CN206408544U - A kind of hardened system for lifting concrete structure bearing capacity - Google Patents
A kind of hardened system for lifting concrete structure bearing capacity Download PDFInfo
- Publication number
- CN206408544U CN206408544U CN201720028546.7U CN201720028546U CN206408544U CN 206408544 U CN206408544 U CN 206408544U CN 201720028546 U CN201720028546 U CN 201720028546U CN 206408544 U CN206408544 U CN 206408544U
- Authority
- CN
- China
- Prior art keywords
- girder
- arch
- hardened system
- bearing capacity
- arch ring
- 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
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model discloses a kind of hardened system for lifting concrete structure bearing capacity, hardened system includes arch ring, arch springing and girder steel；The girder steel is connected to connection girder steel bottom surface at the top of the bottom surface of reinforced structure girder, the span centre of arch ring, and two ends of arch ring connect the concrete structures of reinforced structure girder both sides by arch springing respectively.The utility model hardened system can increase substantially the bearing capacity of reinforced structure, and hardened system can be adjusted flexibly, and structure stress is more scientific and reasonable, reinforce efficiency high, convenient later maintenance, quick, and fire resistance is good, and service life is long, and overall economic efficiency is high.
Description
Technical field
The utility model belongs to Reinforcement Technology of Concrete Structure field, more particularly to a kind of lifting concrete structure carrying energy
The hardened system of power.
Background technology
At present, concrete structure reinforcement has bonding steel plate method, sticking carbon fiber, steel wire rope mesh sheet-composite mortar additional layer
In place of method for strengthening, reinforcement method of enlarging section and a variety of methods of external prestressed strengthening method, but every kind of method all Shortcomings.
Bonding steel plate method, by realizing that joist support loading capability is improved being reinforced beam body bottom affixing steel plate.Affixing steel plate
Method ruggedized construction form is single, and bearing capacity lifting is relatively low, and the connecting portion of steel plate and beams of concrete is key position, while
It is weak part, it is impossible to give full play to the mechanics material property of steel, ruggedized construction reasonability needs into raising.
Sticking carbon fiber, composite method being reinforced beam bottom pasting carbon fiber composite material material by realizing load bearing beam
The raising of ability.Carbon fibre composite method is relatively low to the lifting of beam body bearing capacity, and strength of materials utilization rate is not high, while carbon is fine
There is durability and problem of aging in dimension material, under especially complicated adverse circumstances, carbon fibre composite not fire resisting, fire can be led
Bearing capacity is caused to lose.
Steel wire rope mesh sheet-composite mortar additional layer method for strengthening：It is poly- by the outstanding permeability of adhesion strength and bending strength
Close mortar attachment, the raising to be formed integrally to realize joist support loading capability of being combined closely with concrete.Weak point is：(1) to multiple
The requirement for closing mortar performance and quality is higher, and product (polymer mortar) general performance of in the market supply is poor, if not special
Door is prepared, and easily occurs safe mass problem；(2) unit price of high strength stainless steel silk and high performance composite mortar is higher, just passes through
Ji angle considers to be short of, limited to the consolidation effect of structural-load-carrying capacity in addition；(3) before use, more careful skill need to be done
The economic comprehensive assessment of art just can determine that its applicability.
Reinforcement method of enlarging section, take increase concrete structure or structures area of section, with improve its bearing capacity and
Satisfaction is normally used.Relatively low to structural-load-carrying capacity lifting, the construction wet trade time is long, needs to limit lotus during concrete curing
Carry, to traffic impact than larger, dead load increase, building are reduced using space after reinforcing.
External prestressed strengthening method, it is necessary to when wanting the force structure to reinforce to bridge main, can outside beam body (beam bottom with
Beam both sides) reinforcing bar or steel tendon are set, and apply prestressing force, to improve the force-bearing situation of bridge, improve load carrying capacity of bridge.Deposit
The problem of be that (1) external tendon is arranged in outside section, anti-corrosion, protect relatively difficult, easily by ectocine.(2) anchor and turn
Stress concentration is also easy to produce to region, local stress is big, high is required to anchoring construction.(3) external tendon stretching force is smaller, it is impossible to fully
The high advantage of external tendon intensity is played, the requirement to anchorage and intermediate plate is very high.(4) deformation of external prestressing steels and concrete
Deformation is inconsistent, easily causes loss of prestress, and structural-load-carrying capacity is lifted relatively low.
