CN102704414A - Construction method for jacking arched bridges - Google Patents
Construction method for jacking arched bridges Download PDFInfo
- Publication number
- CN102704414A CN102704414A CN2012102097271A CN201210209727A CN102704414A CN 102704414 A CN102704414 A CN 102704414A CN 2012102097271 A CN2012102097271 A CN 2012102097271A CN 201210209727 A CN201210209727 A CN 201210209727A CN 102704414 A CN102704414 A CN 102704414A
- Authority
- CN
- China
- Prior art keywords
- jacking
- arch
- bridge
- jack
- impost
- 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.)
- Granted
Links
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The invention relates to a bridge maintenance and reinforcement technology, particularly to a construction method for jacking arched bridges. The method is characterized by comprising the following steps: firstly, placing and jacking a base; secondly, placing a pallet beam and a stretching prestressed steel strand; thirdly, setting a spacing device; fourthly, entirely jacking; fifthly, performing top-connecting construction; and sixthly, mounting a support, wherein the order of the first, the second and the third steps can be interchangeable. The method has the advantages of simplicity in operation, high safety and definite force transmission; and although the span of arch after jacking is slightly reduced, the integrity of a pier foundation in position after jacking is excellent, and the integral security is higher than that of the original design.
Description
Technical field
The present invention relates to a kind of maintenance and reinforcing technique of bridge, relate in particular to the job practices of arch bridge jacking.
Background technology
In the river course, when highway, railway are transformed, bridge usually need carry out jacking to its integral body because of headroom deficiency, and arch bridge is because of stressed comparatively complicacy, and its jacking is the difficult point problem in the bridge jacking especially.The bridge jacking construction must guarantee globality, safety, the reliability of former bridge construction; Must avoid the very easily generation of situations such as the horizontal off normal of generation, distortion, vibration, impact in the jacking process; Guarantee the safe and reliable original structure that is not less than of new construction, so the synchronism of jacking displacement and stress equalization are the keys of construction control.The key of arch bridge jack-up construction is to offset the horizontal thrust in the arch bridge jacking process; Usually take in the practical application with three kinds of constructure scheme: (1) in open the pier base inboard big outside the grapnel groove; With presstressed reinforcing steel through ground tackle and concrete anchoring in the anchor groove; Tensioned prestressing bar cuts pier base and basis then; (2) joint-cutting behind pier base bores lateral aperture then in pier base, connect pier base, and tensioned prestressing bar, presstressed reinforcing steel are anchored at the pier base rear portion; (3) behind pier base, cut vertical lap seam, carriage is installed, rely on carriage to reduce resistance during jacking, horizontal thrust is provided simultaneously.
All there are some shortcomings in above-mentioned three kinds of schemes.Scheme 1 anchoring strength is not enough, and the stretch-draw prestressing force risk is high, and the middle part needs additional anchor.Need cut out enough stretch-draw space behind scheme 2 pier bases, the cutting area is big, and expense is high.And in scheme 1 and the scheme 2, the prestressed reinforcement absolute altitude below the existing road surface, needs the local failure road surface under bridge.Behind 3 pairs of pier bases of scheme the perps cutting accuracy require very high, maybe be stuck when having error, risk is higher.
Summary of the invention
The object of the present invention is to provide a kind of simple to operate, safe arch bridge jack-up construction method.
Technical scheme particular content of the present invention is: a kind of job practices of arch bridge jacking may further comprise the steps:
(1) builds the jacking base: the arch bridge basic part is excavated to the concrete foundation end face; Concreting carries out vertical extension process to former impost to the bridge inboard then, and the new impost length after the expansion to the inboard distance of second arch rib, should be cut a hole hair between expansion position and former basis, the former impost greater than first arch rib outside; The concavo-convex degree of depth is not less than 6mm; Can make the those widened sections position more firm like this with being connected of former basis, former impost, bar planting between the inclined-plane, the new impost after the extension process is as the jacking base; The jacking base is the counter-force basis of arch bridge jacking, builds with concrete and upper tray beam in arch bridge jacking back in place and connects into integral body.
(2) build pallet beam and stretch-draw prestressing force steel strand: above impost, build the pallet beam; The pallet beam is rectangular-shaped concrete platform; Its outer end end points is in first arch rib outside, and its inner end points is in the inboard of the main arch of same horizontal plane, and its width is greater than the width of arch rib; Clearance height between pallet beam and the jacking base equals the operating space height sum of furred ceiling steel plate thickness, jack height, tool-type pad thickness and reservation; Stretch-draw anchor has some prestress wires in the pallet beam, and the main arch two ends are socketed processing offsetting the horizontal thrust in the arch bridge jacking process, the size of prestress wire and quantity will to arch bridge stressed analyze, calculate come definite.Said pallet beam can pre-buried some longitudinal corrugated pipes when building, and are used for the said prestress wire of stretch-draw anchor.
