CN101200881A - Girder-exchange construction method for existing railway bridge by successively incremeantal launching framework process - Google Patents
Girder-exchange construction method for existing railway bridge by successively incremeantal launching framework process Download PDFInfo
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- CN101200881A CN101200881A CNA2007100603742A CN200710060374A CN101200881A CN 101200881 A CN101200881 A CN 101200881A CN A2007100603742 A CNA2007100603742 A CN A2007100603742A CN 200710060374 A CN200710060374 A CN 200710060374A CN 101200881 A CN101200881 A CN 101200881A
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Abstract
The invention relates to a girder replacement construction method of the existing railway line bridges, which applies a method of incremental launching framework. The girder replacement construction method is fulfilled according to seven steps: (1) A split slideway is respectively arranged on one side of the existing line and a framework is respectively prefabricated on the split type slideway; (2) Temporary rest piers are arranged under the existing line bridge and used to upbear a track skeleton, and the locking of seamless lines and the installation of a crossarm track are carried out on the two sections of a grider-replaced section; (3) The temporary rest piers are used to upbear the girder body of the existing line, and the bearings under the existing girder are disassembled; (4) the prefabricated framework is connected with the existing girder by a steel stranded wire; (5) A continuous jack is utilized to tow the steel stranded wire to haul the cascaded framework and the existing girder to the position required by the design; (6) The bearing side under the bottom plate of the prefabricated framework is grouted and reinforced; (7) After dropping the track and replenishing ballast, the line is resumed. The present invention has the advantages that the construction is safe and stable, the cost is reduced, the construction procedures are simplified, the construction period is shortened and the engineering cost is saved.
Description
Technical field:
The present invention relates to a kind of construction techniques, the special bridge successively incremeantal launching method of particularly a kind of railway existing line framework method changes beam construction method.
Background technology:
At present railway existing line bridge what change that beam construction method generally adopts is to set up the back parados, precast frame on slide plate adds the method for top iron jacking repeatedly with jack.There is following defective in this method: 1, need the disintegration seamless railway, therefore can't guarantee to block the requirement of 6 hours engineering times; The 2nd, top power apparatus requirement is very big; The 3rd, the construction plant is limited.
Summary of the invention:
Purpose of the present invention just is to overcome above-mentioned the deficiencies in the prior art, and provides a kind of railway existing line bridge successively incremeantal launching method framework method to change beam construction method, and this method need not to disintegrate seamless railway, speed of application soon, is not subjected to the restriction of construction plant.
Technical scheme of the present invention is: a kind of railway existing line bridge successively incremeantal launching method framework method changes beam construction method, it is characterized in that: finish according to the following step: 1. in existing line one side, the split slideway is set respectively, at split slideway difference precast frame; 2. set up temporary rest pier in existing line bridge bottom, hold up the section of track with temporary rest pier; And carry out gapless track locking and the cross-arm rail is installed at two sections that change the beam section; 3. support existing line beam body with temporary rest pier, remove bearing at the bottom of the existing beam; 4. with steel strand precast frame is connected with existing beam; 5. the position that utilizes continuous jack traction steel strand that the framework that is cascaded and existing beam are dragged to designing requirement; 6. at precast frame floor below bearing surface grouting and reinforcing; 7. rail, benefit quarrel recovery circuit fall.
The present invention can also adopt following technical measures:
Above-mentioned split slideway is made up of the attached slideway of main skid and two settings in parallel; The slideway surface is provided with cystosepiment, and slide block is set on the cystosepiment; Slideway and counter-force seat are connected as a single entity.
Advantage of the present invention is: 1, need not the gapless track that disintegrates in the construction, guaranteed to change the stability and safety of beam construction, once change beam 6 hours times spent only, reduced the influence to railway operation to greatest extent.2, adopt steel strand series connection Vierendeel girder and existing beam, utilize the continuous jacking of jack only to help Stability Analysis of Structures safety, and saved the input of the shaped steel that is rigidly connected, when having reduced cost, simplified construction sequence.3, in the technology of setting up slideway on the mud soft soil foundation and on slideway, pouring into a mould the Vierendeel girder concrete in mass, strengthen Bearing Capacity of Composite Foundation, shortened the duration.4, utilize gapless track to make somebody a mere figurehead technology, saved engineering cost.
Description of drawings:
Fig. 1 is the connection diagram of slideway and counter-force seat.
Fig. 2 is the sectional schematic diagram of slideway.
The specific embodiment:
Railway existing line bridge successively incremeantal launching method framework method changes beam construction method
Overall constructure scheme:
1, in existing line one side, the split slideway is set respectively, at split slideway difference precast frame.
