CN111705625A - Lead core rubber support and viscous damper combined shock absorption and isolation multi-span continuous beam bridge - Google Patents
Lead core rubber support and viscous damper combined shock absorption and isolation multi-span continuous beam bridge Download PDFInfo
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- CN111705625A CN111705625A CN202010436279.3A CN202010436279A CN111705625A CN 111705625 A CN111705625 A CN 111705625A CN 202010436279 A CN202010436279 A CN 202010436279A CN 111705625 A CN111705625 A CN 111705625A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/04—Bearings; Hinges
- E01D19/041—Elastomeric bearings
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
- E01D2101/34—Metal non-ferrous, e.g. aluminium
Abstract
The invention discloses a multi-span continuous bridge with combined shock absorption and isolation of a lead core rubber support and a viscous damper. Lead rubber support mainly plays the horizontal bridge to the cushioning effect in this subtract many continuous beam bridges of shock insulation, and viscous damper mainly plays vertical bridge to the vibration isolation effect, does not take place mutual interference between lead rubber support and the viscous damper, through the concerted work of lead rubber support and viscous damper, has reached many continuous beam bridges horizontal bridge to and vertical bridge to the purpose of shock attenuation simultaneously, has effectively improved the subtract shock insulation effect of many continuous beam bridges.
Description
Technical Field
The invention relates to the technical field of bridge shock absorption, in particular to a lead core rubber support and viscous damper combined shock absorption and isolation multi-span continuous beam bridge.
Background
In recent years, global earthquakes are frequent, and besides disasters directly caused by earthquakes, secondary disasters caused by the earthquakes also cause great life and property loss to human beings, so that the rigor and the urgency of earthquake-resistant research work are reflected. The bridge is used as a transportation hub project, and the bridge is expected to still have a transmission function after an earthquake, so that the safety of the bridge under the earthquake must be kept. Research and practice show that the reasonable seismic isolation design can greatly reduce the seismic response of the bridge structure.
A large number of bridge seismic damages indicate that: the main cause of bridge failure is longitudinal horizontal vibration and transverse horizontal vibration along the bridge axis caused by the bridge due to earthquake. In order to bear the great horizontal earthquake action, the section of the pier body has to be enlarged, and the enlargement of the section of the pier body generally increases the earthquake inertia force, reduces the actual effect obtained by enlarging the section and forms a vicious closed cycle. When the pier height and the seismic intensity increase to a certain limit, even a case where enlarging the cross section becomes ineffective and harmful occurs.
The multi-span continuous beam bridge is more and more favored by engineering designers due to the advantages of large structural rigidity, small deformation, reasonable stress form, simple structure, convenient construction, low manufacturing cost and the like, and is generally applied to bridge approach and highway bridge engineering of large-span bridges. The bridge type is easy to have disasters such as beam falling, pier damage and the like in earthquakes, reasonable seismic isolation design is carried out, similar complete functional failure damage can be effectively avoided, and the bridge type has important social and economic significance for the nation-counting citizens.
The multi-span continuous beam bridge and a common continuous beam bridge have larger difference in anti-seismic performance, in the conventional design, each connection of the multi-span continuous beam bridge is generally provided with only one longitudinal fixed support, so that the beam body can freely stretch and retract to avoid additional stress of temperature; secondly, prevent the roof beam body horizontal slip, make the structure in stable condition. In order to control the transverse displacement of the beam body, the support is generally in a restraining state in the transverse bridge direction.
The conventional integrated seismic isolation and reduction device with a good seismic isolation and reduction effect mainly comprises four types, namely a flexible supporting device, a friction energy dissipation device, a metal yield energy dissipation device and a viscous material energy dissipation device. For the shock absorption of a multi-span continuous beam bridge, most of previous researches focus on a one-way shock absorption and isolation design, and few researches are carried out on the shock absorption and isolation design of a linear continuous beam bridge in the transverse bridge direction and the longitudinal bridge direction and simultaneously applied to the combined shock absorption and isolation of two shock absorption and isolation elements. Since the different types of seismic isolation devices may interfere with each other when used in combination, the four types of seismic isolation devices are generally used individually.
However, when the existing seismic isolation and reduction device is applied to a multi-span continuous beam bridge, the seismic isolation and reduction effect is not ideal, and seismic energy cannot be well transferred to the seismic isolation and reduction device.
Disclosure of Invention
The invention mainly aims to provide a lead core rubber support and a viscous damper combined seismic isolation and reduction multi-span continuous beam bridge, and aims to solve the problem that the seismic isolation and reduction effect is not ideal when a seismic isolation and reduction device in the prior art is applied to the multi-span continuous beam bridge.
In order to achieve the purpose, the invention provides a multi-span continuous bridge with combined shock absorption and isolation of a lead core rubber support and a viscous damper.
Furthermore, one side of the bridge abutment along the transverse bridge direction is provided with a bridge abutment connecting pin seat, the bottom surface of the end part of the bridge body is provided with a beam bottom connecting pin seat, the bottom end of the viscous damper is hinged with the bridge abutment connecting pin seat, and a piston rod of the viscous damper is hinged with the beam bottom connecting pin seat.
Further, the viscous damper is parallel to the deck of the bridge body.
Further, the pre-buried bridge abutment side pre-buried steel sheet that is provided with in the lateral surface of bridge abutment along the cross bridge, bridge abutment connection pin boss install on bridge abutment side pre-buried steel sheet, the pre-buried beam bottom pre-buried steel sheet that is provided with in tip bottom surface of bridge body, beam bottom connection pin boss install on beam bottom pre-buried steel sheet.
Further, a plurality of viscous dampers are all installed to every one end of bridge body, and a plurality of viscous dampers of same end are along the equidistant setting of horizontal bridge, and the viscous dampers symmetry at bridge body both ends sets up.
Further, the lead diameter of the lead rubber holder was 48mm, and the hardening ratio was 1/8.
Further, the viscous damper has a damping coefficient C of 1200 and a damping index α of 0.3.
