CN116043672B - Multi-layer anti-seismic fortification structural support system - Google Patents
Multi-layer anti-seismic fortification structural support system Download PDFInfo
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Abstract
The invention relates to the field of building bridge construction and structural anti-seismic and anti-impact safety protection, and discloses a multi-layer structural anti-seismic fortification supporting system based on a V supporting concept, which has an elastic-plastic two-layer structural anti-seismic fortification function and can realize 'small earthquake is not chiggered and middle earthquake is operable'; the capacity protection foundation pier comprises an elastoplastic V support-II and reinforcing bars capable of realizing system protection, and realizes higher level earthquake-proof fortification after the V support-II reaches the bearing limit, so as to ensure that a major earthquake main structure does not collapse. The elastoplastic function of V support-II is based on the innovative structure disclosed by the invention, namely a uniform elastoplastic distribution model, so as to derive differential equations for calculating the structure size and engineering-applicable design methods. Based on the earthquake-proof standard in China, the composite supporting system has the capability of resisting the earthquake wave impact in the horizontal direction and the vertical direction, which are specified by design, and the three-layer earthquake-proof fortification function of 'no need of repairing small earthquake, operable medium earthquake and no collapse of large earthquake' is realized.
Description
Technical Field
The invention relates to the technical field of earthquake resistance and impact resistance of bridges and similar structures, in particular to a multilayer structure supporting system for resisting horizontal and vertical earthquake waves and a design method thereof.
Background
The earthquake-proof design specification in China prescribes that the earthquake-proof fortification of structures such as bridges and the like aims at avoiding small earthquake and middle earthquake and avoiding large earthquake. The concrete implementation steps are completed in the two-level earthquake fortification of E1 and E2 and the corresponding two-stage earthquake resistant design. For example, for medium and small bridges with single span less than 150 m, the E1-stage earthquake fortification target is small earthquake (E1 earthquake action, probability reproduction period is about 50-100 years), and the E2-stage earthquake fortification target is large earthquake fortification (E2 earthquake action, reproduction period is about 2000 years). After meeting the performance target requirements of the two stages, the repairable target of the midrange (the recurrence period is about 475 years) is considered to be implicitly met, and the midrange (the probability recurrence period is about 475 years). How to ensure earthquake repairability in engineering practice is a problem that engineers often need to carefully consider.
For example, in the E2 anti-seismic fortification stage, for reinforced concrete bridges mainly with internal force of bending moment, ductile design based on displacement anti-seismic design fortification and capacity protection principle is mostly adopted in domestic and foreign engineering practice, namely, a plastic hinge area allowing plastic strain and densely distributed cracks to appear is preset at the maximum position of the bending moment, and the capacity of larger ductile deformation of other main parts of the integral structure is ensured without damaging the condition, so that the inertia force of seismic load impact is relieved. This method obviously also applies to conditions that are slightly below the E2 seismic load level but far above the E1 level, which are more frequent occurrences; how to ensure that the earthquake can be repaired is an engineering problem. An extreme example is many strong shocks often accompanied by high frequency, high intensity aftershocks, which may not leave time and room for urgent repair.
The stop block is a basic measure for earthquake resistance in small and medium-sized bridges with single span smaller than 150 meters in China and is widely applied. But engineering practices show that: the shock resistance of the stop blocks in many bridge structures is limited under strong earthquake impact, and the reasons are approximately as follows:
1. the gap between the two components is difficult to determine, and the stop block is simply a device for limiting the relative displacement of the two components; however, how to determine the effective initial displacement of the limiting function, namely the gap between the two components, is still an engineering problem; the two components are similar to each other in the direction of the stop block when the gap is too small, and the temperature difference and the tiny vibration can cause higher stress in the structure body; when the gap is too large, the stop block can not be effective under many earthquake working conditions, and meanwhile, under the action of strong earthquake, the gap provides a space for relative displacement to accelerate sliding, and the corresponding high-speed impact inertia force can cause the stop block to be easily damaged.
2. Lack of shock absorption and insulation effects, disposable damage: the shock absorption and insulation effects are not achieved before the stop block is contacted with the limited component, and the stop block loses the protection effect on the structure once being destroyed under the impact of a certain earthquake wave band after the stop block is contacted.
