CN105332521A - Seismic hardening additional damping and reinforcing frame connected with joint region - Google Patents
Seismic hardening additional damping and reinforcing frame connected with joint region Download PDFInfo
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- CN105332521A CN105332521A CN201510781876.9A CN201510781876A CN105332521A CN 105332521 A CN105332521 A CN 105332521A CN 201510781876 A CN201510781876 A CN 201510781876A CN 105332521 A CN105332521 A CN 105332521A
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- E—FIXED CONSTRUCTIONS
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- 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
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- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
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- E—FIXED CONSTRUCTIONS
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- 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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Abstract
The invention relates to a seismic hardening additional damping and reinforcing frame connected with a joint region. The frame is arranged on an existing frame structure, when the top of the existing frame structure is provided with cantilever slabs and is reinforced by an external additional concrete damping and reinforcing frame, the cantilever slabs are connected with an existing frame upper beam of the existing frame structure and a left column of the additional damping and reinforcing frame in an opposite penetrating mode; and space is reserved between the external additional concrete damping and reinforcing frame and the cantilever slabs, so that concrete pouring is facilitated. When the bearing capacity of components of the existing frame structure cannot meet normal operation of a shear connector, the components of the existing frame are reinforced locally. The joint region is connected with the additional damping and reinforcing frame, stress interference and load on the existing frame structure due to arrangement of the additional damping and reinforcing frame are reduced, stress interference on the existing frame structure is small, design analysis and a construction process are relatively simple, and antiseismic performance and seismic rehabilitation of the existing frame structure are facilitated.
Description
Technical field
The present invention relates to and a kind ofly connect additional damping reinforcement framework that sinker is set by adding shear connector in existing frame construction nodes domains and realize the technology of damping reinforcement, belong to concrete frame structure antidetonation and energy-dissipating and shock-absorbing field of reinforcement.
Background technology
The application of energy-dissipating and shock-absorbing reinforcing technique in concrete structure reinforcement transformation is more and more wider, wherein, adopt buckling restrained brace, metal yield type damper equipotential to move relationship type sinker when carrying out damping reinforcement, determining face multiple design alternative in sinker rigidity and surrender bearing capacity, connected mode, existing frame structure component disposal etc.The additional damping reinforcement frame strengthening existing concrete structure adopting nodes domains to connect can reduce, to the stressed interference of existing frame construction and the damage to existing frame structure component, can select multiple types, many specifications sinker, and facilitate user, short construction period.At present, relevant supporting technology obtained experimental verification already.
Summary of the invention
The present invention is directed to traditional Quan Liang is connected existing frame construction and additional damping reinforcement framework method with full post implantation shear connector, propose a kind of method that nodes domains connects additional damping reinforcement framework and existing frame construction.This additional damping reinforcement framework is connected by means of only the shear connector of nodes domains (beam-ends and styletable) with between existing frame construction, and in girder span and in the middle part of post, shear connector is not set, thus ensure additional damping reinforcement framework and existing frame construction under geological process during collaborative work, displacement field constraint is few, existing structure burden is little, at utmost can play the energy-dissipating and shock-absorbing effect of existing structure antidetonation, additional damping reinforcement framework antidetonation and sinker.Compared with seismic strengthening technology, the present invention can shorten construction period, significantly improve structural seismic performance etc.; Compared with the additional damping reinforcement framework technology of the company's of setting shear connector within the scope of Quan Liang, column length, the present invention is few to existing frame construction disturbance, and reasonable stress can save material, shortens construction period etc.The present invention shock test authenticating security is reliable, and can reduce the stressed interference to existing frame construction, the damage of work progress to existing frame structure component is little, and energy-dissipating and shock-absorbing consolidation effect is obvious.
For reaching above-mentioned effect, the present invention adopts following technical scheme.The internal force shared under the cross section composite interior force of additional damping reinforcement framework comprises the deadweight of additional damping reinforcement framework and geological process.The shearing resistance checking computations of rear anchoring (or to wearing anchoring) connector, additional damping reinforcement framework and the existing frame construction that should consider to arrange sinker are issued to the shearing corresponding to displacement coordination at frequently occurred earthquake.Design with this shearing force design value and determine section area and the quantity of shear connector, and the beam-ends be evenly arranged near all nodes domains and styletable.Shear connector possesses certain structure resistance to tension at existing structure and newly-built additional frame planted agent, expanding die bed mechanical anchor or special back taper chemical anchor bolts, in newly-built additional frame, arranging crotch etc. as adopted during anchoring in existing structure.
