CN102587684A - Installation underpinning method for existing framed building reinforced by parallel seismic isolation supports - Google Patents
Installation underpinning method for existing framed building reinforced by parallel seismic isolation supports Download PDFInfo
- Publication number
- CN102587684A CN102587684A CN2011104577550A CN201110457755A CN102587684A CN 102587684 A CN102587684 A CN 102587684A CN 2011104577550 A CN2011104577550 A CN 2011104577550A CN 201110457755 A CN201110457755 A CN 201110457755A CN 102587684 A CN102587684 A CN 102587684A
- Authority
- CN
- China
- Prior art keywords
- shock isolating
- isolating pedestal
- bracket
- shock
- post
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000000034 method Methods 0.000 title claims abstract description 52
- 238000009434 installation Methods 0.000 title claims abstract description 22
- 238000002955 isolation Methods 0.000 title claims abstract description 21
- 238000009424 underpinning Methods 0.000 title abstract description 11
- 238000010276 construction Methods 0.000 claims abstract description 33
- 239000004567 concrete Substances 0.000 claims abstract description 21
- 230000035939 shock Effects 0.000 claims description 130
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims description 87
- 238000009413 insulation Methods 0.000 claims description 31
- 230000003014 reinforcing effect Effects 0.000 claims description 25
- 230000008859 change Effects 0.000 claims description 21
- 238000013461 design Methods 0.000 claims description 16
- 238000006073 displacement reaction Methods 0.000 claims description 14
- 230000008569 process Effects 0.000 claims description 10
- 230000010412 perfusion Effects 0.000 claims description 9
- 229920001084 poly(chloroprene) Polymers 0.000 claims description 7
- 238000012546 transfer Methods 0.000 claims description 7
- 238000012423 maintenance Methods 0.000 claims description 6
- 238000007689 inspection Methods 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 238000012544 monitoring process Methods 0.000 claims description 3
- 230000007704 transition Effects 0.000 claims description 3
- 238000012795 verification Methods 0.000 claims description 3
- 238000005422 blasting Methods 0.000 claims description 2
- 230000011218 segmentation Effects 0.000 claims description 2
- 230000003068 static effect Effects 0.000 claims description 2
- 238000004519 manufacturing process Methods 0.000 abstract 2
- 239000011150 reinforced concrete Substances 0.000 abstract 1
- 230000002787 reinforcement Effects 0.000 abstract 1
- 229910000831 Steel Inorganic materials 0.000 description 10
- 239000010959 steel Substances 0.000 description 10
- 238000005516 engineering process Methods 0.000 description 8
- 229920001971 elastomer Polymers 0.000 description 4
- 230000008901 benefit Effects 0.000 description 3
- 230000005540 biological transmission Effects 0.000 description 3
- 238000005728 strengthening Methods 0.000 description 3
- 230000003044 adaptive effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 230000006870 function Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000002513 implantation Methods 0.000 description 1
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 230000035807 sensation Effects 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
Images
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Working Measures On Existing Buildindgs (AREA)
Abstract
The invention relates to an installation underpinning method for an existing framed building reinforced by parallel seismic isolation supports, which belongs to the field of seismic isolation reinforcement. The installation underpinning method includes manufacturing upper brackets and lower brackets between a foundation and a sill of a multilayer frame structure and installing the seismic isolation supports; cutting off reinforced concrete columns among the seismic isolation supports after the concrete strength of the brackets reaches a designed value; safely transferring load on the structure columns onto the seismic isolation supports; and accordingly achieving the designed purpose of seismic isolation of the existing framed building. By the aid of the method, structural safety of underpinning construction is guaranteed, engineering progress is simplified and accelerated, construction devices and underpinning components are saved, accordingly, engineering manufacturing cost is lowered, and the installation underpinning method is extremely practical framed foundation seismic isolation construction technique.
Description
Technical field
The present invention relates to a kind of strengthening reconstruction method, the installation support and change method that particularly a kind of existing framed building adopts parallelly connected shock isolating pedestal to reinforce belongs to the seismic hardening field.
Background technology
Base isolation is meant the shock insulation bed course is set between superstructure and basis; Utilize the shock insulation layer to isolate and the dissipation seismic energy; Avoid and reduce seismic energy to the top structural transmission, thereby reach a kind of Passive Control technology that the superstructure vibration reduces, it is good to have a safety; Cheap, currently in new building, be widely used.It is a kind of comparatively ripe structural earthquake control technology.But in the existing building strengthening reconstruction; Adopt the base isolation technology also rare; Main cause is that shock isolating pedestal is inserted and the underpinning technique complicacy, does not also have the technology of the ripe standard of a cover to use, and has influenced application and the development of seismic isolation technology in this field.
