CN202866314U - Cross wall adding steel flat tie rod to reinforce masonry structure system - Google Patents
Cross wall adding steel flat tie rod to reinforce masonry structure system Download PDFInfo
- Publication number
- CN202866314U CN202866314U CN 201220524552 CN201220524552U CN202866314U CN 202866314 U CN202866314 U CN 202866314U CN 201220524552 CN201220524552 CN 201220524552 CN 201220524552 U CN201220524552 U CN 201220524552U CN 202866314 U CN202866314 U CN 202866314U
- Authority
- CN
- China
- Prior art keywords
- band steel
- pull bar
- wall
- steel pull
- cross wall
- 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.)
- Expired - Fee Related
Links
Images
Abstract
The utility model relates to a cross wall adding a steel flat tie rod to reinforce a masonry structure system, and belongs to the field of seismic strengthening. The flat tie rod is horizontally arranged on a cross wall upper floor slab or on the lower portion of a roof boarding, close to a wall space. Steel flat supports are respectively arranged at the two ends of the steel flat tie rod, and the two steel flat supports are respectively arranged in grooves at the two ends of the cross wall and are symmetrically tied through a draw-in bolt. The structure system and method utilize the steel flat tie rod to replace a steel tie rod of a traditional binding-type strengthening method. The steel flat is laid close to a wall. Antirust mortar is adopted to protect. Defect that the steel tie rod is rusted easily is overcome. The steel flat is prestressed to be stretched especially. Cooperative work of the steel flat tie rod and a wall body is ensured, the phenomenon of stress hysteresis is reduced. The steel flat tie rod has stronger tensioning force than the steel tie rod, and the effect of seismic strengthening is more remarkable.
Description
Technical field
The utility model relates to a kind of cross wall and adds band steel pull bar reinforcing masonry structure system, belongs to the seismic hardening field.
Background technology
Behind in 1976 Tangshan Earthquakes, the method that masonry structure adopts cross wall to add reinforcing pull rod is comprehensively carried out seismic hardening, be commonly called as the cluster reinforcing method.Through the repeatedly check of earthquake, prove that this reinforcement means is very effective to preventing structural collapse.It has obviously increased structure ductility, thereby has avoided collapsing suddenly of structure, has increased the safety and reliability of building.Implementing at present old dwelling house comprehensive utilization retrofit work, wherein seismic hardening is one of important content.The old dwelling house of China is brick mix structure more than 90%, to these engineering structuress, adopts as the case may be the cluster reinforcing method also to suit.Substantially do not destroy interior decoration because of the method, do not change hydroelectric line, engineering quantity is relatively less, and operation is easy, short construction period, and the reinforcing expense is low, can guarantee the follow-up safe handling of old dwelling house under certain condition.Yet the method also has certain defective: also have reinforcing pull rod satisfying shockproof requirements prerequisite lower room inside, affect attractive in appearancely, some is cut in follow-up house decoration uses, and has had a strong impact on the safety that dwelling house uses.Moreover reinforcing pull rod is easy-to-rust in humid climate, often carry out maintaining, and using to dwelling house makes troubles.
The utility model content
The purpose of this utility model is to overcome the deficiency of conventional method, reinforces problem for solving better masonry structure, provides a kind of simple in structure, economical rationality, actual effectively cross wall to add band steel pull bar reinforcing masonry structure system.