Compared with the prior art, the invention has the beneficial effects that:
according to the multi-span continuous bridge with the combined shock absorption and isolation of the lead core rubber support and the viscous damper, the lead core rubber support is arranged between a bridge body and a bridge pier, the viscous damper is installed at two ends of the bridge body, one end of the viscous damper is connected with the bottom surface of the end part of the bridge body, the other end of the viscous damper is connected with the side surface of a bridge abutment, and the viscous damper is installed along the longitudinal bridge direction; through adopting foretell combination formula seismic isolation device that subtracts, lead rubber bearing mainly plays the horizontal bridge to the cushioning effect, and viscous damper mainly plays vertical bridge to the vibration isolation effect, does not take place mutual interference between lead rubber bearing and the viscous damper, through the coordinated work of lead rubber bearing and viscous damper, has reached the horizontal bridge of multi-span continuous beam bridge and has indulged the bridge to the simultaneous absorbing purpose, has effectively improved the seismic isolation effect that subtracts of multi-span continuous beam bridge.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. In the drawings:
FIG. 1 is a layout diagram of a lead rubber support and a viscous damper in the seismic isolation and reduction multi-span continuous beam bridge.
FIG. 2 is a photograph showing the installation of the viscous damper in the seismic isolation and reduction multi-span continuous girder bridge of the present invention.
FIG. 3 is a schematic structural diagram of a viscous damper in the seismic isolation and reduction multi-span continuous beam bridge.
FIG. 4 is a layout diagram of lead rubber supports in the seismic isolation and reduction multi-span continuous beam bridge along the transverse bridge direction.
FIG. 5 shows the displacement of the transverse bridge towards the pier top under the effect of the Elcent-h seismic waves of various lead core rubber bearing multi-span continuous beam bridges.
FIG. 6 shows the displacement of the transverse bridge to the beam body at the pier top of each pier under the action of the Elcent-h seismic waves of various lead core rubber support multi-span continuous beam bridges.
FIG. 7 shows the shear force of various lead core rubber bearing multi-span continuous beam bridges in the direction of the transverse bridge bottom under the effect of the Elcent-h seismic waves.
FIG. 8 shows bending moments of transverse bridges and pier bottoms of various lead core rubber support multi-span continuous beam bridges under the action of Elcent-h seismic waves.
FIG. 9 shows the acceleration time course of No. 1 pier top under the action of Elcent-h seismic waves of a bridge provided with an LRB (48).
FIG. 10 shows the acceleration time course of the beam body at the top of the No. 1 pier of the bridge provided with the LRB (48) under the action of an Elcent-h seismic wave.
FIG. 11 shows the time course of the displacement of the top beam body of No. 1 pier under the action of Elcent-h seismic waves of a bridge provided with an LRB (48).
FIG. 12 shows the time course of bending moment of No. 1 pier bottom under the action of Elcent-h seismic waves of a bridge provided with an LRB (48).
FIG. 13 shows the LRB (48) hysteresis curve of No. 1 pier under the action of Elcent-h seismic waves for a bridge with the LRB (48) installed.
FIG. 14 shows the displacement of the lead rubber bearing bridge with different hardening ratios from the transverse bridge to the pier top under the action of the Elcent-h seismic waves.
FIG. 15 shows the displacement of the transverse bridge towards the beam body at the pier top under the action of the Elcent-h seismic waves of lead rubber bearing bridges with different hardening ratios.
FIG. 16 shows the shear force of the lead core rubber bearing bridge under the action of the Elcent-h seismic waves at different hardening ratios, which is transverse to the pier bottom.
FIG. 17 shows bending moments of the transverse bridge towards the bottom of the pier under the action of the Elcent-h seismic waves of lead-core rubber bearing bridges with different hardening ratios.
FIG. 18 shows the comparison of LRB (48) hysteresis curves with hardening ratios of 1/15 and 1/8 under the effect of Elcent-h seismic waves.
FIG. 19 shows the displacement of the lead core rubber bearing bridge with different hardening ratios from the transverse bridge to the beam body at the pier top of each pier under the action of the Elcent-t seismic waves.
FIG. 20 shows the displacement of the transverse bridge towards the top of each pier of the lead core rubber bearing bridge with different hardening ratios under the action of the Sanfer-h seismic waves.
FIG. 21 shows bending moment of transverse bridge to bottom of pier under the action of Elcent-t seismic waves of lead-core rubber bearing bridges with different hardening ratios.
FIG. 22 shows the bending moment of the transverse bridge towards the bottom of the pier under the action of the Sanfer-h seismic waves of lead-core rubber bearing bridges with different hardening ratios.
FIG. 23 shows the displacement of the longitudinal bridge to the beam body under the action of three seismic waves of the un-seismic isolation model, the seismic isolation model and the combined seismic isolation model.
FIG. 24 shows bending moments of the longitudinal bridge towards the bottom of the pier under the action of the Elcent-t seismic waves of an un-seismic isolation model, a seismic isolation model and a combined seismic isolation model.
FIG. 25 shows bending moments of the longitudinal bridge towards the bottom of the pier under the action of the Sanfer-h seismic waves of an unreduced seismic isolation model, a damping model and a combined seismic isolation model.
FIG. 26 shows bending moments of the longitudinal bridge towards the bottom of the pier under the action of the Elcent-h seismic waves of an un-seismic isolation model, a seismic isolation model and a combined seismic isolation model.
FIG. 27 is a hysteresis curve of a No. 1 pier LRB (48) of the combined seismic isolation and reduction bridge under the action of an Elcent-h longitudinal bridge seismic wave.
FIG. 28 is a viscous damper hysteresis curve of the combined seismic isolation and reduction bridge under the action of an Elcent-h longitudinal bridge seismic wave.
FIG. 29 is a time course of acceleration of the longitudinal bridge to the beam body under the effect of the Elcent-h seismic waves of the model without seismic isolation and reduction and vibration reduction.
FIG. 30 shows the time course of displacement of the longitudinal bridge to the beam body under the effect of the Elcent-h seismic waves of the model without seismic isolation and reduction and vibration reduction.