3. Limiting direction limitation: the general stop block only limits the displacement of the beam in one horizontal direction, and is mainly applied to limiting the displacement of the beam in the transverse bridge direction in practice; however, the practical situation shows that the forward falling beam is the most common form of bridge damage caused by an earthquake, for example, the Qinghai-Mardo earthquake in 2021, see fig. 1; if the forward bridge stop block is added, the bearing area of the pier top or the capping beam is increased, so that the size of the pier is increased and the corresponding additional construction cost is caused. Although there are protruding haws in the application that the stop is designed to be inserted into the opening in the bottom of the beam, the aforementioned problem 1, i.e. how to determine the clearance with the hole wall, or how to guarantee both proper limiting function and the strength of the opening member and the stop, is not yet standard. In addition, the recordings of high intensity or earthquake causing great damage around the world in recent decades, for example, chilean san Diego (grade 9) in 2009, japanese Sendai (grade 8.9) in 2011, qinghai-Maduo (grade 7.4) in 2021, all indicate that the influence of vertical seismic waves is not negligible; under such conditions, the limit function of the typical stop is limited.
Taking the venturi earthquake of 2008 as an example, statistics shows that the bridge destroyed after the earthquake is up to 5560 seats, wherein most of the bridge destruction of small and medium span occurs after the support is seriously damaged after the stop block fails. The Qinghai-Maruo earthquake of 22 days 5 months 2021 is a related example of multiple high intensity after the main earthquake (7.4 grade) (more than 4 grade aftershocks occur 15 times in a week; the distance main earthquake of the whole collapsed road bridge of the Highway beach No. 1, figure 1).
In order to ensure the anti-seismic safety of bridges and similar structures and solve one option of the problems, the invention discloses a multi-layer structure anti-seismic fortification support system based on a V support concept, which is called a composite support system for short. The core of this system includes "novel V supports" and "V piers"; the novel V-support is different from the conventional V-support in application in that the novel V-support has an innovative anti-seismic fortification function of an elastoplastic structure, namely an elastoplastic V-support; the V-base pier comprises an elastoplastic V-support and specially designed reinforcing bars, is a reinforced concrete carrier capable of realizing multi-level earthquake-proof fortification, and can be used as a short pier, a support cushion stone or an earthquake-proof stop block. The method aims to realize multi-level fortification based on two-level design, namely, the structure is unchanged under the working condition of E1, the structure can be reused under the working condition of E2, and the structure is ensured not to collapse under the working condition of ultra-high intensity earthquake exceeding E2.
Disclosure of Invention
The traditional view points suggest that the higher the strength of the primary components of a structural system, the higher the load-resisting capacity of the system. This point of view is not entirely correct for seismic loading;because seismic forces are inertial forces generated in the structure by sudden movements of the earth's surface caused by seismic waves, as in fig. 3 (a), system I: the sudden movement of the ground surface brings the piers to move together, and the inertial force of the pier top beam part generates shearing force V opposite to the movement direction and corresponding bending moment M=H×V in the pier column. For a high strength near rigid system structure, the corresponding shear V under the action of the earth displacement u is proportional to the displacement u, see fig. 3 (c). First generation V-stay connection between pier and beam as system II in fig. 3 (b) [7,8 ]]Wherein deformation of the stabilizing pins in the V-cavity retards the motion acceleration of the pier trailing beam, resulting in a reduction of inertial forces. This effect can be combined with a specially designed V-cavity and stabilizing pin to reduce system stiffness; as shown in FIG. 3 (c), the corresponding system stiffness is generally denoted as K eff Also known as "structural equivalent stiffness". The core of the ductile design and the shock absorption and isolation based on displacement control of the anti-seismic structure is that the design structure has smaller structural equivalent rigidity under the aimed earthquake load working condition.
The reason for improving structural ductility using V-bracing in fig. 3 (b) is that, as shown in fig. 4, horizontal relative dislocation is caused by retarding the earthquake using V-cavities 5 and inserted stabilizer pins 4 prefabricated in two members (beams and capping beams in fig. 3). If no V-cavity 5 is present, the stabilizing pin 4 is similar to a conventional shear pin; because it does not allow for relative displacement, the impact of a small earthquake or environmental temperature changes can cause high shear force concentrations at the interface of the two members, resulting in shear. The function of V-cavity 5 is to avoid such local stress concentrations, allowing the bending deformation of stabilizing pin 4 inside the cavity; and the contact area between the side surface of the stabilizing pin and the wall of the cavity is gradually increased by the diameter change of the section of the cavity along the axis of the special design, so that the length of the stabilizing pin 4 capable of bending and deforming is shortened, and the resistance against displacement is increased. The opening of the V cavity 5 gives the two members a relative sliding distance R-R in fig. 4, which is also the distance of the point bending deformation of the stabilizing pin 4 in fig. 4. The design of the first generation V support requires the stabilizing pin 4 to remain in an elastic state when it reaches this deformation; this has either a limit on the radius r of the stabilizing pin 4 or the opening of the V-cavity 5 is deeper, i.e. L1 in fig. 4 has to reach a certain value. These requirements limit the application of the first generation V-stay.