Existing framework upper beam (1), existing framework underbeam (2) are parallel to each other, and the left post of existing framework (3), the right post of existing framework (4) are arranged in parallel and be separately fixed at the two ends up and down of existing framework upper beam (1), existing framework underbeam (2); Existing framework upper beam (1), existing framework underbeam (2), the left post of existing framework (3), the right post of existing framework (4) connect to form existing frame construction.
Seismic hardening connects additional damping reinforcement framework by nodes domains and is arranged in existing frame construction, seismic hardening connects additional damping reinforcement framework by nodes domains and is divided into additional concrete damping reinforcement framework and additional steel damping reinforcement framework according to material difference, is divided into outside additional damping reinforcement framework and inside to add damping reinforcement framework according to installation position difference.
Additional damping reinforcement frame joint is formed by adding damping reinforcement framework upper beam (6), additional damping reinforcement framework underbeam (7), the additional left post of damping reinforcement framework (8), the additional right post of damping reinforcement framework (9), sinker (10) and being connected sinker parts (11).Wherein, additional damping reinforcement framework upper beam (6) is connected respectively by upper beam right-hand member node shear connector (12) and upper beam left end node shear connector (13) with existing framework upper beam (1); Additional damping reinforcement framework underbeam (7) is connected with underbeam left end node shear connector (15) respectively by underbeam right-hand member node shear connector (14) with existing framework underbeam (2); The additional left post of damping reinforcement framework (8) is connected with end node shear connector (17) under left post respectively by end node shear connector (16) on left post with the left post of existing framework (3); The additional right post of damping reinforcement framework (9) is connected with right post lower end shear connector (19) respectively by end node shear connector (18) on right post with the right post of existing framework (4); Sinker (10) is arranged in outside additional damping reinforcement framework, sinker (10) is first connected by the beam of sinker link (11) and additional damping reinforcement framework or post component, then is connected with existing frame construction by the shear connector of the additional each Nodes of damping reinforcement framework.
When the top of existing frame construction is provided with floor of encorbelmenting (5) and adopts outside additional concrete damping reinforcement frame strengthening, floor (5) of encorbelmenting is by being connected with the existing framework upper beam (1) of existing frame construction, the additional left post of damping reinforcement framework (8) wearing, space is reserved with between outside additional concrete damping reinforcement framework and floor of encorbelmenting (5), so that concreting, mortar material dense packing effect use in reserved space after concreting completes, and guarantee floor (5) of encorbelmenting is connected reliably with outside additional concrete shock frame.When the element bearing capacity of existing frame construction can not meet shear connector normally work time, carry out local stiffening to existing framing component, described local stiffening is local encased steel plate (26).
Existing framework underbeam (2) is connected by underbeam left end node shear connector (15) with additional damping reinforcement framework underbeam (7), and the left post of existing framework (3) is connected by end node shear connector (17) under left post with the left post of additional damping reinforcement framework (8).
Additional damping reinforcement frame joint is made up of additional damping reinforcement framework upper beam (6) and the right post of additional damping reinforcement framework (9).First local encased steel plate (26) consolidation process is carried out to existing framework upper beam (1) node linkage section, and additional damping reinforcement framework upper beam (6) is installed using local encased steel plate (26) as backing plate.Local encased steel plate (26) adopts and is fixed on existing frame structure component to ensure local encased steel plate (26) stability pull-type structure crab-bolt (27).Additional damping reinforcement framework upper beam (6) is connected by upper beam right-hand member node shear connector (12) with existing framework upper beam (1), and the additional right post of damping reinforcement framework (9) is connected by end node shear connector (18) on right post with the right post of existing framework (4).
Shear connector to comprise on upper beam right-hand member node shear connector (12), upper beam left end node shear connector (13), left post under end node shear connector (16), left post on end node shear connector (17), right post end node shear connector (19) under end node shear connector (18), right post.Shear connector adopts mechanical anchor, chemical anchor bolts; Method of attachment adopts wearing formula connection or having the rear anchoring shear connector constructing tension function; In existing structure, anchoring adopts and expands die bed mechanical anchor or special back taper chemical anchor bolts, at external anchor in newly-built additional frame, or arranges crotch in inside and carries out interior anchor.Beyond nodes domains linkage section, do not arrange that additional frame and existing framework separate by the new and old component junction plastic film material of shear connector.