FIG. 31 is a time course of bending moment from the longitudinal bridge to the bottom of the 1# pier under the effect of the Elcent-h seismic waves of a model without seismic isolation and reduction and vibration reduction.
FIG. 32 shows the displacement of the longitudinal bridge to the beam body of the longitudinal bridge with different damping coefficients under the effect of the Elcent-h seismic waves.
FIG. 33 shows bending moments of the longitudinal bridge direction pier and the bottom of the longitudinal bridge direction pier of the 1# pier under the action of the Elcent-h seismic waves of the longitudinal bridge direction shock absorption bridges with different damping coefficients.
FIG. 34 shows the displacement of the longitudinal bridge to the beam body of the longitudinal bridge with different damping indexes under the action of the Elcent-h seismic waves.
FIG. 35 shows bending moments of the longitudinal bridge direction pier and the bottom of the longitudinal bridge direction pier of the longitudinal bridge direction shock absorption bridge with different damping indexes under the action of the Elcent-h seismic waves.
Wherein the figures include the following reference numerals:
10. a bridge body; 11. the beam bottom is connected with a pin seat; 12. pre-burying a steel plate at the bottom of the beam; 20. a bridge pier; 31. the abutment is connected with the pin boss; 32. embedding a steel plate at the side of the bridge abutment; 40. a lead rubber support; 50. a viscous damper.
Detailed Description
In order to facilitate an understanding of the invention, the invention will be described more fully and in detail below with reference to the accompanying drawings and preferred embodiments, but the scope of the invention is not limited to the specific embodiments below. It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
Referring to fig. 1 to 4, a lead rubber bearing and a viscous damper in combination to achieve seismic mitigation and isolation of a multi-span continuous girder bridge according to an embodiment of the invention includes a bridge body 10, a pier 20 and an abutment. Wherein, the bridge body 10 is arranged at the top end of the pier 20, and two ends of the bridge body 10 are respectively arranged on one abutment; a lead rubber support 40 is arranged between the bridge body 10 and the bridge pier 20, a viscous damper 50 is installed at the end part of the bridge body 10, one end of the viscous damper 50 is connected with the bottom surface of the end part of the bridge body 10, the other end of the viscous damper 50 is connected with the side surface of the bridge abutment, and the viscous damper 50 is installed along the longitudinal bridge direction.
The lead core rubber support and the viscous damper are combined to isolate and damp the multi-span continuous bridge, the lead core rubber support 40 is arranged between the bridge body 10 and the bridge pier 20, the viscous dampers 50 are installed at two ends of the bridge body 10, one end of each viscous damper 50 is connected with the bottom surface of the end part of the bridge body 10, the other end of each viscous damper 50 is connected with the side surface of the bridge abutment, and the viscous dampers 50 are installed along the longitudinal bridge direction; through adopting foretell combination formula seismic isolation device that subtracts, lead rubber support 40 mainly plays the horizontal bridge to the cushioning effect, and viscous damper 50 mainly plays vertical bridge to the vibration isolation effect, does not take place mutual interference between lead rubber support 40 and the viscous damper 50, through the coordinated work of lead rubber support 40 and viscous damper 50, has reached the horizontal bridge of multi-span continuous beam bridge to and vertical bridge to the simultaneous shock attenuation purpose, has effectively improved the seismic isolation effect that subtracts of multi-span continuous beam bridge.
Specifically, in this embodiment, one side surface of the abutment in the transverse bridge direction is provided with an abutment connecting pin boss 31, the bottom surface of the end portion of the bridge body 10 is provided with a bottom bridge connecting pin boss 11, the bottom end of the viscous damper 50 is hinged to the abutment connecting pin boss 31, and the piston rod of the viscous damper 50 is hinged to the bottom bridge connecting pin boss 11. The viscous damper 50 is parallel to the deck of the bridge body 10. The pre-buried bridge abutment side pre-buried steel sheet 32 that is provided with in the lateral surface of bridge abutment along horizontal bridge, bridge abutment connecting pin boss 31 install on bridge abutment side pre-buried steel sheet 32, and the pre-buried beam bottom pre-buried steel sheet 12 that is provided with in tip bottom surface of bridge body 10 is pre-buried, and beam bottom connecting pin boss 11 is installed on beam bottom pre-buried steel sheet 12.
Further, in this embodiment, a plurality of viscous dampers 50 are installed at each end of the bridge body 10, and the viscous dampers 50 at the same end are arranged at equal intervals along the transverse bridge direction, and the viscous dampers 50 at the two ends of the bridge body 10 are symmetrically arranged.
In the present embodiment, the lead diameter of the lead rubber holder 40 is preferably 48mm, and the hardening ratio thereof is preferably 1/8; the viscous damper 50 preferably has a damping coefficient C of 1200 and a damping index α of 0.3. With the lead rubber support 40 and the viscous damper 50 of this type, the seismic isolation and reduction effect is optimal.
Comparison of lead core rubber support 40 type and parameters:
when the lead core rubber support 40 is selected, the diameter of a lead core cannot be too small in consideration of the influence of braking force and beam creep effect on the support; meanwhile, the diameter of the lead core cannot be too large due to the limitation of the height and the bearing capacity of the support. According to the design counter force in the scheme of the original plate type rubber support and the requirement of the size of a beam bottom pad stone, the diameter of the support is selected to be 575mm, four lead cores are arranged on each support, and the diameters of the lead cores are different from 40mm to 60 mm.
In the invention, six types of lead rubber supports 40 with different lead diameters are set for comparison, and the characteristics of rigidity, yield strength and the like are calculated according to a bidirectional restoring force model, wherein the six types of supports and parameters are shown in a table 1:
TABLE 1 model parameter table for lead core rubber support
And (4) supplementary notes: a. in the table, the effective shear strain of the support is 50% < gamma < 200%, and all parameters are calculated according to a modified bilinear model. b. The rubber shear modulus was taken temporarily to be 1 MPa.
