CN101538831B - Post-poured hidden coping construction method for converting simply supported beams into continuous beams - Google Patents
Post-poured hidden coping construction method for converting simply supported beams into continuous beams Download PDFInfo
- Publication number
- CN101538831B CN101538831B CN2009100480366A CN200910048036A CN101538831B CN 101538831 B CN101538831 B CN 101538831B CN 2009100480366 A CN2009100480366 A CN 2009100480366A CN 200910048036 A CN200910048036 A CN 200910048036A CN 101538831 B CN101538831 B CN 101538831B
- Authority
- CN
- China
- Prior art keywords
- bent cap
- girder
- cast
- construction
- unit
- 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.)
- Active
Links
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a post-poured hidden coping construction method for converting simply supported beam into continuous beam. Plate girders are precast in a plant, are then connected with precast plate girders at two sides thereof via cast-in-situ copings so as to convert the precast plate girders into continuous beams, wherein the method of combining supports is adopted to carry out construction, in the method, a temporary support for installing the precast plate girders and a formwork support for installing the post-poured hidden copings are combined to be one, thus obtaining excellent effect.
Description
Technical field
The present invention relates to a kind of construction of municipal bridge construction, relate in particular to a kind of simply supported beam be converted to continuous beam after water latent bent cap construction.
Background technology
Along with carrying out in a large number of urban municipal construction engineering, the construction quality of municipal bridge construction, schedule requirement also progressively improve.Tradition freely-supported plate-girder only adopts bridge floor continuous, and its force structure remains to be improved.At present, in bridge construction, people have adopted a kind of freely-supported to become continuous bridge construction technology, it is precast prestressed concrete hollow board beam in the factory, interim carriage installation in position is set up at the scene, the both sides plate-girder connects by cast in situs prestressed reinforced concrete bent cap again, and both sides freely-supported plate-girder is converted to continuous plate-girder, and the construction cost of this technology also has space, the construction speed of saving to await further to improve.
Summary of the invention
The object of the present invention is to provide a kind of simply supported beam be converted to continuous beam after water latent bent cap construction, with further raising bridge rigidity, help controlling the crack, reduce investment outlay, accelerate construction speed.
For realizing aforementioned purpose, water latent bent cap construction after of the present invention and comprise following operation:
Operation a according to the planar dimension of the pier cap of bridge, determines the span and the weight of prefabricated plate-girder, and further according to the length and the cross-sectional sizes composite design support of cast-in-place bent cap, this sectional shelf-unit is the gate-type truss that is parallel to cast-in-place bent cap axis direction;
Operation b selects the crane construction of marching into the arena for use according to the performance parameter of the least favorable condition in the weight of prefabricated plate-girder, lifting place and crane, based on pier cap, utilizes the crane indirect labor of hoisting prefabricated plate-girder to carry out the lifting and the installation of sectional shelf-unit;
Operation c lays the bed die of cast-in-place bent cap and the bottom of avris mould on sectional shelf-unit;
Operation d, utilize the in place and leveling of the prefabricated plate-girder of described crane lifting, one end of this prefabricated plate-girder is supported by this sectional shelf-unit, and forms the top of the avris mould of the cast-in-place bent cap between the two prefabricated plate-girders behind the aperture of shutoff precast bridge plate, thereby finishes the installation of bent cap avris mould;
Operation e installs bearing, reinforcing bar and the presstressed reinforcing steel of cast-in-place bent cap, and connects the longitudinal reinforcement of the plate-girder beam-ends of cast-in-place bent cap both sides;
Operation f, the distolateral mould of installation bent cap;
Operation g, cast bent cap concrete;
Operation h, the bent cap concrete strength reach design strength 80 percent after carry out the stretch-draw of bent cap presstressed reinforcing steel; And
Operation i after the bent cap concrete strength arrives a hundred per cent design strength, removes bent cap template and sectional shelf-unit.
Described simply supported beam be converted to continuous beam after water latent bent cap construction, its further characteristics are that in operation b, the making part of this sectional shelf-unit is single rod member, and these single rod members are carried out assembly unit in the erecting bed.