The parameter such as surrender bearing capacity, original yield displacement of the cross section of additional damping reinforcement Vierendeel girder, post and arrangement of reinforcement parameter, displacement relationship type sinker is determined according to energy-dissipating and shock-absorbing reinforcing design.The existing frame construction compatibility of deformation relation be connected with it according to the additional damping reinforcement framework under geological process obtains the quantity of certain one deck shear connector, the shear connector of floor totally two ten, comprise upper beam right-hand member node shear connector (12), upper beam left end node shear connector (13), end node shear connector (16) on left post, end node shear connector (17) under left post, end node shear connector (19) under end node shear connector (18) and right post on right post, be evenly distributed to two ends, upper beam left and right, the upper and lower two ends of left post, the node linkage section at the upper and lower two ends of right post, anchorage style adopts drawing anchoring or rear anchoring.Again because adopt chevron shaped support, in girder span, connect the position mounting rail of buckling restrained brace across interior structure crab-bolt (20).
Existing framework upper beam (1) is connected by upper beam shear connector (22) with additional damping reinforcement framework upper beam (6), existing framework underbeam (2) is connected by underbeam shear connector (23) with additional damping reinforcement framework underbeam (7), the left post of existing framework (3) is connected by left post shear connector (24) with the left post of additional damping reinforcement framework (8), and the right post of existing framework (4) is connected by right post shear connector (25) with the right post of additional damping reinforcement framework (9).Under geological process, additional damping reinforcement framework is consistent with the deformation of member of the existing frame construction of connection, the existing frame structure component formation compound section that additional damping reinforcement frame structure component is coupled, significantly increase the rigidity of the existing frame structure component connecting additional damping reinforcement framework, the stressed rule of existing frame construction is changed comparatively large, higher to the shock resistance demand of existing frame construction.And nodes domains connection side rule is only connected at the Nodes of existing frame construction with additional damping reinforcement framework, effective connection is not all formed in girder span He in the middle part of post, reduce the stressed interference and burden that the existing frame structure component connecting additional damping reinforcement framework are brought because arranging additional damping reinforcement framework, simultaneously less to the stressed interference of existing frame construction.
Traditional additional damping reinforcement framework passes through along the connection of arranging shear connector and existing frame construction within the scope of whole girder span and post height.By the ruggedized construction of the method design, under geological process, the existing frame structure component formation compound section that additional damping reinforcement frame structure component is coupled, significantly increase the rigidity of structural element, change larger to the stressed rule of existing frame construction, improve the shock resistance demand of existing frame construction, when causing geological process, existing framework breakoff phenomenon occurs early, damage is large.By contrast, nodes domains is adopted to connect additional damping reinforcement framework, only need additional damping reinforcement framework consistent near nodal distortion with the existing frame construction of connection, the distortion of other parts is not constrained each other, reduce the stressed interference and burden that existing frame construction are brought because arranging additional damping reinforcement framework, less to the stressed interference of existing frame construction, design analysis and work progress are comparatively simple, are conducive to performance and the rear reparation of shake of existing Seismic Performance of Concrete Frame.
Accompanying drawing explanation
Fig. 1 is outside additional concrete damping reinforcement frame joint territory connection diagram of installing buckling restrained brace.
Fig. 2 is C-C sectional view.
Fig. 3 is D-D sectional view.
Fig. 4 is C-C sectional view.
Fig. 5 is D-D sectional view.
Fig. 6 is the full girder span of concrete damping reinforcement framework of outside additional installation buckling restrained brace and full post high connection diagram.
Fig. 7 is E-E sectional view.
Fig. 8 is F-F sectional view.
Fig. 9 is outside additional steel damping reinforcement framework local nodes territory connection diagram of installing buckling restrained brace.
Figure 10 is inner additional steel damping reinforcement framework local nodes territory connection diagram of installing buckling restrained brace.
Figure 11 is G-G sectional view.
