CN111706111A - Near-modern building seismic reinforcement design method based on structural performance - Google Patents
Near-modern building seismic reinforcement design method based on structural performance Download PDFInfo
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- CN111706111A CN111706111A CN202010697894.XA CN202010697894A CN111706111A CN 111706111 A CN111706111 A CN 111706111A CN 202010697894 A CN202010697894 A CN 202010697894A CN 111706111 A CN111706111 A CN 111706111A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/027—Preventive constructional measures against earthquake damage in existing buildings
Abstract
The invention discloses a near modern building seismic reinforcement design method based on structural performance, and belongs to the technical field of civil engineering seismic reinforcement. The method comprises the following steps: the method comprises the following steps: determining a position of a TRC damper; step two: selecting the viscoelastic body area of the TRC damper, and calculating the equivalent stiffness and the equivalent damping coefficient of the TRC damper; step three: selecting a seismic wave to perform elastic time-course analysis, and giving out a control target of the maximum displacement angle of the concrete frame structure in different damage states; step four: obtaining the shear damping rate, modal damping energy consumption, TRC damper energy consumption and the effective damping ratio technical parameters added to the structure by the TRC damper from the area of the minimum viscoelastic body; step five: and (5) carrying out steel-wrapped reinforcement on beam column members in the energy-dissipating substructure. Compared with the traditional reinforcement mode, the method has small intervention on the modern buildings, is reversible, and can directly guide the engineering design by the optimization result.
Description
Technical Field
The invention belongs to the technical field of civil engineering seismic reinforcement, and relates to a method for improving the overall seismic performance of a modern building.
Background
Due to the limitation of the design years of modern buildings, the existing earthquake fortification target cannot be met. Due to the protection limitation, the modern building reinforcing mode is restricted, and the material performance discreteness is large and the strength grade is low. The modern building design theory is far from the current standard, and the seismic structure, the component bearing capacity, the comprehensive seismic capacity index and the structural deformation can not meet the standard requirements generally. If the conventional reinforcing mode is adopted for reinforcing the components one by one, the reinforcing quantity is large, the construction period is long, and the damage to the building is large.
Disclosure of Invention
Aiming at the technical problems, the invention provides a near modern building earthquake-resistant reinforcement design method based on structural performance, which can improve the overall earthquake-resistant performance of a near modern building concrete frame structure and avoid excessive and reversible intervention on the near modern building.
The strength of the original structure concrete is low, corresponding longitudinal bars are not arranged in a beam hogging moment area generally, a stirrup encryption area is not arranged, hinges are prone to cracking at the beam end under the action of an earthquake, and the energy consumption capability is weak. Considering that the beam end is hinged, the original structure only bears the dead weight of the structure, and the energy dissipation substructure formed by the newly-added wall type viscoelastic damper and the peripheral frame bears the horizontal seismic force. The earthquake-resistant performance target of the structure is controlled by controlling the maximum displacement angle under different failure states: the wall-added viscoelastic damper can meet the maximum displacement angle 1/550 (in a perfect state) after a small earthquake, the maximum displacement angle 1/350 (in a slight damage state) under a fortification intensity earthquake and the maximum displacement angle 1/120 (in a medium damage state) under the action of a rare earthquake, and the control working condition of the thickness of the viscoelastic body of the wall-added viscoelastic damper is given. And giving out corresponding damping rate, energy dissipation, additional damping ratio and the like to obtain an economic and reliable structural scheme.