Mainly contain following two kinds about shock isolating pedestal installation underpinning technique and pluses and minuses thereof in the prior art:
One, adopts steel pipe to shore the installation of beam method and underpin shock isolating pedestal
This law is a base isolation stiffening frame structure, and shock isolating pedestal method commonly used is installed in frame column.The basic principle of this method is: utilize steel pipe to shore at the framework beam-ends, the bar structure vertical load is passed to steel pipe through the framework beam-ends, is passed to grade beam or is directly passed to the basis by steel pipe again.Free frame column, block in the appointed part of post then, shock insulation pad and reinforced column are installed.Reach design strength after waiting to install, lay down supporting steel pipe, shift vertical load return again, accomplish the setting of base isolation pad.
The characteristics of this method are: it is few to underpin member, and easy construction has certain security reliability, is accepted by unit in charge of construction easily, and cost is cheaper.There is unit over half to adopt this support and change method at present in the construction.The deficiency of this method is that Load Transfer is passed to steel column by beam, back transfer, and the supporting capacity of reply beam is carried out reliable checking computations in the design.Steel pipe column and back are tight only to hold out against by hitting wedge-shaped steel plate.Pressure is confirmed by sensation and construction experience entirely, can't quantize to select.Increased unsafe factor and uncontrollability, also relatively more difficult to the vertical displacement control of structure, so this support and change method has further perfect and improved necessity.
Two, post self supports, and the jack jacking underpins method
The operating principle of this method is to utilize the post self that shock isolating pedestal is installed to support, and accomplishes through the jacking of jack and cuts off post and underpin installation.General earlier with increasing section method reinforced column, and the upper and lower end of coupled columns is provided with jack and lays bracket (also can be according to the patten situation, the lower prop position is provided with the jack cushion cap); The bracket symmetric arrangement, two of operated by rotary motion are laid synchro system control self-locking hydraulic jack on bracket; Total vertical load according to post is selected jack, lean on the top lift of jack will be pillared firmly, cut off post again; Lay neoprene bearing, accomplish the work that underpins.
Originally the advantage that underpins method is directly to utilize post self to carry out jacking to underpin, and the transmission of power directly, reliably.Avoid having increased safety factor through beam transmission.Apply top lift with jack, the step and size that can accurately control the application of force by designing requirement, this point are that steel pipe is shored corbel to change method incomparable.The shortcoming of this method is the construction somewhat complicated, must purchase necessary equipment, and should grasp correlation technique.Generally mostly be technical force, the stabilization works company that financial capability is stronger adopts.
Above-mentioned two kinds of shock isolating pedestals are installed support and change method, common characteristic: be earlier the load on the post to be shifted through steel pipe or jack, cut off post then, underpin the arrangement shock isolating pedestal.All to carry out the load intermediate transfer and just can accomplish the installation task, increase the complexity and the unsafe factor of construction sequence, structural load conversion component and construction virtually.
Summary of the invention
In order to overcome above-mentioned defective; The present invention proposes the installation support and change method that a kind of existing framed building adopts parallelly connected shock isolating pedestal to reinforce; It has adopted the mode of parallelly connected shock insulation that existing framework is carried out strengthening reconstruction first; Having simplified the implantation and the support and change method of shock insulation pad, saved Lifting Equipment, is a kind of installation support and change method of more direct, safer, easier shock isolating pedestal.
