CN101091023A - Method of reinforcing a bridge - Google Patents
Method of reinforcing a bridge Download PDFInfo
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- CN101091023A CN101091023A CNA2005800391362A CN200580039136A CN101091023A CN 101091023 A CN101091023 A CN 101091023A CN A2005800391362 A CNA2005800391362 A CN A2005800391362A CN 200580039136 A CN200580039136 A CN 200580039136A CN 101091023 A CN101091023 A CN 101091023A
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- gusset plate
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- gusset
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- 238000010008 shearing Methods 0.000 claims description 10
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Images
Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
A method of repairing, reinforcing or reinstating a bridge, comprising fixing a reinforcing plate in a spaced relationship with an existing plate or girder, especially on the underside of the bridge structure, to form a closed cavity, and injecting plastics or polymer material into said cavity in liquid form, whereby said plastics or polymer material sets or cures so as to bond to said reinforcing and existing plates with sufficient strength to transfer shear forces therebetween.
Description
Technical field
The present invention relates to bridge, especially the maintenance or the reinforcing of all steel orthotropic bridge (orthotropic bridge), all steel railway bridge and composite concrete bridge floor girder steel bridge.
Background technology
Quote the document US 5 that is incorporated into this in conduct, 778,813 and US 6,050, described a kind of sandwich boards for construction plate (structural sandwich plate) parts in 208, it comprises the core of two-layer outside metal sheet and plastics or polymeric material, and described polymeric material is non-foaming polyurethane for example, described core is adhered to outer panel with enough intensity, to help the structural strength of parts substantially.These sandwich plate systems (SPS) can adopt under the structure of various ways to replace rigidity steel plate, shaped steel plate, reinforced concrete or compound steel-concrete structure, and greatly simplified this composite structure, intensity and structural performance (for example, rigidity, damping characteristic) in weight reduction, have been improved.Further developing in WO 01/32414 of this structural sandwich plate member is described, and the document is also incorporated herein by reference.As wherein describing, foam-formed or plug-in unit also can be incorporated in the sandwich layer, with weight reduction, and can increase the transverse metal shear plate to improve rigidity.
According to the teaching of WO 01/32414, foam-formed can be hollow or solid.The bigger weight that produces hollow forming spare reduces and is favourable therefore.Profiled member described in the document is not limited to be made by the light weight foamed material, and can be made by other materials, for example timber or steel case, compression moulding section bar and hollow baton round.
Also can use as new structure, the principle of SPS structure is with in the maintenance that is applied to offshore structure, particularly the wagon deck of RoRo ferryboat.This process as known overburden, is described in WO 02/20341 to some extent, and the document intactly is incorporated into this by reference.In brief, clean and prepare existing metal decking, for example by sandblast, then on existing metal decking the reinforcement of weld plate so that form cavity.Use for example polyurethane filled chamber of liquid thermosetting polymer then, described thermosetting polymer with enough intensity with described gusset plate setting be adhered to existing panel, to transmit the shearing force between existing panel and the gusset plate.This method for maintaining can be realized in than the shorter time of traditional cutting-repair and replacement, has reduced the fault time of boats and ships, and the structure with improvement and the deck of wearing character can be provided.
Such as WO 02/29160 description, also suggestion uses the SPS panel to form the bridge floor of D-bridge, bailey bridge (bailey bridge) and beam bridge.
Many roads and railroad bridge are made by steel or composite construction (steel and concrete).The horizontal section of whole exemplary complex road and bridge such as accompanying drawing shown in Figure 1.As seen in Fig., concrete bridge deck 10 is supported by vertical girder steel 11.The size of beam, interval and quantity depend on the size of bridge, the load of bearing and designer's selection.Traditional destroys relevant method for maintaining with concrete bridge deck, has nothing in common with each other to thorough replacing bridge floor from resurfacing.Changing bridge floor requires old concrete bridge deck to be removed and use usually across the prefabricated prestressed concrete plate replacement between a plurality of beams.This plate comprises the closure (block out) that is used for reinforcement by connection steel, shearing connecting piece, guardrail (guard rail), traffic isolated gate and abutment points.These also are in the milk the plate posttension (post-tension) that is placed subsequently, so that they couple together and be compound with existing beam.The durability at incident (in-field) grouting abutment is problematic.