In order to achieve the technical purpose, the technical scheme of the invention is as follows:
a near modern building earthquake-resistant reinforcement design method based on structural performance comprises the following steps:
the method comprises the following steps: determining the position of the TRC damper, so that the additional TRC damper forms a closed, complete and uniform lateral force resisting system for a building plane, and horizontal force can be smoothly transmitted to the damper;
step two: selecting the viscoelastic body area of the TRC damper, and calculating the equivalent stiffness and the equivalent damping coefficient of the TRC damper;
step three: selecting a seismic wave to perform elastic time-course analysis, giving out maximum displacement angle control targets of the concrete frame structure in different failure states, and obtaining the minimum viscoelastic body area through the maximum displacement angle control targets;
step four: calculating the shear damping rate, modal damping energy consumption, TRC damper energy consumption and the effective damping ratio technical parameters added to the structure by the TRC damper according to the area of the minimum viscoelastic body;
step five: and (5) carrying out steel-wrapped reinforcement on beam column members in the energy-dissipating substructure.
In the first step, the position of a TRC damper is determined according to the functional design conditions of a building plane, and after the TRC damper is arranged, the power special effects of the concrete frame structure in the two main shaft directions are close and the concrete frame structure is preferably arranged at the position with larger deformation and larger gravity load representative value.
In the second step, the equivalent stiffness coefficient K of the TRC dampereqAnd equivalent damping coefficient CeqCalculated by the following formula, respectively:
wherein the content of the first and second substances,
K1、K2the equivalent stiffness coefficient is the nonlinear four-unit model parameter of the TRC damper;
C1、C2the equivalent damping coefficient of the nonlinear four-unit model parameter of the TRC damper is obtained;
omega is angular velocity;
eqK2、eqCK2is K2Bi-line curve related parameters of the restoring force spring.
In the third step, under different damage states, the calculation formula of the maximum displacement angle control target is as follows:
wherein, theta1、θ2、θ3The maximum lateral shift angle response of the structure under the action of small earthquake, intensity earthquake and rare earthquake after the TRC damper is additionally arranged is respectively realized; s is the area of the viscoelastic body of the TRC damper;
the calculation formula of the minimum viscoelastic area of the TRC damper is as follows:
the step four and the step five also comprise: the maximum shear and shear strain steps of the TRC damper are re-checked at the desired performance target.
The concrete action is not considered during the component design, the outer steel is designed according to a lattice steel component, the internal force of the outer steel is based on the standard value effect of rare earthquake action, and the adjusting coefficient related to the earthquake resistance grade is not considered.
The invention has the following beneficial effects:
1. the invention provides an earthquake-resistant reinforcement design method based on structural performance for modern buildings, which can obviously improve the overall earthquake-resistant performance of the buildings;
2. the method avoids reinforcing all the members of the building one by one, and has the advantages of minimum intervention, reversibility and economy;
3. the frame beam end is allowed to hinge, the earthquake force is borne by an energy dissipation substructure formed by the wall-type viscoelastic damper and the peripheral frame, and the force transmission path is clear and reliable;
4. the anti-seismic performance target of the structure is controlled by controlling the maximum displacement angle under different damage states, so that the minimum viscoelastic area of the wall type viscoelastic damper is obtained, and the design result is optimized;
5. the wall-type viscoelastic damper is adopted to reinforce historical buildings, the arrangement is flexible, the installation is convenient, the complex maintenance and repair are not needed after the installation, and the self-recovery capability is strong.
Drawings
FIG. 1 is a flow chart of a near modern building seismic reinforcement design method based on structural performance;
FIG. 2 is a simplified schematic of a TRC damper arrangement for a calculated case, with the major axes being the X and Y axes;
figure 3 is an energy dissipater structure of the TRC damper and the beam column;
wherein, 1, the beam is wrapped with steel for reinforcement; 2. steel is wrapped outside the column for reinforcement; 3. 4, TRC damper;
figure 4 is a TRC damper to floor beam connection node;
wherein, 5, 6, connecting plate; 7. beam bottom stress angle steel; 8. a TRC damper; 9. a screw; 10. a hoop plate; 11. flat steel;
FIG. 5 is a method for wrapping steel lattice outside a beam column without considering concrete action;
12, beam bottom stress angle steel; 13. a screw; 14. column stress angle steel; 15. a batten plate; 16 flat steel;
FIG. 6 is a graph of maximum displacement angle versus viscoelastic body area for different failure states in an actual case;
FIG. 7 is a graph of the shear force of the substrate versus the area of the viscoelastic body in the actual case;
FIG. 8 is a graph showing a relationship between a shear damping rate and an area of a viscoelastic body in an actual case;
FIG. 9 is a plot of energy dissipation versus viscoelastic area for a real case;
FIG. 10 is a non-linear four-element model;
FIG. 11 is a Kelvin-Voigt model.
