CN102433845A - Novel temporary solidification system used for continuous beam cantilever construction - Google Patents

Novel temporary solidification system used for continuous beam cantilever construction Download PDF

Info

Publication number
CN102433845A
CN102433845A CN2011104506358A CN201110450635A CN102433845A CN 102433845 A CN102433845 A CN 102433845A CN 2011104506358 A CN2011104506358 A CN 2011104506358A CN 201110450635 A CN201110450635 A CN 201110450635A CN 102433845 A CN102433845 A CN 102433845A
Authority
CN
China
Prior art keywords
overturning
temporary
support
temporary support
cast
Prior art date
Application number
CN2011104506358A
Other languages
Chinese (zh)
Other versions
CN102433845B (en
Inventor
谭可源
Original Assignee
广东冠粤路桥有限公司
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by 广东冠粤路桥有限公司 filed Critical 广东冠粤路桥有限公司
Priority to CN2011104506358A priority Critical patent/CN102433845B/en
Publication of CN102433845A publication Critical patent/CN102433845A/en
Application granted granted Critical
Publication of CN102433845B publication Critical patent/CN102433845B/en

Links

Abstract

The invention discloses a novel temporary solidification system used for the continuous beam cantilever construction, comprising temporary supports and anti-overturning devices, wherein the temporary supports and the anti-overturning devices are placed between the top surface of a pier body and a cast-in-place section of a beam body; each anti-overturning device is a slender rod piece; one end of the slender rod piece is embedded in a lower-part support structure of the beam body, and the other end of the slender rod piece is anchored in the cast-in-place section of the beam body; a permanent support is supported between the lower-part support structure of the beam body and the cast-in-place section of the beam body; two rows of temporary supports and two rows of anti-overturning devices are arranged; the temporary supports and the anti-overturning devices are arranged symmetrical to the beam body along a bridge-direction axial line and are also arranged symmetrical to the lateral bridge-direction axial line of the permanent support; each anti-overturning device comprises an anti-overturning pull rod and a corrugated pipe outwards sleeved outside the anti-overturning pull rod; and each temporary support is a flexible temporary support comprising a steel plate and rubber. According to the novel temporary solidification system disclosed by the invention, the problem of generating bigger structural secondary internal force because the permanent support sags when the temporary solidification of the beam body is relieved can be furthest avoided. The novel temporary solidification system is convenient to assemble and disassemble, saves construction time and construction cost, ensures that the temporary support can be reused, and can be widely applied to the temporary support of the cast-in-place stage of the continuous beam.