To achieve these goals, the present invention has taked following technical scheme:
The installation support and change method that a kind of existing framed building adopts parallelly connected shock isolating pedestal to reinforce is characterized in that: comprise the steps:
Step 1: carry out base isolation parallel connection shock insulation reinforcing design according to existing framed building; And shock isolating pedestal layout plan, shock isolating pedestal combining form, shock isolating pedestal kind, shock isolating pedestal size and the parameter combinations verification shock isolating pedestal of the parallelly connected shock insulation reinforcing design of foundation are (promptly through checking repeatedly; Constantly adjust above-mentioned parameter; Final type and the arrangement of confirming optimal shock isolating pedestal, thus reach optimum isolating affection, this is the design that adopts usually in the isolation design);
Step 2: reinforce the basis of existing framed building and the post between basis and the upper frame bottom girder; Around said post, press the upper and lower bracket of drawing design and construction shock isolating pedestal; Wherein, same horizontal level is provided with 2～4 shock isolating pedestals between the every upper and lower bracket of post, comprises at least one neoprene bearing and at least one friction slipper; These shock isolating pedestals are parallel with one another; And be "-" type, T-shape or "+" type is arranged along framework bottom girder direction, thus constituting parallelly connected shock isolating pedestal, quantity being set and the position being set of upper and lower bracket should be corresponding with the quantity and the position of shock isolating pedestal; Upper and lower bracket construction should be laid to be provided with simultaneously and carried out with shock isolating pedestal, and its concrete steps are:
(1): bracket reinforcing bar and mounting template are down reinforced in colligation; At following bracket reinforcing bar top the shock isolating pedestal lower support plate is set; And shock isolating pedestal laid through bottom pad plate and bolt sleeve be fixed on down on bracket reinforcing bar and the lower support plate; After planeness, verticality and the horizontal level deviation of calibration shock isolating pedestal, bracket concrete under the overall perfusion;
(2): shock isolating pedestal upper padding plate and bolt sleeve are installed, bracket reinforcing bar and mounting template on colligation on the upper padding plate is reinforced, and bottom last bracket reinforcing bar, the upper bracket plate is set; Shock isolating pedestal is fixedly installed on bracket reinforcing bar and the upper bracket plate through upper padding plate and bolt sleeve; After all in place, bracket concrete on the overall perfusion is during perfusion; Should guarantee not stay the slit between shock isolating pedestal and the last bracket, prevent that vertical displacement from exceeding standard;
Step 3: after treating that concrete reaches design strength, cut off the post between the upper and lower bracket, directly pass to shock isolating pedestal to load on the post, pass to lower prop and basis again, thereby constitute framework shock insulation layer; Should carry out displacement structure, distortion complete monitoring and record when cutting post, cut off post and answer the interleaved segmentation to carry out, let load transfer progressively accomplish, guarantee the smooth transition and the structural safety of load;
Step 4: construction according to drawing requirement, is carried out anticorrosion flameproof protection to shock isolating pedestal after accomplishing;
Step 5: press enclosed beam, the plate of drawing construction framework shock insulation layer upper end, simultaneously, reserve access path and reservation maintenance, change manhole, guarantee inspection, member maintenance and the replacing of shock insulation layer according to drawing.
Wherein, during the step 2 construction, should note whole process protection, prevent that shock isolating pedestal from being polluted by concrete shock isolating pedestal.
In the said step 3, when cutting off post, adopt boring to add the manual process of chopping of pneumatic pick, the concrete cutting machine process of chopping, the hydraulic pressure splitting machine process of chopping or nuisanceless static blasting method.
In the said step 3, the quincunx interval of concrete employing cuts off construction when cutting off post.
In the said step 4, the material that anticorrosion flameproof protection is selected for use must not hinder structure along horizontal direction displacement of shock insulation layer and vertical displacement.
Beneficial effect
Though vibration-isolating system has plurality of advantages, the laminated rubber vibration isolation technology does not almost have function of shock insulation for vertical earthquake, and can not avoid mesomerism fully.The frictional slip seismic isolation technology can not automatically reset, and generally should establish resetting system in addition, the excessive slippage unstability that is prone to of slippage.For the performance that improves shock isolation system has proposed composite shock insulation thought.
The parallel connection compounded shock isolating abutment adopts laminated rubber bearing and friction slipper parallel connection to be composited.In the system, the laminated rubber bearing provides entad reset force of system, can automatically reset; Friction bearing hysteretic energy has good energy dissipation capacity, has merged the advantage of the two kinds of bearings in front; Improved the shortcoming of single bearing; Having improved the shock resistance of building structure greatly, is a kind of simple, economical, effective, the base isolation support style with application prospect.
Adopt parallelly connected compounded shock isolating abutment, the gravity load of superstructure can be born by laminated rubber bearing and friction slipper jointly, the tangible like this size that reduces neoprene bearing, quantity.Increase the natural vibration period of structure, reduced yield shear force, increased damping force, reduced cost.For existing frame construction, select parallelly connected shock insulation combined isolator, meaning is great especially; Simplified the installation and the underpinning technique of bearing, load is directly transferred on the shock isolating pedestal from post, transmitted downwards again; Save the load transfer step, increased the safety of system.Simultaneously, engineering practice is calculated and is also shown, when parallelly connected bearing bore the vertical load variation, shock insulation layer maximum horizontal displacement descended to some extent, is favourable to overall structure.System has the adaptive guard characteristic
Method of the present invention has made full use of the characteristics of non-single shock isolating pedestal under each fulcrum, accomplishes the arrangement underpinning construction of shock isolating pedestal, simplifies and accelerated programming greatly; Guaranteed the structural safety of underpinning construction, saved the construction equipment and underpined member, thereby reduced construction costs; For shock insulation is reinforced the application on existing framework engineering; Having opened up wide prospect, is the main cutting point that we study innovation, also is the shock insulation efficient ways of reinforcing existing framed building from now on.