The content of the invention
The technical problems to be solved in the utility model be to provide it is a kind of can increase substantially the bearing capacity of reinforced structure,
Hardened system can be adjusted flexibly, and structure stress is more scientific and reasonable, reinforce efficiency high, convenient later maintenance, quick, fire resistance
It is good, the hardened system and its construction method of the lifting concrete structure bearing capacity of service life length.
The utility model solves above-mentioned technical problem using following technical scheme：
A kind of hardened system for lifting concrete structure bearing capacity, including arch ring, arch springing and girder steel；The girder steel connection
The connection girder steel bottom surface at the top of the bottom surface of reinforced structure girder, the span centre of arch ring, two ends of arch ring pass through arch springing respectively
Connect the concrete structures of reinforced structure girder both sides.
Branch seat cushion is provided with the top of the span centre of the arch ring, bearing is placed on branch seat cushion, holder top connection girder steel bottom surface.
The inner side of the concrete structures is provided with built-in fitting, and the end of bar-mat reinforcement and arch ring is respectively welded in built-in fitting, and
Pour into a mould concrete formation arch springing.
The girder steel top surface is pasted and is fastened by bolts with reinforced structure bottom plane of main girder.
The arch ring is multiple, is connected between two neighboring arch ring with transverse strut.
A kind of construction method for the hardened system for lifting concrete structure bearing capacity, comprises the following steps：
1. prefabricated arch ring；
2. the surface treatment of arch springing installation place
To the arch springing installation place surface cleaning on the inside of concrete structures and coarse processing；
3. template and support are set up；
4. assembling reinforcement net；
5. weld built-in fitting and arch ring is installed
Arch springing installation place is provided with built-in fitting, and bar-mat reinforcement and built-in fitting are welded, arch ring is then lifted, by the end of arch ring and
Built-in fitting is welded；
6. casting concrete
Arch springing installation place casting concrete formation arch springing；
7. all arch rings 12 are completed and transverse strut is installed
Repeat step 1. to step 6., until completing the installation of all arch rings；Lateral ties are used between two neighboring arch ring
Beam is connected, and the top surface of transverse strut is bolted or welded with reinforced structure bottom plane of main girder；
8. girder steel is installed in reinforced structure girder bottom
Girder steel top surface is pasted and firm by bolt with reinforced structure bottom plane of main girder；
9. branch seat cushion and bearing are placed at the top of arch ring span centre
Using jack by girder steel jacking, branch seat cushion and bearing are sequentially placed at the top of arch ring span centre, is then removed very heavy
Top, construction is completed.
The utility model has the advantage of：
(1) in terms of bearing capacity lifting.The bearing capacity of reinforced structure, energy can be significantly increased in the utility model
By the way that the ratio of rise to span of arch ring, section form, material rate, section form, the material rate of shaped steel, top lift size is adjusted flexibly
Deng, bearing capacity increase rate is determined, and the adjustment and maintenance in later stage are very convenient, quick.
(2) in terms of structure type.Compared with existing reinforcement means, hardened system stress of the present utility model more science is closed
Reason, can fully play material property, can utilize the advantage of reasonable in design well again.
(3) in terms of force-mechanism.Bonding steel plate method, sticking FRP method etc. is on the basis of reinforced structure once force-bearing
It is upper to be reinforced, reinforce less efficient, the consolidation effect of the utility model hardened system can offset reinforced structure once
Stress and secondary loading, reinforcing efficiency can be close to 100%.Compared with external prestress strengthening method, the utility model reinforces effect
Fruit is notable, especially the loss of prestress problem in the absence of the later stage.
(4) in terms of later maintenance.Compared with existing reinforcement means, the utility model hardened system later stage can be carried out at any time
The adjustment of consolidation effect, it is convenient and swift, and service life is much larger than other reinforcement means, and overall economic efficiency is high.
(5) in terms of fire resistance.The problem of sticking FRP method has one significantly is exactly that fire resistance is poor, meeting under fire effect
Moment loses bearing capacity, and hardened system of the present utility model has advantage than sticking FRP method in terms of fire resistance.
Brief description of the drawings
Fig. 1 is the structural representation that the utility model hardened system is arranged on reinforced structure.
Fig. 2 is the floor map of the utility model hardened system.
In figure, 1：Bearing, 2：Branch seat cushion, 3：Jacking backing plate, 4：Jack, 5, built-in fitting, 6：Bar-mat reinforcement, 7：Arch springing, 8：
Girder steel, 9：Reinforced structure girder, 10：Concrete structures, 11：Reinforced structure girder bearing, 12：Arch ring, 13：Laterally join
Binder.