Detailed Description
The invention is further illustrated with reference to the figures and examples.
The method comprises the following steps: and determining the position of the TRC damper according to the functional design conditions of the building plane, so that the additional TRC damper forms a closed, complete and uniform lateral force resisting system for the building plane, and the horizontal force can be smoothly transmitted to the damper. The arrangement of the TRC damper is suitable for enabling the power special effects of the structure in the two main shaft directions to be similar and setting the structure at a position with larger deformation, and is beneficial to improving the energy dissipation and shock resistance of the whole structure.
Step two: and calculating the equivalent stiffness and the equivalent damping coefficient of the TRC damper. The TRC damper restoring force model is typically a nonlinear four-element model (see FIG. 10), where K is1、K2、C1、C2Related to the area, thickness and shear strain of the viscoelastic body. The model is usually equivalent to a Kelvin-Voigt model (see fig. 11) due to the large and long time consuming iterative computations. Its equivalent stiffness KeqAnd equivalent damping CeqComprises the following steps:
wherein ω is the angular velocity;eqK2、eqCK2is the bi-liner curve related parameter of the K2 restoring force spring. When the thickness of the viscoelastic body is constant, the equivalent stiffness and the equivalent damping coefficient of the TRC damper are related only to the area of the viscoelastic body, and increase as the area of the viscoelastic body increases.
Step three: and selecting a seismic wave to perform elastic time-course analysis, and giving out maximum displacement angle control targets in different damage states.
Wherein, theta1、θ2、θ3The maximum lateral shift angle response of the structure under the action of small earthquake, intensity earthquake and rare earthquake after the TRC damper is additionally arranged is respectively realized; s is the area of the viscoelastic body of the TRC damper.
Namely, under small earthquake, the area of the viscoelastic body needs to be reached, and the maximum displacement angle of the structure can be controlled within 1/550 (in a perfect state); under the action of fortification intensity earthquake, the area of the viscoelastic body needs to be up to, and the maximum displacement angle of the structure can be controlled within 1/350 (in a slight damage state); under the action of rare earthquake, the area of the viscoelastic body needs to be reached, the maximum displacement angle of the structure can be controlled within 1/120 (in a medium damage state), and the minimum viscoelastic area, namely the most economic type of the TRC damper is obtained.
Step four: and obtaining related technical parameters such as shear damping rate, modal damping energy consumption, TRC damper energy consumption, effective damping ratio added to the structure by the TRC damper and the like by the area of the minimum viscoelastic body. The maximum shear and shear strain of the TRC damper is re-checked at the expected performance target.
Step five: the energy dissipation substructure design, TRC attenuator and peripheral frame form the sub-structure of structure energy dissipation (see figure 3), for guaranteeing that the TRC attenuator can play a role, the beam column component should have higher anti-seismic performance in the energy dissipation substructure. In order to improve the bearing capacity of the connecting component of the damper, the connecting component is reinforced by steel cladding (figure 5). The concrete action is not considered during the component design, the outer steel is designed according to a lattice steel component, the internal force of the outer steel is based on the standard value effect of rare earthquake action, and the adjusting coefficient related to the earthquake resistance grade is not considered. Under the action of rare earthquakes, the embedded parts and the gusset plates of the TRC damper connected with the floor beams are required to be in an elastic working state (see figure 4), and damage such as slippage, pulling-out and the like cannot occur.