To achieve these goals, the utility model has been taked following technical scheme:
A kind of cross wall adds band steel pull bar reinforcing masonry structure system, comprise interior vertical wall, outer vertical wall and cross wall, floor or roof panel downside are close to metope and have been horizontally disposed with the band steel pull bar on cross wall, the band steel pull bar is arranged in the metope ash-pit, the two ends of band steel pull bar are respectively arranged with the band steel bearing, and the band steel bearing at two ends is arranged at respectively the close interior vertical wall at cross wall two ends or indulges outward in the fluting of wall; The band steel bearing is welded by two block plates and band steel pull bar, wherein is provided with bolt hole on the first block plate, the first block plate and band steel pull bar vertical welding, and the second block plate and band steel pull bar and the first block plate vertical welding, and be arranged in the fluting; The bolt hole of the first block plate is arranged at outside the fluting at cross wall two ends, the first block plate and interior vertical wall or be provided with the reservation hole between the vertical wall outward; Be filled with the category-A epoxy resin structural adhesive between band steel pull bar and the body of wall, in the fluting, in the reservation hole and the interior band steel pull bar of the ash-pit outside is provided with antirust mortar; Interior vertical wall blocking-up place and blocking-up place of outer vertical wall are provided with boring, and the band steel bearing of interior vertical wall both sides sockets by the turnbuckle symmetry of passing the first block plate bolt hole and boring; The anchoring angle steel in the band steel bearing of outer vertical within the walls side and the outer vertical wall outside sockets by the turnbuckle symmetry of passing band steel bearing the first block plate bolt hole, outer vertical wall drill hole and anchoring angle steel upper bolt hole; Masonry structure outward vertical wall is outside equipped with reinforced concrete structural column and reinforced concrete circle beam.
The sectional dimension of described band steel pull bar is 6mm * 100mm, bore size on the band steel bearing is φ 22, band steel pull bar length adds two ends band steel bearing length than the little 40～60mm of the clean length of cross wall, the metope ash-pit is of a size of 180mm * 25mm, the fluting at cross wall two ends is of a size of 240mm * 180mm * 60mm, and turnbuckle is the M20 bolt.The band steel pull bar is arranged at floor or roof panel downside 100mm place.
Above-mentioned cross wall adds the reinforcement means of band steel pull bar reinforcing masonry structure system, comprises the steps:
Step 1: prefabricated band steel pull bar and band steel bearing;
Step 2: setting-out setting-out on the metope is installed, picks ash-pit at masonry structure, and at cross wall two ends fluting, fluting adopts cutting mode to finish, and forbids hammering pricker cutter;
Step 3: the band steel pull bar is in place on the masonry structure metope, adjust band steel bearing and metope gap, guarantee that band steel pull bar and metope are adjacent to;
Step 4: hole at interior vertical wall blocking-up place wall, with turnbuckle cross wall both sides band steel bearing drawknot is put in place; Hole on the vertical wall blocking-up place wall outside, with turnbuckle the band steel bearing of outer vertical within the walls side and the anchoring angle steel drawknot in the outer vertical wall outside are put in place;
Step 5: band steel bearing and band steel pull bar are carried out prestressed stretch-draw by tightening turnbuckle, concrete method for stretching is: use torque spanner, carry out the segmentation tension by tightening turnbuckle, first the tensile force size is converted into the moment of torsion of spanner, then fixed at the enterprising rower of torque spanner, according to the signal prompt of torque spanner, guarantee that prestressed stretch-draw puts in place in the construction;
Step 6: behind the prestressed stretch-draw, between band steel pull bar and body of wall, beat the category-A epoxy resin structural adhesive, band steel pull bar and metope are pasted, after viscose glue solidifies, fill with dead band steel bearing fluting with antirust mortar again;
Step 7: in ash-pit, smear antirust mortar the band steel pull bar is protected;
Step 8: vertical wall arranged outside reinforced concrete structural column and reinforced concrete circle beam outside masonry structure.
In the described step 1, the band steel rod material is Q235, generally selects 6 * 100mm
2Two end bearings should be welded in factory's blanking in the cross section, open φ 22 holes on the support plate, and band steel pull bar length adds two end bearing length should lack 40～60mm than the clean length of cross wall, dispatches from the factory after the passed examination, and the front band steel pull bar that dispatches from the factory is answered straightening, leveling.
