CN201377127Y - Micro-vibration and strong earthquake dual-function anti-buckling support - Google Patents
Micro-vibration and strong earthquake dual-function anti-buckling support Download PDFInfo
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- CN201377127Y CN201377127Y CN200920105127U CN200920105127U CN201377127Y CN 201377127 Y CN201377127 Y CN 201377127Y CN 200920105127 U CN200920105127 U CN 200920105127U CN 200920105127 U CN200920105127 U CN 200920105127U CN 201377127 Y CN201377127 Y CN 201377127Y
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Abstract
本实用新型是一种微振强震双功用防屈曲支撑，属于土木工程结构消能减震(振)技术领域。某些TMD减振装置难以同时消减水平和竖向振动，难以消减地震作用。防屈曲支撑难以消减使用条件下的振动及多遇地震下的震动，若建筑使用要求和抗震需求均较高，难以做到两者兼顾。可移动的质量块、阻尼材料与防屈曲支撑的必备部件共用，由附设的回弹元件提供调频刚度；防屈曲消能减震部分由钢芯、包裹于钢芯外部的钢管和内填混凝土、粘贴于钢芯工作段表面的柔性材料构成。本实用新型兼具TMD减振和防屈曲支撑的技术特点。造价较低。既可在较宽的频带内消减建筑物因振动产生的不适，具有多向减振效果，提高功能性，又可在罕遇地震下屈服耗能。
The utility model relates to a micro-vibration and strong-seismic dual-function anti-buckling support, which belongs to the technical field of energy dissipation and shock absorption (vibration) of civil engineering structures. It is difficult for some TMD damping devices to reduce horizontal and vertical vibrations at the same time, and it is difficult to reduce earthquake effects. Anti-buckling braces are difficult to reduce the vibration under the conditions of use and the vibration under frequent earthquakes. If the requirements for building use and anti-seismic requirements are high, it is difficult to achieve both. The movable mass block, damping material and the necessary parts of the anti-buckling support are shared, and the frequency modulation stiffness is provided by the attached rebound element; the anti-buckling energy dissipation and shock absorption part is composed of a steel core, a steel pipe wrapped outside the steel core and filled with concrete , Composed of flexible materials pasted on the surface of the working section of the steel core. The utility model has the technical characteristics of TMD vibration reduction and anti-buckling support. The cost is lower. It can reduce the discomfort caused by vibration of buildings in a wide frequency band, has multi-directional vibration reduction effects, improves functionality, and can yield energy consumption under rare earthquakes.
Description
Technical field:
The utility model relates to the anti-flexing of a kind of two functions of little macroseism of shaking to be supported, and belongs to civil engineering structure energy-dissipating and shock-absorbing (shaking) technical field.
Background technology:
As everyone knows, concentrate the TMD vibration insulating system that is provided with to need relatively large frequency modulation mass, support facility and damping facility.Some TMD vibration damping schemes that disperse to be provided be difficult to have simultaneously subdue level to vertical vibrating function, also more difficultly subtract little relation of shaking and subtracting macroseism.
In the prior art, anti-flexing support can increase the rigidity of structure and reduce sidesway, improves structural seismic capacity, improves anti-seismic performance.As shown in Figure 1, the steel core that anti-flexing supports is installed between the node of frame construction, is in elastic state under wind load and frequently occurred earthquake condition, can reduce sidesway for structure provides endurance and stiffness; Steel core can the flexing unstability under rarely occurred earthquake, can enter and draw (pressure) yield situation with earthquake energy.Since the power of this member under course under cyclic loading-distortion hysteresis loop (as shown in Figure 2) regular full, energy efficiency is high, and making and simple installation, non-maintaining, replaceable, obtain extensive use in Japan, the U.S. and Taiwan etc. in recent years, also had a small amount of highrise building to use this technology in the China's Mainland.