The method of the invention is verified by combining a project practical case as follows: a building of a certain theater in Nanjing is built in 1936, and is provided with 1 floor of underground part and 4 floors of the ground, and an auditorium in the middle is an open house. The building is divided into a front hall, an auditorium hall, a stage, a rest hall and an earroom, and the building area is 7576.2m2, and the building is a national key cultural relic protection unit. The height of a main roof of the building is 18.7m, the span of a stage roof beam is 17.1m, the span of a platform opening beam is 14.6m, the span of a combined truss in a building seat is 33.1m, the overhanging size of a cantilever beam of the building seat is nearly 6m, and a main structure adopts a reinforced concrete frame structure. The engineering seismic fortification intensity is 7 degrees, the site class is III class, the seismic fortification class is B class, and the subsequent service life is 30 years (A class building). According to the identification report: the beam column with the original structure is not provided with a stirrup encryption area, the concrete strength level is lower (less than C18), concrete exposed bars, expansion cracks, serious steel bar corrosion, irregular structure body, and the safety identification rating is Csu. The structural calculation reinforcement under small earthquake shows that a certain amount of reinforcement is needed in the hogging moment area of the frame beam, and the beam is not provided with corresponding reinforcement through on-site spot check; and the reinforcement of part of the frame columns is insufficient. The structural earthquake proof checking calculation shows that most of the beams and columns do not meet the earthquake proof requirement, and the earthquake proof structure, the component bearing capacity, the comprehensive earthquake proof capability index and the structural deformation do not meet the standard requirement. For a theater building, the function division of each area is clear, and the position of the damper can be fixed. Combining the plane function of the building, the TRC damper is additionally arranged to form a closed, complete and uniform lateral force resisting system (see figure 2) for the stage, the auditorium and the lobby. The equivalent stiffness and the equivalent damping coefficient of different dampers are obtained, and are shown in table 1.
TABLE 120 ℃ 1Hz damper basic Performance parameters
Note: the viscoelastic body thickness was 10mm thick.
After the beam end of the original main body structure is hinged, the self-vibration period of the structure is obviously increased, and the structural rigidity is obviously degraded; after the TRC damper is additionally arranged, the structural rigidity is obviously improved (see table 2).
TABLE 2 comparison of the model after the beam ends are reamed
Fig. 6 shows the relationship between the maximum displacement angle and TRC viscoelastic area for different failure states of the present process: under small earthquake, the area of the viscoelastic body needs to reach 0.4 square meter, and the maximum displacement angle of the structure can be controlled within 1/550 (in a sound condition); under the action of fortifying intensity earthquake, the area of the viscoelastic body needs to reach 1.1 square meter, the maximum displacement angle of the structure can be controlled within 1/350, and the viscoelastic material is slightly damaged; under the action of rare earthquake, the viscoelastic body area must be up to 0.8 square meter, and the maximum displacement angle of the structure can be controlled within 1/120, so that it is in medium damage state. Therefore, the TRC1900C or TRC2600C may be selected to meet the desired objectives.
Fig. 7 shows the relationship of the base force to the viscoelastic body area: after the damper is additionally arranged, the shearing force of the structure base is reduced along with the increase of the area of the viscoelastic body. After the beam ends are hinged, the base shear force is further reduced, but the base shear force is the smallest when the viscoelastic body area is 0.8 square meter, the smallest shear force is 1600kN, and then the base shear force is continuously increased.
Table 3 gives the floor shear before and after the beam end hinge out: after the beam end is hinged, the structural rigidity is reduced, the floor shearing force is reduced, after the damper is additionally arranged, the floor shearing force is further reduced, but the structural rigidity is basically consistent with that of the beam end of the original structure without being hinged, the rigidity degraded part of the original structure is supplemented by the additional rigidity of the TRC, and the energy dissipation substructure can effectively bear horizontal seismic force.