The deformation process of the stabilizer pin when the two members are relatively dislocated under the influence of seismic forces in fig. 4 is examined, see fig. 5. Acting force V being smaller than V Y When the stabilization pin is in the elastic state, as shown in fig. 5 (a). When v=v Y When the surface of the stabilizing pin is plastically strained, the plastic strain region gradually increases and penetrates from the surface toward the center of the pin as the load increases, and finally the entire cross section of the stabilizing pin is brought into a plastic strain state, forming a partial plastic hinge as shown in fig. 5 (b). The elongated geometry of the pin-and-bar type loses resistance to loading after the occurrence of a plastic hinge in conventional cases. For V support this means that the limiting function is lost. Corresponding to v=v Y The maximum bending moment in the stabilizing pin is the 'section yield bending moment' M of the component y ， V Y The "limit load" commonly used in engineering is defined.
It is clear that if it is possible to let plastic strains occur without plastic strain concentration and plastic hinges as in fig. 5 (b), while retaining a suitable elastic zone inside the component, i.e. a "uniform elastoplastic shape" as shown in fig. 5 (c), the smaller the V-support combination of the stabilizing pin 4 and V-cavity 5 in fig. 4 can be designed to do, is to produce a greater ductile deformation effect as in fig. 3 (c).
Therefore, one core of the disclosed invention is based on the "uniform elastic deformation" model of fig. 5 (c), which is the development of an innovative "V support-II" comprising a specially designed combination of V cavity 5 and stabilization pin 4 to ensure the following functions: (1) the stabilizing pin 4 is not unstable due to plastic hinge like local stress and strain concentration after bearing bending under the limit action, (2) the contact area between the stabilizing pin 4 and the inner wall of the V cavity 5 is gradually increased after bending deformation so as to limit displacement by the strength of a material matrix surrounding the V cavity, (3) the stabilizing pin 4 is internally provided with elastic regions which are distributed continuously along the axial direction, the stored elastic potential energy provides a reset driving force, and (4) the combination of the stabilizing pin 4 and the V cavity 5 reduces the rigidity of the structural system in deformation along the limiting direction and attenuates the corresponding inertial force in the structural component. This is further explained below:
because the stabilizing pin 4 is the limiting core component of the device, the stabilizing pin is made of durable and corrosion-resistant high-strength alloy or high-strength composite materials, for example: titanium aluminum alloy, medium-high strength stainless steel, teflon and the like. For most of these materials, the stress-strain curve can be described by the Ramburg-Osgood relationship:
（1）
in the middle ofRepresenting stress and strain, respectively>Yield stress and yield strain; k and n represent the stress hardening constant and the strain hardening exponent, respectively. In practice, the formula (1) is slightly complicated; for ease of explanation, the following linear elastic-power hardening relationship expression, which is more applicable to metallic materials, is employed in the subsequent derivation of this specification:
(2)
wherein k represents a strain hardening constant, a plastic strainElastic modulus->Defined by the following formula:
fig. 6 shows stress-strain curves for different strain hardening indexes.
Assuming that the stabilizing pin 4 follows the euler-bernoulli beam theory of conventional engineering applications, the core is that each section of the beam perpendicular to the axis remains planar after bending of the beam, i.e. the strain epsilon of each particle on the section is proportional to the distance to the neutral axis of bending, whereby the following bending moment M is derived as follows in relation to the curvature of the deformation displacement w:
(3)
wherein I represents the cross-sectional moment of inertia of the pin, z is along the axial coordinate, and w represents the lateral displacement of the pin from the central axis. The bending moment corresponding to the stress of the elastic region in the cross section of the round pin bar subjected to bending load shown in FIG. 5 (c) is denoted asThe expression can be used as follows:
(4)
the bending moment corresponding to the stress of the plastic region on the cross section is recorded asThe expression can be used as follows:
（5）
wherein, according to Euler-Bernoulli beam theory,
substituting (4) and (5) into formula (3) to obtain a differential equation for designing the curvature of the inner wall of the V cavity 5 according to the "uniform elastic-plastic deformation state" model of fig. 5 (c):
（6）
and controlling conditions:
(7)
in practical application, take:
(8)
where r is the stabilizing pin radius. The above formula is still applicable for the case where the radius of the stabilizing pin 4 is not constant, but the moment of inertia I of the pin is a function of the axis coordinate z.