But the above-mentioned anti-flexing of generally using is supported on when reducing structure lateral displacement, absorption macroseism protecting energy agent structure, has also increased rigidity and has attached certain weight for structure.This needs agent structure to bear consequent gravity and earthquake inertia force on the one hand, on the other hand, because steel core is elastic state before surrender, under regular service conditions, can't subdue the structural vibration that wind load, indoor equipment, outdoor environment etc. cause, also can't subdue morely because the inertia force and the structure quake of meeting earthquake intensity earthquake generation., vibration source higher for instructions for use (as little sidesway, little vibration etc.) is strong but the vibration damping demand is arranged, or under moderate (for example fortification intensity) earthquake, need to guarantee building function, simultaneously, need under the earthquake intensity to guarantee under the situation of excellent anti-seismic performance that rare the chance the anti-flexing support technology of single use just is difficult to accomplish that both have taken into account.
The utility model content:
In order to overcome above-mentioned the deficiencies in the prior art, the utility model provides a kind of to have in frequency modulation damping (shaking) under earthquake intensity earthquake of many chances and the regular service conditions, in the rare anti-flexing support that has frequency modulation mass of meeting surrender power consumption dual-use function under the earthquake intensity earthquake, be that frequency-modulation mass anti-flection supports, have easy, easy for installation, economy and durability, non-maintaining, the removable characteristics of making.
The anti-flexing of the two functions of a kind of little macroseism of shaking supports, and comprises the steel core 6 that is connected between the structure important node, is wrapped in the flexible material 8 that the outer steel pipe 7 of steel core active section and concrete filled 9 and steel core surface are pasted outward; It is characterized in that: also comprise resilient element 4, described resilient element 4 usefulness springs are made, be fixed between gusset plate connector and the outer steel pipe, or between bearing connector and the outer steel pipe.
The anti-flexing of the two functions of little macroseism of shaking according to claim 1 supports, and it is characterized in that: when described spring was used helical spring, helical spring adopted circle or regular polygon spring.
The anti-flexing of the two functions of little macroseism of shaking according to claim 1 supports, and it is characterized in that: during described spring steel flat spring, leaf spring is designed to S shape or sector, arranges in the steel core bilateral symmetry.
Wherein, an end of resilient element is connected with node connector with bolt connecting mode, and the other end is connected with concrete filled with outer steel pipe with bolt connecting mode.The parameter of resilient element (as shown in Figure 8) is determined according to designing requirement.Damping material sticks on steel core surface, adopts polytetrafluoroethylene (PTFE) and silica gel.The steel core of anti-flexing energy-dissipating and shock-absorbing part can be made of Q235 or Q345 hot rolled steel plate, hot-rolled angle steel.Can adopt machine cut method or end reinforcement to form the energy dissipating active section.Steel core is anchored (as shown in Figure 4) or weldering-anchor connected mode (as shown in Figure 5) etc. with adopting two bolts being connected of gusset plate.
Know-why of the present utility model is as follows:
The first, adopt in normal operational phase (comprising meet under the earthquake intensity earthquakes) more and to disperse TMD (tuned mass damper, TMD) vibration damping scheme to reduce structural vibration, can be in the vibration frequency band of broad vibration damping, improve the functional of building.Disperse the natural frequency of TMD vibrational system to adjust, to meet agent structure Vibration Absorption Designing requirement by the parameter of resilient element.
Second; meet under earthquake intensity (or fortification intensity, selected by the designing requirement) earthquake rare, the steel core that anti-flexing supports will enter the surrender power consumption stage; the protection agent structure makes agent structure remain on elastic stage or has only a small amount of beam to enter plastic state (selected by designing requirement).Anti-flexing supports yield force, elastic stiffness and the ultimate deformation ability of steel core can be long-pending by steel type, steel core section, active section length and choosing of product testing parameter are adjusted.