As the shown in Figure 2 of accompanying drawing is all steel orthotropic bridge.In this bridge, the steel bridge face 20 that can for example carry asphalt road also is the cannelure reinforcing of steel by many.The case beam 22 of steel across between the bridge pier to support transverse beam and orthotropic bridge floor.Such bridge is tired easily, forms crackle in weld seam that the flute profile rigid member is connected to bridge deck or near the bridge deck the weld seam, or passes the soffit of girder or transverse beam/tabula place formation crackle of the soffit of girder at the flute profile rigid member.Traditional method for maintaining requires identification fatigue crack, back gouging and weld crack again.Can adopt other the local stiffening or the solder joint group of change geometry or formation, to reduce the local stress scope and the probability of these crackles of reforming.
On overhead steel railroad bridge shown in Figure 3 as accompanying drawing, adopt steel panel 30 to support roadbed 31, described roadbed 31 supports sleeper (railroad tie) and rail 32 successively.Steel bridge floor panel is made as hyperbolicity in advance and is riveted in the transverse beam 33.The dynamic load that repeats causes forming fatigue crack on whole plate in the scope of the cantilever portion of protruding the transverse beam end of flange.Utilize old structure, the kind of steel may be unweldable, and unique in this case known method for maintaining is to replace pre-manufactured steel bridge floor and transverse beam with new steel work.
Maintenance has adverse effect with the method affect magnitude of traffic flow of repairing described bridge type and to local economy.Cause reduce maintenance time and close the period through be everlasting limited night-time hours or non-peak and keep in repair.Yet, need in some cases to close fully.Change route and also can increase cost.
Summary of the invention
The purpose of this invention is to provide a kind of method, by described method, bridge can keep in repair, recovers and improve, and has for example increased load-bearing capacity or has strengthened structural performance, and is particularly anti-shearing and reduce structureborne noise.
According to a first aspect of the invention, available coagulation soil bridge floor clad steel beam bridge beam can be by replacing the existing concrete bridge floor to recover with prefabricated SPS bridge floor panel, described SPS bridge floor panel is compound with girder steel by bolt connection between the panel or welding subsequently, or replaces superstructure fully by the SPS panel that usefulness has a unjointed beam and recover.In each case, the use of prefabricated SPS bridge floor panel provides convenience in bridge floor is replaced, and thisly conveniently is converted into shorter construction period, and described shorter construction period can adapt to limited closing.Prefabricated SPS bridge floor panel provides quality control of further factory and limited place to assemble the advantage of quantity, and this is known and extensive use, therefore provides to have and the steel upper structure bridge deck structure in identical application life.
In addition, a first aspect of the present invention can provide on an equal basis a kind of or the bridge floor of high strength and rigidity more, and the original corresponding reinforced concrete bridge floor few 75% of weight ratio.So bridge floor weight saving of magnitude or consider the increase load-bearing capacity, or consider the quantity that increases traffic route, and the roadbed or increase additional beam of not needing reinforcement.
According to a second aspect of the invention, the method of the structural performance of a kind of maintenance, reinforcing or the existing bridge of enhancing is provided, described method comprises: gusset plate is fixing to form closed housing with the existing plate or the beam of relation at interval and bridge construction, and the plastics or the polymeric material of liquid form are injected described cavity, described thus plastics or polymeric material setting or curing, thus with the bonding described gusset plate of enough intensity and existing plate to transmit shearing force therebetween.