In the described step 2, drawing requirement is the 100mm place below flooring or roof panel, is close to the brick wall metope and rejects wall plastering, picks ash-pit and is of a size of 180 * 25mm; For band steel pull bar and convenient in the stretch-draw of bearing place is set, every end is opened 240 * 180 * 60 grooves on the cross wall of band steel bearing two ends.
In the described step 4, should bore on the wall φ 22 holes in blocking-up place of interior vertical wall, with the M20 bolt wall both sides band steel bearing drawknot be put in place; Outside vertical wall blocking-up place should be bored φ 22 holes on the wall, with the M20 bolt band steel bearing and band steel pull bar drawknot is put in place.
In the described step 7, the related data of antirust mortar is:
1. antirust mortar is the super DUCTILE COMPOSITES of desirable environment protecting cement-base that adopts PVA fiber (vinal) preparation.The PVA material has alkaline-resisting weatherability, with cement good affinity is arranged, and can effectively control the crack that the factors such as the plastic shrinkage of mortar and variations in temperature cause, prevents and suppress the formation and development in crack.Concrete or the mortar tensile strain of admixture volume 2%PVA material can reach 3%, are tens times of the general ordinary concrete of not mixing, and crack width only is that 60～100 μ m. crack slips reach 86%, has greatly strengthened the anti-antirust ability that blends of mortar.
2. the PVA material of preparing antirust mortar should meet the following table requirement
3. the composition of mortar material
525# portland cement, pure fine sand, flyash, thickener, PVA fiber.If require mortar to have self compacting ability also should add an amount of water reducing agent.The general every cubic metre of mortar incorporation of the PVA fibers content of mortar is 0.6～1.9Kg/m3.
4. the preparation of antirust mortar
Require mortar strength to be not less than M10, can carry out proportioning by conventional cement mortar, mix again the 0.9Kg/m3PVA fiber, and then full slurry stirred 5 minutes, become the monofilament can be in the construction middle use of wiping one's face such as fiber Uniform Dispersion.
Beneficial effect: adopt said structure system of the present utility model and reinforcement means, both possessed the advantage of traditional cluster reinforcing method, overcome again reinforcing pull rod easy-to-rust in traditional cluster reinforcing method and easily affected room finish and shortcoming attractive in appearance.Particularly the band steel pull bar is carried out prestressed stretch-draw, make the band steel pull bar have the stretching force of round steel pull bar more than 5 times, ensured the collaborative work of band steel pull bar and body of wall, reduced the stress hysteresis, reach better seismic hardening effect.
Description of drawings
Fig. 1 is interior vertical wall of the present utility model both sides band steel pull bar drawknot floor map;
Fig. 2 is the A-A sectional drawing among Fig. 1;
Fig. 3 is the B-B sectional drawing among Fig. 1;
Fig. 4 is band steel bearing elevation of the present utility model;
Fig. 5 is band steel bearing lateral view of the present utility model;
Fig. 6 is that band steel pull bar drawknot two of the present utility model is striden generalized section;
Among the figure, 1, the band steel pull bar; 2, band steel bearing; 3, turnbuckle; 4, cross wall;
5, interior vertical wall; 6, antirust mortar; 7, fluting;
8, reserve hole; 9, floor or roof panel; 10, outer vertical wall;
11, anchoring angle steel; 12, category-A epoxy resin structural adhesive; 13, reinforced concrete structural column;
14, reinforced concrete circle beam.