The 3rd, two kinds of functions are concentrated on a cover facility, function does not weaken mutually.Outer steel pipe and concrete filled as mass move on steel core, do not influence the function that prevents the steel core flexing.This is because mobile displacement is that rigidity by resilient element limits under regular service conditions, can guarantee during design that the vibration displacement amplitude does not exceed the steel core preset range.When vibration interference appearred in the external world, mass can vibrate near the gravitational equilibrium position, plays effectiveness in vibration suppression.And meet under earthquake intensity (or fortification intensity) earthquake main body of steel core surrender becoming energy-dissipating and shock-absorbing rare.At this moment, the cross section lateral expansion that steel core causes because of pressurized surrender only depends on steel core material yield energy-dissipating and shock-absorbing with the slip of lock mass piece in steel core surface, and outer steel pipe and concrete filled can prevent steel core generation pressurized flexing; And when the steel core tension is surrendered, not needing the anti-flexing function of outer steel pipe and concrete filled, whether TMD moves does not influence the tension of steel core surrender power consumption.
Utilize the utility model when design distributing TMD damping parameter, Fig. 7, leaf spring resilient element shown in Figure 8 are along the axial rigidity K of steel core y direction
NCalculate by formula (1):
Wherein, E is the modulus of elasticity of resilient element material, and α is the dimensional parameters α=H of resilient element
1/ H, I are the moment of inertia I=bt in resilient element cross section
3/ 12, H, H
1, t, b be the each several part dimensional parameters (as shown in Figure 7) of resilient element, f (α) is the function relevant with parameter alpha with the resilient element shape.Adjust the above-mentioned parameter of resilient element, can obtain multiple series axis to rigidity value.
T natural vibration period of distributing TMD vibration insulating system calculates by formula (2):
Wherein, M is the quality of mass, K
NBe the axial rigidity of resilient element, calculate by formula (1) along the steel core y direction.
Support the energy-dissipating and shock-absorbing technology with existing TMD damping technology and anti-flexing and compare, advantage of the present utility model and beneficial effect are:
The one, the utility model has merged the TMD damping technology and anti-flexing supports two technology of energy-dissipating and shock-absorbing.Adopt to disperse TMD vibration damping scheme can subdue building because of mechanical oscillation, wind load vibration with meet the discomfort that the earthquake intensity earthquake produces in the vibration frequency band of broad, it is functional to improve building more.The steel core that anti-flexing supports can be surrendered power consumption protection agent structure rare the chance under earthquake intensity (or fortification intensity) earthquake.
The 2nd, disperse TMD vibration damping scheme not need required large-scale support facility, damping facility and the mass motion control facility of centralized TMD system, but the element that utilizes existing anti-flexing to support, as with outer steel pipe and concrete filled as mass, with the shifting sledge of steel core as mass, the damping material of steel core outer wrapping can provide certain damping etc.
The 3rd, kept the repertoire that existing anti-flexing supports, promptly elastic stiffness is provided, meets steel core surrender power consumption under earthquake intensity (or fortification intensity, the determine) earthquake by designing requirement rare to agent structure.Possess whole advantages that existing anti-flexing supports, be that power-distortion hysteresis loop is full, power consumption is stable, anti-low cycle fatigue property is good, applied widely (can in steel work, steel composite construction, concrete structure, use, newly-built and existing structure reinforce all can), design and produce and easy for installation, non-maintaining, replaceable.Compare with other traditional structure technology, can reduce the Structural Engineering cost greatly and improve anti-seismic performance.
The 4th, steel core does not need to be provided with spacing card (as shown in Figure 3), and is not only simple than existing anti-flexing support manufacturing, but also increased the toughness and the ductility of steel core.A complete set of facilities design, making, installation are simple, only need add resilient element between cannula tip that existing anti-flexing supports and node connector, and rationally select damping material for use, make mass keep slidably property under normal operating condition.
The 5th, frequency-modulation mass anti-flection of the present utility model support have simultaneously level to vertical vibration-damping function.
Description of drawings:
Fig. 1 is that existing anti-flexing is supported on the situation of the installing and using schematic diagram in the frame construction.
Fig. 2 is power-distortion hysteresis loop that existing certain anti-flexing supports.