As can be seen from the above table: compared with the plate type rubber support and the lead core rubber support 40 under the same vertical bearing capacity, the horizontal equivalent rigidity of the lead core rubber support 40 calculated according to an equivalent linearization model is smaller than the horizontal shearing rigidity of the plate type rubber support of 4500kN/m, the bridge period is prolonged, the bridge has an energy consumption function after yielding in an earthquake, and the earthquake response of the bridge can be greatly reduced after the lead core rubber support 40 is installed.
The earthquake motion is input from the transverse bridge direction, and lead core rubber supports 40 with the same type are arranged on the piers. The diameter D of the lead core is closely related to the yield strength of the support and the rigidity before and after yielding. The six support models in the table 1 are adopted, the hardening ratio is temporarily set to 1/8, the influence of different lead core diameters on the shock absorption result is analyzed, the impact is compared with the seismic response without shock absorption and isolation, the calculation results of the Elcent-h wave are given below, and the results are shown in the figures 5 to 8.
And defining the shock absorption rate (the left-amplitude bridge non-shock absorption and isolation response value-the right-amplitude bridge shock absorption and isolation response value)/the left-amplitude bridge non-shock absorption and isolation response value multiplied by 100%. And the damping rate of the bridge provided with the damping and isolating supports with different lead core diameters under the action of the Elcent-h seismic waves is shown in the table 2.
Table 2 bridge earthquake response damping rate (%)
The following conclusions can be obtained from the seismic response of the bridge before and after seismic isolation and reduction in the figures 5 to 8 and the damping rate in the table 2:
1. after the lead core rubber support 40 is installed, the bridge response is greatly reduced, the maximum pier top displacement damping rate reaches 53.7%, the maximum beam displacement damping rate reaches 63.4%, the maximum pier bottom shearing force damping rate reaches 56.6%, and the maximum pier bottom bending moment damping rate reaches 56.5%, so that the adverse effect of an earthquake on the bridge is effectively inhibited after the lead core rubber support 40 is installed, and the energy transferred to the bridge structure is obviously reduced compared with the installation of a plate type rubber support without energy consumption characteristics. The most unfavorable internal force combination of pier bottom sections in the seismic isolation and reduction schemes is bending moment 2736.7kN.m, the axial force is 5462.6kN, the requirements of resisting bending moment 6206.5kN.m and axial force 12378.7kN are met, the pier is still in an elastic working range, and the condition that the bearing capacity of a pier component is invalid is avoided. The maximum displacement of the beam body is 59mm, the maximum displacement is smaller than the clearance distance between the stop block and the beam body, the distance is 85mm, and the stop block and other auxiliary structures are safe.
2. It is obvious from the column diagram that the difference of the earthquake response of the piers is large, which is mainly caused by the difference of the pier heights. The height of the unreduced seismic isolation bridge is gradually increased from the 1# bridge pier to the 4# bridge pier, the rigidity of the bridge pier is more and more flexible, and the displacement of the pier top is more and more large. The abutment is a sliding support, and almost has no transverse constraint effect, so that the 1# pier body and the 4# pier body which are weak in transverse constraint have larger displacement response. After the lead core rubber support 40 is installed, the displacement of the beam body and the peak value of the internal force at the bottom of each pier are obviously reduced, and the response level of each pier tends to be uniform, so that the seismic isolation and reduction device can dissipate seismic energy, reduce the adverse response of a bridge structure, and ensure that the horizontal force is reasonably distributed to ensure that each pier commonly bears the seismic force.
3. The rigidity of the No. 1 pier is the largest, and the vibration reduction rate of displacement and internal force is also the largest. This phenomenon can be understood from the principle of seismic isolation and reduction of the lead rubber mount 40. After the lead core rubber support 40 is installed, the bridge period is prolonged, and the bridge pier period prolonging effect with high rigidity is more ideal than that of the bridge pier with high flexibility. On the other hand, the larger the difference between the pier rigidity and the support rigidity is, the larger the support horizontal deformation is, the lead core is completely yielded, and the energy consumption is more sufficient, so that the displacement and the internal force response descending amplitude of the shortest pier 1# pier which is similar to the braking pier function originally are more obvious than those of other piers with large flexibility. Therefore, it is concluded that the lead rubber bearing 40 is more suitable for being installed in a bridge structure with high rigidity, and on the contrary, the expected effect may not be achieved for a high pier bridge or a bridge on a foundation with weak site soil, and even the bridge period falls within the period range of external excitation after the shock absorption elements are installed, and the seismic response of the bridge is increased.
4. For the same pier, the larger the diameter of the lead core is, the higher the rigidity of the support is, the larger the displacement of the pier top is, the smaller the displacement of the beam body is, and the larger the internal force of the pier bottom is. For the pier with larger rigidity, the earthquake force is large, and a support with a larger lead core diameter can be selected, because for the pier with larger rigidity, the beam displacement and pier bottom internal force response in earthquake response are most obvious, the support with the larger lead core has larger rigidity, the displacement reaction can be well controlled, and even if the support with the larger lead core is installed, the yield deformation is easy to occur, and the energy consumption effect of lead is better. And for the pier with high flexibility, the pier top displacement response is large, the relative displacement of the beam body and the pier top is small, and the lead core is not easy to deform sufficiently when being too large, so that the lead core is unnecessary, and the support for mounting the small lead core can meet the requirement. The support takes the damping rate as a target, and the LRB (48) support is better in performance by combining the displacement internal force factors, so that the LRB (48) type lead core rubber support 40 with the lead core diameter of 48mm is preferably adopted in the invention.
Fig. 9 to 12 particularly show the time course analysis comparison result of each response of the bridge provided with the LRB (48) under the action of the Elcent-h seismic waves at the pier No. 1.
As can be seen in fig. 9 to 12: after the lead core rubber support 40 is installed, the whole course seismic response is obviously reduced, and particularly, various peak responses of a bridge structure are obviously inhibited, which shows that the lead core rubber support 40 has good effect of seismic reduction and isolation in the transverse direction of the bridge, and can be popularized and used in a multi-span continuous beam bridge.