In figure: the existing framework upper beam of 1-, the existing framework underbeam of 2-, the left post of the existing framework of 3-, the right post of the existing framework of 4-, 5-encorbelments floor, 6-adds damping reinforcement framework upper beam, 7-adds damping reinforcement framework underbeam, 8-adds the left post of damping reinforcement framework, 9-adds the right post of damping reinforcement framework, 10-sinker, 11-connects sinker parts, 12-upper beam right-hand member node shear connector, 13-upper beam left end node shear connector, 14-underbeam right-hand member node shear connector, 15-underbeam left end node shear connector, end node shear connector on the left post of 16-, end node shear connector under the left post of 17-, end node shear connector on the right post of 18-, end node shear connector under the right post of 19-, 20-constructs crab-bolt, 21-packed layer, 22-upper beam shear connector, 23-underbeam shear connector, the left post shear connector of 24-, the right post shear connector of 25-, 26-local encased steel plate, the structure crab-bolt of 27-local encased steel plate.
Detailed description of the invention
Implementation principle
1. shear connector should be evenly arranged beam-ends near all nodes domains and styletable, its section area and quantity by existing frame construction and additional damping reinforcement framework the distortion conspiracy relation under geological process determine.Shear connector should not be arranged in joint cores.
2. beam-ends and styletable arrange that the linkage section total length of shear connector should be no more than its hoop reinforcement length, wherein, the linkage section length limit value of one-level Vierendeel girder should get the smaller value in 1.5h (h is beam section height) and 500mm, the linkage section length limit value at the upper and lower two ends of post should get the smaller value in 1/6 and 500mm of post clear height, for the post root of bottom column, the smaller value in 1/4 and 500m of desirable post clear height; The linkage section length limit value of secondary Vierendeel girder should get the smaller value in 1.2h (h is beam section height) and 400mm, the linkage section length limit value at the upper and lower two ends of post should get the smaller value in 1/8 and 400mm of post clear height, for the post root of bottom column, the smaller value in 1/4 and 400m of desirable post clear height.
3. when additional damping reinforcement framework adopts herringbone or " X " shape supports, structure crab-bolt or reinforcing bar should be arranged within the scope of the anchoring supported, the grade of crab-bolt or reinforcing bar should be identical with shear connector, its quantity can be determined by the difference of the maximum axial pulling force supported and maximum axial pressure, but its cross section gross area, I and II should not be less than
three, level Four framework should not be less than
4. shear connector should select high-strength bolt or Ribbed Bar, should adopt drawing anchorage style; When adopting when drawing anchorage style, can adopt the rear anchoring crab-bolt with structure tension function and in newly-built additional frame, arrange the mode of 90 degree of crotches, crotch tip lengths is greater than 5d.The cross section of rear anchoring shear amchor bolt, anchorage length, structure way and requirement should meet the related request of existing industry standard " concrete post anchoring tecnical regulations " JGJ297.
5. the relevant parameter of additional damping reinforcement framework, sinker and connection sinker parts, shear connector is determined by seismic Calculation.
Implementation method
Existing framework upper beam (1), existing framework underbeam (2) are parallel to each other, and the left post of existing framework (3), the right post of existing framework (4) are arranged in parallel and be separately fixed at the two ends up and down of existing framework upper beam (1), existing framework underbeam (2); Existing framework upper beam (1), existing framework underbeam (2), the left post of existing framework (3), the right post of existing framework (4) connect to form existing frame construction.
Additional damping reinforcement framework is arranged in existing frame construction.Different according to material, additional damping reinforcement framework is divided into additional concrete damping reinforcement framework (as Fig. 1 and Fig. 2) and additional steel damping reinforcement framework (as Fig. 9 and Figure 10) etc.; Different according to installation position, additional damping reinforcement framework can be divided into outside additional damping reinforcement framework (as shown in Figure 1, Figure 2 and Fig. 9) and inside to add damping reinforcement framework (as Figure 10) etc.