1. slideway construction: this frame bridge is totally 3 holes, and 3 groups of slideways are arranged in every hole, and every group of slideway is made up of a main skid and two attached slideways, establishes counter-force seat 2 at prefabricated slideway 1 other end of framework.Sliding layer adopts polytetrafluoroethylene (PTFE) slide block 3 between slideway and framework, and slide block is of a size of 300 * 300 * 10mm, spacing 1.1m, the middle thick cystosepiment 4 of 15mm of filling.
The high-pressure rotary jet grouting pile pile foundation construction is adopted in substrate, and according to the different situations of slideway basis bearing load, existing beam segment base plinth movably adopts the rectangular plate type cushion cap, and the taper girder grillage is adopted in all the other locations.
The rotary churning pile stake directly is 600mm, and stake is long to be 11.4m, and bearing course at pile end is the completely decomposed glutenite, and Bearing Capacity of Composite Foundation detects through wide iron scientific research institution and reaches 613KPa, and 485KPa meets design requirement.
Slideway end face width is 50cm, and both sides are arranged 50 * 50mm angle steel usually, and end face flushes with the slideway top, and 2mm thick corrosion resistant plate in upper berth is anchored on the angle steel, and slide block is fixed on the base of frame 20mm steel plate.
Counter-force seat and slideway are linked to be integral body.The pile foundation support table basis is adopted on counter-force seat basis.Pile foundation 5 adopts the digging hole filling pile of ￠ 1600mm (not comprising dado thickness), the long 9.5m of stake, steel bar concrete grade C30; Cushion cap 6 adopts the C30 steel bar concrete, and appearance and size is 300 * 300 * 200cm.Counter-force seat column 7 is selected 4 32b i iron for use, is linked to be with the welding of 2cm steel plate.
2. framework is prefabricated.
A, according to on-site actual situations, the 1st hole framework is prefabricated in high line left side, the 2nd, 3 holes are prefabricated in frame right.When prefabricated, with the working space of existing bridge pier maintenance 1m.
B, framework are prefabricated on slideway, adopt the sand bed die between slideway at the bottom of the framework in the 80cm scope, on smear the thick M10 cement mortar of 5cm, treat the framework concrete strength reach design strength 100% after, with artificial removing sand bed die, clear up slide plane simultaneously, must keep clean and be coated with full butter.
C, steel strand duct, three slideway tops are the bellows of ￠ 100mm with internal diameter.
2, set up temporary rest pier in existing line bridge bottom.Set up temporary rest pier under the existing beam, buttress adopts universal rod body assembled, and long 10m is wide 2 meters, high 6 meters, and adopts reinforcement measure.
3, carry out the gapless track locking and the cross-arm rail is installed at two sections that change the beam section.54m buffer area (satisfy 200 times of longitudinal gradient gradients) is set changing beam section both sides, its outer 50m track strengthening district that is provided with, 1 evening before formally changing beam, block circuit, tight a bolt and lock reinforcing section, and cross-arm rail (P50 relayable rail) is installed changing under the beam section rail, arrange by spacing 8 sleepers, the cross-arm rail pads with sleeper, and shop insulation rubber cushion is isolated between two rails.The cross-arm rail connects existing line and framework top ballast tub, so that during dilatory translation, the existing line section of track carries out the transition on the cross-arm rail in the ballast tub of framework top by pulley.
4, construction is blocked in dilatory translation.
1. the section of track is built on stilts
Before the framework translation, take off the plate rail pillow end, remove the buffer area rail fastening simultaneously,, pulley (high 17cm) is installed between the section of track and cross-arm rail changing the beam section section of track with the built on stilts about 20cm of gear type track jack jack-up changing beam section circuit ballast aggregate.
2. remove joint of bridge place ballast aggregate and lid seam plate.
3. back timber.
8 manual hydraulic jacks of 250t are used in every hole on existing pier cap, remove the bearing nut, and the existing beam body of jacking simultaneously (top 100mm height) supports at the bottom of the mounting rail, and the jack oil return falls to being placed on beam on the universal rod body buttress.
4. dilatory translation.
A, treat that old back liter, the beam that falls are finished after, send and can draw the translation order by the construction commander in chief.
B, receive order after, jack by the manual synchronous translation of control box culvert and universal rod body support motion 10cm, check box culvert, universal rod body support on the translation slideway and the situation of relevant each several part whether normal.
C, start automatic integral translation.The automatic button of operation master station carries out the translation continuously automatically of translation beam, in the translation process, observes synchronous influence to framework in the translation process; Note oil pressure maximum, minimum value in the record translation process; Should monitor the stepping track of box culvert constantly revises with in good time correction with peripherals detector.
D, integral translation translation in about 3 hours put in place, adjust.
E, employing manual operation all unload up to all steel strand, remove equipment, finish construction.