Description of drawings
Fig. 1 is that parallelly connected shock isolating pedestal of the present invention and bracket are reinforced the layout sketch map;
Fig. 2 is "-" type arrangement one sketch map for shock isolating pedestal of the present invention;
Fig. 3 is "-" type arrangement two sketch mapes for shock isolating pedestal of the present invention;
Fig. 4 arranges sketch map for shock isolating pedestal of the present invention is T-shape;
Fig. 5 is "+" type arrangement one sketch map for shock isolating pedestal of the present invention;
Fig. 6 is "+" type arrangement two sketch mapes for shock isolating pedestal of the present invention;
Among the figure, the 1-basis; The 2-shock isolating pedestal; Bracket under the 3-; The last bracket of 4-; The 5-bolt sleeve; 6-framework bottom girder; The closure plate of 7-shock insulation layer upper end; The enclosed beam of 8-shock insulation layer upper end; 9-upper box trestle; 10-post (will cut off at last).
The specific embodiment
The specific embodiment of the present invention is following:
Shown in Fig. 1-3, the installation support and change method that a kind of existing framed building of the present invention adopts parallelly connected shock isolating pedestal to reinforce comprises the steps:
Step 1: carry out base isolation parallel connection shock insulation reinforcing design according to existing framed building, and shock isolating pedestal layout plan, shock isolating pedestal combining form, shock isolating pedestal kind, shock isolating pedestal size and the parameter combinations verification shock isolating pedestal 2 of the parallelly connected shock insulation reinforcing design of foundation;
Step 2: reinforce the basis 1 of existing framed building and the post 10 between basis 1 and the upper frame bottom girder 6, around said post 10, press the upper and lower bracket 4,3 of drawing design and construction shock isolating pedestal 2, wherein; The upper and lower bracket of every post 10 4, same horizontal level is provided with 2 shock isolating pedestals 2 between 3, comprises a neoprene bearing and a friction slipper, and these shock isolating pedestals 2 are parallel with one another; And be "-" type along framework bottom girder 6 directions and arrange; Thereby constitute parallelly connected shock isolating pedestal, quantity being set and the position being set of upper and lower bracket 4,3 should be corresponding with the quantity and the position of shock isolating pedestal 2, and upper and lower bracket 4,3 constructions should be laid to be provided with simultaneously and carried out with shock isolating pedestal 2; And during construction; Should note the whole process protection to shock isolating pedestal 2, prevent that shock isolating pedestal 2 from being polluted by concrete, its concrete steps are:
(1): bracket 3 reinforcing bars and mounting template are down reinforced in colligation; At following bracket 3 reinforcing bar tops the shock isolating pedestal lower support plate is set; And shock isolating pedestal 2 laid through bottom pad plate and bolt sleeve 5 be fixed on down on bracket 3 reinforcing bars and the lower support plate; After planeness, verticality and the horizontal level deviation of calibration shock isolating pedestal 2, bracket 3 concrete under the overall perfusion;
(2): shock isolating pedestal 2 upper padding plates and bolt sleeve 5 are installed, bracket 4 reinforcing bars and mounting template on colligation on the upper padding plate is reinforced, and bottom last bracket 4 reinforcing bars, the upper bracket plate is set; Shock isolating pedestal 2 is fixedly installed on bracket 4 reinforcing bars and the upper bracket plate through upper padding plate and bolt sleeve 5; After all in place, bracket 4 concrete on the overall perfusion are during perfusion; Should guarantee not stay the slit between shock isolating pedestal 2 and the last bracket 4, prevent that vertical displacement from exceeding standard;
Step 3: after treating that concrete reaches design strength, cut off upper and lower bracket 4, the post between 3 10, directly pass to shock isolating pedestal 2 to load on the post, pass to lower prop and basis 1 again, thereby constitute framework shock insulation layer; Should carry out displacement structure, distortion complete monitoring and record when cutting post 10, adopt quincunx interval to cut off construction when cutting off post 10, let load transfer progressively accomplish, guarantee the smooth transition and the structural safety of load; Cut off post 10 and adopt the concrete cutting machine process of chopping;
Step 4: construction according to drawing requirement, is carried out anticorrosion flameproof protection to shock isolating pedestal 2 after accomplishing, and selecting for use of protective material do not hinder structure along horizontal direction displacement of shock insulation layer and vertical displacement;
Step 5: press enclosed beam 8, the plate 7 of drawing construction framework shock insulation layer upper end, simultaneously, reserve access path and reservation maintenance, change manhole, guarantee inspection, member maintenance and the replacing of shock insulation layer according to drawing.