Seismic hardening connects additional damping reinforcement framework by nodes domains and forms by adding damping reinforcement framework upper beam (6), additional damping reinforcement framework underbeam (7), the additional left post of damping reinforcement framework (8), the additional right post of damping reinforcement framework (9), sinker (10) and being connected sinker parts (11).Wherein, additional damping reinforcement framework upper beam (6) is connected respectively by upper beam right-hand member node shear connector (12) and upper beam left end node shear connector (13) with existing framework upper beam (1); Additional damping reinforcement framework underbeam (7) is connected (as shown in Figure 2) with underbeam left end node shear connector (15) respectively by underbeam right-hand member node shear connector (14) with existing framework underbeam (2); The additional left post of damping reinforcement framework (8) is connected (as shown in Figure 3) with end node shear connector (17) under left post respectively by end node shear connector (16) on left post with the left post of existing framework (3); The additional right post of damping reinforcement framework (9) is connected with right post lower end shear connector (19) respectively by end node shear connector (18) on right post with the right post of existing framework (4).
When the top of existing frame construction is provided with floor of encorbelmenting (5) and adopts outside additional concrete damping reinforcement frame strengthening, floor (5) of encorbelmenting passes through wearing the existing framework upper beam (1) with existing frame construction, the additional left post of damping reinforcement framework (8) connects, space is reserved with between outside additional concrete damping reinforcement framework and floor of encorbelmenting (5), so that concreting, (as Fig. 1) is filled with densify such as mortars in reserved space after concreting completes, guarantee floor (5) of encorbelmenting is connected reliably with outside additional concrete shock frame.When the element bearing capacity of existing frame construction can not meet shear connector normally work time, local stiffening is carried out to existing framing component, as local encased steel plate (26).
Fig. 9 is outside additional steel damping reinforcement frame joint schematic diagram.In figure, existing frame construction node is existing framework underbeam (2) and the left post of existing framework (3) joint; Outside additional steel damping reinforcement frame joint is by additional damping reinforcement framework underbeam (7), the additional left post of damping reinforcement framework (8), sinker (10) and be connected sinker parts (11) and form.Existing framework underbeam (2) is connected by underbeam left end node shear connector (15) with additional damping reinforcement framework underbeam (7), and the left post of existing framework (3) is connected by end node shear connector (17) under left post with the left post of additional damping reinforcement framework (8).
Figure 10 is inner additional steel damping reinforcement frame joint schematic diagram.In figure, existing frame construction node is existing framework upper beam (1) and the right post of existing framework (3) joint; Additional damping reinforcement frame joint is made up of additional damping reinforcement framework upper beam (6) and the right post of additional damping reinforcement framework (9).First local encased steel plate (26) consolidation process is carried out to existing framework upper beam (1) node linkage section, and additional damping reinforcement framework upper beam (6) (as Figure 11, G-G cross section) is installed using local encased steel plate (26) as backing plate.Local encased steel plate (26) adopts and is fixed on existing frame structure component to ensure local encased steel plate (26) stability pull-type structure crab-bolt (27).Additional damping reinforcement framework upper beam (6) is connected by upper beam right-hand member node shear connector (12) with existing framework upper beam (1), and the additional right post of damping reinforcement framework (9) is connected by end node shear connector (18) on right post with the right post of existing framework (4).
Sinker (10) is arranged in outside additional damping reinforcement framework, sinker (10) is first connected by the beam of sinker link (11) and additional damping reinforcement framework or post component, then is connected with existing frame construction by the shear connector of the additional each Nodes of damping reinforcement framework.
Shear connector to comprise on upper beam right-hand member node shear connector (12), upper beam left end node shear connector (13), left post under end node shear connector (16), left post on end node shear connector (17), right post end node shear connector (19) under end node shear connector (18), right post.Shear connector adopts mechanical anchor, chemical anchor bolts; Method of attachment adopts and connects (as Fig. 2 wearing formula, Fig. 7, Figure 10 and Figure 11) or there is the rear anchoring shear connector constructing tension function, such as, in existing structure, anchoring adopts and expands die bed mechanical anchor or special back taper chemical anchor bolts, can at external anchor (as Fig. 3) in newly-built additional frame, or crotch is set in inside carries out interior anchor (as Fig. 8).Beyond nodes domains linkage section, do not arrange that additional frame and existing framework can separate in (as Fig. 5, D-D cross section) by plastic film and other material by the new and old component junction of shear connector.
