in the span can be achieved by applying the pre-reaction measures in stages. Therefore, the controlled shearing force (namely the node thrust) is reduced or even eliminated, the construction is facilitated to be simplified during construction, the node section is reduced to a certain extent compared with the traditional node section, the section of the member section is not required to be increased, materials can be effectively saved, and the structural design is facilitated.
The pre-reaction of the secondary self-reaction structure and the calculation method thereof disclosed by the embodiment of the invention are described in detail, a specific example is applied in the text to explain the principle and the implementation mode of the invention, and the description of the embodiment is only used for helping to understand the method and the core idea of the 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. A secondary self-reaction force structure pre-reaction force and a calculation method thereof are characterized in that the method comprises the following steps:
calculating the load to be borne by the secondary self-reaction structure;
removing all or part of constraints of the two symmetrical supports of the secondary self-reaction structure, so that the two symmetrical supports of the secondary self-reaction structure are in a first connection state after all or part of the constraints are removed, and applying preload on the secondary self-reaction structure;
adding constraints which are not less than the number of released constraints to the two symmetrical supports of the secondary self-reaction structure so as to enable the two symmetrical supports of the secondary self-reaction structure to be adjusted from the first connection state to the second connection state, unloading the preload and applying the load on the secondary self-reaction structure;
calculating a counter force of the secondary self-reaction force structure in the first connection state based on the preload, calculating a counter force of the secondary self-reaction force structure in the second connection state based on the unloading of the preload and the applied load, and superposing the counter force in the first connection state and the counter force in the second connection state to obtain a target counter force.
2. The method of claim 1, wherein the load is a concentrated load and/or a uniform load, the preload is a load and effect with an effect direction consistent with the load effect direction, and the preload comprises any one or a combination of any more of a distributed load, a concentrated load, a hanging load, a pressure force, a tension force, a counter pressure, a counter tension, a support displacement and a temperature effect.
3. The method of claim 2, wherein the load is q and the preload is p, wherein p/q < μ, μ is the preload factor, and μ ≦ 1.
4. The method of claim 2 or 3, wherein the releasing all or part of the constraint of the two symmetrical seats of the secondary self-reaction structure so that the two symmetrical seats of the secondary self-reaction structure are in a first connection state after the releasing all or part of the constraint, applies a preload on the secondary self-reaction structure, comprises:
adjusting the connection state of two symmetrical supports of the secondary self-reaction structure to be a traditional connection state;
calculating the number of the constraints of the two symmetrical supports of the secondary self-reaction structure in the traditional connection state;
removing all or part of the constraints on two symmetrical supports of the secondary self-reaction structure according to the number of the constraints;
taking the value of the preload according to the load;
applying the preload on the secondary counterforce structure.
5. The method of claim 2 or 3, wherein under the preload, the two symmetrical abutments of the secondary counterforce structure undergo a rotational displacement and/or a sliding line displacement.
6. The method of claim 5, wherein the counterforce comprises at least a secondary self-counterforce and a bending moment, and the secondary self-counterforce and the bending moment generated by the two symmetrical seats of the secondary self-counterforce structure under the action of the preload are both equal to 0 or approach to 0.
7. The method of claim 2 or 3, wherein the adding no less than the number of released constraints to the two symmetrical seats of the secondary self-reaction structure to adjust the two symmetrical seats of the secondary self-reaction structure from the first connected state to the second connected state, removing the preload and applying the load on the secondary self-reaction structure comprises:
adding no less than the number of removed constraints at the part where the constraints are removed;
removing the preload and applying the load on the secondary counterforce structure.
8. The method of claim 1, wherein the counter forces comprise secondary self-reaction forces, vertical counter forces, and bending moments, and the target counter forces comprise target secondary self-reaction forces, target vertical counter forces, and target bending moments;
the target secondary reaction force is the sum of the secondary reaction force structure under the preloading action, the secondary reaction force of the secondary reaction force structure under the preloading action and the secondary reaction force of the secondary reaction force structure under the loading action;
the target bending moment is the sum of the bending moment of the secondary self-counterforce structure under the preloading action, the bending moment of the secondary self-counterforce structure under the unloading action and the bending moment of the secondary self-counterforce structure under the loading action;
the target vertical counter force is the sum of the vertical counter force of the secondary self-reaction force structure under the preloading action, the vertical counter force of the secondary self-reaction force structure under the unloading action and the vertical counter force of the secondary self-reaction force structure under the loading action.
9. The method of any of claims 1 to 3, wherein the support of the secondary self-reacting force structure comprises a fixed hinge support, a fixed end support, or a sliding support.
10. The method of any one of claims 1 to 3, wherein the first connection state is any one of unconnected, articulated or semi-rigid, and the second connection state is any one of articulated, semi-rigid or rigid mated with the first connection state, and wherein the connection stiffness of the two symmetrical seats of the secondary self-reaction structure in the second connection state is greater than the connection stiffness of the two symmetrical seats of the secondary self-reaction structure in the first connection state.
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20090015612A (en) * | 2007-08-09 | 2009-02-12 | 조신기 | Manufacturing method of applying premoment on rahmen-type structure and fixing device used therein |
| CN103115828A (en) * | 2013-01-25 | 2013-05-22 | 苏州科技学院 | Component combined torsion experimental device and method |
| CN103838932A (en) * | 2014-03-17 | 2014-06-04 | 北京航空航天大学 | Design method for improving shaft hole connection structure bearing capacity |
| CN105760691A (en) * | 2016-03-04 | 2016-07-13 | 西北农林科技大学 | Method for calculating internal force and deformation of member or structure under action of multiple complex loads |
| CN106327966A (en) * | 2016-09-23 | 2017-01-11 | 大连理工大学 | Assembly beam structure experiment model and method |
| CN107992707A (en) * | 2017-12-26 | 2018-05-04 | 中国建筑西南设计研究院有限公司 | The preloading rebound method that a kind of tensioning cable-rod structure initial prestress distribution determines |
-
2019
- 2019-08-14 CN CN201910750973.XA patent/CN112446121A/en not_active Withdrawn
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20090015612A (en) * | 2007-08-09 | 2009-02-12 | 조신기 | Manufacturing method of applying premoment on rahmen-type structure and fixing device used therein |
| CN103115828A (en) * | 2013-01-25 | 2013-05-22 | 苏州科技学院 | Component combined torsion experimental device and method |
| CN103838932A (en) * | 2014-03-17 | 2014-06-04 | 北京航空航天大学 | Design method for improving shaft hole connection structure bearing capacity |
| CN105760691A (en) * | 2016-03-04 | 2016-07-13 | 西北农林科技大学 | Method for calculating internal force and deformation of member or structure under action of multiple complex loads |
| CN106327966A (en) * | 2016-09-23 | 2017-01-11 | 大连理工大学 | Assembly beam structure experiment model and method |
| CN107992707A (en) * | 2017-12-26 | 2018-05-04 | 中国建筑西南设计研究院有限公司 | The preloading rebound method that a kind of tensioning cable-rod structure initial prestress distribution determines |
Non-Patent Citations (1)
| Title |
|---|
| 胡瀛珊 等: "预应力钢网壳的某些静力性能研究", 《空间结构》, vol. 1, no. 1, pages 38 - 47 * |
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Application publication date: 20210305 |