Fig. 3 is that existing anti-flexing supports certain the spacing card structure that often uses, and this spacing being stuck in need not in the utility model to be provided with.
Fig. 4 is the node joint construction figure that the utility model frequency-modulation mass anti-flection supports a kind of embodiment.
Fig. 5 is the node joint construction figure of another kind of embodiment of the present utility model.
Fig. 6 is the sectional drawing among Fig. 4.
Fig. 7 is the 3D view of resilient element among Fig. 4.
Fig. 8 (A) is the front view of Fig. 7 resilient element, and Fig. 8 (B) is a vertical view.
Fig. 9 is two structural models are met summit vertical displacement under the earthquake intensity more at the Tianjin-UD ripple comparison.
To be two structures be supported on rare chance earthquake intensity exert oneself-the be out of shape comparison of hysteresis loop in the anti-flexing of first floor same position setting to Figure 10.
Wherein, 1-gusset plate; 2,3-node connector; The 4-resilient element; The 5-Anchoring screw-bolt; The 6-steel core; The 7-outer steel pipe; The 8-damping material; The 9-concrete filled; The 10-Vierendeel girder; The 11-frame column; The 12-stiffening rib; The spacing card of 13-; The vertical axis of symmetry of 14-.
The specific embodiment:
Embodiment 1: bolt connects the making that frequency-modulation mass anti-flection supports
The preparation of critical element: according to structure design the requirement of surrender bearing capacity and elastic stiffness is at first selected for use material, cross section and the active section length of steel core 6, active section, changeover portion and the link of steel core 6 carried out machining by design.Determine outer steel pipe 7 by steel core 6 active section length, its thickness is determined according to construction requirement, is holed in outer steel pipe 7 ends.According to steel core 6 active section length, select for use silica gel and polytetrafluoroethylmaterial material as damping material 8, brush, affix to steel core 6 surfaces.According to the requirement of structure design,, choose or processing and fabricating resilient element 4 by formula (1) and formula (2) design resilient element 4 to distributing TMD natural frequency.Determine agent structure gusset plate 1 size, processing and fabricating gusset plate 1 and node connector 2,3 by design.
Assembling is installed: in the boring of outer steel pipe 7 ends anchor bolt 5 is installed.Steel core 6 is penetrated outer steel pipe 7 and does temporary fixed.Adopt vertical method to build C30 concrete filled 9, concrete filled 9 is a stone concrete, and maintenance is to design strength.Near the welded and installed gusset plate 1 upper and lower node of agent structure.Frequency-modulation mass anti-flection is supported hoisted in position do temporary fixedly, screw, assemble resilient element 4 simultaneously with the bolt of torque spanner with stationary nodes connector 2,3.Remove frequency-modulation mass anti-flection and support temporary fixed between outer steel pipe 7 and the steel core 6, remove that frequency-modulation mass anti-flection supports and frame joint between temporary fixed.Assembling finishes.
Quality requirement: steel core 6 surperficial machinings must guarantee active section and changeover portion, changeover portion and linkage section even variation by designing requirement control surface fineness, guarantee that steel core 6 surface flatness and cross section torsion resistance error should be controlled at 1/1000/m and 0.5 respectively
0In/the m.Must guarantee temporary fixed reliability between steel core 6 and the outer steel pipe 7 when building concrete filled 9, prevent that steel core from displacement or twisting taking place, these temporary fixed need can be removed after being retained to the member installation in position.Gusset plate 1 welding need take to reduce the measure of thermal stresses.
Embodiment 2: weldering-anchor connects the making that frequency-modulation mass anti-flection supports
The preparation of critical element: with embodiment 1.