As shown in Figure 4; The installation support and change method that a kind of existing framed building of the present invention adopts parallelly connected shock isolating pedestal to reinforce; Wherein the upper and lower bracket of every post 10 4, same horizontal level is provided with 3 shock isolating pedestals 2 between 3; Comprise two neoprene bearings and a friction slipper, these shock isolating pedestals 2 are parallel with one another, and are the T-shape layout along framework bottom girder 6 directions.Other step no longer details with embodiment 1 here.
Shown in Fig. 5-6; The installation support and change method that a kind of existing framed building of the present invention adopts parallelly connected shock isolating pedestal to reinforce; Wherein the upper and lower bracket of every post 10 4, same horizontal level is provided with 4 shock isolating pedestals 2 between 3; Comprise two neoprene bearings and two friction slippers, these shock isolating pedestals 2 are parallel with one another, and are "+" type layout along framework bottom girder 6 directions.Other step no longer details with embodiment 1 here.
More than be several exemplary embodiments of the present invention, enforcement of the present invention is not limited thereto.
Claims (5)
1. the installation support and change method that existing framed building adopts parallelly connected shock isolating pedestal to reinforce is characterized in that: comprise the steps:
Step 1: carry out base isolation parallel connection shock insulation reinforcing design according to existing framed building, and shock isolating pedestal layout plan, shock isolating pedestal combining form, shock isolating pedestal kind, shock isolating pedestal size and the parameter combinations verification shock isolating pedestal of the parallelly connected shock insulation reinforcing design of foundation;
Step 2: reinforce the basis of existing framed building and the post between basis and the upper frame bottom girder; Around said post, press the upper and lower bracket of drawing design and construction shock isolating pedestal; Wherein, same horizontal level is provided with 2～4 shock isolating pedestals between the every upper and lower bracket of post, comprises at least one neoprene bearing and at least one friction slipper; These shock isolating pedestals are parallel with one another; And be "-" type, T-shape or "+" type is arranged along framework bottom girder direction, thus constituting parallelly connected shock isolating pedestal, quantity being set and the position being set of upper and lower bracket should be corresponding with the quantity and the position of shock isolating pedestal; Upper and lower bracket construction should be laid to be provided with simultaneously and carried out with shock isolating pedestal, and its concrete steps are:
(1): bracket reinforcing bar and mounting template are down reinforced in colligation; At following bracket reinforcing bar top the shock isolating pedestal lower support plate is set; And shock isolating pedestal laid through bottom pad plate and bolt sleeve be fixed on down on bracket reinforcing bar and the lower support plate; After planeness, verticality and the horizontal level deviation of calibration shock isolating pedestal, bracket concrete under the overall perfusion;
(2): shock isolating pedestal upper padding plate and bolt sleeve are installed, bracket reinforcing bar and mounting template on colligation on the upper padding plate is reinforced, and bottom last bracket reinforcing bar, the upper bracket plate is set; Shock isolating pedestal is fixedly installed on bracket reinforcing bar and the upper bracket plate through upper padding plate and bolt sleeve; After all in place, bracket concrete on the overall perfusion is during perfusion; Should guarantee not stay the slit between shock isolating pedestal and the last bracket, prevent that vertical displacement from exceeding standard;
Step 3: after treating that concrete reaches design strength, cut off the post between the upper and lower bracket, directly pass to shock isolating pedestal to load on the post, pass to lower prop and basis again, thereby constitute framework shock insulation layer; Should carry out displacement structure, distortion complete monitoring and record when cutting post, cut off post and answer the interleaved segmentation to carry out, let load transfer progressively accomplish, guarantee the smooth transition and the structural safety of load;
Step 4: construction according to drawing requirement, is carried out anticorrosion flameproof protection to shock isolating pedestal after accomplishing;
Step 5: press enclosed beam, the plate of drawing construction framework shock insulation layer upper end, simultaneously, reserve access path and reservation maintenance, change manhole, guarantee inspection, member maintenance and the replacing of shock insulation layer according to drawing.
2. the installation support and change method that a kind of existing framed building according to claim 1 adopts parallelly connected shock isolating pedestal to reinforce is characterized in that: during the step 2 construction, should note the whole process protection to shock isolating pedestal, prevent that shock isolating pedestal from being polluted by concrete.
3. the installation support and change method that a kind of existing framed building according to claim 1 adopts parallelly connected shock isolating pedestal to reinforce; It is characterized in that: in the step 3, when cutting off post, adopt boring to add the manual process of chopping of pneumatic pick, the concrete cutting machine process of chopping, the hydraulic pressure splitting machine process of chopping or nuisanceless static blasting method.
4. the installation support and change method that a kind of existing framed building according to claim 1 adopts parallelly connected shock isolating pedestal to reinforce is characterized in that: in the step 3, the quincunx interval of concrete employing cuts off construction when cutting off post.