The specific embodiment
Shown in Fig. 1～6, a kind of cross wall of the present utility model adds band steel pull bar reinforcing masonry structure system, comprise interior vertical wall 5, outer vertical wall 10 and cross wall 4, floor or roof panel 9 downsides are close to metope and have been horizontally disposed with band steel pull bar 1 on cross wall 4, band steel pull bar 1 is arranged in the metope ash-pit, the two ends of band steel pull bar 1 are respectively arranged with band steel bearing 2, and the band steel bearing 2 at two ends is arranged at respectively the close interior vertical wall 5 at cross wall 4 two ends or indulges outward in the fluting 7 of wall 10; Band steel bearing 2 is welded by two block plates and band steel pull bar 1, wherein is provided with bolt hole on the first block plate, the first block plate and band steel pull bar 1 vertical welding, and the second block plate and band steel pull bar 1 and the first block plate vertical welding, and be arranged in the fluting 7; The bolt hole of the first block plate is arranged at outside the fluting 7 at cross wall 4 two ends, the first block plate and interior vertical wall 5 or be provided with between the vertical wall 10 outward and reserve hole 8; Be filled with category-A epoxy resin structural adhesive 12 between band steel pull bar 1 and the body of wall, in the fluting 7, in the reservation hole 8 and interior band steel pull bar 1 outside of ash-pit is provided with antirust mortar 6; Interior vertical wall 5 blocking-up place and outer vertical wall 10 blocking-up place are provided with boring, and the band steel bearing 2 of interior vertical wall 5 both sides sockets by turnbuckle 3 symmetries of passing the first block plate bolt hole and boring; The band steel bearing 2 of outer vertical wall 10 inboards sockets by turnbuckle 3 symmetries of passing band steel bearing 2 first block plate bolts hole, outer vertical wall drill hole and anchoring angle steel 11 upper bolt holes with the anchoring angle steel 11 in outer vertical wall 10 outsides; Masonry structure outward vertical wall 10 is outside equipped with reinforced concrete structural column 13 and reinforced concrete circle beam 14.
It is as follows that above-mentioned cross wall 4 adds the concrete reinforcement means of band steel pull bar 1 reinforcing masonry structure system:
Step 1: prefabricated drawknot band steel pull bar 1 and band steel bearing 2.Band steel pull bar 1 material is Q235, generally selects 6 * 100mm
2The cross section should be in factory's blanking, and welding two ends band steel bearing 2 is opened φ 22 holes on band steel bearing 2 plates, and band steel pull bar 1 long two ends band steel bearing 2 length that add should be lacked 40～60mm than cross wall 4 clean length, dispatch from the factory after the passed examination, and the front band steel pull bar 1 that dispatches from the factory is answered straightening, leveling.
Step 2: setting-out setting-out on the metope is being installed, is picking ash-pit by drawing, and at cross wall 4 two ends fluting 7.Drawing requirement is the 100mm place below flooring or roof panel 9, is close to the brick wall metope and rejects wall plastering, picks ash-pit and is of a size of 180 * 25mm; For band steel pull bar 1 and convenient in the stretch-draw of band steel bearing 2 places is set, every end is established 240 * 180 * 60 flutings 7 on band steel bearing 2 two ends cross walls 4, and fluting 7 should adopt cutting mode to finish, and forbids hammering pricker cutter.Complete rear metope requires smooth, and to reparations of should plastering of irregular metope, and flushing is removed floating grey.
Step 3: it is in place on the structure metope that band steel pull bar 1 is pressed drawing.Adjust band steel bearing 2 and metope gap, guarantee that band steel pull bar 1 and metope are adjacent to, wherein reserve hole 8 and be 20-30mm.
Step 4: should bore on the wall φ 22 holes in interior vertical wall 5 blocking-up place, with M20 turnbuckle 3 cross wall 4 both sides band steel bearing 2 drawknots be put in place; Outside vertical wall 10 blocking-up place should be bored φ 22 holes on the wall, and the band steel bearing 2 of side and anchoring angle steel 11 drawknots in the outside put in place within the walls with M20 turnbuckle 3.
Step 5: band steel bearing 2 and band steel pull bar 1 are carried out prestressed stretch-draw.The method of prestressed stretch-draw is: use torque spanner, carry out the segmentation tension by tightening M20 turnbuckle 3.Should be converted into the tensile force size first the moment of torsion of spanner, then fixed at the enterprising rower of torque spanner, according to the signal prompt of torque spanner, guarantee that prestressed stretch-draw puts in place in the construction.