Based on the formula (6-8), the application discloses a multi-layer structure anti-seismic fortification supporting system, which is implanted with a V-support-II, hereinafter referred to as a V-II system or a system. As shown in the left configuration of fig. 7: wherein the weight of the second member is transferred through the system to the first member below. The system comprises a volumetric block 3 in which a preformed V-cavity 5 and a stabilizing pin 4 inserted therein. The other end of the stabilizing pin 4 is fixed on an upper top plate 8, the upper top plate is anchored on the lower plane of the component II through an embedded anchoring bolt 9, the inner wall of the V cavity 5 is tightly clung to a layer of V sleeve, damping material particles or waterproof materials are filled in the V cavity, and the upper plane of the volume block is prefabricated or is simply paved with the V top plate 6. Between the upper top plate 8 and the V top plate 6 is a layer of lubricating shims 7. The volume block 3 is connected with the first component through the embedded vertical ribs 12, and a layer of material with lubricating effect is paved between the contact surfaces of the volume block 3 and the first component. The vertical rib 12 of the contact surface passes through a V cavity B formed on the volume block 3 and one surface of the component, and the V cavity B can comprise a shearing resistant reinforcing sleeve 11 surrounding the vertical rib;
when the first component and the second component start to horizontally move under the impact of earthquake force, the combination of the geometrical dimensions of the curvature of the inner wall of the V cavity 5 and the radius of the stabilizing pin 4 in the system is designed according to a formula (6-8), and the stabilizing pin 4 is ensured to be in an elastic state when the load is equal to or smaller than the E1 earthquake load level; as the load continues to increase, the stabilizing pin 4 gradually engages the V cavity, limiting the horizontal displacement of the second member by the V-block 3 strength. When the load reaches the E2 seismic load level and continues to increase, the system allows the volumetric mass 3 to slide along the interface with the first member, continuing to block horizontal dislocation by deforming in the V cavity B with the vertical ribs 12. In the design, the geometric dimension of the shear strengthening sleeve 11 can be adjusted according to specific working conditions to obtain the optimal horizontal resistance and sliding displacement.
Thus, another key to the disclosed invention is to act as a capacity protection layer along the interface area of the bulk 3 and the first member to achieve the ductility required to reduce the overall stiffness of the macroscopic system. The irreparable permanent damage of plastic hinges and corresponding cracks and the like preset at the root of the bearing pier in the conventional ductile design is avoided.
Preferably, as shown in the right configuration of fig. 7, the top end of the stabilizing pin 4 is fixed with a stabilizing pin fixing nut 18 to a hinge ball 15, and then is hinged with the upper top plate 8 through a hinge base 16 and a hinge cover 17.
Preferably, the contact surface area of the volume 3 and the first component no longer opens the V cavity B; the capacity protector of minimum shear stress strength in the lower half of the block 3 is formed by embedding additional reinforcement networks in the upper half, see right configuration of fig. 7.
Preferably, the end of the stabilizing pin 4 is fixedly connected to the upper top plate 8 by a shear strengthening sleeve 21 of the stabilizing pin 4, see fig. 8.
Preferably, the vertical bars 12 are degenerated into locating shear pins with two ends inserted into the V-shaped cavities B in the block 3 and the member one, respectively, which configuration has the advantage of being quickly built up, see the configuration disclosed in fig. 8.
The embodiment of fig. 8 further depicts the multi-layer fortification function of the left-hand system of fig. 7.