The parameter such as surrender bearing capacity, original yield displacement of the parameters such as the cross section of additional damping reinforcement Vierendeel girder, post and arrangement of reinforcement, displacement relationship type sinker should be determined according to energy-dissipating and shock-absorbing reinforcing design.The existing frame construction compatibility of deformation relation be connected with it according to the additional damping reinforcement framework under geological process can obtain the quantity of certain one deck shear connector, the shear connector (diameter is drawn by designing and calculating) of floor shown in Fig. 1 totally two ten, comprise upper beam right-hand member node shear connector (12), upper beam left end node shear connector (13), end node shear connector (16) on left post, end node shear connector (17) under left post, end node shear connector (19) under end node shear connector (18) and right post on right post, be evenly distributed to two ends, upper beam left and right, the upper and lower two ends of left post, the node linkage section at the upper and lower two ends of right post, anchorage style adopts drawing anchoring or rear anchoring.Again because adopt chevron shaped support, in girder span, connect the position mounting rail of buckling restrained brace across interior structure crab-bolt (20) (as Fig. 4, C-C cross section).The length of Fig. 1 interior joint linkage section all meets implementation principle 2.The detailing requiments of shear connector all meets the requirement of " concrete post anchoring tecnical regulations ".
Fig. 6 is the outside additional concrete damping reinforcement block schematic illustration arranging shear connector along full girder span and Quan Zhugao.Existing frame construction is made up of existing framework upper beam (1), existing framework underbeam (2), the left post of existing framework (3) and the right post of existing framework (4); Additional damping reinforcement framework forms by adding damping reinforcement framework upper beam (6), additional damping reinforcement framework underbeam (7), the additional left post of damping reinforcement framework (8), the additional right post of damping reinforcement framework (9), sinker (10) and being connected sinker parts (11).Existing framework upper beam (1) is connected (as Fig. 7 with additional damping reinforcement framework upper beam (6) by upper beam shear connector (22), E-E cross section), existing framework underbeam (2) is connected by underbeam shear connector (23) with additional damping reinforcement framework underbeam (7), the left post of existing framework (3) is connected by left post shear connector (24) with the left post of additional damping reinforcement framework (8), the right post of existing framework (4) is connected (as Fig. 8 with the right post of additional damping reinforcement framework (9) by right post shear connector (25), F-F cross section).Under geological process, additional damping reinforcement framework is consistent with the deformation of member of the existing frame construction of connection, existing frame structure component formation compound section (as Fig. 7 and Fig. 8) that additional damping reinforcement frame structure component is coupled, significantly increase the rigidity of the existing frame structure component connecting additional damping reinforcement framework, the stressed rule of existing frame construction is changed comparatively large, higher to the shock resistance demand of existing frame construction.And nodes domains connection side rule only carries out being connected (as Fig. 3) in existing frame construction with the Nodes of additional damping reinforcement framework, effective connection (as Fig. 5) is not all formed in girder span He in the middle part of post, reduce the stressed interference and burden that the existing frame structure component connecting additional damping reinforcement framework are brought because arranging additional damping reinforcement framework, simultaneously less to the stressed interference of existing frame construction.
Claims (7)
1. seismic hardening nodes domains connects additional damping reinforcement framework, existing framework upper beam (1), existing framework underbeam (2) are parallel to each other, and the left post of existing framework (3), the right post of existing framework (4) are arranged in parallel and be separately fixed at the two ends up and down of existing framework upper beam (1), existing framework underbeam (2); Existing framework upper beam (1), existing framework underbeam (2), the left post of existing framework (3), the right post of existing framework (4) connect to form existing frame construction;
Seismic hardening connects additional damping reinforcement framework by nodes domains and is arranged in existing frame construction, it is characterized in that: seismic hardening connects additional damping reinforcement framework by nodes domains and is divided into additional concrete damping reinforcement framework and additional steel damping reinforcement framework according to material difference, be divided into outside additional damping reinforcement framework and inside to add damping reinforcement framework according to installation position difference;
Additional damping reinforcement frame joint is formed by adding damping reinforcement framework upper beam (6), additional damping reinforcement framework underbeam (7), the additional left post of damping reinforcement framework (8), the additional right post of damping reinforcement framework (9), sinker (10) and being connected sinker parts (11); Wherein, additional damping reinforcement framework upper beam (6) is connected respectively by upper beam right-hand member node shear connector (12) and upper beam left end node shear connector (13) with existing framework upper beam (1); Additional damping reinforcement framework underbeam (7) is connected with underbeam left end node shear connector (15) respectively by underbeam right-hand member node shear connector (14) with existing framework underbeam (2); The additional left post of damping reinforcement framework (8) is connected with end node shear connector (17) under left post respectively by end node shear connector (16) on left post with the left post of existing framework (3); The additional right post of damping reinforcement framework (9) is connected with right post lower end shear connector (19) respectively by end node shear connector (18) on right post with the right post of existing framework (4); Sinker (10) is arranged in outside additional damping reinforcement framework, sinker (10) is first connected by the beam of sinker link (11) and additional damping reinforcement framework or post component, then is connected with existing frame construction by the shear connector of the additional each Nodes of damping reinforcement framework.