Step 6: after 1 tensioning of band steel pull bar, between band steel pull bar 1 and wall, beat category-A epoxy resin structural adhesive 12, band steel pull bar 1 and metope are pasted.After viscose glue solidifies, fill with dead band steel bearing 2 flutings 7 with antirust mortar 6 again.
Step 7: smear 6 pairs of band steel pull bars 1 of antirust mortar and protect in ash-pit, wherein the characteristic of mortar is as follows: 1. antirust mortar 6 is the super DUCTILE COMPOSITES of desirable environment protecting cement-base that adopt PVA fiber (vinal) preparation.The PVA material has alkaline-resisting weatherability, with cement good affinity is arranged, and can effectively control the crack that the factors such as the plastic shrinkage of mortar and variations in temperature cause, prevents and suppress the formation and development in crack.Concrete or the mortar tensile strain of admixture volume 2%PVA material can reach 3%, are tens times of the general ordinary concrete of not mixing, and crack width only is that 60～100 μ m. crack slips reach 86%, has greatly strengthened the anti-antirust ability that blends of mortar.
2. the PVA material of preparing antirust mortar 6 should meet the following table requirement
3. the composition of mortar material
525# portland cement, pure fine sand, flyash, thickener, PVA fiber.If require mortar to have self compacting ability also should add an amount of water reducing agent.The general every cubic metre of mortar incorporation of the PVA fibers content of mortar is 0.6～1.9Kg/m
3
4. the preparation of band steel pull bar 1 antirust mortar 6
Require mortar strength to be not less than M10, can carry out proportioning by conventional cement mortar, mix again the 0.9Kg/m3PVA fiber, and then full slurry stirred 5 minutes, become the monofilament can be in the construction middle use of wiping one's face such as fiber Uniform Dispersion.
Step 8: vertical wall 10 arranged outside reinforced concrete structural columns 13 and reinforced concrete circle beam 14 outside masonry structure.
Wherein, before step 1, can be according to the data such as detected intensity of seismic fortification intensity, follow-up service life, structure principal works material, with the PKPM Structure Design Software of building science academy establishment to the original structure modeling with carry out structural seismic and check, check the seismic resistance calculation result and in conjunction with the Seismic report structural entity anti-seismic performance is assessed, the structure that can not satisfy shockproof requirements is reinforced.
More than be an exemplary embodiments of the present utility model, enforcement of the present utility model is not limited to this.
Claims (5)
1. a cross wall adds band steel pull bar reinforcing masonry structure system, comprise interior vertical wall (5), outer vertical wall (10) and cross wall (4), it is characterized in that: be close to metope at the upper floor of cross wall (4) or roof panel (9) downside and be horizontally disposed with band steel pull bar (1), band steel pull bar (1) is arranged in the metope ash-pit, the two ends of band steel pull bar (1) are respectively arranged with band steel bearing (2), and the band steel bearing (2) at two ends is arranged at respectively the close interior vertical wall (5) at cross wall (4) two ends or indulges outward in the fluting (7) of wall (10); Band steel bearing (2) is welded by two block plates and band steel pull bar (1), wherein be provided with bolt hole on the first block plate, the first block plate and band steel pull bar (1) vertical welding, the second block plate and band steel pull bar (1) and the first block plate vertical welding; Interior vertical wall (5) blocking-up place and outer vertical wall (10) blocking-up place are provided with boring, and the band steel bearing (2) of interior vertical wall (5) both sides sockets by turnbuckle (3) symmetry of passing the first block plate bolt hole and boring; The band steel bearing (2) that outer vertical wall (10) is inboard and the anchoring angle steel (11) in outer vertical wall (10) outside socket by turnbuckle (3) symmetry of passing band steel bearing (2) first block plate bolts hole, outer vertical wall drill hole and anchoring angle steel (11) upper bolt hole; Masonry structure outward vertical wall (10) is outside equipped with reinforced concrete structural column (13) and reinforced concrete circle beam (14).