TABLE 3 shear comparison
FIG. 8 shows the base shear damping rate versus viscoelastic body area: after the damper is additionally arranged, the maximum shear shock absorption rate of the structure is 0.42, the maximum shear shock absorption rate of the beam end after hinge-out is 0.37, and the increase of the viscoelastic area cannot improve the shock absorption rate without limit.
TABLE 4 energy dissipation and additional effective damping ratio
Table 4 and fig. 9 show the relationship between modal damping energy consumption, TRC damper energy consumption and viscoelastic body area before and after the beam end is hinge-out: with the increase of the area of the viscoelastic body, the modal damping energy consumption is reduced, the energy consumption of the damper is increased, and the effective damping ratio of the TRC damper added to the structure is increased. After the beam end is hinged, modal damping energy consumption is reduced compared with the same type of damper, the damper energy consumption is increased, the additional effective damping ratio of the damper is further increased, and the maximum value of the additional effective damping ratio is 0.242.
Claims (6)
1. A near modern building earthquake-resistant reinforcement design method based on structural performance is characterized by comprising the following steps:
the method comprises the following steps: determining the position of the TRC damper, so that the additional TRC damper forms a closed, complete and uniform lateral force resisting system for a building plane, and horizontal force can be smoothly transmitted to the damper;
step two: selecting the viscoelastic body area of the TRC damper, and calculating the equivalent stiffness and the equivalent damping coefficient of the TRC damper;
step three: selecting a seismic wave to perform elastic time-course analysis, giving out maximum displacement angle control targets of the concrete frame structure in different failure states, and obtaining the minimum viscoelastic body area through the maximum displacement angle control targets;
step four: calculating the shear damping rate, modal damping energy consumption, TRC damper energy consumption and the effective damping ratio technical parameters added to the structure by the TRC damper according to the area of the minimum viscoelastic body;
step five: and (5) carrying out steel-wrapped reinforcement on beam column members in the energy-dissipating substructure.
2. The near modern building earthquake-resistant reinforcement design method based on structural performance as claimed in claim 1, wherein: in the first step, the position of a TRC damper is determined according to the functional design conditions of a building plane, and after the TRC damper is arranged, the power special effects of the concrete frame structure in the two main shaft directions are close and the concrete frame structure is preferably arranged at the position with larger deformation and larger gravity load representative value.
3. The near modern building earthquake-resistant reinforcement design method based on structural performance as claimed in claim 1, wherein: in the second step, the equivalent stiffness coefficient K of the TRC dampereqAnd equivalent damping coefficient CeqCalculated by the following formula, respectively:
wherein, among others,
K1、K2the equivalent stiffness coefficient is the nonlinear four-unit model parameter of the TRC damper;
C1、C2the equivalent damping coefficient of the nonlinear four-unit model parameter of the TRC damper is obtained;
omega is angular velocity;
eqK2、eqCK2is K2Bi-line curve related parameters of the restoring force spring.
4. The near modern building earthquake-resistant reinforcement design method based on structural performance as claimed in claim 1, wherein: in the third step, under different damage states, the calculation formula of the maximum displacement angle control target is as follows:
wherein, theta1、θ2、θ3The maximum lateral shift angle response of the structure under the action of small earthquake, intensity earthquake and rare earthquake after the TRC damper is additionally arranged is respectively realized; s is the area of the viscoelastic body of the TRC damper;
the calculation formula of the minimum viscoelastic area of the TRC damper is as follows:
5. the near modern building earthquake-resistant reinforcement design method based on structural performance as claimed in claim 1, wherein: the step four and the step five also comprise: the maximum shear and shear strain steps of the TRC damper are re-checked at the desired performance target.
6. The near modern building earthquake-resistant reinforcement design method based on structural performance as claimed in claim 1, wherein: the concrete action is not considered during the component design, the outer steel is designed according to a lattice steel component, the internal force of the outer steel is based on the standard value effect of rare earthquake action, and the adjusting coefficient related to the earthquake resistance grade is not considered.
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