(3) stopping means is set: build the steel concrete block in the abutment termination, vertical misalignment takes place when preventing the arch bridge jacking; Riveted joint three angle bar frames on the bridge floor guardrail, steel cable one end is fixed on three angle bar frames, and the other end penetrates the turnbuckle upper end, and the turnbuckle lower end connects anchor pole, and anchor pole anchors in the arch bridge basis, the restriction of adjustment turnbuckle shell, adjustment arch bridge lateral displacement.Before each jacking, reserve the needed length of jacking stroke earlier at the flange socket place, tighten turnbuckle, carry out jacking.When unstability occurring in the jacking process, should in time adjust turnbuckle and make bridge keep stable.
Wherein, the order of step (1), (2), (3) is interchangeable.
(4) integral jacking:
A. after clearing up the shrinkage joint, on the jacking base, arrange, several jack and supporting steel pipe are installed, arrange at abutment bearing place, several jack are installed, the number of required jack and supporting steel pipe is mainly confirmed according to the weight of jacking bridge.
B. after treating that all preparations are accomplished; Jack is carried out punching press 60%, make it tentatively stressed, utilize the rope saw that being connected between anchor point and bridge arch and the abut carried out cutting and separating then; Make its whole disengagements, cutting absolute altitude position between lifting platform and jacking base.
C. check the reliability of jack-up system, comprise the reliability of check element, the reliability of system, the cleannes of hydraulic oil, the stability of power closed loop, the stability of position closed loop etc.
D. weigh: will carry out pressurize test earlier, install oil cylinder, oil pipe, pumping plant console, monitor and check errorlessly, by 70%～90% pressurization of calculating load, carry out the pressurize test of oil cylinder, inspection whole system operation situation, oil circuit situation; The actual loading that should measure each Jacking point place before the jacking adopts the mode that loads step by step to carry out according to calculating the jacking load, in certain top lifting height (1 ~ 10mm); Through adjusting oil pressure of each group repeatedly, can set one group of jacking oil pressure value, make the jacking pressure on each summit and its upper load in a basic balance; Every measured value and calculated value are compared; Calculate its measures of dispersion, analyze reason jointly, finally organize a reference value when confirming that can this measured value as jacking by the leader by hydraulic engineer and structural engineer; As differ greatly, will do corresponding adjustment.
E. confirm to deliver for a check a little.
F. try jacking: in order to observe and examine the duty of whole jack-up construction system and to the check of weighing results; Before formal jacking, should try jacking, after the examination jacking finishes; Situation such as whole attitude, displacement structure are provided, for formal jacking provides foundation;
D. formal jacking.
(5) connect high construction, carry out abutment after promptly bridge jacking is accomplished and prop up the seated connection height and build, new impost connects height and builds;
(6) bearing is installed: the high part construction of concrete joint is accomplished, after concrete curing reaches design strength, and erection support, beam falls;
Further, the embedment length of said anchor pole is 20 times a bolt diameter.
The invention has the advantages that simple to operately, safe, power transmission is clear and definite; Though the span of arch slightly reduces after the jacking, jacking rear abutment base integral in place property is good, and the overall safety degree is higher than former design.
Description of drawings
Fig. 1 is the former arch bridge structure sketch map of embodiment;
Fig. 2 is the job practices flow chart of embodiment;
Fig. 3 is the arch bridge modeling force analysis figure of embodiment;
Fig. 4 is preceding elevation of the jacking of embodiment and plan view;
Fig. 5 is the preceding elevation 2 of the jacking of embodiment;
Fig. 6 is the cross spacing apparatus structure sketch map of embodiment;
Fig. 7 is the jack location arrangements figure of embodiment;
Fig. 8 is the jacking base arrangement of reinforcement drawing of embodiment;
Fig. 9 is the pre-buried bellows drawing of site of the pallet beam of embodiment;
Figure 10 is an elevation after the jacking of embodiment.
Mark among the figure: 1-main arch, 21-the first arch rib, 22-the second arch rib, 3-jacking base, 31-former impost, 32-expansion position; 4-abutment, 41-abutment bearing, 5-basic end face, 6-prestress wire, 7-pallet beam, 71-bellows; 8-jack, 9-supporting steel pipe, 10-pier base connect high part, and 11-abutment connects high part, 12-bridge floor guardrail; 13-flange connections, 131-steel cable, 132-turnbuckle, 133-anchor pole, 14-three angle bar frames.
The specific embodiment
Below in conjunction with specific embodiment and Figure of description, the present invention is further specified.