By gusset plate being fixed to the bottom surface of bridge construction, feasible destruction to the load carrying bridge floor minimizes, and can continue smooth and easy in the maintenance period traffic under many circumstances.Maintenance completely provides structural sandwich, described structural sandwich rigidity with increase and the good shock attenuation characteristic that has.The lateral stiffness part that increases helps the transverse load of the concentrated wheeled load between the adjacent flute profile rigid member to distribute, and advantageously reduced at the important soldering group place that the flute profile rigid member is connected to the bridge floor panel and stress range that these channels pass tabula or transverse beam place, made generally fatigue resistance and increasing application life.
Gusset plate or material of the present invention, size and usually performance can freely select at the specific bridge that the present invention will implement, and usually at US-5, be described in 778,813 and US-6,050,208.Steel or stainless steel is the thickness that adopts usually 0.5 to 20mm, and is needing can to adopt aluminium under the situation of lightweight.Similarly, the core of plastics or polymeric material can be any suitable material, and the compresses elastomeric of polyurethane for example at US-5, is described in 778,813 and US-6,050,208.
In a second aspect of the present invention, maintenance is carried out in the bottom surface of the bridge with many flute profile rigid members, and before injecting core material, gusset plate is across between the bottom of flute profile rigid member, and the light weight profiled member is located in the interval between the groove.Light weight profiled member or plug-in unit should have than the low density of core material and can be at the enough temperature and pressures of process tolerance that inject and be provided with core material, but then because described light weight profiled member or plug-in unit do not have very big effect to the intensity of maintaining structure, so its mechanical performance particular importance not.The light weight profiled member should not be full of the space between the groove fully, and should allow the core material layer around it.
Easily, the light weight profiled member can be the hollow extended body.In a particular embodiment, the light weight profiled member is by forming by the scalable hollow of end cap sealing is prismatic.Described prism can have trapezoidal cross-section to be fit to the interval between the rigid channel.
In a second aspect of the present invention, maintenance alternately is applied to the bridge floor surface.In this case, it is favourable using heat-resistant adhesive that the periphery bar of SPS overburden cavity is fixed to existing structure.Then new bridge faceplate panels and periphery bar and the welding each other of new bridge faceplate panels will can not be damaged spraying paint or erosion shield of bottom surface.
Description of drawings
The present invention will be described with accompanying drawing with reference to exemplary embodiments, in the drawings:
Fig. 1 is the sectional view of typical concrete bridge deck clad steel beam bridge beam;
Fig. 2 is the positive axis side view that typically has the steel orthotropic bridge of case beam;
Fig. 3 is the positive axis side view with railroad bridge of prefabricated steel;
Fig. 4 is the sectional view according to the bridge floor of the bridge of the compound girder steel of first embodiment of the invention;
Fig. 5 is the positive axis side view according to the bridge floor of the bridge of the compound girder steel of second embodiment of the invention;
Fig. 6 is the positive axis side view of bridge shown in Fig. 2, and the method for third embodiment of the invention is applied on the described bridge with from the bottom surface maintenance and reinforce bridge deck structure;
Fig. 7 is the enlarged drawing of bridge of the maintenance of Fig. 6;
Fig. 8 is the positive axis side view of bridge shown in Fig. 2, and the method for fourth embodiment of the invention is applied on the described bridge with from the top maintenance and reinforce bridge deck structure;
Fig. 9 is the positive axis side view of bridge shown in Fig. 3, and the method for fifth embodiment of the invention is applied on the described bridge;
Figure 10 is the vertical section of bridge of the maintenance of Fig. 9;
Figure 11 is the sectional view of gutter details of bridge of describing the maintenance of Fig. 9;
Figure 12 is the enlarged drawing of panel of bridge of describing the maintenance of Fig. 9;
Figure 13 is the positive axis side view that structure strengthens the typical box girder bridge beam (for clarity sake not having bridge floor) of the soffit of girder that has according to sixth embodiment of the invention; And
Figure 14 is the positive axis side view that structure strengthens the rigidity plate-girder of the soffit of girder that has according to sixth embodiment of the invention;
In each accompanying drawing, identical parts are with identical numeral.