5. the installation support and change method that a kind of existing framed building according to claim 1 adopts parallelly connected shock isolating pedestal to reinforce; It is characterized in that: in the step 4, the material that anticorrosion flameproof protection is selected for use must not hinder structure along horizontal direction displacement of shock insulation layer and vertical displacement.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110457755.0A CN102587684B (en) | 2011-12-31 | 2011-12-31 | Installation underpinning method for existing framed building reinforced by parallel seismic isolation supports |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110457755.0A CN102587684B (en) | 2011-12-31 | 2011-12-31 | Installation underpinning method for existing framed building reinforced by parallel seismic isolation supports |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102587684A true CN102587684A (en) | 2012-07-18 |
| CN102587684B CN102587684B (en) | 2015-03-04 |
Family
ID=46476867
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201110457755.0A Active CN102587684B (en) | 2011-12-31 | 2011-12-31 | Installation underpinning method for existing framed building reinforced by parallel seismic isolation supports |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102587684B (en) |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102767238A (en) * | 2012-07-27 | 2012-11-07 | 中铁十六局集团有限公司 | Construction method of shock-isolation rubber support |
| CN102864943A (en) * | 2012-10-11 | 2013-01-09 | 北京筑福建设工程有限责任公司 | Brick and concrete reinforcement structure for shock insulation support and mounting and underpinning method thereof |
| CN103075024A (en) * | 2012-11-09 | 2013-05-01 | 河南省建设集团有限公司 | Space truss underpinning structure with combination of steel and prestressed concrete and construction method thereof |
| CN103225422A (en) * | 2013-04-10 | 2013-07-31 | 北京筑福国际工程技术有限责任公司 | Existing masonry structure using light steel structure direct storey-adding technology and construction method of existing masonry structure |
| CN103741832A (en) * | 2014-01-26 | 2014-04-23 | 昆明天矫力加固技术工程有限公司 | Building column-truncating, replacing and seismic-isolating support construction method and supporting device |
| CN105332460A (en) * | 2015-10-19 | 2016-02-17 | 长沙新气象自动化技术有限公司 | Environment-friendly seismic-isolation building block |
| CN106121270A (en) * | 2016-08-02 | 2016-11-16 | 姚攀峰 | A kind of framework or frame cut strengthening reconstruction structure and construction method thereof |
| CN106869569A (en) * | 2017-04-09 | 2017-06-20 | 北京工业大学 | A kind of core-added laminated post of raising underground frame structure system anti-seismic performance |
| CN107724559A (en) * | 2017-10-23 | 2018-02-23 | 南京百西思建筑科技有限公司 | Existing building base isolation reinforcement construction process |
| CN107795144A (en) * | 2017-10-23 | 2018-03-13 | 南京百西思建筑科技有限公司 | The underpinning structure and underpinning construction method of existing building base isolation reinforcement |
| CN109594833A (en) * | 2018-11-28 | 2019-04-09 | 浙江理工大学 | Prefabricated concrete structure Interlayer seismic isolation method |
| CN109930854A (en) * | 2019-03-12 | 2019-06-25 | 北京筑福建筑科学研究院有限责任公司 | A kind of toughness building structure and its construction method that existing frame structure uses shock insulation to underpin |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001173241A (en) * | 1999-12-17 | 2001-06-26 | Nihonkai Lng Co Ltd | Concrete enclosed column base type earthquake resistant reinforcing structure of column leg part of column member, and method therefor |
| JP2002147060A (en) * | 2000-11-16 | 2002-05-22 | Hazama Gumi Ltd | Vibration control reinforcement structure |
| CN1616780A (en) * | 2004-11-19 | 2005-05-18 | 北京工业大学 | Multiple prestress steel structure shock-proof sliding estastic support seat |
| EP1596017A2 (en) * | 2004-05-06 | 2005-11-16 | Berg, Gerhard, Prof.Dr.-Ing. | Method for increasing the load capacity, the stiffness and the damping of vibrations of a wooden joist ceiling arrangement and wooden joist ceiling arrangement with increased load capacity, stiffness and damping of vibrations. |
| CN1827936A (en) * | 2005-03-04 | 2006-09-06 | 张准胜 | Method and apparatus for shock-insulating reconstruction of existing building |
| CN101736827A (en) * | 2009-11-05 | 2010-06-16 | 中国建筑第八工程局有限公司 | Construction method of rubber shock insulation support |