The arch bridge of treating jacking is for striding pedestrian overcrossing on certain speedway, and its structure is a Deck Arch Bridges.49.59 meters of overall length of bridge, main span are 36.6 meters, and bridge is wide 5.5 meters, and class of loading is highway-II level.Superstructure has been adopted the C40 steel bar concrete, support cast-in-place, and the mortar flag stone chute is established in the abutment both sides.Existing because headroom is not enough, need its integral body is carried out jacking, top lifting height is 1.4 meters.
As shown in Figure 1, before the arch bridge jacking, to carry out constructure scheme design and demonstration earlier and carry out some preparations of construction.
One, constructure scheme design and demonstration
(1) prestress steel twist line computation
This engineering adopts civil midas to set up the bridge analytical model.Modeling after first bridge opening is established the pallet beam, it is stressed as shown in Figure 2 that the conditions setting operating analysis gets each bearing.Then horizontal force is big or small
So intend in this work progress and adopt 16 steel strand, per 4 is a branch of.
Actual stretching force should amplify according to the loss of prestress calculated value during construction.
Below be the loss of prestress calculated value:
Loss due to anchorage deformation:
Ground tackle adopts porous intermediate plate anchor, adopt contract in the strand tapered anchorage reinforcing bar value and tension ground tackle to be out of shape and get, between stretch-draw end to the ground tackle end apart from 1=19917mm
The modulus of elasticity of prestressed reinforcement
The stress relaxation loss of prestressed reinforcement:
Meet the demands.
Two, pallet beam Reinforcement Calculation
1. resistance to compression is calculated
So resistance to compression meets the demands.
Only needing to press constructional reinforcement gets final product.
Three, anchored end partial pressing is calculated
1. local compression area checking computations
The single hole anchor diameter 100mm that adopts, the thick 16mm of backing plate, after 45 ° of diffusions, the increasing diameter of compression area is added to 100+2 * 16=132mm.
(meeting the demands)
2. local compression checking of bearing capacity
Anchor plate is three grades of spiral reinforcing bars of configuration down, bar diameter 10mm, 4 circles (enclosing apart from 25mm loop diameter 150mm).
Meet the demands.
Two, preparation of construction
Comprise the preparation of construction work that fence setting, place layout etc. are conventional, these have not just detailed.Soil excavation requires the arch bridge basic part is excavated to concrete foundation end face 5.
Three, build jacking base 3, pallet beam 7
(1) builds the jacking base: the arch bridge basic part is excavated to the concrete foundation end face; Concreting carries out vertical extension process to former impost 31 to the bridge inboard then; New impost length after the expansion is greater than the distance of first arch rib, 21 outsides to second arch rib, 22 inboards; Should cut a hole hair between expansion position 32 and former basis, the former impost 31, the concavo-convex degree of depth is not less than 6mm, can make the those widened sections position more firm with being connected of former basis, former impost 31 like this; Bar planting between the inclined-plane, the new impost after the extension process is as the jacking base.
(2) build pallet beam and stretch-draw prestressing force steel strand 6: above impost, build the pallet beam; The pallet beam is rectangular-shaped concrete platform; Length is respectively 5680mm, 3500mm, 600mm; Its outer end end points is in first arch rib, 21 outsides, and its inner end points is in the inboard of the main arch 1 of same horizontal plane, and its width is greater than the width of arch rib; Clearance height between pallet beam and the jacking base equals the operating space height sum of furred ceiling steel plate thickness, jack 8 height, tool-type pad thickness and reservation; Gap between pallet beam and the jacking base is used for laying jack 8; Its highly about 600mm; The pallet beam has been embedded with 4 longitudinal corrugated pipes 71 when building, make things convenient for stretch-draw anchor that prestress wire 6 is arranged, and main arch 1 two ends are socketed processing to offset the horizontal thrust in the arch bridge jacking process.In the present embodiment, use 16 of 7 strands of prestress wires, per 4 is a branch of.
Four, stopping means is set
The longitudinal spacing device is set: build the steel concrete block in abutment 4 terminations, vertical misalignment takes place when preventing the arch bridge jacking.
The cross spacing device is set: riveted joint three angle bar frames 1414 on bridge floor guardrail 12; Steel cable 131 1 ends are fixed on three angle bar frames; The other end penetrates turnbuckle 132 upper ends; Turnbuckle 132 lower ends connect anchor pole 133, and anchor pole 133 anchors in the arch bridge basis, and the embedment length of anchor pole 133 is 20 times a bolt diameter.The restriction of adjustment turnbuckle shell, adjustment arch bridge lateral displacement.Before each jacking, needed length of jacking stroke of 13 reservations at the flange socket place is tightened turnbuckle 132 earlier, carries out jacking.When unstability occurring in the jacking process, should in time adjust turnbuckle 132 and make bridge keep stable.