2. cross wall according to claim 1 adds band steel pull bar reinforcing masonry structure system, it is characterized in that: the sectional dimension of described band steel pull bar (1) is 6mm * 100mm, and the bore size on the band steel bearing (2) is
Long two ends band steel bearings (2) length that adds of band steel pull bar (1) is grown little 40～60mm only than cross wall (4), metope (4) ash-pit is of a size of 180mm * 25mm, and the fluting (7) at cross wall (4) two ends is of a size of 240mm * 180mm * 60mm.
3. cross wall according to claim 1 adds band steel pull bar reinforcing masonry structure system, it is characterized in that: described turnbuckle is the M20 bolt.
4. cross wall according to claim 1 adds band steel pull bar reinforcing masonry structure system, it is characterized in that: described band steel pull bar (1) is arranged at floor or roof panel (9) downside 100mm place.
5. cross wall according to claim 1 adds band steel pull bar reinforcing masonry structure system, it is characterized in that: be filled with category-A epoxy resin structural adhesive (12) between described band steel pull bar (1) and the body of wall, be provided with antirust mortar (6) in the fluting (7) and in the ash-pit outside the band steel pull bar (1);
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220524552 CN202866314U (en) | 2012-10-11 | 2012-10-11 | Cross wall adding steel flat tie rod to reinforce masonry structure system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220524552 CN202866314U (en) | 2012-10-11 | 2012-10-11 | Cross wall adding steel flat tie rod to reinforce masonry structure system |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN202866314U true CN202866314U (en) | 2013-04-10 |
Family
ID=48033041
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201220524552 Expired - Fee Related CN202866314U (en) | 2012-10-11 | 2012-10-11 | Cross wall adding steel flat tie rod to reinforce masonry structure system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN202866314U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103362316A (en) * | 2013-07-09 | 2013-10-23 | 北京筑福国际工程技术有限责任公司 | Enhanced cover-type story-adding structure and hardening method thereof |
| CN103422576A (en) * | 2013-09-10 | 2013-12-04 | 南京工业大学 | Device for reinforcement, energy dissipation and seismic mitigation of tenon and mortise joint of timber structure |
| CN103758361A (en) * | 2014-01-06 | 2014-04-30 | 北京筑福国际工程技术有限责任公司 | Earthquake resistant reinforcing construction method of subsequently added short limb walls and steel pulling rods in existing building |
| CZ308319B6 (en) * | 2018-11-07 | 2020-05-06 | České vysoké učenà technické v Praze | Equipment for securing masonry barrel vaults |
-
2012
- 2012-10-11 CN CN 201220524552 patent/CN202866314U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103362316A (en) * | 2013-07-09 | 2013-10-23 | 北京筑福国际工程技术有限责任公司 | Enhanced cover-type story-adding structure and hardening method thereof |
| CN103362316B (en) * | 2013-07-09 | 2015-11-25 | 北京筑福国际工程技术有限责任公司 | A kind of enhancing jacket-type adding storey structure and reinforcement means thereof |
| CN103422576A (en) * | 2013-09-10 | 2013-12-04 | 南京工业大学 | Device for reinforcement, energy dissipation and seismic mitigation of tenon and mortise joint of timber structure |
| CN103758361A (en) * | 2014-01-06 | 2014-04-30 | 北京筑福国际工程技术有限责任公司 | Earthquake resistant reinforcing construction method of subsequently added short limb walls and steel pulling rods in existing building |
| CZ308319B6 (en) * | 2018-11-07 | 2020-05-06 | České vysoké učenà technické v Praze | Equipment for securing masonry barrel vaults |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102926550A (en) | System and method for reinforcing masonry structure by using cross wall and flat steel draw bar | |
| CN104878948B (en) | A kind of reinforcement means of rc-frame-beam hogging moment area | |
| CN201883600U (en) | Fiber reinforced plastic (FRP) and concrete composite board | |