2. seismic hardening according to claim 1 nodes domains connects additional damping reinforcement framework, it is characterized in that: when the top of existing frame construction is provided with floor of encorbelmenting (5) and adopts outside additional concrete damping reinforcement frame strengthening, floor (5) of encorbelmenting passes through wearing the existing framework upper beam (1) with existing frame construction, the additional left post of damping reinforcement framework (8) connects, space is reserved with between outside additional concrete damping reinforcement framework and floor of encorbelmenting (5), so that concreting, mortar material dense packing effect is used in reserved space after concreting completes, guarantee floor (5) of encorbelmenting is connected reliably with outside additional concrete shock frame, when the element bearing capacity of existing frame construction can not meet shear connector normally work time, carry out local stiffening to existing framing component, described local stiffening is local encased steel plate (26).
3. seismic hardening according to claim 1 nodes domains connects additional damping reinforcement framework, it is characterized in that: existing framework underbeam (2) is connected by underbeam left end node shear connector (15) with additional damping reinforcement framework underbeam (7), the left post of existing framework (3) is connected by end node shear connector (17) under left post with the left post of additional damping reinforcement framework (8).
4. seismic hardening according to claim 1 nodes domains connects additional damping reinforcement framework, it is characterized in that: additional damping reinforcement frame joint is made up of additional damping reinforcement framework upper beam (6) and the right post of additional damping reinforcement framework (9); First local encased steel plate (26) consolidation process is carried out to existing framework upper beam (1) node linkage section, and additional damping reinforcement framework upper beam (6) is installed using local encased steel plate (26) as backing plate; Local encased steel plate (26) adopts and is fixed on existing frame structure component to ensure local encased steel plate (26) stability pull-type structure crab-bolt (27); Additional damping reinforcement framework upper beam (6) is connected by upper beam right-hand member node shear connector (12) with existing framework upper beam (1), and the additional right post of damping reinforcement framework (9) is connected by end node shear connector (18) on right post with the right post of existing framework (4).
5. seismic hardening according to claim 1 nodes domains connects additional damping reinforcement framework, it is characterized in that: shear connector to comprise on upper beam right-hand member node shear connector (12), upper beam left end node shear connector (13), left post under end node shear connector (16), left post on end node shear connector (17), right post end node shear connector (19) under end node shear connector (18), right post; Shear connector adopts mechanical anchor, chemical anchor bolts; Method of attachment adopts wearing formula connection or having the rear anchoring shear connector constructing tension function; In existing structure, anchoring adopts and expands die bed mechanical anchor or special back taper chemical anchor bolts, at external anchor in newly-built additional frame, or arranges crotch in inside and carries out interior anchor; Beyond nodes domains linkage section, do not arrange that additional frame and existing framework separate by the new and old component junction plastic film material of shear connector.
6. seismic hardening according to claim 1 nodes domains connects additional damping reinforcement framework, it is characterized in that: cross section and arrangement of reinforcement parameter, the surrender bearing capacity of displacement relationship type sinker, the original yield displacement parameter of additional damping reinforcement Vierendeel girder, post are determined according to energy-dissipating and shock-absorbing reinforcing design, the existing frame construction compatibility of deformation relation be connected with it according to the additional damping reinforcement framework under geological process obtains the quantity of certain one deck shear connector, the shear connector of floor totally two ten, comprise upper beam right-hand member node shear connector (12), upper beam left end node shear connector (13), end node shear connector (16) on left post, end node shear connector (17) under left post, end node shear connector (19) under end node shear connector (18) and right post on right post, be evenly distributed to two ends, upper beam left and right, the upper and lower two ends of left post, the node linkage section at the upper and lower two ends of right post, anchorage style adopts drawing anchoring or rear anchoring, again because adopt chevron shaped support, in girder span, connect the position mounting rail of buckling restrained brace across interior structure crab-bolt (20).