Description

A kind of novel temporary consolidation system that the continuous beam cantilever construction is used
Technical field
The present invention relates to a kind of ancillary method in a kind of Construction of continuous beam stage, a kind of ancillary method of particularly a kind of continuous beam cantilever construction stage.
Background technology
The temporary consolidation system of continuous beam cantilever construction has multiple; But summarize the most basic has two kinds; These two kinds of temporary consolidation systems the most basic are following: a kind ofly be, on the pier shaft end face of bridge pier, directly carry out the pier beam consolidation, at bridge pier pier shaft end face the interim cushion block of rigidity is set; The interim cushion block of rigidity is reinforced concrete block or the block be made up of steel concrete and sulphur-bonded mortar, is used for girder; The overturning or slip resistance analysis pull bar of being made up of reinforcing bar or prestressed strand is set between pier shaft and beam body, and the pull bar two ends are stretched into pier shaft and Liang Tizhong respectively, are used for anchoring beam body, avoid the beam body to topple, and prestressed strand carries out the mud jacking sealing later in stretch-draw.
Another kind is, beyond pier shaft, near support cast-in-place sections end interim support bar is set, is used for girder.Interim support bar can adopt steel pipe, or adopts the shaped steel spelling, can directly stretch into the beam embodiment as the overturning or slip resistance analysis pull bar at the welded top reinforcing bar and water in the sections.Interim support bar also can adopt reinforced concrete upright column, and inner embedding overturning or slip resistance analysis pull bar stretches into the beam embodiment and waters in the sections.Other temporary consolidation system in fact all is that the part by these two kinds of systems combines each other, with above-mentioned both are similar.
The common defects of above-mentioned these two kinds of temporary consolidation systems the most basic is:
1, the interim cushion block of girder, interim support bar are non-yielding props to Liang Tidou, and itself does not have compressibilty; The overturning or slip resistance analysis pull bar of being made up of reinforcing bar does not have flexibility, and the overturning or slip resistance analysis pull bar of being made up of prestressed strand carries out the mud jacking sealing owing to the steel bundle later in stretch-draw, has also lost flexibility.Though permanent bearing has compressibility; But because cushion block, interim support bar are the reason of non-yielding prop to Liang Tidou temporarily; The beam body of cantilever construction can not be along with the increase of the propelling of cantilever construction progress, self load the interim cushion block of corresponding compression, interim support bar and descend; Therefore; Before removing temporary consolidation, the permanent bearing of continuous beam in fact just bears beam body load (just bearing the fractional load of cast-in-place sections basically) seldom, and most load all is to be born by the interim cushion block of non-yielding prop, interim support bar.Because after closing up, could remove temporary consolidation, so, behind the releasing temporary consolidation; Under the effect of deadweight of beam body and working load; The permanent bearing of continuous beam will inevitably produce compression, depression, though when design, considered the depression problem of permanent bearing, because the complexity of structure stress; And the operation of removing temporary consolidation is difficult to symmetry and accurately accomplishes simultaneously, the consideration of depression of supports problem is difficult to thoughtfully and fully tally with the actual situation comprehensively; So continuous beam produces structure time internal force because of depression of supports problem still exists, and has the possibility of considerable influence.Produce bigger structure time internal force because of depression of supports and can cause the beam body crack to occur, have influence on the quality and the application life of bridge.
2, the construction period of traditional temporary consolidation system is longer relatively.After the interim cushion block concreting, reach the certain length of time and intensity and just can carry out next step operation--the construction that sections is watered in the embodiment of----beam.
3, the dismounting duration of traditional temporary consolidation system longer, the manpower and the mechanical one-shift that need are more relatively.Interim cushion block concrete need cut, and interim support bar needs to cut, pulls up, slings and transport.
The temporary consolidation system of for these reasons, seeking to overcome above-mentioned defective or reduce above-mentioned defective effect as far as possible is significant, necessary.
Summary of the invention
The purpose of this invention is to provide a kind of novel temporary consolidation system that the continuous beam cantilever construction is used; Solving existing temporary consolidation system is that non-yielding prop and rigidity link; Can't be implemented in before the temporary consolidation system removes fully; Let beam body load bear by permanent bearing basically, thereby avoid causing permanent bearing deflection after removing the temporary consolidation system to cause that greatly the beam body produces the technical problem of structure time internal force; And solve existing temporary consolidation system long construction period, construction technology complicated problems.
For realizing above-mentioned purpose, the present invention adopts following technical scheme:
A kind of novel temporary consolidation system that continuous beam cantilever construction is used comprises temporary support and anti-overturning devices, and said temporary support is placed between the cast-in-place sections of pier shaft end face and beam body of bridge pier; Said anti-overturning devices is the slender type assembly; The one of which end is embedded in the cushion cap of pier shaft or bridge pier of bridge pier, and the other end is anchored in the cast-in-place sections of beam body, is supported with permanent bearing between the pier shaft end face of bridge pier and the cast-in-place sections of beam body; Said temporary support and anti-overturning devices are two rows; Temporary support, anti-overturning devices all are symmetrical in the suitable bridge of beam body to axis arranged, simultaneously, also are symmetrical in the direction across bridge axis arranged of permanent bearing; Said anti-overturning devices is made up of overturning or slip resistance analysis pull bar and the bellows that is enclosed within overturning or slip resistance analysis pull bar outside; Said temporary support is the flexible temporary support that steel plate and rubber are formed.