Five, integral jacking
1. cleaning shrinkage joint
Whether foreign material, the especially concrete that hinders jacking is arranged, in order to avoid the beam body is damaged during jacking before the jacking in the shrinkage joint, scrutiny jacking section two ends.
If concrete is arranged in the shrinkage joint, to chisel the shrinkage joint with air compressor machine and extract rubber strip out, inspection box beam block contacts situation with casing, also cuts in the lump in case of necessity, confirms that bridge is separated into absolute construction.
2. jack 8 and supporting steel pipe 9 are installed
(1) jack is arranged and supervising device
1) jack is arranged
A, anchor point place jack are arranged: through calculating, jacking bridge weight is about 500 tons, does not have side to arrange 6 row's Jacking points altogether.Present every side anchor point place arranges 2 200 tons of hydraulic jack, 4 100t jack, and 1600 tons top power can be provided altogether, and its safety stock coefficient is 3.2, can satisfy top power demand;
B, abutment bearing 41 place's jack are arranged: through primary Calculation, the support reaction of abutment bearing 41 positions, both sides is about 10 tons, arranges on present every side abutment bearing 41 and 2 100 tons of hydraulic jack can satisfy top power demand;
Full-bridge is arranged 4 of 200 tons of hydraulic jack altogether, and 8 of 100 tons of hydraulic jack can provide 1600 tons of top power altogether.
2) jack is installed
Jack is inverted, and the bottom is connected on the concrete bracket, jack is installed before, it is smooth that inspection will be installed the interior bottom surface of the scope of jack.Should guarantee the axis normal of jack during installation, in order to avoid produce horizontal component because of the jack installation is tilted in the jacking process.Pad with wedge-shaped steel plate at the bottom of jack furred ceiling steel plate and the beam, use the high grade mortar levelling at the bottom of the beam.
3) jack divides into groups
Every side anchor point is a control point, and full-bridge is established totally 4 control points altogether; A displacement monitoring sensor is all established in each control point.
4) jacking stroke monitoring: the employing precision is that the displacement transducer of 0.01mm is monitored.
3. steel is installed to be supported
The steel brace foundation uses the pier after former pier is perhaps widened, and stays the 15cm space between former pier shaft.Install and want strict its verticality of control to be no more than 2% when steel supports, prevent when jacking, to occur the situation of unstability.
The special-purpose temporary steel cushion block of jacking is used in respectively under the jack and supports down with interim.The temporary steel cushion block is corresponding with the steel pipe of jacking carriage system, also adopts Φ 500 * 12mm steel pipe, and the two ends welding is thick to be the flange of 12mm.The steel cushion block has four types of I, II, III, IV, is the jacking stroke that adapts to jack, and the height of steel cushion block is respectively 100mm, 200mm.Each interim support, top all disposes the steel plate that a pair of voussoir and thin and thick differ, to satisfy the requirement of different top rise.For avoiding supporting unstability in the jacking process, connect through flange between the steel cushion block, when the cushion block height arrives 1.0 meters, increase by a joint steel pipe and support in order to replace interim cushion block, to strengthen stability of strutting system.Link between the braced structures firmly, bolt between the promptly interim cushion block, steel pipe supports all is connected with bolt with reaching between interim cushion block between jacking base bolt, steel pipe support.Guarantee that through above measure braced structures has good whole property, prevent to cause the unstable failure of support system because of the contingent slippage of bridge beam body jacking.
Steel support to adopt accurately machined tool type steel pipe support etc. to form jacking carriage system, and the carriage system is connected with the jacking base through the method for bar planting, and is unified into an integral body through bridging etc., has globality and stable preferably; Make in the support system jacking process of every side and connect to an integral body, increase the integral rigidity of synchronization of jacking up.
4. anchor point and bridge arch, wall cutting
After treating that all preparations are accomplished, jack is carried out punching press 60%, make it tentatively stressed, utilize the rope saw that being connected between anchor point and bridge arch and the abut carried out cutting and separating then, make its whole disengagements.Cutting absolute altitude position between lifting platform and jacking base.
5. jacking is prepared
(1) jack-up system certificate authenticity
The certificate authenticity of element: the quality of element is the basis of mass of system, and is reliable for guaranteeing element, and the element that native system is selected for use is quality product or the international top-brand product of Enerpac.Formal implement jacking before, will reaffirm the reliability of sealing with the pressurize 5 hours at the scene of the top lift of 70%-90%.
The reliability of system: hydraulic system is carried out the 31.5MPa fullcharging and is carried test 24 hours before transporting the scene to, carry out the 0-31.5MPa cyclic test, and the system fault-free of making does not have leakage.