Embodiment
Embodiment of the present utility model is elaborated below in conjunction with the drawings and specific embodiments, but not constituted
Limitation to the utility model claims.
A kind of hardened system for lifting concrete structure bearing capacity, including bearing 1, branch seat cushion 2, arch ring 12, the and of arch springing 7
Girder steel 8；The girder steel 8 is connected to the bottom surface of reinforced structure girder 9, and branch seat cushion 2, bearing 1 are placed at the top of the span centre of arch ring 12
It is placed on branch seat cushion 2, the top of bearing 1 connection girder steel 8 bottom surface；Two ends of arch ring 12 are reinforced by the connection of arch springing 7 respectively
The concrete structures 10 of the both sides of structure girder 9.The two ends of reinforced structure girder 9 pass through reinforced structure girder bearing 11 respectively
Connect the top of concrete structures 10.
The inner side of the concrete structures 10 is provided with built-in fitting 5, and bar-mat reinforcement 5 and arch ring 12 is respectively welded in built-in fitting 5
Simultaneously pour into a mould concrete formation arch springing 7 in end.
The top surface of girder steel 8 is pasted and firm by bolt with the bottom surface of reinforced structure girder 9.
The arch ring is multiple, is connected between two neighboring arch ring with transverse strut.
A kind of construction procedure of above-mentioned hardened system for lifting concrete structure bearing capacity：
1. prefabricated arch ring 12
The physical conditions such as the consolidation effect, the under-clearance that reach as needed and requirement, control the characteristic of arch ring 12 such as material
Expect grade, section form and ratio of rise to span etc., make arch ring 12.
2. arch springing 7 pours the surface treatment at place
The place of pouring of arch springing 7 is located at the inner side of the concrete structures of reinforced structure both sides respectively.Coagulation is required during construction
Native clean surface, pollution-free, impurity, oil stain, dust etc..First with dabbing machine to needing concrete surface to be processed to carry out dabbing
Processing, laitance, debris surface are cut, and expose steel bar stress, are careful not to reinforcing bar in damage original structure, then with rotation steel
Wire brush scavenging machine is cleaned, then removed with air blower or dust catcher drift along, particulate, rinsed one time with giant, it is to be dried after, i.e.,
It can be constructed.
3. template and support are set up
Template and support are set up at the place of pouring of arch springing 7.Template will have enough intensity, rigidity and stability, can safety
Reliable to undertake the various loads being likely to occur in construction, the design shape of its secondary guarantee structure, size and each several part are mutual
Between position accuracy, the seam of last template must be closely sealed, it is ensured that not spillage in concreting process.
4. assembling reinforcement net 6
Bar-mat reinforcement 6 will strictly by design drawing requirement colligation, note bar spacing, position it is accurate, colligation point firmly, is protected
Card steel bar stress does not produce displacement, and the reinforcing bar crosspoint of bidirectional stress should all be fastened, and arch springing 7 is poured in place's reinforcing bar and original structure
Bar connecting is together.
5. built-in fitting 5 is welded, arch ring 12 is installed
The place of pouring of arch springing 7 is provided with built-in fitting 5.Bar-mat reinforcement 6 is welded with built-in fitting 5, arch ring 12 is then lifted, by arch ring 12
Welded respectively with built-in fitting 5 end.
6. casting concrete
The casting concrete of arch springing 7.Concrete grade calculates selected according to Specific construction requirement and Design of Reinforcement.Pouring
Cheng Zhong, vibrating head should avoid directly contacting with built-in fitting and reinforcing bar, need careful vibrate.After concrete formation, it need to strengthen supporting
Shield, it is ensured that concrete pouring quality.
7. all arch rings 12 are completed and transverse strut 13 is installed
Above construction procedure is repeated, until completing the installation of all arch rings 12, transverse strut 13 is finally carried out and installs, it is horizontal
Calculated and determined according to design to the size of connection beam 13, bolt is used between transverse strut 13 and each arch ring or is welded.
8. erection construction platform
Next step operation platform is set up between each arch ring 12, it is ensured that intensity, rigidity and stability meet safety in production and applied
Work standard.