The steel bundle that said overturning or slip resistance analysis pull bar is made up of high strength steel strand.
Be applied with prestressing force on the overturning or slip resistance analysis pull bar, leave the space between itself and the bellows inwall.
Directly contact between the cast-in-place sections of said flexible temporary support and bridge pier pier shaft end face and beam body, but do not link.
Said flexible temporary support by under hold piece, unload carrier layer and on hold piece and stack gradually and form; Said unload carrier layer by have mobile material or be heated after be easy to melt, softening solid material fills and forms; Hold piece on said and hold down piece and bond by steel plate layer and block rubber intersecting and form; The said block plate that pushes up most that holds down piece extends and upwards is bent to form the spacing sidewall that unloads carrier layer to four limits, has the pod apertures that the filler of being convenient to unload carrier layer flows out on the said spacing sidewall.
Compared with prior art the present invention has following characteristics and beneficial effect:
At first; The present invention is through adopting flexible temporary support and flexible anti-overturning devices; Can realize that the load that permanent bearing bears can progressively increase along with the propelling of cantilever casting construction progress, avoid the beam body to close up back problem because of the bigger structure time internal force of depression of supports generation when removing temporary consolidation to greatest extent.
Secondly, because the employing of the flexible temporary support of finished product is compared with existing cast-in-situ concrete temporary support, construction need not to build and the maintenance certain hour early stage, and the later stage need not to cut, and therefore saves the duration, easy construction; Because the flexible temporary support of finished product is independently one, separate in addition with anti-overturning devices, though with bridge pier and beam body between directly contact; But do not link; The temporary support set inside is unloaded carrier layer, thus can dismantle easily and recycle, thus can reduce construction cost.Simultaneously; Owing to cancelled the interim support bar that is arranged in the existing temporary consolidation system beyond the pier shaft; Eliminated because the construction dangerous matter sources that interim support bar brings is more, security risk big, big defective is disturbed in construction; The material cost and the assembling and disassembling construction cost of interim support bar are all higher, when not reducing safety of structure, cancel interim support bar and have significantly reduced construction costs especially from another angle.
Also have, in the anti-overturning devices steel bundle is arranged in the bellows, utilize bellows that the concrete of steel Shu Yuliang body, pier shaft, cushion cap is kept apart; Avoided the steel bundle contaminated; Simultaneously can sealing stretch-draw end after stretch-draw, but can not press the object of annotating sealing to bellows interior, this has guaranteed whole anti-overturning devices except the function that anchoring and stable beam body are arranged; Also have following function: temporary support, permanent bearing are compressed because bearing the newly-increased load of beam body; Thereby the generation depression causes that promptly the beam body descends, and the direction that the beam body descends is consistent with the retraction direction of steel bundle under the prestressing force effect; And prestressed strand is not because handled by mud jacking; So steel Shu Buhui stops the decline of beam body, the inner bellows of annotating sealing of pressing itself can be compressed distortion, and this has just realized that the confrontation between systems device that topples will have compressible requirement.
The present invention can be widely used in the temporary support in continuous beam cantilever casting construction stage.
Description of drawings
Below in conjunction with accompanying drawing the present invention is done further detailed explanation.
Fig. 1 is a structural representation of the present invention.
Fig. 2 is the A-A sectional view of Fig. 1.
Fig. 3 is flexible temporary support detail of construction one.
Fig. 4 is flexible temporary support detail of construction two.
The flexible temporary support of Reference numeral: 1-, 1.1-be last hold hold piece under piece, the 1.2-, 1.3-unloads the cast-in-place sections of carrier layer, the spacing sidewall of 1.4-, 1.5-pod apertures, 1.6-gap, the pier shaft of 2-bridge pier, the permanent bearing of 3-, 4-anti-overturning devices, 4.1-overturning or slip resistance analysis pull bar, 4.2-bellows, 4.3-space, 5-beam body, the cushion cap of 6-bridge pier.
The specific embodiment
Embodiment is referring to illustrated in figures 1 and 2; A kind of novel temporary consolidation system that the continuous beam cantilever construction is used; Comprise 1 space, temporary support space and 4 spaces, anti-overturning devices space; 1 space, said temporary support space is placed between 5 spaces, cast-in-place sections space of pier shaft space 2 space end faces and beam body of bridge pier, and 4 spaces, said anti-overturning devices space are the slender type assembly, and the one of which end is embedded in 6 spaces, cushion cap space of 2 spaces, pier shaft space or bridge pier of bridge pier; The other end is anchored in 5 spaces, cast-in-place sections space of beam body; Be supported with 3 spaces, permanent bearing space between the pier shaft space 2 space end faces of bridge pier and 5 spaces, cast-in-place sections space of beam body, it is characterized in that: said temporary support and 4 spaces, anti-overturning devices space are two rows, and temporary support, anti-overturning devices all are symmetrical in the suitable bridge of beam body to axis arranged; Simultaneously, also be symmetrical in the direction across bridge axis arranged of permanent bearing; 4 spaces, said anti-overturning devices space are made up of 4.1 spaces, overturning or slip resistance analysis pull bar space and 4.2 spaces, bellows space that are enclosed within outside, 4.1 spaces, overturning or slip resistance analysis pull bar space; Said temporary support is 1 space, flexible temporary support space that steel plate and rubber are formed.