| CN201598845U (en) * | 2010-06-12 | 2010-10-06 | 陆建衡 | Earthquake-proof heightening structure for space buildings and space estates |
-
2011
- 2011-12-31 CN CN201110457755.0A patent/CN102587684B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001173241A (en) * | 1999-12-17 | 2001-06-26 | Nihonkai Lng Co Ltd | Concrete enclosed column base type earthquake resistant reinforcing structure of column leg part of column member, and method therefor |
| JP2002147060A (en) * | 2000-11-16 | 2002-05-22 | Hazama Gumi Ltd | Vibration control reinforcement structure |
| EP1596017A2 (en) * | 2004-05-06 | 2005-11-16 | Berg, Gerhard, Prof.Dr.-Ing. | Method for increasing the load capacity, the stiffness and the damping of vibrations of a wooden joist ceiling arrangement and wooden joist ceiling arrangement with increased load capacity, stiffness and damping of vibrations. |
| CN1616780A (en) * | 2004-11-19 | 2005-05-18 | 北京工业大学 | Multiple prestress steel structure shock-proof sliding estastic support seat |
| CN1827936A (en) * | 2005-03-04 | 2006-09-06 | 张准胜 | Method and apparatus for shock-insulating reconstruction of existing building |
| CN101736827A (en) * | 2009-11-05 | 2010-06-16 | 中国建筑第八工程局有限公司 | Construction method of rubber shock insulation support |
| CN201598845U (en) * | 2010-06-12 | 2010-10-06 | 陆建衡 | Earthquake-proof heightening structure for space buildings and space estates |
Non-Patent Citations (3)
| Title |
|---|
| 张新中等: "《既有建筑物基础隔震加固施工方法》", 《建筑结构》, no. 37, 15 July 2007 (2007-07-15) * |
| 杨林: "软着陆保护橡胶支座隔震体系振动台试验研究与比较", 《地震工程与工程振动》, 30 June 2006 (2006-06-30), pages 210 - 211 * |
| 杨树标等: "《复合隔震结构高宽比限值研究》", 《世界地震工程》, vol. 26, no. 4, 15 December 2010 (2010-12-15) * |
Cited By (20)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102767238A (en) * | 2012-07-27 | 2012-11-07 | 中铁十六局集团有限公司 | Construction method of shock-isolation rubber support |
| CN102767238B (en) * | 2012-07-27 | 2015-04-22 | 中铁十六局集团有限公司 | Construction method of shock-isolation rubber support |
| CN102864943A (en) * | 2012-10-11 | 2013-01-09 | 北京筑福建设工程有限责任公司 | Brick and concrete reinforcement structure for shock insulation support and mounting and underpinning method thereof |
| CN102864943B (en) * | 2012-10-11 | 2016-08-03 | 北京筑福国际工程技术有限责任公司 | Shock isolating pedestal brick is mixed fixing structure and installs support and change method |
| CN103075024A (en) * | 2012-11-09 | 2013-05-01 | 河南省建设集团有限公司 | Space truss underpinning structure with combination of steel and prestressed concrete and construction method thereof |
| CN103075024B (en) * | 2012-11-09 | 2015-04-15 | 河南省建设集团有限公司 | Space truss underpinning structure with combination of steel and prestressed concrete and construction method thereof |
| CN103225422A (en) * | 2013-04-10 | 2013-07-31 | 北京筑福国际工程技术有限责任公司 | Existing masonry structure using light steel structure direct storey-adding technology and construction method of existing masonry structure |
| CN103225422B (en) * | 2013-04-10 | 2015-07-01 | 北京筑福国际工程技术有限责任公司 | Existing masonry structure using light steel structure direct storey-adding technology and construction method of existing masonry structure |
| CN103741832A (en) * | 2014-01-26 | 2014-04-23 | 昆明天矫力加固技术工程有限公司 | Building column-truncating, replacing and seismic-isolating support construction method and supporting device |
| CN105332460A (en) * | 2015-10-19 | 2016-02-17 | 长沙新气象自动化技术有限公司 | Environment-friendly seismic-isolation building block |
| CN106121270A (en) * | 2016-08-02 | 2016-11-16 | 姚攀峰 | A kind of framework or frame cut strengthening reconstruction structure and construction method thereof |
| CN106121270B (en) * | 2016-08-02 | 2019-09-20 | 姚攀峰 | A kind of frame or frame cut strengthening reconstruction structure and its construction method |
| CN106869569A (en) * | 2017-04-09 | 2017-06-20 | 北京工业大学 | A kind of core-added laminated post of raising underground frame structure system anti-seismic performance |
| CN106869569B (en) * | 2017-04-09 | 2019-04-30 | 北京工业大学 | A kind of core-added laminated column improving underground frame structure system anti-seismic performance |
| CN107724559A (en) * | 2017-10-23 | 2018-02-23 | 南京百西思建筑科技有限公司 | Existing building base isolation reinforcement construction process |
| CN107795144A (en) * | 2017-10-23 | 2018-03-13 | 南京百西思建筑科技有限公司 | The underpinning structure and underpinning construction method of existing building base isolation reinforcement |
| CN107724559B (en) * | 2017-10-23 | 2019-07-05 | 南京百西思建筑科技有限公司 | Existing building base isolation reinforcement construction process |