| CN202866314U (en) | Cross wall adding steel flat tie rod to reinforce masonry structure system | |
| CN107447901A (en) | Anti-seismic prefabricated floor and floor antidetonation splicing construction | |
| CN106930436B (en) | Reinforced concrete shear wall with built-in prestressed steel diagonal bracing | |
| CN106088657A (en) | The ruggedized construction of a kind of rowlock wall body and construction method thereof | |
| CN110029777B (en) | Prestressed FRP rib fiber high-strength lightweight aggregate concrete beam and preparation method thereof | |
| CN103243847A (en) | Prefabricating assembling type cold molding steel floor system and construction method thereof | |
| CN100489207C (en) | H-shape steel member with lateral restrain | |
| CN208219952U (en) | A kind of recycled concrete superposed composite floor of steel plate- | |
| CN204023777U (en) | The connected node of prefabricated assembled concrete beam column | |
| CN105735529B (en) | A kind of stull formula steel frame steel plate shear wall structure being easily assembled | |
| CN2915982Y (en) | H-shape steel member with lateral restrain | |
| CN207714796U (en) | A kind of anti-seismic strengthening device for reinforced concrete beam column node | |
| CN203924656U (en) | A kind of high-altitude overlength cable-stayed type shaped steel job platform structure | |
| CN205777095U (en) | A kind of steel pipe column and steel pipe column group | |
| CN201485969U (en) | Novel steel-concrete composite structure | |
| CN105424479B (en) | Galvanized steel plain sheet puts the computational methods of the Ultimate flexural strength of core beam with CFRP plate composite consolidations | |
| CN210217207U (en) | Brick brickwork infilled wall plane external reinforcement device among traditional timber structure | |
| CN203160513U (en) | Floorboard | |
| CN209083031U (en) | A kind of ruggedized construction of masonry structure load bearing wall | |
| CN207686050U (en) | Reinforced shear wall with anti-corrosion and function of seismic resistance | |
| CN205894732U (en) | Reinforced structure of rowlock wall body | |
| CN112482813A (en) | FRP/ECC permeable bidirectional reinforced concrete bidirectional slab capable of reinforcing damaged steel bar in two directions and preparation method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C56 | Change in the name or address of the patentee |
Owner name: BEIJING AEIDO INTERNATIONAL ENGINEERING TECHNOLOGY Free format text: FORMER NAME: BEIJING AEIDO CONSTRUCTION ENGINEERING CO., LTD. |
|
| CP01 | Change in the name or title of a patent holder |
Address after: 100043, Beijing, Shijingshan District, 166 Fu Shi Road, two floor, Chak Yang Building Patentee after: Beijing Aeido International Engineering Technology Co., Ltd. Address before: 100043, Beijing, Shijingshan District, 166 Fu Shi Road, two floor, Chak Yang Building Patentee before: Beijing Zhufu Construction Engineering Co., Ltd. |
|
| DD01 | Delivery of document by public notice |
Addressee: Beijing Aeido International Engineering Technology Co., Ltd. Document name: Notification that Application Deemed not to be Proposed |
|
| ASS | Succession or assignment of patent right |
Owner name: BEIJING BLESS BUILDING CO., LTD. Free format text: FORMER OWNER: BEIJING AEIDO INTERNATIONAL ENGINEERING TECHNOLOGY CO., LTD. Effective date: 20140701 |
|
| C41 | Transfer of patent application or patent right or utility model | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20140701 Address after: 100043 Shijingshan District, Yang Yang Street, No. 69, No. 1, building an international Park, Fu International Patentee after: Beijing Bless Building Co., 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. |
|
| DD01 | Delivery of document by public notice |
Addressee: Wei Jun Document name: Notification of Passing Examination on Formalities |
|
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130410 Termination date: 20161011 |