The cleannes of hydraulic oil: the cleannes of hydraulic oil are that system guarantees reliably; The design of native system and assembly technology except that carrying out in strict accordance with the design criterion of polluting control and technological requirement, connect flexible pipe and wash carrying out strictness; Move to the scene after sealing; The scene installs carries out no-load running, to get rid of in the site assembly process dirt that possible accident is sneaked into.The cleannes of system should reach the NAS9 level.
The stability of power closed loop: so-called power closed loop is exactly after the well certain power of default, and the error of power is in 5%, and after power surpassed this scope, system adjusted to the scope of setting value automatically; The power closed loop is the basis of native system, and the debugging of power closed loop utilizes the dead point pressurization, is undertaken by platform.
The stability of position closed loop: so-called position closed loop is exactly after system sets top lifting height for the grating chi; When surpassing this height system, top lifting height reduces to this height automatically; Automatically rise to this height when top lifting height is lower than this height system, guarantee the safety and the synchronism of system's jacking.
(2) the jacking control area is divided and the hydraulic system layout
The control area is divided into 6 zones.The division principle at control point is that the jacking process is safe and reliable, the attitude control of the synchronism that stresses and pontic.
The control area is provided with the synchronism of displacement transducer control displacement, and according to the structure of bridge, the displacement synchronous precision is controlled at 2mm.The accurate control of displacement in the closed-loop control realization jacking process that forms displacement thereby displacement transducer links to each other with central controller.
(3) pumping plant is installed
2 of jacking pumping plants make the economical rationality of jack oil length of tube as far as possible.
(4) jack-up system structure division inspection
Whether a, jack are installed firmly vertical;
Whether b, jacking support are installed firm;
Whether c, position limiting structure are installed firm, and whether the spacing value value of establishing size meets the requirements;
D, the facility complete removal whether that influences jacking;
Whether all e, agent structure were removed with being connected of other structure.
(5) jack-up system debugging
The main contents of debugging comprise:
A, hydraulic checking system;
B, control systems inspection;
The setting of c, initial value with read.
6. weigh
(1) pressurize test
It is errorless that a, oil cylinder, oil pipe, pumping plant console, monitor etc. install inspection;
B, 70%～90% pressurization of pressing the calculating load are carried out the pressurize of oil cylinder and were tested 5 hours;
C, inspection whole system operation situation, the oil circuit situation;
(2) weigh
A, for guaranteeing carrying out synchronously of jacking process, before jacking, should measure the actual loading at each Jacking point place
B, when weighing according to calculating the jacking load; Adopt the mode that loads step by step to carry out, and in certain top lifting height (1 ~ 10mm), through adjusting oil pressure of each group repeatedly; Can set one group of jacking oil pressure value, make the jacking pressure on each summit and its upper load in a basic balance.
C, whether break away from, need to measure its stroke with dial gage for observing jacking place.
Can d, with every measured value and calculated value relatively calculates its measures of dispersion, analyzes reason jointly by hydraulic engineer and structural engineer, finally organize a reference value of definite this measured value as jacking the time by the leader.As differ greatly, will do corresponding adjustment.
7. deliver for a check confirming a little
On the bridge floor of each anchor point, get 3 monitoring points, 2 a bit on center line, the absolute altitude and the midline position that are respectively applied for bridge in the monitoring jacking process change in the bridge floor both sides, and as delivering for a check a little after the jacking end.Should record the relief initial value before the jacking, so that jacking is checked after accomplishing.
8. examination jacking
In order to observe and to examine the duty of whole jack-up construction system and, before formal jacking, should trying jacking, examination top lifting height 10mm to the check of weighing results.
After the examination jacking finishes, situation such as whole attitude, displacement structure are provided, for formal jacking provides foundation
9. formal jacking
After the examination jacking, observe if no problem just carries out formal jacking, the jack range is 140mm, and each jacking standard stroke is 100mm, maximum jacking speed 10mm/min.
Six, connect high construction
Carry out abutment bearing 41 after bridge jacking is accomplished and connect height and build, new impost connects height and builds.Connecing height is undertaken by following scheme:
Should be at first before implementing to increase on truncation surface cut the concrete of height about 30cm, and column the old and new concrete bound fraction is carried out mao processing of surface cutter, be beneficial to the connection of the old and new's concrete.Must clean by water after concrete cuts, must not leave dust and foreign material.
Reinforcement construction:, increase spreading and partly adopt main muscle and stirrup welding with quantity such as original structure same specification according to former design drawing.Reinforcing bar in the arch rib directly is anchored at newly and waters in the platform.
Template construction: steel form is by designing and producing, and " horn mouth " shape is made on top, with convenient concrete building.
Concreting:
1. precast concrete block together when Di Dun builds; 48 of concrete block size 200*200*200; 4 of 200*200*240; Do interim support this moment when being used to remove jack and steel pipe, concrete block is folded height and is done four temporary support columns, removes directly to pour into behind jack and the steel pipe to connect in the high concrete.