Described simply supported beam be converted to continuous beam after water latent bent cap construction, its further characteristics are, it is characterized in that, in operation c, the template of cast-in-place bent cap adopts wooden form to construct, and the panel of its bed die is for moulding face nine clamping plate, and stupefied of panel who directly supports bed die is the lumps of wood, what support the lumps of wood is many i iron, and distolateral mould is the Two bors d's oeuveres steel pipe.
Described simply supported beam be converted to continuous beam after water latent bent cap construction, its further characteristics are, in operation c, padding wood is to wedge between the lumps of wood of bed die and the i iron, absolute altitude and planeness in order to the bed die panel of finely tuning cast-in-place bent cap, and be convenient to realize the sequence of construction of tearing sectional shelf-unit open behind the first form removal, and the i iron of bed die is held on two shaped steel girders on sectional shelf-unit top, and shaped steel girder two is stretched out bent cap end 1.2m and is convenient to set up working platform.
Described simply supported beam be converted to continuous beam after water latent bent cap construction, its further characteristics are, in operation c, stupefied pair of steel pipe of the master of bent cap two ends side form by Screw arbor with nut at both-ends by with the welding of bent cap longitudinal reinforcement, form and firmly socket.
Described simply supported beam be converted to continuous beam after water latent bent cap construction, its further characteristics are, in operation b, the gate-type truss that two of sectional shelf-unit assembly units is parallel to cast-in-place bent cap axis direction, carry out the gate-type truss with crane during assembly unit and stand up welding, the good two gate-type truss of assembly unit with crane successively, hang upright bridge pier front and back side respectively to bridge, allow the cross centre line of gate-type truss upright-column centrally aligned cushion cap pre-embedded steel slab, the welding steel muscle crown is lived these column four limits and is located on steel plate immediately, pitch formula truss upright-column verticality, rely on temporary fixed two door frames of bridge pier column, gate-type truss upright-column lower end is connected with the electric welding of cushion cap pre-embedded steel slab, level between two door frames of welded and installed links bar and oblique stabiliser bar again, finishes the sectional shelf-unit of a pier position and installs.
Described simply supported beam be converted to continuous beam after water latent bent cap construction, its further characteristics are, in operation c and operation f, the bed die division system of cast-in-place bent cap is made the typing module of monoblock, the two ends side form is also made monoblock typing module respectively, puts on numbering, is convenient to repeat turnover and uses.
Described simply supported beam be converted to continuous beam after water latent bent cap construction, its further characteristics are, in operation e, at first the bridge pad cross centre line that bullet is good on bed die is installed bridge pad, is not influencing bellows and is wearing under the condition of presstressed reinforcing steel, bottom layer of the reinforcing steel, the side cage of reinforcement of elder generation's colligation bent cap, the longitudinal reinforcement that then connects the both sides plate-girder, girder pre-stressed muscle of mounting cover and bellows connect the skeleton of the top layer reinforcing bar of bent cap at last.
Described simply supported beam be converted to continuous beam after water latent bent cap construction, its further characteristics are, in operation f, and the backstay of the side form of burn-oning in the termination of bent cap longitudinal reinforcement earlier, backstay utilizes Φ 12 left and right sides reinforcing bars, the good bent cap end mould sideline of bullet on the bed die is aimed in the outer end of backstay during welding, and side form is close to backstay when installing, and Two bors d's oeuveres Φ 48 steel pipes are set, penetrate Screw arbor with nut at both-ends, weld mutually with the bent cap longitudinal reinforcement the inner of Screw arbor with nut at both-ends, screws nut, finishes distolateral mould and install.
Described simply supported beam be converted to continuous beam after water latent bent cap construction, its further characteristics are, at operation g, before the reinforcing bar binding of bent cap, the termination of prefabricated plate-girder should be cut a hole hair and be handled, guarantee reliable with being connected of new poured concrete, before concrete was built, precast plate beam-ends concrete watered moistening, but did not have ponding in the template of assurance bent cap, when vibrating since in the bent cap reinforcing bar, prestress pipe intensive, need to strengthen vibrating quality, guarantee that concrete is closely knit, should prevent the prestress pipe spillage simultaneously, after concrete is built and finished, adopt cover film maintenance 7 days.