9. girder steel 8 is installed in the bottom of reinforced structure girder 9
A, the processing of the bottom surface of reinforced structure girder 9
Released in the bottom surface of reinforced structure girder 9 and reinforce position full-page proof, cut the rest area concrete surface 2 of girder steel 8~
Top layer mortar thick 5mm, makes solid exposed concrete, and formed at smooth mat surface, uneven surface using diamond bit soft peening
Leveling.Surface laitance is removed with wire wheel again, top layer loose matter is rejected, surface dust is finally blown off with compressed air, and use first
Benzene or industrial acetone wipe surface.To the layer inferior of larger area, repair smooth using polymer cement mortar after rejecting.Reinforce
It is preceding to be scrubbed with acetone.
B, the bottom of reinforced structure girder 9 plant bury anchorage screw.
C, installation girder steel 8
Girder steel 8 can select shaped steel or steel plate, and blanking and processing, and the spiral shell buried according to scene plant are carried out according to actual setting-out
Bar, to the supporting punching of girder steel 8, then carries out derusting with polishing abrasive machine or steel wire brush grinding machine and coarse by the upper surface of girder steel 8
Processing, polishing roughness is the bigger the better, and polishing lines should be vertical with bracing means Impact direction.Acetone is stained with absorbent cotton by girder steel
8 upper surface is wiped.Girder steel 8 is fixed on screw rod, and ensures the upper surface and the bottom surface of reinforced structure girder 9 of girder steel 8
Between gap in more than 3mm, to ensure that the thickness for irrigating glue-line, in more than 3mm, welding shaped steel or steel plate seam, completes peace
Dress.
D, preparation structure glue.
E, edge sealing
By the edge sealing adhesive closed edge of girder steel 8.
F, reperfusion structure glue
Toward the gap reperfusion structure glue between the upper surface of girder steel 8 and the bottom surface of reinforced structure girder 9 until irrigating closely knit,
Finally fill orifice is blocked with edge sealing adhesive.
G, the processing of the surface anticorrosion of girder steel 8
Girder steel 8, which solidifies closely knit effect, to remove all injection nozzles and blast pipe rearward, and remove the surface smut of girder steel 8 and
Rust staining, preservative treatment is made to the exposed section of girder steel 8.
10. branch seat cushion 2 and bearing 1 are placed at the top of the span centre of arch ring 12
Using multiple jack 4 simultaneously by the jacking of girder steel 8, erection support pad 2 and bearing 1 at the top of the span centre of arch ring 12, branch
Seat 1 is placed on branch seat cushion 2.For protection arch ring 12, the bottom of jack 4 can place jacking backing plate 3.Install branch seat cushion 2 and bearing 1
Dismounting jack and jacking backing plate 3, construct and complete afterwards.
Existing reinforcement means is reinforced on the basis of once force-bearing, such as affixing steel plate and carbon fiber,
Reinforce efficiency comparison low, the utility model hardened system can offset the once force-bearing and secondary loading of structure after installing, reinforce
Effect is controllable and the later stage is easy to adjust, quick, this be the utility model hardened system from other reinforcement means it is maximum it is different it
Place, can be substantially improved structural-load-carrying capacity, with significant consolidation effect.
By taking monolithic beam as an example, with this hardened system, using simplified method, under gravity load effect, respectively from reason
Structural reinforcement system is calculated by with two aspects of FEM calculation：
(1) theoretical side of hardened system is calculated
Reinforcing effectiveness formula is：
In formula：
η：Reinforce efficiency；MI：Maximal bending moment in reinforced structure girder before reinforcing；MII：Reinforced structure girder after reinforcing
Middle maximal bending moment.
Wherein, MIWith MIIComputational methods：
1. before reinforcing, under gravity load effect, maximal bending moment is in reinforced structure girder：
Maximum sagging moment：
In formula：
MI- reinforce maximal bending moment in preceding reinforced structure girder；
q1- reinforced structure girder dead weight uniform；
L- reinforced structure girder computational lengths.
2. after reinforcing, under gravity load effect, maximal bending moment is in reinforced structure girder：
Maximum sagging moment：
In formula：
MII- reinforce maximal bending moment in preceding reinforced structure girder；q1- reinforced structure girder dead weight uniform；
q2(shaped steel) dead weight uniform of-reinforced structure girder bottom girder steel 8；
E1- modulus of elasticity of concrete；E2- shaped steel modulus of elasticity；
I1- reinforced structure girder section bending resistance the moment of inertia；
I2(shaped steel) the section bending resistance the moment of inertia of-reinforced structure girder bottom girder steel 8；
3. efficiency is reinforced
In actual reinforcing, q can be reduced using the material of high-strength light2, steel are not limited to, can be aluminium alloy etc.,
E is increased by reasonable Arrangement section form2I2So that efficiency is reinforced close to 100%.