4.1 spaces, said overturning or slip resistance analysis pull bar space are the steel bundle of being made up of high strength steel strand.
In the use of the novel temporary consolidation system of this kind, promptly to play in the process of temporary consolidation effect in fixed system, overturning or slip resistance analysis pull bar space is applied with prestressing force on 4.1 spaces all the time.The object of annotating sealing is not pressed in inside, 4.2 space, bellows space, makes between its inwall and 4.1 spaces, overturning or slip resistance analysis pull bar space and leaves 4.3 spaces, space, space.
Directly contact between the pier shaft space 2 space end faces of 1 space, said flexible temporary support space and bridge pier and 5 spaces, cast-in-place sections space of beam body, but do not link.
Temporary support can be temporarily fixed at the pier shaft end face with bolt etc.
Said flexible temporary support 1 is referring to Fig. 3 and Fig. 4, by under hold piece 1.2, unload carrier layer 1.3 and on hold piece 1.1 and stack gradually and form, the said filler that unloads carrier layer be sand, liquid etc. have mobile material or be heated after be easy to melt, softening solid material.Hold piece 1.1 on said and hold piece 1.2 down and formed by steel plate layer and block rubber intersecting bonding, said block rubber is whole to be wrapped up whole steel plate layers or partly wraps up the steel plate layer.The said block plate that pushes up most that holds down piece 1.2 extends and upwards is bent to form the spacing sidewall 1.4 that unloads carrier layer to four limits, has the pod apertures 1.5 that the filler of being convenient to unload carrier layer flows out on the said spacing sidewall 1.4.The said filler that unloads carrier layer 1.3 be sand, liquid etc. have mobile material or be heated after be easy to melt, softening solid material.The solid material that is easy to after being heated to melt and soften is certain plastics, sulphur-bonded mortar etc. for example.If adopt husky, or adopt fluent material to be used as unloading layer material, spacing sidewall 1.4 exceeds and unloads carrier layer 1.3 certain height, and unloads between carrier layer and the spacing sidewall and do not reserve the space.If adopt the monoblock solid material that is easy to after being heated melt or soften, include heating wire as the unloading layer material; It is low that the aspect ratio of spacing sidewall is unloaded carrier layer; And spacing sidewall and reservation 1.6 spaces, certain clearance space, side of unloading carrier layer, with the softening back compressive strain of convenient unloading layer material; And, have the power line hole on the said spacing sidewall 1.4.If adopt fluent material to be used as unloading layer material, unload the cavity structure body that carrier layer adopts independent reservation plughole, inside fills the liquid discharged material; The material of this cavity structure body has suitable intensity, and material itself can not damaged by pressure by the beam body; Simultaneously, the cavity structure body can be compressed, shrivel after the removal discharged material by the beam body, can not stop the beam body to fall; During installation, unload carrier layer and be placed in down and hold the unloading in the carrier layer groove of piece, the plughole that the cavity structure body is reserved is over against the pod apertures of holding down on the spacing sidewall of piece.
Size relationship between the concrete structure of bellows and it and the overturning or slip resistance analysis pull bar is deferred to the bellows of traditional pre-stress system.The steel strand radical of its quantity and each bundle, tension stress all confirm according to overturning or slip resistance analysis result of calculation, during the tension stress of calculating should be controlled at whole cantilever construction, removing before the temporary consolidation not can being compressed in the scope that depression loses fully because of temporary support.
Operating principle of the present invention: in construction period, temporary support bears deadweight of beam body and the load above the beam body with permanent bearing.Because flexible temporary support has certain compressibilty; Can be increased compression along with the increase of beam body load; And have flexibility by the steel bundle that high strength steel strand is formed, because annotated sealing, so can not stop the beam body to be compressed and corresponding whereabouts because of flexible temporary support, permanent bearing by pressure; This just guaranteed to make permanent bearing and temporary support synchronously the space or slightly one step ahead the space bear the newly-increased load of beam body, the depression of permanent bearing is progressively taken place along with the propelling of cantilever construction.Adopt " synchronously " still is " slightly one step ahead " actually, can be decided by the design compressibilty of permanent bearing, temporary support.After accomplishing cantilever construction; Before closing up construction; Promptly unload carrier layer through the height adjustment mechanism on the temporary support temporary support is reduced, let before closing up permanent bearing bear beam body load and top load thereof fully, realize that the compression subsidence of permanent bearing farthest takes place thereby be implemented in.After the completion continuous beam closes up construction, put an overturning or slip resistance analysis steel bundle, remove prestressing force, cut off that section overturning or slip resistance analysis steel bundle between beam body bottom surface and the bridge pier pier shaft end face, remove, remove temporary support, reach the purpose of final releasing temporary consolidation.