The present invention adopt falsework that prefabricated plate-girder will be installed and after water the sectional shelf-unit method that the falsework that conceals bent cap unites two into one and construct, obtain good effect:
1. plate-girder is installed and the cast-in-place shared support bracket of bent cap, avoids both the settlement difference of constructing to cause harm to the bridge construction quality;
2. the member of sectional shelf-unit is light and handy, mounting or dismounting, transportation facility, and speed of application is fast;
3. utilize the sectional shelf-unit construction as long as noting arranging sequence of construction to be striden toward low striding by cross by height carries out, more favourable member repeats turnover and uses, the utilization rate height, and loss is few, and cost is low;
4. sectional shelf-unit bodily form compactness has double action again.Bracket upright post can utilize pier cap to do the basis, and is reliable and stable, saves steel pipe and the ground processing of fastener and support and the expense on basic concrete ground of bent cap falsework again.
Description of drawings
Fig. 1 is the flow chart that waters an embodiment of latent bent cap construction after of the present invention.
Fig. 2 is the elevation that is parallel to the bent cap axis direction of sectional shelf-unit in one embodiment of the invention.
Fig. 3 is the side view perpendicular to the bent cap axis direction of sectional shelf-unit in one embodiment of the invention.
The specific embodiment
As shown in Figure 1, in operation 101, carry out the structure design of sectional shelf-unit and cast-in-place bent cap (or being called for short bent cap) template, wherein, sectional shelf-unit is according to the installation load of prefabricated plate-girder and the cast-in-place construction load of cast-in-place bent cap, consider the working load of operating platform at the two ends of cast-in-place bent cap simultaneously, operating mode by the least favorable sectional shelf-unit is carried out structure design, the sectional shelf-unit material adopts the Q235 shaped steel and the steel plate of different model specification, electric welding connects, the specification of steel, the specification of attachment weld is determined by designing and calculating.
The template of cast-in-place bent cap 10 adopts wooden form to construct, the panel of its bed die is for moulding face nine clamping plate, as shown in Figures 2 and 3, directly stupefied of the panel of supporting bed die is the lumps of wood 200, what support the lumps of wood 200 is many i iron (main stupefied i iron) 201, and distolateral mould is a Two bors d's oeuveres steel pipe (not shown in FIG.).Padding wood is to wedge 203 between the lumps of wood 200 of bed die and the i iron 201, and in order to the absolute altitude and the planeness of the bed die panel (not shown in FIG.) of finely tuning cast-in-place bent cap, greater role is to be convenient to realize the reasonable construction order of tearing sectional shelf-unit open behind the first form removal.The stupefied i iron 201 of the master of bed die is held on two shaped steel girders 204 on support top, and girder 204 two are stretched out bent cap end 1.2m and are convenient to set up working platform.
In addition, stupefied pair of steel pipe of the master of bent cap two ends side form firmly socketed by welding with the bent cap longitudinal reinforcement, forming by Screw arbor with nut at both-ends.The specification of the aforementioned lumps of wood, i iron, steel pipe and Screw arbor with nut at both-ends, spacing all should be determined by designing and calculating.
Get back to Fig. 1, in operation 102, carry out making, assembly unit and the installation of sectional shelf-unit.
During bridge foundation pile cap 220 (as shown in Figure 2, may be connected with binder between two cushion caps) construction, bury the connection steel plate by sectional shelf-unit design plane position underground at the cushion cap face in advance.The sectional shelf-unit rod member is pressed the plan blanking and is made.For ease of transportation and loading and unloading, the making part of combination is single rod member, carries out assembly unit to the erecting bed, uses crane indirect labor installation in place then.Before the installation, clean out the pre-buried connection steel plate of cushion cap face, measure and check its plan-position and absolute altitude, at the center line in length and breadth of steel plate face bullet upper bracket column 206 (as Fig. 2 or shown in Figure 3).