2. connect high concrete and adopt slow setting, slightly expanded concrete, build in the process slowly blowing at concrete, and the puddling reality is watered in layering.Through total concrete consumption, extrapolate the height of building concrete, every is one deck at a distance from about 30cm, guarantees the density of the every layer of concrete smashing that water.
Seven, bearing is installed
The high part construction of concrete joint is accomplished, and after concrete curing reaches design strength, gets final product erection support, and beam falls.
After bearing is installed, next just carry out bridge and check in place, operations such as the recovery bridge floor connects, dismounting jacking temporary structure, these all are the conventional operations of bridge jacking, have not just given unnecessary details here.
Claims (3)
1. the job practices of an arch bridge jacking is characterized in that, may further comprise the steps:
(1) builds the jacking base: the arch bridge basic part is excavated to the concrete foundation end face; Concreting carries out vertical extension process to former impost to the bridge inboard then; New impost length after the expansion to the inboard distance of second arch rib, should be cut a hole hair between expansion position and former basis, the former impost greater than first arch rib outside, and the concavo-convex degree of depth is not less than 6mm; Bar planting between the inclined-plane, the new impost after the extension process is as the jacking base;
(2) build pallet beam and stretch-draw prestressing force steel strand: above impost, build the pallet beam; The pallet beam is rectangular-shaped concrete platform; Its outer end end points is in first arch rib outside, and its inner end points is in the inboard of the main arch of same horizontal plane, and its width is greater than the width of arch rib; Clearance height between pallet beam and the jacking base equals the operating space height sum of furred ceiling steel plate thickness, jack height, tool-type pad thickness and reservation; Stretch-draw anchor has some prestress wires in the pallet beam, and the main arch two ends are socketed processing to offset the horizontal thrust in the arch bridge jacking process;
(3) stopping means is set: build the steel concrete block in the abutment termination, vertical misalignment takes place when preventing the arch bridge jacking; Riveted joint three angle bar frames on the bridge floor guardrail, steel cable one end is fixed on three angle bar frames, and the other end penetrates the turnbuckle upper end, and the turnbuckle lower end connects anchor pole, and anchor pole anchors in the arch bridge basis, the restriction of adjustment turnbuckle shell, adjustment arch bridge lateral displacement;
(4) integral jacking:
A. after clearing up the shrinkage joint, on the jacking base, arrange, several jack and supporting steel pipe are installed, arrange, install several jack at abutment bearing place;
B. after treating that all preparations are accomplished; Jack is carried out punching press 60%, make it tentatively stressed, utilize the rope saw that being connected between anchor point and bridge arch and the abut carried out cutting and separating then; Make its whole disengagements, cutting absolute altitude position between lifting platform and jacking base;
C. check the reliability of jack-up system;
D. weigh;
E. confirm to deliver for a check a little;
F. try jacking;
D. formal jacking;
(4) connect high construction, after promptly bridge jacking is accomplished, carry out abutment and prop up that the seated connection height is built, new impost connects height and builds;
(5) bearing is installed: the high part construction of concrete joint is accomplished, after concrete curing reaches design strength, and erection support, beam falls;
Wherein, the order of step (1), (2), (3) is interchangeable.
2. the job practices of arch bridge jacking as claimed in claim 1 is characterized in that, said pallet beam is the pre-buried some longitudinal corrugated pipes of meeting when building, and are used for the said prestress wire of stretch-draw anchor.