7. seismic hardening according to claim 1 nodes domains connects additional damping reinforcement framework, it is characterized in that: existing framework upper beam (1) is connected by upper beam shear connector (22) with additional damping reinforcement framework upper beam (6), existing framework underbeam (2) is connected by underbeam shear connector (23) with additional damping reinforcement framework underbeam (7), the left post of existing framework (3) is connected by left post shear connector (24) with the left post of additional damping reinforcement framework (8), the right post of existing framework (4) is connected by right post shear connector (25) with the right post of additional damping reinforcement framework (9), under geological process, additional damping reinforcement framework is consistent with the deformation of member of the existing frame construction of connection, the existing frame structure component formation compound section that additional damping reinforcement frame structure component is coupled, significantly increase the rigidity of the existing frame structure component connecting additional damping reinforcement framework, change large to the stressed rule of existing frame construction, high to the shock resistance demand of existing frame construction, and nodes domains connection side rule is only connected at the Nodes of existing frame construction with additional damping reinforcement framework, effective connection is not all formed in girder span He in the middle part of post, reduce the stressed interference and burden that the existing frame structure component connecting additional damping reinforcement framework are brought because arranging additional damping reinforcement framework, simultaneously little to the stressed interference of existing frame construction.
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Cited By (12)
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|---|---|---|---|---|
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007198071A (en) * | 2006-01-30 | 2007-08-09 | Toray Ind Inc | Reinforcement structure of opening part of concrete slab and its reinforcing method |
| CN101864846A (en) * | 2010-06-18 | 2010-10-20 | 北京工业大学 | Embedded shock-absorption steel frame for seismic hardening |
| CN201991099U (en) * | 2010-07-02 | 2011-09-28 | 北京工业大学 | Externally applied shock-absorbing steel frame for shock resistance and reinforcement |
| CN204385908U (en) * | 2014-10-27 | 2015-06-10 | 江南大学 | A kind of band angle steel assembly concrete framework composition node with Self-resetting function |
| CN204385907U (en) * | 2014-10-27 | 2015-06-10 | 江南大学 | A kind of assembly concrete framework composition node with the band steel pipe of Self-resetting function |
-
2015
- 2015-11-15 CN CN201510781876.9A patent/CN105332521A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007198071A (en) * | 2006-01-30 | 2007-08-09 | Toray Ind Inc | Reinforcement structure of opening part of concrete slab and its reinforcing method |
| CN101864846A (en) * | 2010-06-18 | 2010-10-20 | 北京工业大学 | Embedded shock-absorption steel frame for seismic hardening |
| CN201991099U (en) * | 2010-07-02 | 2011-09-28 | 北京工业大学 | Externally applied shock-absorbing steel frame for shock resistance and reinforcement |
| CN204385908U (en) * | 2014-10-27 | 2015-06-10 | 江南大学 | A kind of band angle steel assembly concrete framework composition node with Self-resetting function |
| CN204385907U (en) * | 2014-10-27 | 2015-06-10 | 江南大学 | A kind of assembly concrete framework composition node with the band steel pipe of Self-resetting function |
Cited By (17)
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|---|---|---|---|---|
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| CN106088379B (en) * | 2016-06-13 | 2018-07-17 | 北京工业大学 | A kind of shear-deformable nodal point connecting of BRB lockings and its installation method |
| CN106013837B (en) * | 2016-07-19 | 2019-12-17 | 关喜才 | Method and structure system for increasing bearing capacity by combining existing floor and steel structure support |
| CN106013837A (en) * | 2016-07-19 | 2016-10-12 | 关喜才 | Method for increasing bearing capacity by compounding existing floor with steel support and structure system |
| CN106499211A (en) * | 2016-11-29 | 2017-03-15 | 中国电建集团成都勘测设计研究院有限公司 | Newly-increased outrigger framework Baogang anchor traction therapy structure and technique |
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| CN109184310B (en) * | 2018-09-04 | 2020-11-10 | 国核电力规划设计研究院有限公司 | Supporting structure and supporting system of tensile and compressive weak combination type |
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