Preferably, the configuration described in fig. 7 and 8 no longer bears the weight of the second member, becoming a limited system only, see fig. 9. When one of the two members is subjected to an external force, the two members can slide relatively in a direction parallel to the horizontal plane defined by the contact of the V-stop with the member one, while the stabilizing pin 4 in V-support-II is deformed in a bending manner, the corresponding force resisting this sliding. When the external load is equivalent to the E1 shock-proof working condition, the stabilizing pin 4 is in an elastic state. The stored elastic deformation potential energy is restored after the earthquake to drive the structure, thereby realizing the requirement of 'small earthquake without obstruction'. When the external force continues to increase to solve or reach the working condition equivalent to E2 anti-seismic fortification, the design of the V support-II ensures that the stabilizing pin 4 has a plastic yield mode as shown in a uniform plastic distribution model in fig. 5 (c). And the vibration energy is dissipated by the relative sliding of the two limited members, the sliding friction and the plastic deformation of the stabilizing pin. Although the plastic deformation of the stabilizing pin causes residual relative displacement after earthquake, the two limited components are not separated, so that the middle earthquake operation can be realized. The breaking strength of the combination of the shear pin 23, v cavity B10, and volume 3 determines the limit load level of the "bump-down" by the limit structure system.
Drawings
For a more complete understanding of the present disclosure and the advantages thereof, reference is now made to the following descriptions taken in conjunction with the accompanying drawings, in which:
fig. 1 is a road bridge damage condition [1] of a road bridge of the Trojan No. 1, which is in traffic 2017 after a grade 7.4 earthquake of Qinghai Maruo at 22 days of 2021, showing that the forward bridge is a basic form of damage. One important point of the device is to protect the bridge from similar damage;
FIG. 2 shows the post-earthquake aftershock center and collapsed Highway bridge position number 1 of the Trojan 1 of the Qinghai Maruo 7.4 grade after an earthquake at 5 months of 2021 [1.2];
FIG. 3 illustrates the principles of ductile design anti-seismic fortification (a) System I, rigidly connected pier beam systems; (b) System II: a V-stay connection pier beam system similar to the present disclosure; (c) shear forces corresponding to the displacement of systems I, II. When seismic waves are transmitted, the sudden movement of the earth surface brings the piers to move together, and the inertial force of the pier top beam part generates shearing force V and corresponding bending moment in the pier column, wherein the shearing force V and the corresponding bending moment are opposite to the movement direction; the pier in the system I directly drags the beam, and the shearing force V of the pier is in direct proportion to the displacement u; the V support of the system II is connected, wherein the deformation of the stabilizing pin in the V cavity delays the movement acceleration of the pier dragging beam, so that the inertia force is reduced; the effect is similar to reducing the rigidity of the system to structural equivalent rigidity, so that the system becomes flexible to reduce the inertia force;
fig. 4 is a simplified illustration of the basic V-stay function, and the first and second members of fig. 3 comprise preformed V-cavities 5, with pins 4 inserted to block horizontal relative dislocation caused by an earthquake. If no V-cavity 5 is present, the stabilizing pin 4 is similar to a conventional shear pin; because it does not allow for relative displacement, the impact of a small earthquake or environmental temperature changes can cause high shear force concentrations at the interface of the two members, resulting in shear. The function of V-cavity 5 is to avoid such local stress concentrations, allowing the bending deformation of stabilizing pin 4 inside the cavity; the contact area between the side surface of the stabilizing pin and the wall of the cavity is gradually increased by the diameter change of the section of the cavity along the axis of the special design, so that the length of the stabilizing pin 4 capable of bending and deforming is shortened, and the resistance for resisting displacement is increased;
fig. 5 shows a mode of bending deformation of the stabilizing pin after receiving a seismic force: (a) less load, the stabilizing pin being in an elastic state; (b) When the load causes a maximum bending moment that is higher than the yield bending moment of the stabilizing pin, i.e. the strain at the maximum bending moment in the stabilizing pin reaches a yield strain level, the yield strain zone therein generally continues to expand as the load increases until the stabilizing pin is penetrated and a "plastic hinge" is formed as illustrated, at which point the stabilizing pin loses its ability to resist the load. (c) "uniform elastoplastic deformation" model: in order to avoid plastic hinge, one core of the V-support-II system disclosed by the invention is that the state of the model is realized by designing the combination of the outer diameter of the stabilizing pin and the curvature of the inner wall of the V cavity so as to ensure that the V-shaped buffering and the self-resetting stop block can resist the resistance of higher load;
FIG. 6 shows the stress-strain relationship applicable to most metals and composites, focusing on the impact of strain hardening index;
the left-hand system of fig. 7 is the basic configuration of the "multi-level structural seismic fortification support system" disclosed herein wherein the weight of the second component is transferred through the system to the first component below. The system comprises a volumetric block 3 in which a preformed V-cavity 5 and a stabilizing pin 4 inserted therein. The other end of the stabilizing pin 4 is fixed to an upper top plate 8 which is anchored to the lower plane of the component two by means of an embedded anchor bolt 9. Preferably, the inner wall of the V-cavity 5 is tightly attached to a layer of V-sleeve. Preferably, the V-shaped cavity is internally filled with damping material particles or waterproof materials. The upper plane of the volume block 3 is prefabricated or simply paved with a V-shaped top plate 6. Between the upper top plate 8 and the V top plate 6 is a layer of lubricating shims 7. The volume block 3 is connected with the first component through the embedded vertical ribs 12, and a layer of material with lubricating effect, such as asphalt, is paved between the contact surfaces of the volume block 3 and the first component;
as shown in the right configuration of fig. 7: preferably, the top end of the stabilizing pin 4 is fixed with a hinge ball 15 by a nut 18, and is hinged with the upper top plate 8 through a hinge base 16 and a hinge cover 17. Preferably, the contact surface area of the volume 3 and the first component no longer opens the V cavity B; the capacity protector of minimum shear stress strength in the lower half of the block 3 is formed by embedding additional reinforcement networks in the upper half.