(2) calculated in terms of the FEM calculation of hardened system
In order to verify the consolidation effect of this patent, calculated using ANSYS general finite meta softwares, calculate the transversal of beam
Face size is 0.4m × 0.5m, beam span 10m, under gravity load effect, reinforce each node on front-axle beam (girder longitudinal direction every
1m set a node) amount of deflection be shown in Table 1.
Strengthening steel slab thickness is 0.015m, and the span for reinforcing arch ring is 10m, and the rise of arch ring is 4m, and steel select 40#A
I-steel, size is 400mm × 142mm × 10.5mm.
Table 1 is calculated before and after beam is reinforced and contrasted
| Measuring point is numbered | Amount of deflection (mm) before reinforcing | Amount of deflection (mm) after reinforcing | Amount of deflection lifting values (mm) |
| 1 | 0 | 0 | 0 |
| 2 | 1.6061 | 0.6933 | 0.9128 |
| 3 | 3.0382 | 1.2988 | 1.7394 |
| 4 | 4.1591 | 1.7556 | 2.4035 |
| 5 | 4.8709 | 2.0302 | 2.8407 |
| 6 | 5.1147 | 2.1167 | 2.9980 |
| 7 | 4.8709 | 2.0302 | 2.8407 |
| 8 | 4.1591 | 1.7556 | 2.4035 |
| 9 | 3.0382 | 1.2988 | 1.7394 |
| 10 | 1.6061 | 0.6933 | 0.9128 |
| 11 | 0 | 0 | 0 |
Find out as shown in Table 1, using hardened system of the present utility model, the amount of deflection (rigidity) of beam body has been obtained greatly after reinforcing
The lifting of amplitude, in actually reinforcing, due to the overall humidification of crossbeam connection beam, the amount of deflection of beam body can also be carried further
Rise, while the model of main arch ring I-steel, quantity, the parameter such as model, quantity of transverse strut can be adjusted, i.e. beam body
Consolidation effect can be adjusted correspondingly according to different reinforcement criterias.
Claims (5)
1. a kind of hardened system for lifting concrete structure bearing capacity, it is characterised in that including arch ring, arch springing and girder steel；Institute
State connection girder steel bottom surface at the top of the bottom surface that girder steel is connected to reinforced structure girder, the span centre of arch ring, two ends part of arch ring
The concrete structures of reinforced structure girder both sides are not connected by arch springing.
2. a kind of hardened system for lifting concrete structure bearing capacity as claimed in claim 1, it is characterised in that the arch
Branch seat cushion is provided with the top of the span centre of circle, bearing is placed on branch seat cushion, holder top connection girder steel bottom surface.
3. a kind of hardened system for lifting concrete structure bearing capacity as claimed in claim 1, it is characterised in that described mixed
The inner side of soil structures is coagulated provided with built-in fitting, the end of bar-mat reinforcement and arch ring is respectively welded in built-in fitting, and pour into a mould concrete formed
Arch springing.
4. a kind of hardened system for lifting concrete structure bearing capacity as claimed in claim 1, it is characterised in that the steel
Top surface of the beam is pasted and is fastened by bolts with reinforced structure bottom plane of main girder.