Assembling is installed: in the boring of outer steel pipe 7 ends anchor bolt 5 is installed.Steel core 6 is penetrated outer steel pipe 7 and does temporary fixed.Adopt vertical method to build the C30 stone concrete, maintenance is to design strength.Near the welded and installed gusset plate 1 agent structure lower node.Frequency-modulation mass anti-flection is supported hoisted in position do temporary fixedly, screw, assemble resilient element 4 simultaneously with the bolt of torque spanner with stationary nodes connector 2,3.With gusset plate on the agent structure and frequency-modulation mass anti-flection support and connection, will go up the frame joint that gusset plate 1 is soldered to top after in place.Remove frequency-modulation mass anti-flection and support temporary fixed between outer steel pipe 7 and the steel core 6, remove frequency-modulation mass anti-flection and support with internodal temporary fixed.Assembling finishes.
Quality requirement: going up gusset plate 1 needs field Welding to install, and should be undertaken by the welding requirements of tension steel structure member.Other quality requirements are with embodiment 1.
Embodiment 3: reduce microseism design example and effect relatively
The utility model has designed two 4 layers twin spans (plane) frame construction example.Structural element in 2 structure examples is identical, and damping (shaking) scheme is different, sees Table 1.Wherein, the S4B2-0 model adopts common anti-flexing to support, and is intended to seldom meet the purpose that earthquake intensity is issued to energy-dissipating and shock-absorbing; The S4B2-2 model adopts the little macroseism frequency-modulation mass anti-flection that shakes of the utility model to support, and is intended to reduce structural vibration, energy-dissipating and shock-absorbing under macroseism under the little shake (or little shaking).This example is mainly used in comparison under unmanageable frequently occurred earthquake effect, and the utility model has certain effect to reducing mechanical shock, and it is constant seldom to meet under the earthquake intensity energy-dissipating and shock-absorbing effect.
The specific design parameter of two structures sees Table 1, and the agent structure member adopts Q235 Hot-roller font cross-section steel.Two suffered vertical loads of frame construction are identical, uniform dead load 18kN/m, uniform live load 15kN/m.Beam is considered the booster action of floor, and the rigidity of section enhancement coefficient is got 1.5.The structural element sectional dimension is carried out seismic Calculation after non-antidetonation combined strength checking computations are qualified.Choose El-Centro ripple (NS to), Qian'an ripple (EW), north and south, Tianjin ripple and vertical seismic wave and carry out linearity, Nonlinear time-history analysis respectively.Seismic fortification intensity 8 degree wherein, meets that the horizontal acceleration peak value is 700mm/s under the earthquake intensity more
2, vertical acceleration peak value is 455mm/s
2, meet seldom that the horizontal acceleration peak value is 4000mm/s under the earthquake intensity
2, vertical acceleration peak value is 2600mm/s
2
Two structural model parameters of table 1
| Pattern number | The number of plies | Stride number | Floor height (m) | Span (m) | Beam section | Column section | Supporting form | Subtract little scheme of shaking | Subtract macroseism side | Steel pipe sizes (mm) |
| Case | ||||||||||
| S4B2-0 | 4 | 2 | 3.6 | 6.0 | I：450×150× 8 | I：525×165 ×9 | Herringbone | Do not have | BRB | 250 2 |
| S4B2-2 | 4 | 2 | 3.6 | 6.0 | I：450×150× 8 | I：525×165 ×9 | Herringbone | Two kinds | BRB | 250 2 |
The TMD of S4B2-2 model subtracts microseism and has adopted two kinds of resonant frequency schemes, promptly 1-2 layer TMD resonant frequency is 2.12Hz, and 3-4 layer TMD resonant frequency is 6.66Hz, corresponds respectively to agent structure the 1st, 2 rank natural frequency, design parameters is as shown in table 2, and wherein the spring shaft of two kinds of TMD is to stiffness K
NiCalculate moving mass M by formula (1)
iBe the outer steel pipe 7 of anti-flexing support and the quality of concrete filled 9.The parameters such as steel core section area, axial rigidity and surrender bearing capacity that the anti-flexing of two structural models supports are identical, can carry out energy-dissipating and shock-absorbing rare the chance under the earthquake intensity.