5., circuit recovers on the bridge
(1), with gear type track jack jack-up rail, remove pulley and horizontal dawn rail, make the existing section of track fall to being placed in the framework ballast tub, first-class two ends buffer area fastener.
(2),, spread beam seam lid seam plate, and return ballasting within the time in previous step.
(3), manually play track lining, carry out railway roadbed with light track maintenance machinery and make firm by ramming;
(4), inspect for acceptance and open circuit.
6., go slowly after opening and line upkeep to Chang Su.
5, chassis base below bearing surface grouting and reinforcing.
After framework is in place, the chassis base below also has 10cm gap (dilatory framework needs) apart from bearing surface, around framework, seal with M10 cement mortar or sand pocket, utilizing the slip casting of high-pressure slip-casting method to fill reinforces, slurries are mixed accelerating admixture preparation, and the slideway two body side frames part of encorbelmenting reaches design strength at framework in back 120 minutes in place.Reserve grouting pipe, 3 meters of spacings, quincuncial arrangement when prefabricated.
6, remove.
(1), existing beam removes: cooperate with 2 150 tons of cranes and pursue Pin and down remove, abandon with 4 150 tons of Beam transportation vehicles and transport outside the venue.
(2), the temporary steel buttress is removed: cooperate by joint with 45 tons of jacks and down remove, until ground.
(3), existing 24, No. 25 bridge pier concretes are removed: usage mining machine band vibrating hammer is joined artificial use pneumatic pick segmentation and is removed.
Claims (2)
1. a railway existing line bridge successively incremeantal launching method framework method changes beam construction method, it is characterized in that: finish according to the following step: 1. in existing line one side, the split slideway is set respectively, at split slideway difference precast frame; 2. set up temporary rest pier in existing line bridge bottom, hold up the section of track with temporary rest pier; And carry out gapless track locking and the cross-arm rail is installed at two sections that change the beam section; 3. support existing line beam body with temporary rest pier, remove bearing at the bottom of the existing beam; 4. with steel strand precast frame is connected with existing beam; 5. the position that utilizes continuous jack traction steel strand that the framework that is cascaded and existing beam are dragged to designing requirement; 6. at precast frame floor below bearing surface grouting and reinforcing; 7. rail, benefit quarrel recovery circuit fall.
2. railway existing line bridge successively incremeantal launching method framework method according to claim 1 changes beam construction method, and it is characterized in that: above-mentioned split slideway is made up of the attached slideway of main skid and two settings in parallel; The slideway surface is provided with cystosepiment, and slide block is set on the cystosepiment; Slideway and counter-force seat are connected as a single entity.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2007100603742A CN100464026C (en) | 2007-12-19 | 2007-12-19 | Girder-exchange construction method for existing railway bridge by successively incremeantal launching framework process |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2007100603742A CN100464026C (en) | 2007-12-19 | 2007-12-19 | Girder-exchange construction method for existing railway bridge by successively incremeantal launching framework process |
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| CN101200881A true CN101200881A (en) | 2008-06-18 |
| CN100464026C CN100464026C (en) | 2009-02-25 |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101660418A (en) * | 2008-08-27 | 2010-03-03 | 上海市机械施工有限公司 | Box culvert jack-in replacement rectangular pipe support method used for tunnel construction |
| CN101343861B (en) * | 2008-08-22 | 2010-06-02 | 中铁六局集团有限公司 | Construction method for replacing old frame bridge by new frame bridge in existing railway lines |
| CN101845780A (en) * | 2010-05-17 | 2010-09-29 | 中铁六局集团有限公司 | Construction method for reinforcing line of station wide-sleeper railway in blockade point by 5-5 fastening rails |
| CN101974883A (en) * | 2010-10-14 | 2011-02-16 | 中铁九局集团有限公司 | Bridge dragging slideway device |
| CN101985827A (en) * | 2010-11-19 | 2011-03-16 | 中铁七局集团第一工程有限公司 | Demolishing method for widened overpass of highway |
| CN102864706A (en) * | 2012-10-11 | 2013-01-09 | 中铁六局集团天津铁路建设有限公司 | Combined construction method for transforming underpass below ordinary-speed railway and building new high-speed railway |