3. the job practices of arch bridge jacking as claimed in claim 1 is characterized in that, the embedment length of said anchor pole is 20 times a bolt diameter.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210209727.1A CN102704414B (en) | 2012-06-25 | 2012-06-25 | Construction method for jacking arched bridges |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210209727.1A CN102704414B (en) | 2012-06-25 | 2012-06-25 | Construction method for jacking arched bridges |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102704414A true CN102704414A (en) | 2012-10-03 |
| CN102704414B CN102704414B (en) | 2014-05-14 |
Family
ID=46897446
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201210209727.1A Active CN102704414B (en) | 2012-06-25 | 2012-06-25 | Construction method for jacking arched bridges |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102704414B (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104100590A (en) * | 2014-07-22 | 2014-10-15 | 湖南联智桥隧技术有限公司 | Jacking hydraulic system and jacking and back-jacking methods thereof |
| GB2526899A (en) * | 2014-05-02 | 2015-12-09 | Soletanche Freyssinet Sas | Method of enlarging the space beneath a masonry arch bridge, and a masonry arch bridge |
| CN109778721A (en) * | 2019-02-13 | 2019-05-21 | 中铁八局集团第二工程有限公司 | Synchronization of jacking up bridge top and the bottom structure carries out the method that bridge increases transformation |
| CN110424244A (en) * | 2019-08-08 | 2019-11-08 | 中铁二十局集团第一工程有限公司 | A kind of Long span steel pipe concrete bowstring arch bridge jack-up construction method |
| CN110863440A (en) * | 2019-11-22 | 2020-03-06 | 李铮 | Auxiliary device used during arch bridge arch rib reinforcement |
| CN112302686A (en) * | 2020-10-30 | 2021-02-02 | 中交隧道工程局有限公司 | Vertical jacking construction method for entering tunnel inclined shaft into main tunnel |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20030079073A (en) * | 2002-04-01 | 2003-10-10 | 조영철 | Method and apparatus for pulling up an upper structure of bridge |
| JP2008138486A (en) * | 2006-12-05 | 2008-06-19 | Tekken Constr Co Ltd | Reinforcing construction method of pier |
| CN101736704A (en) * | 2008-11-21 | 2010-06-16 | 上海天演建筑物移位工程有限公司 | Bridge jacking method |
| CN201538944U (en) * | 2009-11-20 | 2010-08-04 | 北京市市政工程管理处 | Bridge maintaining device |
| CN102251477A (en) * | 2011-04-19 | 2011-11-23 | 中铁二十三局集团第三工程有限公司 | Traversing construction method for tie bar arch |
| CN102477717A (en) * | 2010-11-30 | 2012-05-30 | 上海市政工程设计研究总院 | Bridge pushing construction method |
| CN102493360A (en) * | 2011-12-29 | 2012-06-13 | 浙江大东吴集团建设有限公司 | Reinforced concrete arch bridge construction method |
-
2012
- 2012-06-25 CN CN201210209727.1A patent/CN102704414B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20030079073A (en) * | 2002-04-01 | 2003-10-10 | 조영철 | Method and apparatus for pulling up an upper structure of bridge |
| JP2008138486A (en) * | 2006-12-05 | 2008-06-19 | Tekken Constr Co Ltd | Reinforcing construction method of pier |
| CN101736704A (en) * | 2008-11-21 | 2010-06-16 | 上海天演建筑物移位工程有限公司 | Bridge jacking method |
| CN201538944U (en) * | 2009-11-20 | 2010-08-04 | 北京市市政工程管理处 | Bridge maintaining device |
| CN102477717A (en) * | 2010-11-30 | 2012-05-30 | 上海市政工程设计研究总院 | Bridge pushing construction method |
| CN102251477A (en) * | 2011-04-19 | 2011-11-23 | 中铁二十三局集团第三工程有限公司 | Traversing construction method for tie bar arch |
| CN102493360A (en) * | 2011-12-29 | 2012-06-13 | 浙江大东吴集团建设有限公司 | Reinforced concrete arch bridge construction method |
Non-Patent Citations (2)
| Title |
|---|
| 薛江伟等: "竹埠港湘江大桥 8×42 m连续箱梁", 《公路》, no. 1, 30 January 2003 (2003-01-30), pages 135 - 140 * |
| 邵建华等: "PLC 液压整体同步顶升技术在高速公路", 《公路交通科技（应用技术版）》, no. 11, 15 November 2008 (2008-11-15), pages 131 - 134 * |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2526899A (en) * | 2014-05-02 | 2015-12-09 | Soletanche Freyssinet Sas | Method of enlarging the space beneath a masonry arch bridge, and a masonry arch bridge |
| GB2526899B (en) * | 2014-05-02 | 2016-09-07 | Soletanche Freyssinet Sas | Method of enlarging the space beneath a masonry arch bridge, and a masonry arch bridge |
| CN106536824A (en) * | 2014-05-02 | 2017-03-22 | 索列丹斯弗莱西奈公司 | Method of enlarging the space beneath a masonry arch bridge, and a masonry arch bridge |
| JP2017515028A (en) * | 2014-05-02 | 2017-06-08 | ソルタンシュ フレシネ ソシエテ パー アクション サンプリフィエ | Method for expanding the space below a stone arch bridge and a stone arch bridge |
| US10011962B2 (en) | 2014-05-02 | 2018-07-03 | Soletanche Freyssinet S.A.S. | Method of enlarging the space beneath a masonry arch bridge, and a masonry arch bridge |
| CN104100590A (en) * | 2014-07-22 | 2014-10-15 | 湖南联智桥隧技术有限公司 | Jacking hydraulic system and jacking and back-jacking methods thereof |
| CN104100590B (en) * | 2014-07-22 | 2016-04-27 | 湖南联智桥隧技术有限公司 | Jacking hydraulic system and jacking method thereof and the method that returns back to top |