| CN109594833A (en) * | 2018-11-28 | 2019-04-09 | 浙江理工大学 | Prefabricated concrete structure Interlayer seismic isolation method |
| CN109594833B (en) * | 2018-11-28 | 2020-09-08 | 浙江理工大学 | Interlayer shock insulation method for prefabricated concrete structure |
| CN109930854A (en) * | 2019-03-12 | 2019-06-25 | 北京筑福建筑科学研究院有限责任公司 | A kind of toughness building structure and its construction method that existing frame structure uses shock insulation to underpin |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102587684B (en) | 2015-03-04 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102587684B (en) | Installation underpinning method for existing framed building reinforced by parallel seismic isolation supports | |
| JP6367290B2 (en) | Seismic reinforcement device | |
| CN102535504B (en) | Seismic isolation foundation for bridge | |
| CN103935911B (en) | Tower crane attached wall supporting construction and construction method thereof | |
| CN102828568A (en) | Concrete shear wall with perpends | |
| CN210288752U (en) | Damping grounding type fabricated reinforced concrete tuned mass damping wall | |
| CN102605965A (en) | Installation and underpinning method of brick-concrete structured isolation bearings | |
| CN105256894A (en) | Construction method for precisely mounting embedded bolt sleeves of seismic isolation and reduction support | |
| CN101949215A (en) | Mounting construction method of steel structure support seat | |
| CN202577338U (en) | Tower crane pedestal and steel cushion cap connecting device | |
| CN114561881A (en) | Longitudinal deviation-rectifying and resetting method suitable for soft soil foundation bridge | |
| CN103195183A (en) | Standard unit assembled shock isolating and damping structure system | |
| CN201412170Y (en) | Mechanical support system used for controlling great deformation of steel frame in tunnel construction | |
| KR20060072934A (en) | Bridge bearing for preventing upper-slab from falling and construction method thereof | |
| CN218622790U (en) | Antidetonation coincide wall | |
| CN106400677A (en) | Box type steel bridge pier with earthquake damage capable of being fast restored in situ | |
| KR101341847B1 (en) | Seismic reinforce device structure for bridge and construction method | |
| CN215410579U (en) | Vertical concrete pump pipe shock attenuation reinforced structure | |
| CN213896733U (en) | Bridge shock insulation foundation | |
| JP5379285B1 (en) | Buildings using seismic control PC columns | |
| CN113622707A (en) | Pre-tensioned crossed steel pull rod supporting and reinforcing reinforced concrete frame structure | |
| CN104775540A (en) | Reinforced concrete frame column load converter | |
| JP5982143B2 (en) | Reinforcing structure and reinforcing method for existing structure | |
| CN111560974A (en) | Separated seismic isolation and reduction pile group foundation | |
| JP3246287B2 (en) | Jack-up method for existing buildings |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C53 | Correction of patent of invention or patent application | ||
| CB02 | Change of applicant information |
Address after: 100043, Beijing, Shijingshan District, 166 Fu Shi Road, two floor, Chak Yang Building Applicant after: Beijing Aeido International Engineering Technology Co., Ltd. Address before: 100043, Beijing, Shijingshan District, 166 Fu Shi Road, two floor, Chak Yang Building Applicant before: Beijing Zhufu Construction Engineering Co., Ltd. |
|
| COR | Change of bibliographic data |
Free format text: CORRECT: APPLICANT; FROM: BEIJING AEIDO CONSTRUCTION ENGINEERING CO., LTD. TO: BEIJING AEIDO INTERNATIONAL ENGINEERING TECHNOLOGY CO., LTD. |
|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20171201 Address after: No. 107, Chua Chuang village, Xu Zhuang Street, Taizhou City, Jiangsu Province Patentee after: Beijing Yong Bo Science and Technology Ltd. Address before: 100043, Beijing, Shijingshan District, 166 Fu Shi Road, two floor, Chak Yang Building Patentee before: Beijing Aeido International Engineering Technology Co., Ltd. |
|
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20180917 Address after: 053000 rubber and plastics road 3, north industrial base, Taocheng, Hengshui, Hebei Patentee after: Hengshui Jijun Engineering Rubber for Gate or Bridge Co., Ltd. Address before: 225300 107 Chuang village, Xu Zhuang Street, Gao Gang District, Taizhou, Jiangsu Patentee before: Beijing Yong Bo Science and Technology Ltd. |