FIG. 8 illustrates a process for implementing a multi-layer security function in a configuration similar to the left-hand system of FIG. 7; the upright rib 12 in the configuration of figure 7 is degenerated into a locating shear pin with two ends inserted into the V-cavity B in the block 3 and the member one respectively, which has the advantage of being quickly set up;
FIG. 9 illustrates three configurations of the "multi-layer structural seismic fortification support system" disclosed herein as a positive stop;
FIG. 10 is a right side system is embodiment 1 of the system disclosed herein;
FIG. 11 shows a drawing of an embodiment of designing a V-sleeve in a V-stay-II system according to equation (6), where a stabilizer pin having a V-cavity opening portion extending about 300 mm long is expected to give a ductile displacement of about 100 mm;
fig. 12 is a photograph of the residual deformation of the stabilization pin before the test of the embodiment of fig. 11 and after the E2 load is completed, which residual deformation indicates that the plastic strain is more evenly distributed over most of the axial length of the stabilization pin over the V cavity opening extension, very close to the ideal state of the "uniform elastoplastic model" as in fig. 5 (c). This example demonstrates the feasibility of the innovative technical invention disclosed in the present application in engineering application practice.
Description of the reference numerals
1. A first member; 2. a second component; 3. a volume block; 4. a stabilizing pin; 5. v cavity; 6. a V top plate; 7. a gasket; 8. an upper top plate; 9. an anchor bolt; 10. v cavity B; 11. a shear strength sleeve; 12. vertical ribs; 13. a sliding material layer; 14. reinforcing stirrups; 15. hinging the ball; 16. a hinged support; 17. a hinged cover; 18. a stabilizing pin fixing nut; 19. a V sleeve; 20. system capacity protective layer/weakest shear strength zone; 21. a shear strengthening sleeve for the stabilizing pin; 22. volume block-embedded steel bar; 23. positioning a shear pin; 24. the filler stone and the support; 25. an opening of the component; 26. a nut; 27. a lacing wire is attached in the first component; 28. v supports the bolster.
Detailed Description
Any suitable means, such as, for example, combining. . . . The various possible combinations of the invention are not described in detail in order to avoid unnecessary repetition. These simple modifications and combinations should also be regarded as the disclosure of the present invention and all such modifications and combinations are intended to fall within the scope of the present invention
Example 1
This embodiment further depicts the multi-layer fortification function of the left system of fig. 7, see fig. 10. In this embodiment the block 3 is wet-joined to the component in situ, so it is also denoted as V-stay pad 28. When one of the members one or 2 is impacted by an external force parallel to the contact plane, the force of the bending deformation of the stabilizing pin 4 resists this sliding: (i) When the external force is smaller than or equal to the E1 shock-proof working condition load level, the stabilizing pin 4 is in an elastic state; see fig. 10 (b). (ii) When the external force continues to increase but is less than or equal to the E2 shock-proof working condition load level, the stabilizing pin assumes a "uniform elastoplastic deformation" state as in the model of fig. 5 (c), against horizontal dislocation by the strength of the V-support cushion 28 itself, see fig. 10 (c). (iii) When the external force continues to increase, because the V-support cushion 28 presets the shear and bending strength of the capacity protection zone 20 to be smaller than the strength of other main components in the whole structural system, the capacity protection zone 20 first deforms like a "plastic hinge" of a conventional earthquake-resistant design pier to protect the first and second components and other main components in the structure from plastic deformation or cracks allowed by the non-plastic hinge design, thereby ensuring the integrity and safety of the structural system and achieving the purpose of "the large earthquake structure does not fall over", see fig. 10 (d).