The anti-flexing supported design parameter of two structural models of table 2
*Annotate: the index that adopts when calculating the restoring force curve with the Bauc-Wen model.
The summit acceleration peak value result of calculation of two structural models of table 3 relatively
Table 3 has been listed two kinds of structures respectively in the comparisons of meeting structure summit acceleration under earthquake intensity and the earthquake intensity of rare chance more.As can be seen, model S4B2-2 has tangible damping effect meet under the earthquake intensity more, two kinds of modelling effect basically identicals under the earthquake intensity of rare chance.It should be noted that S4B2-2 model vertical damping effect under the earthquake intensity of many chances is apparent in view.
Table 4 has been listed two kinds of structures respectively in the comparisons of meeting structure top displacement under earthquake intensity and the earthquake intensity of rare chance more.The gained result is consistent with the comparison conclusion of above-mentioned summit acceleration.Fig. 9 is that two models in the comparisons of meeting summit vertical displacement under the earthquake intensity more.
The top displacement peak value result of calculation of two structural models of table 4 relatively
Two interior anti-flexings that are provided with of structural model are supported on the earthquake intensity maintenance elastic stages down of meeting more, are entering the plasticity energy dissipating stage rare the chance under the earthquake intensity.Figure 10 has compared anti-flexing on the inherent first floor same position of two models and has been supported on the rarely occurred earthquake hysteresis loop of exerting oneself-be out of shape.Illustrated that two kinds of anti-flexings support the energy-dissipating and shock-absorbing effect basically identicals that reached under the earthquake intensity of rare chance.
Conclusion: analysis result shows, frequency-modulation mass anti-flection of the present utility model supports and can improve the conventional frame structure or frame construction that common anti-flexing supports is installed because of mechanical oscillation, wind load vibration with meet the discomfort that the earthquake intensity earthquake produces more, and it is functional to improve building.Can cut down building horizontal direction and vertical vibration simultaneously and meet the surrender that relies on steel core 6 under the earthquake intensity earthquake and consume energy and protect agent structure rare.
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| CN101974949A (en) * | 2010-10-15 | 2011-02-16 | 清华大学 | Buckling-restrained brace member consisting of four bound angle steels |
| CN101974949B (en) * | 2010-10-15 | 2012-05-23 | 清华大学 | Buckling-restrained brace member consisting of four bound angle steels |
| CN103883011A (en) * | 2014-04-11 | 2014-06-25 | 北京工业大学 | Industrialized assembly type multi-storey and high-storey steel-structure channel steel self-resetting buckling-prevention herringbone bracing system |
| CN103882972A (en) * | 2014-04-11 | 2014-06-25 | 北京工业大学 | Industrialized assembly type multi-storey and high-storey steel-structure tubular cross board self-resetting buckling-prevention eccentric bracing system |
| CN103882968A (en) * | 2014-04-11 | 2014-06-25 | 北京工业大学 | Industrialized assembly type multi-storey and high-storey steel-structure channel steel self-resetting buckling-prevention central bracing system |
| CN103883014A (en) * | 2014-04-11 | 2014-06-25 | 北京工业大学 | Industrialized assembled type multi-story and high-rise steel structure frame single-plate self-restoration buckling-preventing center supporting system |
| CN103883011B (en) * | 2014-04-11 | 2016-04-13 | 北京工业大学 | Industrialization assembling is many, high-rise steel structure channel-section steel self reset curvature-prevention timbering with rafter arch sets system |
| CN104452961A (en) * | 2014-12-08 | 2015-03-25 | 上海应用技术学院 | Rural low-rise assembled damping building structure system |
| CN106088391A (en) * | 2016-07-08 | 2016-11-09 | 贵州理工学院 | Tuned mass type yield energy dissipation seismic wall device |
| CN106088391B (en) * | 2016-07-08 | 2018-09-21 | 贵州理工学院 | Tuned mass type yield energy dissipation seismic wall device |
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Granted publication date: 20100106 Termination date: 20120116 |