FIG. 13 is a hysteresis curve of the lead rubber support when an Elcent-h seismic wave is input in the transverse bridge direction, and points on the curve mean a corresponding horizontal shearing force when the support deforms. The area enclosed by each closed curve represents the energy consumed by the cycle. It can be seen that the rigidity of the support is rapidly reduced after yielding, the performance is still stable after the processes of loading-unloading-reverse loading-reverse unloading for many times, and a large amount of seismic energy is dissipated by repeated plastic deformation of the lead core.
And (3) investigating the influence of the hardening ratio alpha on the transverse bridge seismic isolation and reduction effect:
the hardening ratio alpha is the ratio of the post-yielding rigidity to the pre-yielding rigidity, and the invention takes a bridge with all bridge piers provided with LRBs (48) as an example, changes the hardening ratio parameters of the support and observes the change of earthquake response. The hardening ratio alpha is compared and analyzed according to 1/5, 1/6.5, 1/8, 1/10 and 1/15. FIGS. 14 to 17 are the maximum response comparison results of the seismic isolation and reduction bridge under the effect of the Elcent-h seismic waves when the lead core rubber support 40 has different hardening ratios.
FIG. 18 shows the comparison of the hysteresis curves of LRB (48) with hardening ratio of 1/15 and LRB (48) with hardening ratio of 1/8 under the effect of Elcent-h seismic waves.
FIGS. 19 to 22 are the maximum response comparison results of the seismic isolation and reduction bridge under the actions of the Elcent-t seismic waves and the Sanfer-h seismic waves when the lead core rubber support is in different hardening ratios.
From the results, the hardening ratio has little influence on the seismic isolation and reduction response of the transverse bridge to the bridge structure, because the hardening ratio is actually a characteristic parameter of the rigidity of the lead core rubber support before yielding after the rigidity after yielding is basically determined. And the rigidity before yielding mainly influences the sudden loading of the lead core rubber support in the normal use stage, so that the support is prevented from yielding under smaller horizontal loads such as braking force, wind vibration and the like. Therefore, under the action of an E2 earthquake, once the yield strength and the initial rigidity are overcome, the characteristics of the support are mainly determined by the post-yield rigidity, and the natural vibration frequency and the energy consumption capacity of the support are mainly influenced by the post-yield rigidity and the design earthquake displacement, which can also be verified from a hysteretic mechanical model of the lead core rubber support.
From the analysis results, the lead core rubber support 40 has obvious seismic isolation and reduction effects on the bridge. Because the size of the support and the diameter of the lead core are not greatly different in the scheme, the difference between the displacement and the bending moment is not large. However, it can be seen that as the diameter of the lead core of the support increases, the displacement of the pier top and the main beam under the action of earthquake decreases, but the internal force increases continuously. When the rubber support with the lead core diameter of 48mm is used, the bending moment of the pier bottom reaches the minimum, and a good damping effect can be obtained. Meanwhile, the hardening ratio has little influence on the shock absorption of the transverse bridge structure, and is actually a characteristic parameter of the rigidity of the lead core rubber support before yielding. In comparison, the LRB (48) hardening ratio is better than 1/8 for seismic isolation reduction.
Discussion of the installation position of the liquid viscous damper:
when the connection node of the damper and the bridge structure is rigid, the damper output expression is as follows: f ═ CvαThe method comprises the following steps of designing a hydraulic viscous damper 50, designing a non-vibration-isolation bridge dynamic model, simulating a bridge pier plate type rubber support and a bridge abutment sliding plate support by using three-way linear spring units, and simulating the viscous damper 50 by using a special viscoelastic energy consumption unit, wherein the liquid viscous damper 50 is a speed-dependent shock absorption element, the restoring force is related to the relative speed of a piston and a cylinder body, the assumed parameter C is 1000, the α is 0.3, and 4 dampers are installed in a full bridge.
TABLE 3 viscous damper layout scheme (number)
Note: the numbers in table 3 represent the number of viscous dampers installed on the bridge pier (platform).
The bridge members are assumed to work in a linear elastic mode, and the seismic inertia force of the mass of the pier is considered to be very small compared with the mass inertia force of the upper beam body, so that the seismic response of the longitudinal bridge to the pier top displacement, the pier bottom bending moment and the shearing force are basically consistent. The following table 4 only shows the maximum beam displacement and the bending moment response of the pier bottom (abutment pile foundation) of the bridge pier under the action of three seismic waves in the longitudinal direction of the bridge, and the comparison is carried out with the seismic response of the bridge which is not subjected to seismic isolation and reduction.
TABLE 4 seismic response for different damper arrangement schemes in longitudinal bridge direction
Note: 1. item numbers 0# and 5# in the table are the maximum response of the pile foundation at the light bridge abutment, and 1-4# are the maximum response of the bridge pier.
Table 5 gives the damping rates corresponding to the above table.
TABLE 5 damping rate (%) for different damper arrangements in the longitudinal direction of the bridge
Note: the vibration reduction rate is (left amplitude bridge non-vibration reduction and isolation response value-right amplitude bridge vibration reduction and isolation response value)/left amplitude bridge non-vibration reduction and isolation response value multiplied by 100%.
Summarizing tables 4 and 5, the following conclusions can be drawn:
1. after the liquid viscous damper 50 is installed, the displacement of each scheme of the beam body is reduced, which shows that the viscous damper 50 has good limiting function and is suitable for reducing the displacement of the longitudinal bridge to the beam body.
2. The internal force of the pile foundation of the shock absorption bridge abutment of the scheme I and the scheme II is extremely small, and the internal force of the shock absorption bridge abutment of the scheme III, the scheme IV and the scheme V, which are provided with the dampers on the abutment, is gradually increased. When the viscous damper 50 is installed on the bridge abutment, the damper can simultaneously provide a counterforce to the bridge abutment under the action of an earthquake, so that the bridge abutment pile foundation which is hardly subjected to horizontal force when only the sliding plate support is installed at the bridge abutment is subjected to a larger horizontal force of the earthquake.