According to FIG. 3 (c), V-support cushion is designed for shear strengthThe following relationship should be satisfied:
（9）
the first term in the right bracketThe ultimate bearing bending moment of the root of the pier under the bearing platform or the capping beam can be selected according to the actual working condition and the importance of the bridge>Equal to the cracking bending moment>Or yield bending moment->The method comprises the steps of carrying out a first treatment on the surface of the The second term is the sum of all the standoff shear strengths here, m representing the number of V support pads here. V-support cushion shear Strength according to California bridge seismic design Specification as Capacity protection>It is necessary to be less than 30% of the sum of the abutment counter forces at the location of the bolster and here 75% of the shear strength of the bridge pier and abutment and foundation. These requirements are added to the design method. On the other hand, a->Should be greater than the shear limit of the V-support-II system>I.e. the load when the stabilizing pins 4 all contact the inner wall of the V-cavity 5 in fig. 8 (c):
（10）
according to the basic theory of reinforced concrete:
（11）
in the formulaRepresenting the percentage of the cross-sectional area of the steel material on the V-shaped support cushion stone wool sectionComparison (1;)>Respectively representing the compressive design strength of the reinforced steel and the concrete;>v is the cross section area of the dog wool, which represents the positive pressure born by the filler stone; />Representing an increase in shear strength of the bedding concrete caused by positive pressure, this is not present for non-pressure bearing conditions, such as the system of fig. 9. Square V-support bolster cross section with opposite side length w:
（12）
substituting the formula (12) into the formula (11) and then substituting the formula (9) and the formula (10) respectively to obtain side lengths ' w ' and ' respectively ""range of values" which determine the number and diameter of the ribs. In FIG. 10 +.>，/>，/>The following conventional steel bar anchoring length calculation is unified:
(13)
in the middle ofIs the diameter of the steel bar. According to the experimental results [9, 10]Fig. 8 (d) middle angle=37o, V-stop preset shear deformation zone height +.>Determined by the following formula:
(14)
in formula (14)Is the equivalent stiffness defined in fig. 3 (c); />Is the V cavity 5 opening diameter in fig. 10.
Example 2
The application of the bridge in the United states discloses the earthquake fortification of the V-shaped support system with the right side configuration of the figure 7. The V support is required to provide 0.3 inch (7.62 mm) displacement at the level equivalent to the standard E1 anti-seismic fortification load in China; the V support is required to provide 4 inches (101.6 mm) of displacement at the level equivalent to the standard E2 anti-seismic fortification load in China; the corresponding initial load limits that the stabilizing pin diameter should be no less than 40 millimeters. The maximum allowable depth of the opening part of the V cavity in the V support is not more than 300 mm due to structural limitation; the V-support system adopted has the stabilizing pin 4 with a cantilever beam with the length of 400 mm at the opening extension part of the V cavity. Obviously, the required 101 mm displacement for the E2 load level, corresponding to one quarter of the length of this cantilever beam, is far beyond the yield limit; the V-support-II system disclosed in the present application is therefore employed. According to the uniform elastic-plastic deformation model of fig. 5 (c), the curvature of the deformed stabilizing pin is selected as a constant in the formula (6), and the corresponding V-sleeve design closely attached to the inner wall of the V-cavity 5 is obtained, as shown in fig. 11. The deformation state of the stabilizing pin thus designed is experimentally examined. If the stabilizing pin appears to be plastic-hinged like that of fig. 6 (b) or has broken off when the E2 load level and the required 101 mm displacement are reached, the "bump-free" requirement cannot be met in the designed V-stay system. FIG. 12 is a photograph of the stabilizing pin prior to testing and the residual deformation of the stabilizing pin after completion of the E2 load, as can be seen without cracking nor plastic reaming; the residual deformation thereof indicates that the plastic strain is more uniformly distributed over most of the axial length of the stabilizer pin extending out of the V cavity opening, very close to the ideal state of the "uniform elastoplastic model" as in fig. 5 (c). This example demonstrates the feasibility of the innovative technical invention disclosed in the present application in engineering application practice.