The specific embodiment
First embodiment according to the invention, the bridge of the compound girder steel of available coagulation soil bridge floor is by replacing concrete bridge deck with prefabricated SPS bridge floor panel 101 as shown in Figure 4 and being keeped in repair.Subsequently, connect or welding by the bolt between the panel 101, SPS bridge floor panel and existing girder steel 102 are compound.Weld them together by the edge in adjacency, SPS panel 101 continuities of replacement form.Existing or new steel guard rail 103 can be connected with SPS bridge floor panel bolts.
Every SPS panel 101 all comprises the outside metal decking 104,106 that intermediate layer or the sandwich layer 105 by plastics or polymeric material is bonded together.Described outside metal decking can be according to the steel plate of application-specific required thickness in the 2-20mm scope.For plastics or polymeric material, preferably use (being non-foam) thermosets of compression, for example polyurethane elastomer (polyurethaneelastomer).Sandwich layer 105 can have the thickness in the 15-200mm scope, and is adhered to panel 104,106 with enough intensity, and has enough mechanical performances with shearing force desired in the delivery applications between girth member and existing structure.Bond strength should be preferably more than 6MPa greater than 3MPa, and especially is exposed to when using in the high temperature when needs, and the coefficient of elasticity of core material should be preferably more than 250MPa greater than 200MPa.Because the effect of sandwich layer, ruggedized construction have intensity and load-bearing capacity that the reinforcement steel plate that has only bigger in fact thickness of slab and bigger additional rigidity just has.Certainly, it is not necessarily flat to change panel 101, no matter but adopt what shape all will be fit to existing structure.
The use of prefabricated SPS bridge floor panel provides the easy of bridge deck renewal, this easy shorter construction period that is converted into, and described shorter construction period can adapt to limited closing (limitedclosure).Prefabricated SPS bridge floor panel provides quality control of further factory and limited place assembling predominance, and this point is known and extensive use, therefore provides the application life that is similar to the steel superstructure for bridge deck structure.
In the second embodiment of the present invention, as shown in Figure 5, the SPS panel 201 that superstructure is had unjointed beam 202 fully replaces.Panel 101 among the SPS panel 201 and first embodiment is basic identical, but vertically and/or transverse beam 202 integrating with panel between erecting stage from factory (off-site).The soffit of girder of described beam (web) can form the sidewall sections of cavity, injects core material in described cavity, and simultaneously one or two panels can be used as the edge of beam.As in first embodiment, prefabricated SPS bridge floor panel provides the facility of bridge deck renewal, factory's quality control and limited site assembly quantity, and have subsequently advantage.
In addition, first and second embodiment of the present invention provide to compare with original reinforced concrete bridge floor to have and have equated or higher strength and stiffness, weight reduces and reaches 75% bridge floor simultaneously.The bridge floor weight saving of this magnitude makes or can increase load-bearing capacity or can increase the number in traffic track, and the roadbed or increase extra beam of not needing reinforcement.
As shown in Figure 6, in the third embodiment of the present invention, comprise that the existing structure of the bridge of load bridge floor 20 and rigid channel (stiffening trough) 21 is keeped in repair or is reinforced by being connected across the additional gusset plate 33 1 between rigid channel 21 bottoms.According to the requirement of application-specific, gusset plate 331 can be the steel plate with thickness in 2 to the 20mm scopes.For gusset plate 331 is adhered on the existing structure, can adopt the sandwich layer 332 of plastics or polymeric material, be preferably for example heat of compression thermoset material of polyurethane elastomer.Core can have the thickness range of 15-200mm.Core 332 is adhered on gusset plate 331 and the existing structure 20,21 with enough intensity, and has the shearing force of enough mechanical performances with the expection in the delivery applications between girth member and existing structure.Bond strength should be preferably more than 6MPa greater than 3MPa, and especially is exposed to when using in the high temperature when needs, and the coefficient of elasticity of core material should be preferably more than 250MPa greater than 200MPa.Because the effect of sandwich layer, ruggedized construction have intensity and load-bearing capacity that the reinforcement steel plate that has only bigger in fact thickness of slab and bigger additional rigidity just has.Certainly, gusset plate is not necessarily flat, no matter but adopt what shape all will be fit to existing structure.