3. The viscous dampers 50 are all arranged at the pier positions in the first scheme and the second scheme, and the results show that the damping rate is not ideal, and although the internal force of the pier bottom is reduced under the action of the Elcent-h seismic waves, the bending moment of the individual pier is increased negatively under the action of the Elcent-t and Sanfer-h seismic waves. This is because the relative motion between the pier-located beam and the substructure is not significant, and the damper does not function well.
4. The third, fourth and fifth beam displacement and pier bottom internal force of the scheme of arranging the damper on the bridge abutment are effectively controlled, and the seismic response is greatly reduced. From the shock absorption rate, the third scheme is slightly better than the fourth scheme, the fifth scheme is best, the displacement shock absorption rate of the beam body reaches 82.9% at most, and the internal force shock absorption rate of the pier bottom reaches 74.3% at most. This is because the maximum stiffness of the abutment and the minimum horizontal shear of the abutment pad are most significant in the relative displacement and relative velocity response between the lower structure and the bridge body under the action of an earthquake, and are most effective for the velocity-dependent damping element such as the viscous damper 50. Secondly, the pier with larger rigidity is the pier No. 1, the pier No. 4 is the softest, and the damping rate is relatively poor.
From the view of earthquake response, after two liquid viscous dampers 50 are respectively arranged on the bridge abutments at two sides, the displacement of the beam body under the action of three different earthquake waves is controlled below 40mm, the most unfavorable combined bending moment of the internal force is 1986.6kN.m, the axial force is 5771.9kN, and the requirements of resisting bending moment 6426.4kN.m and axial force 15951.6kN are met. On one hand, the problems of beam end collision, beam falling and the like caused by overlarge displacement are avoided, on the other hand, the safety of the pier under the earthquake is ensured, and the highway can still pass smoothly when the earthquake disaster happens.
And (3) longitudinal bridge direction combined seismic isolation and reduction analysis of the liquid viscous damper 50 and the lead core rubber support 40:
fig. 23 to 26 are comparative analysis results of the un-seismic isolation model, the seismic isolation model and the combined seismic isolation model. The non-seismic isolation model refers to a bridge pier installation plate type rubber support, and a full-bridge linear elastic model without any seismic isolation and reduction elements; the damping model refers to a nonlinear model of the bridge abutment with the viscous damper 50; the combined seismic isolation and reduction model refers to a nonlinear model with lead rubber supports 40 arranged on piers and viscous dampers 50 added to abutments.
It can be seen that although the bridge response results under the action of the three seismic waves are different, the damping and seismic isolation design scheme can greatly reduce the seismic response in the longitudinal direction of the bridge, and the calculation results of the two seismic waves are almost not different. This shows that under the action of the longitudinal bridge direction earthquake, mainly the viscous damper 50 plays a role of shock absorption, so that the displacement and the internal force are effectively controlled, and the shock absorption and isolation functions of the lead core rubber support 40 in the longitudinal bridge direction are not obvious. This is because the viscous dampers 50 are installed at both end abutments, which greatly reduces the displacement of the beam body, so that the seismic displacement of the lead rubber support 40 at the pier is correspondingly reduced, and the reduction of the yield energy consumption capability of the lead due to the small shear deformation of the support. It can be concluded that when the force of the viscous damper 50 is large enough, in the combined seismic isolation and reduction multi-span continuous beam bridge, the lead rubber support 40 mainly has the function of providing the seismic isolation and reduction function in the transverse direction, and the longitudinal direction mainly depends on the limiting and energy consumption functions of the viscous damper 50 to achieve the seismic isolation target.
Fig. 27 and 28 are hysteresis energy consumption curves of the lead rubber support 40 and the viscous damper 50 under the action of the longitudinal bridge direction earthquake of the combined seismic isolation and reduction bridge. It is obvious that, although the lead core rubber support 40 has yielded, the shear deformation is insufficient, the hysteretic curve shape is disordered and irregular, and the hysteretic curve shape of the viscous damper 50 is full, so that the energy consumption capability is high.
FIGS. 29 to 31 are time-course analysis comparison results of the seismic waves of the seismic isolation and reduction model Elcent-h without seismic isolation and damping.
The following conclusions can be drawn from the figure:
1. the design scheme of longitudinal shock absorption and isolation greatly reduces the seismic response of the bridge structure, and particularly the peak response is obviously inhibited.
2. All response time courses of the damping and seismic isolation design scheme are almost completely consistent, and the viscous damper 50 is high in damping capacity under the action of the longitudinal bridge earthquake and is dominant in inhibiting the adverse response contribution of the structure. Although the lead rubber support 40 does not play a role in large-amplitude shock absorption and energy consumption in the longitudinal bridge seismic isolation, the lead rubber support can work in coordination with the viscous damper 50 without mutual interference. In the practice of seismic isolation design engineering, two devices can be completely used simultaneously, and the purpose of simultaneous shock absorption in the transverse bridge direction and the longitudinal bridge direction is achieved.
Longitudinal bridge direction shock absorption analysis of the liquid viscous damper 50:
roughly estimating the earthquake force according to the earthquake design acceleration, and obtaining the value range of the damping force through inverse calculation. According to the range of the damping force, preliminarily drawing up a group of damping coefficients C of 600,800,1000,1200,1500 and 2000; one set of damping indices α is 0.2,0.3,0.4,0.5, 0.8, 1.0. The influence of the damping coefficient and the damping index on the seismic isolation and reduction effect is discussed below.
The influence of the damping coefficient C on the longitudinal axle direction damping effect is as follows:
and (5) assuming that the damping index is 0.3, and changing the damping coefficient to observe the change rule of the seismic response of the bridge structure.