| CN103410103A (en) * | 2013-07-24 | 2013-11-27 | 中铁大桥局股份有限公司 | Quick-beam change construction method for existing railway line of railroad |
| CN103726451A (en) * | 2014-01-16 | 2014-04-16 | 中铁六局集团有限公司 | Railway construction method of dismantling existing girder bridge and pushing frame structure in situ |
| CN104631345A (en) * | 2014-12-22 | 2015-05-20 | 中国铁路总公司 | Rapid replacing method of concrete bridge beam of dual-line electric railway |
| CN105274907A (en) * | 2015-09-28 | 2016-01-27 | 中铁十八局集团第三工程有限公司 | Monolithic track bed construction process for remodeling ballast track subgrade into ballastless track |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101864726A (en) * | 2010-06-11 | 2010-10-20 | 中铁大桥局集团有限公司 | Reinforced pier body and pier body reinforcing method |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1066229C (en) * | 1995-12-04 | 2001-05-23 | 河北省石家庄公路桥梁建设总公司 | Construction method of jacking and pushing bridge box and beam rear part |
| FR2750146B1 (en) * | 1996-06-21 | 1998-12-18 | Royer Jacques | METHOD OF PLACING OR PUSHING A BRIDGE APRON |
| JP2004107972A (en) * | 2002-09-18 | 2004-04-08 | Mitsubishi Heavy Ind Ltd | Launching method and launching machine for bridge |
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2007
- 2007-12-19 CN CNB2007100603742A patent/CN100464026C/en active Active
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101343861B (en) * | 2008-08-22 | 2010-06-02 | 中铁六局集团有限公司 | Construction method for replacing old frame bridge by new frame bridge in existing railway lines |
| CN101660418B (en) * | 2008-08-27 | 2013-05-29 | 上海市机械施工有限公司 | Box culvert jack-in replacement rectangular pipe support method used for tunnel construction |
| CN101660418A (en) * | 2008-08-27 | 2010-03-03 | 上海市机械施工有限公司 | Box culvert jack-in replacement rectangular pipe support method used for tunnel construction |
| CN101845780A (en) * | 2010-05-17 | 2010-09-29 | 中铁六局集团有限公司 | Construction method for reinforcing line of station wide-sleeper railway in blockade point by 5-5 fastening rails |
| CN101845780B (en) * | 2010-05-17 | 2012-08-01 | 中铁六局集团有限公司 | Construction method for reinforcing line of station wide-sleeper railway in blockade point by 5-5 fastening rails |
| CN101974883A (en) * | 2010-10-14 | 2011-02-16 | 中铁九局集团有限公司 | Bridge dragging slideway device |
| CN101974883B (en) * | 2010-10-14 | 2012-02-01 | 中铁九局集团有限公司 | Bridge dragging slideway device |
| CN101985827A (en) * | 2010-11-19 | 2011-03-16 | 中铁七局集团第一工程有限公司 | Demolishing method for widened overpass of highway |
| CN101985827B (en) * | 2010-11-19 | 2012-09-26 | 中铁七局集团第一工程有限公司 | Demolishing method for widened overpass of highway |
| CN102864706A (en) * | 2012-10-11 | 2013-01-09 | 中铁六局集团天津铁路建设有限公司 | Combined construction method for transforming underpass below ordinary-speed railway and building new high-speed railway |
| CN102864706B (en) * | 2012-10-11 | 2014-09-10 | 中铁六局集团天津铁路建设有限公司 | Combined construction method for transforming underpass below ordinary-speed railway and building new high-speed railway |
| CN103410103A (en) * | 2013-07-24 | 2013-11-27 | 中铁大桥局股份有限公司 | Quick-beam change construction method for existing railway line of railroad |
| CN103410103B (en) * | 2013-07-24 | 2015-05-20 | 中铁大桥局集团有限公司 | Quick-beam change construction method for existing railway line of railroad |
| CN103726451A (en) * | 2014-01-16 | 2014-04-16 | 中铁六局集团有限公司 | Railway construction method of dismantling existing girder bridge and pushing frame structure in situ |
| CN103726451B (en) * | 2014-01-16 | 2015-10-07 | 中铁六局集团有限公司 | A kind of existing railway tears the construction method of beam bridge original position jacking framed bridge open |
| CN104631345A (en) * | 2014-12-22 | 2015-05-20 | 中国铁路总公司 | Rapid replacing method of concrete bridge beam of dual-line electric railway |
| CN105274907A (en) * | 2015-09-28 | 2016-01-27 | 中铁十八局集团第三工程有限公司 | Monolithic track bed construction process for remodeling ballast track subgrade into ballastless track |
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| CN100464026C (en) | 2009-02-25 |
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Address after: 300222 No. 18 South Dagu Road, Shuang Gang Town, Jinnan District, Tianjin Patentee after: the Eighteenth Bureau of China's Railroad Group Co., Ltd. Address before: 300222 Liu Lindong, Tianjin, Hexi District Patentee before: the Eighteenth Bureau of China's Railroad Group Co., Ltd. |
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Address after: 300222 Tianjin Town, Jinnan District Patentee after: the Eighteenth Bureau of China's Railroad Group Co., Ltd. Address before: 300222 No. 18 South Dagu Road, Shuang Gang Town, Jinnan District, Tianjin Patentee before: the Eighteenth Bureau of China's Railroad Group Co., Ltd. |