In order to reduce to be required girth member is adhered to the volume of the core material of existing structure, profiled member that is interval with light weight between rigid channel 21 or plug-in unit 333.Profiled member 333 preferably has and the section shape of the section shape at the interval between groove coupling, but its size is configured such that the thickness range of core material layer is around the 15-200mm.Profiled member is preferably the lengthening ducted body of suitable section, but also can be by light material, and for example foamed material is made.Each plug-in unit also can be made up of the extending part of a plurality of canonical profiles, to avoid making specific profiled member for each bridge.
As Fig. 7 shown in more clearly be as described in the enlarged drawing of maintenance bridge, each profiled member 333 preferably is made of two parts 334 that are fit to cover 335, so that the length of profiled member can be adjusted by parts 334 being slipped into or skid off cover 335.The two ends of end cap 336 sealing profiled members.This set is fit to the profile of rigid channel and is constant bridge at interval, but the interval between the transverse beam can change.
In the time of hollow, profiled member can be adapted to any application especially, for example, can be attached to water pipe or tracheae, power supply or the communications cable of bridge bottom surface.If in transverse beam, be provided with suitable access point and through hole, the trunking of additional application after hollow molding spare also can be used as.
In order to realize maintenance, at first the soffit of all grooves 21 and the plate of bridge floor 20 exposures are carried out blasting treatment, with the clean surface that provides a core material to adhere to.Then profiled member 333 is fixed on the appropriate location,, and adopts the proper spacing part for example by spot welding.In case finish, shank (landing bar) is welded on the appropriate location at gusset plate edge so that gusset plate can be welded on the appropriate location.The cavity that is limited by gusset plate and existing structure seals, and leaves perfusing hole and steam vent as required.Then core material is injected and make it to solidify to form the brute force combination between stiffener and the existing structure.In order to finish, perfusing hole and steam vent can be sealed and be flushed with ground before any desired surfacing, described surfacing for example, for preventing corrosion or painting according to aesthetic reasons.
Same bridge can be by keeping in repair the fourth embodiment of the present invention as shown in Figure 8 at the additional overburden of top surface.In this embodiment, gusset plate 401 is fixed on existing plate 20 tops to form cavity.This cavity is filled by injected plastic or polymeric material 402 then, and described plastics or polymeric material are adhered to gusset plate 401 on the existing plate 20, with the expection shearing force in the delivery applications with enough intensity when being provided with.In this respect, the 4th embodiment is identical with other embodiment of the present invention, and gusset plate and core material are as above described.When sandwich layer solidifies fully, asphalt road surface 403 is laid on the gusset plate top.
In order before injecting core gusset plate 401 to be fixed on the appropriate location, soldered or bonding periphery bar (perimeter bar) is used to limit the chamber that will fill.Also can adopt distance piece and light weight profiled member or insert, as in other embodiments of the invention.
In the fifth embodiment of the present invention, maintenance is carried out in the bottom surface of the prefabricated steel of overhead railway bridge, to strengthen the application life of fatigue resistance and extending structure.Maintenance shown in Fig. 9 is the same with existing structure with configuration aspects and do not reduce original performance in shape.
Do not influencing under the situation of railway service from following maintenance, two are bolted to the soffit of girder (web oftransverse beam) of the transverse beam of existing structure with the precast plate 501,502 of existing structure form fit and rivet each other with one-sided rivet (one-side rivet), as shown in figure 10, form overlapped points 503 at the middle part of the panel length direction that extends across bridge.Overlapped points provides simple connection details, and this simply connects details and allows to prolong change in size on the bridge length direction.Then, outfall 504 is rebuilt as Figure 11.