Fig. 32 and 33 show the response results of the longitudinal bridge to the shock-absorbing bridge. FIG. 32 shows the variation trend of the beam displacement following the damping coefficient under the effect of the Elcent-h seismic waves. It can be seen that the displacement of the beam body is smaller and smaller along with the increase of the damping coefficient, which shows that the damping force is larger and larger along with the increase of the damping coefficient, the limiting effect is more and more obvious, and the displacement response of the beam body in the longitudinal bridge direction is inhibited. For the response of the beam displacement under the effect of the Elcent-h seismic waves of the bridge example of the invention, a power function related to the damping coefficient is fitted by using the least square method, and is also shown in fig. 32. FIG. 33 is a variation trend of bending moment of pier bottom of the No. 1 pier along with damping coefficient under the action of the Elcent-h seismic waves. It can be seen that the bending moment at the bottom of the pier is smaller and smaller along with the increase of the damping coefficient, which shows that the damping force is larger and larger along with the increase of the damping coefficient, the longitudinal bridge displacement of the pier is greatly reduced, and the internal force at the bottom of the pier is also reduced. The power function of bending moment of the longitudinal bridge to the pier bottom of the No. 1 pier under the action of the Elcent-h seismic waves relative to the damping coefficient is also shown in the figure.
Influence of the damping index alpha on the longitudinal bridge damping effect:
and (5) assuming that the damping coefficient C is 1000, and changing the damping index alpha to observe the change rule of the seismic response of the bridge structure.
Fig. 34 and 35 show the response results of the longitudinal bridge to the shock-absorbing bridge. FIG. 34 shows the variation trend of beam displacement following damping index under the effect of an Elcent-h seismic wave. It can be seen that the displacement of the beam body is larger and larger along with the increase of the damping index, which shows that the damping force is smaller and smaller along with the increase of the damping index, and the energy consumption capability is weaker and weaker. According to the time course analysis result, the following results can be obtained: the longitudinal bridge with the lead rubber support 40 installed independently has a not ideal seismic isolation and reduction effect, the longitudinal displacement of the beam body is still overlarge, disasters such as beam end collision, side-span beam falling and the like can be caused, the increase of the size of the support is not allowed by the beam bottom space structure, and therefore other limiting devices are required to be added to further reduce seismic response; the internal force of the pier of the unabated and shock-isolated bridge exceeds the bearing capacity under the action of the longitudinal bridge-direction earthquake, the displacement of the beam body is larger than the width of the expansion joint, the damage of the bridge structure is shown, after the liquid viscous damper 50 is installed, the earthquake response of the structure is greatly reduced, the maximum shock absorption rate of the displacement of the beam body can reach 82.9 percent, the maximum shock absorption rate of the internal force of the pier bottom can reach 74.3 percent, the safety of the structure under the action of the earthquake force is ensured, and the liquid viscous damper 50 is proved to be very suitable for the shock absorption of the longitudinal bridge-direction bridge, and has strong energy; the installation positions of the dampers are contrasted and discussed, when the dampers are installed between a lower structure with high rigidity and a beam body, the relative motion of the piston and the cylinder body is obvious, and the dampers are suitable for the speed-related damping element to play a role, on the contrary, when the dampers are installed on a relatively flexible pier component, the damping force has a phase difference and is possibly interfered with each other due to the fact that the relative motion is not obvious and the self-vibration frequency of the pier is different, and the shock absorption and isolation effect is not ideal; the longitudinal bridge direction lead core rubber support 40 and the liquid viscous damper 50 are combined to perform shock absorption and isolation time-course analysis results show that the shock absorption and isolation effect of the lead core rubber support 40 in the longitudinal bridge direction shock absorption and isolation is not obvious, and the energy consumption hysteresis curve of the liquid viscous damper 50 is full and occupies a dominant position in inhibiting the adverse response contribution of the structure; in addition, although the lead core rubber support 40 does not play a role in large-amplitude shock absorption and energy consumption in the longitudinal bridge shock absorption and isolation, the lead core rubber support can work in coordination with the viscous damper, and mutual interference cannot occur; parametric analysis of the viscous damper 50 shows: along with the increase of the damping coefficient, the displacement of the beam body is smaller and smaller, the limiting effect is more and more obvious, and the displacement response of the beam body in the longitudinal bridge direction is inhibited; with the increase of the damping index, the damping force is smaller and weaker, and the energy consumption capability is weaker and weaker. Aiming at the response of the displacement of the beam body under the action of the Elcent-h seismic waves of the bridge example, the law that the seismic response from the longitudinal bridge to the longitudinal bridge follows the parameter change of the damper is displayed by fitting a function curve about the damping coefficient and the damping index, the displacement internal force factor is comprehensively considered, and for the equal-section multi-span continuous bridge, the FVD damping coefficient C is 1200, and the damping index alpha is 0.3, so that the damping effect is optimal.
Application example:
the Tongping highway is the first segment of the first Longpingru highway in the seven-longitudinal nine-horizontal highway network planned in Hunan province, the total length of the main line is 73.094 km, the main line is located in the Yangtze county, starts from the Tongcheng district boundary (boundary) of the Yangshe province, ends at the yellow mud boundary (boundary between Yangtze river and Liuyang), and passes through the Dongta village, the south river town, the Meixian town, the east side of the Yangtze county city, the stabilized town and the yellow mud boundary to be connected with the Liucarine highway. The main line is a bidirectional four-lane, the speed per hour is 100 kilometers, and the roadbed width is 26 meters; the total investment of engineering is 53.7805 billion yuan.
The Zhang Jia slope viaduct is a bridge from the city district (Xiang Hui district) to the Yangtze river (yellow mud district) expressway 8 standard section, the center pile number of the bridge is K43+713, the upper structure of the bridge adopts a 5 multiplied by 30m simply supported and then continuously prestressed concrete T beam, and the beam height is 2 m; the total length of the bridge is 150 meters; the lower structure abutment adopts a light abutment, the piers adopt column type piers and are friction pile foundations, the diameters of the piers are 1.6m, and the diameters of the piles are 1.6m (abutment) and 1.8m (pier).