| CN109778721A (en) * | 2019-02-13 | 2019-05-21 | 中铁八局集团第二工程有限公司 | Synchronization of jacking up bridge top and the bottom structure carries out the method that bridge increases transformation |
| CN110424244A (en) * | 2019-08-08 | 2019-11-08 | 中铁二十局集团第一工程有限公司 | A kind of Long span steel pipe concrete bowstring arch bridge jack-up construction method |
| CN110424244B (en) * | 2019-08-08 | 2021-06-18 | 中铁二十局集团第一工程有限公司 | Large-span steel pipe concrete tied arch bridge jacking construction method |
| CN110863440A (en) * | 2019-11-22 | 2020-03-06 | 李铮 | Auxiliary device used during arch bridge arch rib reinforcement |
| CN112302686A (en) * | 2020-10-30 | 2021-02-02 | 中交隧道工程局有限公司 | Vertical jacking construction method for entering tunnel inclined shaft into main tunnel |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102704414B (en) | 2014-05-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111622116B (en) | Asymmetric installation construction method for steel box short-tower cable-stayed bridge special for straddle type light rail | |
| CN102808383B (en) | Curved bridge counter-slope jacking construction process | |
| CN102704414B (en) | Construction method for jacking arched bridges | |
| CN101230563B (en) | Method for replacing bridge bearing without traffic interruption and special device thereof | |
| CN102704413B (en) | Construction method for jacking arch bridge | |
| CN110700117A (en) | Integral synchronous jacking transformation method for overpass | |
| CN106284079A (en) | A kind of bridge break post replace classification synchronize integral jacking construction method | |
| CN109778721A (en) | Synchronization of jacking up bridge top and the bottom structure carries out the method that bridge increases transformation | |
| CN111455859A (en) | Construction method for bracket of No. 0 and No. 1 steel bridge with high piers and continuous steel structure | |
| CN108842623A (en) | A kind of hydraulic self-creeping formwork construction method of Bridge High-pier column | |
| CN107858930B (en) | Multilayer cast-in-situ box girder overlapping construction method | |
| CN105507168A (en) | Multi-span box girder integral ultrahigh alternate jacking construction system and method | |
| CN109162204B (en) | Construction method for transverse block rapid assembling of bridge substructure | |
| CN110184948A (en) | A kind of Bridge beam construction method | |
| CN113638304B (en) | Concrete beam type bridge hidden cover beam structure system and construction method thereof | |
| CN104727226A (en) | Construction method for steel-concrete composite girder | |
| CN101446067B (en) | Construction method for Y-shaped frame of large-span steel box basket arch bridge | |
| CN110700100A (en) | Bailey beam bundle construction method for cast-in-situ platform of high-pier small-radius curve ramp bridge | |
| CN102797223B (en) | Construction method for cast-in-place of continuous beam at turnout junction for passenger transport line in seawall area by false work method | |
| CN106320192B (en) | A kind of beam section replacing and reinforcing method for large span concrete continuous beam bridge | |
| CN111236089A (en) | Uneven jacking system and uneven jacking construction method for existing bridge superstructure | |
| CN111622091B (en) | Stress test method for prefabricated bridge pier | |
| CN112095490A (en) | Large-span steel truss girder single cantilever construction method | |
| CN110700102A (en) | Construction method of prestressed steel structure front-pull rear-lock cast-in-place platform | |
| Hällmark et al. | Innovative prefabricated composite bridges |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| EE01 | Entry into force of recordation of patent licensing contract |
Application publication date: 20121003 Assignee: SHANGHAI JIUJIAN REINFORCEMENT TECHNOLOGY CO., LTD. Assignor: Shanghai Tonggang Building Engineering Co.,Ltd. Contract record no.: 2015990001076 Denomination of invention: Construction method for jacking arch bridge Granted publication date: 20140514 License type: Exclusive License Record date: 20151225 |
|
| LICC | Enforcement, change and cancellation of record of contracts on the licence for exploitation of a patent or utility model | ||
| EC01 | Cancellation of recordation of patent licensing contract |
Assignee: SHANGHAI JIUJIAN REINFORCEMENT TECHNOLOGY CO., LTD. Assignor: Shanghai Tonggang Building Engineering Co.,Ltd. Contract record no.: 2015990001076 Date of cancellation: 20160504 |
|
| LICC | Enforcement, change and cancellation of record of contracts on the licence for exploitation of a patent or utility model | ||
| C41 | Transfer of patent application or patent right or utility model | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20160728 Address after: 200336 15A room, No. 855, Changning Road, Shanghai, Changning District Patentee after: Shanghai long strengthening Polytron Technologies Inc Address before: 201112, room 11, building first, building 7001, 1152 middle spring road, Shanghai, Minhang District Patentee before: Shanghai Tonggang Building Engineering Co.,Ltd. |