Claims (5)

1. a kind of novel temporary consolidation system used of continuous beam cantilever construction; Comprise temporary support (1) and anti-overturning devices (4); Said temporary support (1) is placed between the cast-in-place sections (5) of pier shaft (2) end face and beam body of bridge pier, and said anti-overturning devices (4) is the slender type assembly, and the one of which end is embedded in the cushion cap (6) of pier shaft (2) or bridge pier of bridge pier; The other end is anchored in the cast-in-place sections (5) of beam body; Be supported with permanent bearing (3) between the cast-in-place sections (5) of the pier shaft of bridge pier (2) end face and beam body, it is characterized in that: said temporary support and anti-overturning devices (4) are two rows, and temporary support, anti-overturning devices all are symmetrical in the suitable bridge of beam body to axis arranged; Simultaneously, also be symmetrical in the direction across bridge axis arranged of permanent bearing; Said anti-overturning devices (4) is made up of overturning or slip resistance analysis pull bar (4.1) and the bellows (4.2) that is enclosed within overturning or slip resistance analysis pull bar (4.1) outside; Said temporary support is the flexible temporary support (1) that steel plate and rubber are formed.
2. a kind of novel temporary consolidation system that continuous beam cantilever construction according to claim 1 is used is characterized in that: the steel bundle that said overturning or slip resistance analysis pull bar (4.1) is made up of high strength steel strand.
3. a kind of novel temporary consolidation system that continuous beam cantilever according to claim 1 construction is used, it is characterized in that: the overturning or slip resistance analysis pull bar is applied with prestressing force on (4.1), leaves space (4.3) between itself and bellows (4.2) inwall.
4. a kind of novel temporary consolidation system that continuous beam cantilever according to claim 1 construction is used is characterized in that: directly contact between the cast-in-place sections (5) of said flexible temporary support (1) and bridge pier pier shaft (2) end face and beam body, but do not link.
5. a kind of novel temporary consolidation system that continuous beam cantilever construction according to claim 1 is used; It is characterized in that: said flexible temporary support (1) by under hold piece (1.2), unload carrier layer (1.3) and on hold piece (1.1) and stack gradually and form; Said unload carrier layer (1.3) by have mobile material or be heated after be easy to melt, softening solid material fills and forms; Hold on said piece (1.1) and under hold piece (1.2) and form by steel plate layer and block rubber intersecting bonding; The said block plate that pushes up most that holds down piece (1.2) extends and upwards is bent to form the spacing sidewall (1.4) that unloads carrier layer to four limits, has the pod apertures (1.5) that the filler of being convenient to unload carrier layer flows out on the said spacing sidewall (1.4).
CN2011104506358A 2011-12-29 2011-12-29 Novel temporary solidification system used for continuous beam cantilever construction CN102433845B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN2011104506358A CN102433845B (en) 2011-12-29 2011-12-29 Novel temporary solidification system used for continuous beam cantilever construction

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN2011104506358A CN102433845B (en) 2011-12-29 2011-12-29 Novel temporary solidification system used for continuous beam cantilever construction

Publications (2)

Publication Number Publication Date
CN102433845A true CN102433845A (en) 2012-05-02
CN102433845B CN102433845B (en) 2013-12-04

Family

ID=45982175

Family Applications (1)

Application Number Title Priority Date Filing Date
CN2011104506358A CN102433845B (en) 2011-12-29 2011-12-29 Novel temporary solidification system used for continuous beam cantilever construction

Country Status (1)

Country Link
CN (1) CN102433845B (en)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106120568A (en) * 2016-08-18 2016-11-16 德州市公路工程总公司 Cross a river Main Bridge bridge pier secondary locking temporary consolidation structure and construction method
CN107144385A (en) * 2017-05-22 2017-09-08 中电建路桥集团有限公司 The monitoring method of moment of torsion in a kind of bridge cantilever method symmetrical construction
CN111082351A (en) * 2019-11-29 2020-04-28 北京中科中电电力工程管理有限公司 Installation process and equipment of high-voltage switch cabinet

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101250850A (en) * 2008-03-28 2008-08-27 郝贤成 Sedimentation support for bridge
CN101469533A (en) * 2007-12-28 2009-07-01 上海市基础工程公司 Pier top supportless temporary consolidation technique
JP2010059748A (en) * 2008-09-08 2010-03-18 Sumitomo Mitsui Construction Co Ltd Apparatus and method for constructing bridge girder
CN101942803A (en) * 2010-07-09 2011-01-12 中冶建工有限公司 Bridge construction method implemented by simply supporting, forming continuous beam and removing temporary medium steel support in sequence
CN202482777U (en) * 2011-12-29 2012-10-10 广东冠粤路桥有限公司 Novel temporary solidification system for bridge construction