A lead rubber support 40 and a liquid viscous damper 50 are installed on a left bridge of the viaduct in the Zhang slope section to serve as a damping device, and a right bridge adopts a common rubber support. In the test, the automobile braking force is adopted to simulate the earthquake action, and the displacement and acceleration time-course curve of the bridge structure under the action of the automobile braking force is measured. And analyzing the damping effect of the lead rubber support 40 and the liquid viscous damper 50 by comparing the actually measured dynamic response with the calculated theoretical value.
Test contents and methods:
and (3) testing the dynamic response of the bridge under the action of the braking force of the automobile by adopting a pulsation method.
The test adopts MGCP plus dynamic data acquisition and analysis system produced by Germany HBM company, and matched large-frequency bandwidth and high-sensitivity piezoelectric acceleration sensor, and utilizes MGCP plus matched
And the data analysis software can conveniently analyze the amplitude-frequency characteristics and determine the structural frequency and the forward-bridge vibration response.
Dynamic load test:
the dynamic load test requires testing the dynamic characteristics (or modal parameters) of the bridge structure and the forced vibration response of the structure under the action of dynamic load, such as dynamic displacement, dynamic stress and the like.
In the test, the automobile braking force is adopted to simulate the earthquake action, and the bridge displacement and acceleration time-course curve is tested. And analyzing the damping effect of the lead rubber support 40 and the liquid viscous damper 50 by comparing the actually measured dynamic response with the calculated theoretical value, and verifying the reliability of the theoretical analysis result.
The special finite element programs such as 'bridge structure space analysis and design program LBS-1' and Midas are adopted for calculation and analysis, and the total number of 1 vehicle with 60 tons of loaded vehicles is required in bridge test work. And (3) carrying out bridge dynamic response test by using the displacement vibration pickup and the acceleration sensor to obtain displacement and acceleration time-course curves of the left bridge and the right bridge under the action of automobile braking force under different working conditions.
And selecting 1 transverse vehicle-mounted arrangement mode as the test working condition of the side-span dynamic load test.
The continuous beam bridge side span dynamic load test mainly carries out loading according to the following 2 loading working conditions according to the specific analysis and design requirements of a bridge span structure, a left bridge and a right bridge carry out loading respectively, and the specific implementation working conditions of the side span dynamic load test are shown in a table 6:
table 6 dynamic load test working condition table
Condition one test data analysis:
TABLE 7 maximum displacement comparison of operating conditions one beam end
And (3) analyzing test data under the working condition II:
TABLE 8 comparison of maximum displacement values of two beam ends under different working conditions
The data are comprehensively analyzed from the table data of the working condition I and the working condition II to obtain: in a theoretical calculation model, after the design of seismic isolation and reduction, the displacement of the beam end is obviously reduced; the actual measurement beam end displacement under the two working conditions is smaller than the theoretical calculation value after seismic isolation and reduction, so that the correctness of theoretical calculation analysis is guaranteed.
The lead core rubber support 40 and the viscous damper 50 are combined to reduce and isolate the displacement response of the multi-span continuous beam bridge under the action of earthquake force, so that the loss caused by the falling of concrete in a bridge pier tension area, the damage of reinforcing steel bars and the buckling damage of pier columns is reduced; and the displacement of the main beam can be controlled within a reasonable range, so that the collision disaster of the beam falling and the beam end is avoided.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (7)
1. The utility model provides a lead core rubber support jointly subtracts shock insulation multi-span continuous girder bridge with viscous damper, multi-span continuous girder bridge includes bridge body (10), pier (20) and abutment, bridge body (10) are arranged in the top of pier (20), one is arranged respectively in at the both ends of bridge body (10) on the abutment, a serial communication port, bridge body (10) with be provided with lead core rubber support (40) between pier (20), viscous damper (50) are installed to the tip of bridge body (10), the one end of viscous damper (50) with the tip bottom surface of bridge body (10) is connected, the other end with the side of abutment is connected, just viscous damper (50) are along the longitudinal bridge to the installation.
2. The lead core rubber support and viscous damper combined seismic isolation and reduction multi-span continuous bridge according to claim 1, characterized in that one side surface of the bridge abutment along the transverse bridge direction is provided with a bridge abutment connecting pin seat (31), the bottom surface of the end part of the bridge body (10) is provided with a bridge bottom connecting pin seat (11), the bottom end of the viscous damper (50) is hinged with the bridge abutment connecting pin seat (31), and a piston rod of the viscous damper (50) is hinged with the bridge bottom connecting pin seat (11).
3. The lead rubber bearing and viscous damper combined seismic isolation and reduction multi-span continuous beam bridge according to claim 2, characterized in that the viscous damper (50) is parallel to the bridge deck of the bridge body (10).
4. The multi-span continuous bridge with the lead core rubber support and the viscous damper for shock absorption and isolation combined as claimed in claim 2, wherein a bridge abutment side embedded steel plate (32) is embedded in one side surface of the bridge abutment in the transverse bridge direction, the bridge abutment connecting pin seat (31) is installed on the bridge abutment side embedded steel plate (32), a beam bottom embedded steel plate (12) is embedded in the bottom surface of the end portion of the bridge body (10), and the beam bottom connecting pin seat (11) is installed on the beam bottom embedded steel plate (12).
5. The multi-span continuous bridge with the lead core rubber supports and the viscous dampers for shock absorption and isolation combined according to claim 1, wherein a plurality of the viscous dampers (50) are installed at each end of the bridge body (10), the viscous dampers (50) at the same end are arranged at equal intervals along the transverse bridge direction, and the viscous dampers (50) at the two ends of the bridge body (10) are symmetrically arranged.
6. The lead rubber bearing and viscous damper combined seismic isolation and reduction multi-span continuous beam bridge according to claim 1, characterized in that the lead diameter of the lead rubber bearing (40) is 48mm, and the hardening ratio is 1/8.
7. The lead rubber support and viscous damper combined seismic isolation and reduction multi-span continuous beam bridge as claimed in claim 1, wherein the viscous damper (50) has a damping coefficient C of 1200 and a damping index alpha of 0.3.
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