The foam-like material of flexibility, closed cell (closed-cell) and the composition of caulk (caulking) are used to the end of seal chamber.Cavity is injected from the below then, at first passes through the central area and arrives any end subsequently, to guarantee finishing filling with core material 505.This method for maintaining has not only reduced stress range in the existing prefabricated steel facing (at guide edge or contiguous guide edge, the outrigger base top of the end of flange by transverse beam partly there), strengthening fatigue resistance thus, also provide viscous-elasticity (visco-elastic) layer with the absorbing structure noise, and for there being the down town as this overhead railway system to increase interests.
The sixth embodiment of the present invention is the modification of existing structure, shown in Figure 13 and 14, this modification is that SPS covering 601 is applied on the soffit of girder 602 of case beam 603 and plate-girder 604, and its main purpose is to reduce the relevant structureborne noise of traffic (highway or railway) caused vibration with bridge bearing.Because soldering group is connected to rigid member on the soffit of girder, additional effect of the present invention is that structure strengthens, increases anti-shearing and fatigue resistance.
In the 5th and the 6th embodiment, the material and the size of gusset plate and sandwich layer can be identical with previously described embodiment.
Should be appreciated that above-mentioned manual is not determinate, and other modification can be arranged and change the scope of the present invention that limits by appended claims that also falls into.
Claims (16)
- The method of 1, a kind of maintenance, reinforcing or recovery bridge, it is characterized in that, comprise: gusset plate is fixing to form closed housing with the existing plate or the beam of relation at interval and bridge construction, and the plastics or the polymeric material of liquid form are injected described cavity, described thus plastics or polymeric material setting or curing, thus with the bonding described gusset plate of enough intensity and existing plate to transmit shearing force therebetween.
- 2, method according to claim 1 is characterized in that, existing plate or beam are positioned on the bottom surface of bridge.
- 3, method according to claim 2 is characterized in that, bridge has a plurality of flute profile rigid members, and before core material injected, gusset plate was across between the bottom of flute profile rigid member, and the light weight profiled member is set in the interval between described groove.
- 4, method according to claim 3 is characterized in that, the light weight profiled member has the density lower than core material.
- According to claim 3 or 4 described methods, it is characterized in that 5, the light weight profiled member is the extended body of hollow.
- 6, method according to claim 5 is characterized in that, the light weight profiled member is made of the scalable hollow prism that is sealed by end cap.
- 7, method according to claim 6 is characterized in that, prism has trapezoidal cross-section to be fit to the interval between the rigid channel.
- 8, method according to claim 2, it is characterized in that, bridge has across the polylith plate between the beam, and the step of described fixedly gusset plate comprises: first gusset plate is fixed on first beam and second gusset plate is fixed on second beam of contiguous first beam, the first and second gusset plate cooperations stride across the interval between the described beam.
- 9, method according to claim 8 is characterized in that, first and second gusset plates are overlapping in overlapped points.
- 10, according to Claim 8 or 9 described methods, it is characterized in that first and second gusset plates are crooked to cooperate the curvature of existing plate.
- 11, method according to claim 1 is characterized in that, existing plate is the soffit of girder of case beam or plate-girder.
- 12, according to the described method of any one claim of front, it is characterized in that gusset plate is a metal, for example steel, stainless steel or aluminium.
- 13, according to the described method of any one claim of front, it is characterized in that gusset plate has 0.5 to 20mm thickness range.
- 14, according to the described method of any one claim of front, it is characterized in that the core of plastics or polymeric material is an elastic body, for example polyurethane.
- 15, method according to claim 14 is characterized in that, elastic body compresses.