Divide two to be assembled into the gate-type truss (as shown in Figure 3) that is parallel to cast-in-place bent cap axis direction on the support of a cast-in-place bent cap, the height of gate-type truss is decided according to bridge face absolute altitude and the calculating of cushion cap pre-embedded steel slab face absolute altitude.Carry out the gate-type truss with crane during assembly unit and stand up welding.The good two gate-type truss of assembly unit with crane hang successively, respectively upright before and after the bridge pier side, allow the cross centre line of gate-type truss upright-column centrally aligned cushion cap pre-embedded steel slab, the welding steel muscle crown is lived these column four limits and is located on steel plate immediately.Pitch formula truss upright-column verticality, rely on temporary fixed two door frames of bridge pier column, gate-type truss upright-column lower end is connected with the electric welding of cushion cap pre-embedded steel slab, level between two door frames of welded and installed links bar and oblique stabiliser bar 208 again, finishing the sectional shelf-unit of a pier position installs, as shown in Figures 2 and 3, the gate-type truss comprises that steel pipe post 213, tubular steel post 214, level link bar and oblique stabiliser bar 208 and angle steel 216 etc., is lined with steel plate 216 between shaped steel girder 204 and its leverage of supporting.
Get back to Fig. 1, in operation 103, carry out making, the installation of cast-in-place bent cap template.
The bed die division system of cast-in-place bent cap is made the typing module of monoblock, and the two ends side form is also made monoblock typing module respectively, puts on numbering, is convenient to repeat turnover and uses.
Measure absolute altitude before aforementioned modules is installed earlier, be marked on bridge pier and the bracket upright post.According to survey mark bed die is installed.The vertical transport instrument of module is a mobile crane.
On the shaped steel 204 of sectional shelf-unit girder (being the back timber of assembly unit gate-type truss), by the design pitch stupefied i iron 201 of template master of mating formation, the typing bed die of the bent cap of mating formation then.Padding wood is finely tuned the absolute altitude and the planeness of bed die face to wedge 203 between the flitch stupefied 200 of typing bed die and the i iron 201.After reaching requirement, with wire nail canting quoin 203.On bed die, eject the sideline and the end line of bent cap, and the cross centre line of the support position of bent cap, set up the working platform at bent cap two simultaneously, the bottom of bent cap avris mould then is installed.According to the bent cap sideline sleeper 209 is installed earlier.Sleeper 209 is used for support prefabricated plate-girder 210 is installed, and also is used for the template 211 of a door beam avris mould bottom.The breadth of section of sleeper 209 determines as calculated that according to the mechanical property of bridge load and timber band pressurized the depth of section of sleeper 209 equals the bent cap depth of section and subtracts precast plate beam section height.Sleeper 209 is installed on the i iron 201, and its position of form center and combination cover beam bottom board and beam-ends operating platform prop up the position of form center consistency from top to bottom of top of the trellis girder shaped steel 204.Same filling wood is to wedge 203 between sleeper 209 and the i iron 201, in order to the absolute altitude of the face of fine setting sleeper 209.
Treat precast bridge 210 hoisted in position, form the avris mould top of cast-in-place bent cap behind the aperture of shutoff precast bridge plate, thereby finish the installation of bent cap avris mould.After treating that bent cap bearing, reinforcing bar, presstressed reinforcing steel are installed, just finish the installation of the distolateral mould of bent cap.
Get back to Fig. 1, in operation 104, carry out the lifting of prefabricated bridge plate beam 210.
The making of prefabricated bridge plate beam 210 (precast prestressed hollow slab beam) is selected shop-fabricated, site prefabrication as the case may be or is entrusted factory to produce.Transporting to on-the-spot back stacks nearby by installing amphi-position.
According to the weight of prefabricated plate-girder 210, hoisting height and loop wheel machine service behaviour parameter are selected the loop wheel machine model.Adopt bridge lifting down.Anticipated place under the bridge before the lifting, bearing capacity and stability requirement when making it satisfy crane operation and lifting; On sleeper 209, finish the installation site line of plate-girder 210.Can carry out toward another side from one side of bridge during lifting, move back by artificial auxiliary loop wheel machine limit buttonhole selvage.