Claims (2)
1. A multi-layer anti-seismic fortification structural support system is characterized by comprising a support system which is used for transmitting the gravity and the borne load of one component to another component in a structural system and limiting the relative displacement of the two components along the horizontal and vertical directions; the structural system comprises a bridge, and the components are structural parts which bear main loads in the structural system, and comprise a girder body of the bridge, a capping beam and a pier which bear the girder body; the primary loads include gravitational and horizontal loads carried by the one member, including but not limited to, load-bearing vehicles on beams, liang Tice wind loads, and shock loads of horizontal and vertical inertial forces from earthquakes; the one component and the other component are also referred to as "a pair of components"; when the pair of members begin to undergo relative displacement in a certain direction under the action of the primary load, the support system generates resistance against the relative displacement and determines the limit of the relative displacement, or defines the direction of the relative displacement; or simultaneously generating said resistance, determining said limit, and limiting said direction;
the support system comprises at least one volume block, is made of reinforced concrete or metal or high-strength composite material, and the weight of the second member centering member is transmitted to the first member centering member through the support system; the support system further comprises at least one stabilizing pin made of metal or a high-strength composite material, one end of the stabilizing pin is inserted or fixed into the volume block, and the other end of the stabilizing pin is inserted or fixed into one member of the pair of members so as to limit the relative displacement and the displacement direction of the stabilizing pin and the volume block; the support system further comprises at least one V-cavity, prefabricated in the volume or in the first member of the member pair, to which the stabilizing pin is connected, and which allows the insertion of the stabilizing pin, said V-cavity comprising two parts: wherein the inner geometry and the size of the first part are consistent with the outer geometry of the insertion end of the stabilizing pin, and the stabilizing pin can only slide along the axial direction of insertion after being inserted; the second part of the V cavity is an opening with a gradually increased caliber, the other end of the stabilizing pin is fixed on an upper top plate, the upper top plate is anchored on the lower plane of the second component through an embedded anchoring bolt, the inner wall of the V cavity is tightly attached to a layer of V sleeve, damping material particles or waterproof materials are filled in the V cavity, the upper plane of the volume block is prefabricated or is simply paved with the V top plate, a layer of gasket with lubricating effect is arranged between the upper top plate and the V top plate, the volume block is connected with the first component through embedded vertical ribs, a layer of material with lubricating effect is paved between the contact surfaces of the volume block and the first component, the V cavity B is formed in the surface of the volume block and the first component at the position where the vertical ribs pass through, and the V cavity B comprises a shearing-resistant reinforcing sleeve surrounding the vertical ribs;
the curvature of the inner wall of the second part of the V cavity and the diameter of the opening design allow the radial inelastic bending deformation of the plastic hinge which is a deformation state in which plastic strain is concentrated and any section of the stabilizing pin is fully distributed after the stabilizing pin is inserted under the action of the load, and the curvature of the inner wall of the second part of the V cavity and the diameter of the opening design ensure that one end of the stabilizing pin is inserted into the first part of the V cavity and simultaneously subjected to bending deformation by external force and follows the deformation state specified by a uniform elastoplasticity distribution model; the prescribed deformation state is expressed as follows:
(a) When the bending moment generated by the external force is smaller than the yield bending moment of the stabilizing pin, the stabilizing pin is allowed to elastically deform in the second part of the V cavity and gradually contact with the inner wall of the V cavity;
(b) When the bending moment generated by the external force is larger than the yield bending moment of the stabilizing pin, the stabilizing pin is allowed to be attached to the inner wall of the second part of the V cavity along with the gradual increase of the external force, and the plastic hinge does not appear.
2. The multi-level seismic fortification structural support system of claim 1, wherein said designed control parameters are determined by deriving a solution to a differential equation of order 2 from said "uniform elastoplastic distribution model", said control parameters comprising the curvature of the inner wall of the second portion of said V-cavityAnd a radius r of the stabilizing pin; the 2 nd order differential equation can be expressed as follows:
where z represents the axial coordinate along the V-cavity, x and y represent the length coordinates along the polar coordinate within the axial cross-section of the V-cavity,is the radius of the elastic zone of the inner cross section of the stabilizing pin, and E and I are the elastic modulus and the bending-resistant cross section modulus of the stabilizing pin.
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