5. a kind of hardened system for lifting concrete structure bearing capacity as claimed in claim 1, it is characterised in that the arch
Enclose to be multiple, connected between two neighboring arch ring with transverse strut.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720028546.7U CN206408544U (en) | 2017-01-10 | 2017-01-10 | A kind of hardened system for lifting concrete structure bearing capacity |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720028546.7U CN206408544U (en) | 2017-01-10 | 2017-01-10 | A kind of hardened system for lifting concrete structure bearing capacity |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206408544U true CN206408544U (en) | 2017-08-15 |
Family
ID=59554277
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201720028546.7U Expired - Fee Related CN206408544U (en) | 2017-01-10 | 2017-01-10 | A kind of hardened system for lifting concrete structure bearing capacity |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206408544U (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106702914A (en) * | 2017-01-10 | 2017-05-24 | 广西大学 | Reinforcing system capable of improving load bearing capacity of concrete structures and construction method of reinforcing system |
| CN109137760A (en) * | 2018-09-28 | 2019-01-04 | 广西大学 | The active reinforcement means of multispan normal reinforced concrete beam bridge |
| CN109162212A (en) * | 2018-09-28 | 2019-01-08 | 广西交通科学研究院有限公司 | The active reinforcement means of single span normal reinforced concrete beam bridge |
| CN111140250A (en) * | 2019-12-14 | 2020-05-12 | 同济大学 | Method for determining reinforcing and strengthening time of shield tunnel structure bonded steel and application |
| CN111172901A (en) * | 2020-03-09 | 2020-05-19 | 临沂大学 | Novel bridge reinforcing apparatus based on high-performance steel fiber concrete |
| CN114000442A (en) * | 2021-11-10 | 2022-02-01 | 陕西省交通规划设计研究院有限公司 | Simply supported beam bridge reinforcing structure and reinforcing method thereof |
-
2017
- 2017-01-10 CN CN201720028546.7U patent/CN206408544U/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106702914A (en) * | 2017-01-10 | 2017-05-24 | 广西大学 | Reinforcing system capable of improving load bearing capacity of concrete structures and construction method of reinforcing system |
| CN106702914B (en) * | 2017-01-10 | 2019-06-07 | 广西大学 | A kind of hardened system and its construction method promoting concrete structure bearing capacity |
| CN109137760A (en) * | 2018-09-28 | 2019-01-04 | 广西大学 | The active reinforcement means of multispan normal reinforced concrete beam bridge |
| CN109162212A (en) * | 2018-09-28 | 2019-01-08 | 广西交通科学研究院有限公司 | The active reinforcement means of single span normal reinforced concrete beam bridge |
| CN111140250A (en) * | 2019-12-14 | 2020-05-12 | 同济大学 | Method for determining reinforcing and strengthening time of shield tunnel structure bonded steel and application |
| CN111172901A (en) * | 2020-03-09 | 2020-05-19 | 临沂大学 | Novel bridge reinforcing apparatus based on high-performance steel fiber concrete |
| CN114000442A (en) * | 2021-11-10 | 2022-02-01 | 陕西省交通规划设计研究院有限公司 | Simply supported beam bridge reinforcing structure and reinforcing method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN206408544U (en) | A kind of hardened system for lifting concrete structure bearing capacity | |
| CN106702914B (en) | A kind of hardened system and its construction method promoting concrete structure bearing capacity | |
| CN102747677B (en) | Bridge and construction method thereof | |
| CN108330835A (en) | The construction method of setting bracket | |
| CN107574762A (en) | A kind of construction method for strengthening Cast-in-situ Beam 0# block construction qualities | |
| CN101644032A (en) | Beam-removing rib-increasing strengthening construction technology of highway bridge | |
| CN113152306B (en) | Small-radius large-gradient prefabricated T beam frame construction method | |
| CN102817325A (en) | Construction method of simply supported-continuous switching system of negative moment beam prestressed precast box beam | |
| CN105297641A (en) | Highway T beam diaphragm plate prestress reinforcing structure and working method for reinforcement using reinforcing structure | |
| CN110863498A (en) | Deep foundation pit combined supporting construction method next to subway station | |
| CN204060020U (en) | A kind of Reinforced Concrete Reinforcement structure | |
| CN111074905A (en) | Early-dismantling structure and construction method for bottom layer support beam of inner support system of deep foundation pit | |
| CN107217597A (en) | A kind of prestressed concrete bridge face is seamlessly connected the construction method of plate | |
| CN205934713U (en) | Prefabricated pin -connected panel anticollision wall | |
| CN104233961A (en) | Triangular supporting bracket of suspended cast bridge block 0 | |
| CN113322771A (en) | Seamless bridge structure based on ultrahigh-toughness cement-based composite material and construction method | |
| CN117488647A (en) | Combined beam suitable for upper and lower two-layer steel truss web rods of overhead in urban area and construction method | |
| CN114277672B (en) | Large-span prestressed concrete bent cap structure and construction method thereof | |
| CN112609584A (en) | Prefabricated small box girder installation construction method for intelligent express way | |
| CN209854528U (en) | Toughness steel-concrete combined bridge floor | |
| CN106087782A (en) | A kind of remodeling method of the floating bowstring arch bridge of bridge floor | |
| CN215947924U (en) | Support bearing structure for pier stud bent cap | |
| CN212294735U (en) | Gantry crane track foundation beam | |
| CN205474788U (en) | Broad width box girder bridge girder roof reinforced structure | |
| CN205259063U (en) | A closed construction platform for going up stride construction of old bridge anticollision barrier of railway |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| 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: 20170815 Termination date: 20200110 |