- 16, a kind of bridge, comprise existing structure, the adjacent gusset plate that is provided with described existing structure, described gusset plate is adhered to existing structure by the intermediate layer of plastics or polymeric material, described intermediate layer is with bonding described gusset plate of enough intensity and existing plate, to transmit shearing force therebetween.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| GB0425454.6 | 2004-11-18 | ||
| GB0425454A GB2420365B (en) | 2004-11-18 | 2004-11-18 | Method of reinforcing a bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN101091023A true CN101091023A (en) | 2007-12-19 |
Family
ID=33548513
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNA2005800391362A Pending CN101091023A (en) | 2004-11-18 | 2005-10-25 | Method of reinforcing a bridge |
Country Status (6)
| Country | Link |
|---|---|
| US (1) | US20090013482A1 (en) |
| EP (1) | EP1812648A1 (en) |
| JP (1) | JP2008520867A (en) |
| CN (1) | CN101091023A (en) |
| GB (1) | GB2420365B (en) |
| WO (1) | WO2006054041A1 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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| US9322508B2 (en) | 2011-09-01 | 2016-04-26 | University Of South Florida | Systems and methods for applying reinforcement material to existing structures |
| LT2753633T (en) | 2011-09-09 | 2017-04-10 | Evertree | Protein-containing adhesives, and manufacture and use thereof |
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| IT201700105273A1 (en) * | 2017-09-20 | 2019-03-20 | Nuovo Pignone Tecnologie Srl | BASIC PLATE FOR TURBOMACCHINA AND METHOD FOR PRODURLA |
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| CN114592440B (en) * | 2022-03-21 | 2024-03-19 | 武汉市规划设计有限公司 | Upper structure of assembled steel-concrete combined bridge and construction process thereof |
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| JP2000240297A (en) * | 1999-02-22 | 2000-09-05 | Japan Bridge Corp | Thickening and reinforcing structure of concrete structure and its construction method |
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| GB2399540B (en) * | 2003-03-18 | 2005-10-26 | Intelligent Engineering | Improved method for reinforcing or reinstating existing structures |
| JP4037862B2 (en) * | 2004-01-30 | 2008-01-23 | 三菱重工橋梁エンジニアリング株式会社 | Steel slab and method of reinforcing the same |
-
2004
- 2004-11-18 GB GB0425454A patent/GB2420365B/en not_active Expired - Fee Related
-
2005
- 2005-10-25 EP EP05797698A patent/EP1812648A1/en not_active Withdrawn
- 2005-10-25 US US11/665,018 patent/US20090013482A1/en not_active Abandoned
- 2005-10-25 JP JP2007542078A patent/JP2008520867A/en active Pending
- 2005-10-25 CN CNA2005800391362A patent/CN101091023A/en active Pending
- 2005-10-25 WO PCT/GB2005/004116 patent/WO2006054041A1/en active Application Filing
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102635060A (en) * | 2012-05-02 | 2012-08-15 | 周劲宇 | Concrete hollow slab bridge reinforced by transverse steel beams |
| CN102635060B (en) * | 2012-05-02 | 2014-12-31 | 周劲宇 | Concrete hollow slab bridge reinforced by transverse steel beams |
| CN105714699A (en) * | 2016-04-12 | 2016-06-29 | 沈阳建筑大学 | Reinforcing structure for main girder top plate of wide box girder bridge and construction method of reinforcing structure |
| CN111663459A (en) * | 2020-05-21 | 2020-09-15 | 大连理工大学 | Bridge reinforcing device based on high-molecular metal composite material plate and manufacturing method thereof |
| CN112431105A (en) * | 2020-11-30 | 2021-03-02 | 马征 | Asphalt crack pouring device for pavement repair |
| CN112431105B (en) * | 2020-11-30 | 2022-06-21 | 湖南书堂山建设有限公司 | Asphalt crack pouring device for pavement repair |
Also Published As
| Publication number | Publication date |
|---|---|
| GB0425454D0 (en) | 2004-12-22 |
| JP2008520867A (en) | 2008-06-19 |
| WO2006054041A1 (en) | 2006-05-26 |
| EP1812648A1 (en) | 2007-08-01 |
| GB2420365B (en) | 2009-11-11 |
| GB2420365A (en) | 2006-05-24 |
| US20090013482A1 (en) | 2009-01-15 |
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