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101469533A (en) * 2007-12-28 2009-07-01 上海市基础工程公司 Pier top supportless temporary consolidation technique
CN101250850A (en) * 2008-03-28 2008-08-27 郝贤成 Sedimentation support for bridge
JP2010059748A (en) * 2008-09-08 2010-03-18 Sumitomo Mitsui Construction Co Ltd Apparatus and method for constructing bridge girder
CN101942803A (en) * 2010-07-09 2011-01-12 中冶建工有限公司 Bridge construction method implemented by simply supporting, forming continuous beam and removing temporary medium steel support in sequence
CN202482777U (en) * 2011-12-29 2012-10-10 广东冠粤路桥有限公司 Novel temporary solidification system for bridge construction

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106120568A (en) * 2016-08-18 2016-11-16 德州市公路工程总公司 Cross a river Main Bridge bridge pier secondary locking temporary consolidation structure and construction method
CN106120568B (en) * 2016-08-18 2017-09-26 德州市公路工程总公司 The construction method of cross a river Main Bridge bridge pier secondary locking temporary consolidation structure
CN107144385A (en) * 2017-05-22 2017-09-08 中电建路桥集团有限公司 The monitoring method of moment of torsion in a kind of bridge cantilever method symmetrical construction
CN107144385B (en) * 2017-05-22 2019-07-12 中电建路桥集团有限公司 The monitoring method of torque in a kind of bridge cantilever method symmetrical construction
CN111082351A (en) * 2019-11-29 2020-04-28 北京中科中电电力工程管理有限公司 Installation process and equipment of high-voltage switch cabinet

Also Published As

Publication number Publication date
CN102433845B (en) 2013-12-04

Similar Documents

Publication Publication Date Title
CN102099538B (en) Method for the assembly of a tower and tower
CN102839675B (en) Method of long-span pre-stress fish belly sill for foundation pit support
US10041244B2 (en) Device and method for the thermal decoupling of concrete building parts
CN203514336U (en) Embedded foundation of composite wallboard
CN105386778A (en) Tunnel underground excavation and lining construction trolley and tunnel underground excavation and lining construction method
KR100890455B1 (en) Loading apparatus using gravitational method and apparatus of manufacturing preflex composite girder using the loading apparatus
CN105113389B (en) Assembled type bridge pier column member with steel-concrete composite structure
CN102704386B (en) Prefabricated component assembly type segment assembling corrugated steel web RPC (Reactive Powder Concrete) combination box girder and method therefor
KR101066838B1 (en) Double composite box girder and construction method using the same
JP5373979B2 (en) Construction Method of Steel Composite Girder Bridge {ConstructionMethod SteelCompositeGirderBridge}
CN204803896U (en) Adjusting device that deep basal pit steel shotcrete prestressing force was applyed
CN101982629B (en) Assembly-type self-compaction steel tube and concrete composite structure
CN204662235U (en) A kind of steel plate combination T beam bridge
CN201746774U (en) Cable-stayed bridge cable tower anchorage zone steel bracket with assembled anchoring device
CN203546626U (en) Suspender replacing device for concrete-filled steel tube arch bridge
KR20150126502A (en) Structure And Construction Method of Steel Arch Bridge
CN102628242B (en) Plate-type ballastless track concrete track plate, manufacturing method thereof, and stretching device thereof
JP4957894B2 (en) Reinforcement method for power transmission towers
CN101440598B (en) Steel box-concrete combined box plate arch structure and construction method thereof
CN103257080B (en) Secondary lining builds device
CN104947831A (en) Prefabricated assembly type profile steel concrete shear wall and construction method thereof
KR100909839B1 (en) Curve type preflexion steel beam frame using preflexion for installing reinforcing material at curved steel material of a curved steel frame and method for manufacturing the same
KR101141685B1 (en) Structural frame of pre-stressed steel pipe and it's manufacturing methode and non-uniformly crosssectional pre-stressed steel pipe girder by using it
CN105201514A (en) Water-bearing rock stratum borehole wall structure and construction method
CN102277920B (en) Hollow reinforced concrete floor and construction method

Legal Events

Date Code Title Description
PB01 Publication
C06 Publication
SE01 Entry into force of request for substantive examination
C10 Entry into substantive examination
GR01 Patent grant
C14 Grant of patent or utility model