Continue to get back to Fig. 1, in operation 105, make reinforcing bar, the presstressed reinforcing steel of bent cap, erection support and connection plate-girder beam-ends longitudinal reinforcement
Reinforcing bar and presstressed reinforcing steel reinforcing bar at the scene add builder's temporary shed and make, and are installed by the colligation to the bent cap bed die of crane vertical transport.At first the bridge pad cross centre line that bullet is good on bed die is installed bridge pad.Do not influencing bellows and wearing under the condition of presstressed reinforcing steel, the bottom layer of the reinforcing steel of first colligation bent cap, side cage of reinforcement then connect the longitudinal reinforcement of both sides plate-girder, and girder pre-stressed muscle of mounting cover and bellows connect the skeleton of the top layer reinforcing bar of bent cap at last.The bent cap reinforcing bar adopts and is welded to connect, and weld length, quality meet design and related specifications requirement, guarantee that bent cap is reliable with being connected of simply supported beam.
Continue to get back to Fig. 1, in operation 106, the side form of mounting cover beam-ends.
The backstay of the first side form of burn-oning in the termination of bent cap longitudinal reinforcement.Backstay can utilize Φ 12 left and right sides reinforcing bars, and the good bent cap end mould sideline of bullet on the bed die is aimed in the outer end of backstay during welding.Side form is close to backstay when installing, and Two bors d's oeuveres Φ 48 steel pipes are set, and penetrates Screw arbor with nut at both-ends, and weld mutually with the bent cap longitudinal reinforcement the inner of Screw arbor with nut at both-ends.Screw nut, finish distolateral mould and install.
Continue to get back to Fig. 1, in operation 107, carry out cast, the maintenance of bent cap concrete.
Before the reinforcing bar binding of bent cap, the termination of prefabricated plate-girder (being the freely-supported plate-girder) should be cut a hole hair and be handled, and guarantees reliable with being connected of new poured concrete.Before concrete was built, freely-supported beam-ends concrete should water moistening, but in the template of bent cap ponding can not be arranged.Commercial Concrete adopts the microdilatancy concrete by designing requirement, carries out the match ratio design, and concrete is cast under the lower temperature on the same day and carries out; When vibrating since in the bent cap reinforcing bar, prestress pipe intensive, need to strengthen vibrating quality, guarantee that concrete is closely knit, should prevent the prestress pipe spillage simultaneously; After concrete is built and finished, adopt cover film maintenance 7 days.
Continue to get back to Fig. 1, in operation 108, carry out prestressed stretch-draw.
Presstressed reinforcing steel must treat that concrete strength can stretch-draw after reaching designing requirement.Prestressed stretch-draw adopts stress, the two controls of strain, and based on Stress Control, strain be a pair, adopts symmetrical stretch-draw principle, stressing sequence: 0 → initial stress (0.1 σ k) → proof stress σ k (0.75fPK) → hold, 2 minutes → anchoring of lotus.During stretch-draw, actual elongation of prestressing tendon and design load deviation are control criterion with ± 6%.The stretch-draw of presstressed reinforcing steel, grappling, slip casting, strict " the concrete structure engineering construction quality standards of acceptance " GB50204-2002 that presses of sealing off and covering anchorage construct.
Continue to get back to Fig. 1, in operation 109, carry out the template of bent cap and the dismounting of support.
After finishing prestressed stretch-draw, and the bent cap concrete strength arrives, and absolutely design strength can stripping and support.Remove the bent cap template with the crane indirect labor.Remove earlier the distolateral mould of bent cap, after tear the bent cap bed die open.When tearing bed die open, utilize the inter-tie of sectional shelf-unit to set up interim operating platform.Pull out the wire nail on the timber wedge, strike down timber wedge, allow bed die and sleeper fall full the i iron master stupefied on.With crane it is hung onto ground, the working platform at the bent cap two of dismantling then and tear the interim operating platform that bed die is used open.
Remove sectional shelf-unit with artificial whipline.Pull down the stupefied i iron of bed die master earlier, then remove inter-tie and the stable brace that connects two gate-type truss, crane tangles the door frame back timber then, severs the connection of door frame column lower end, and door frame is kept flat on the ground.The rod member and the building block of sectional shelf-unit are transferred to next pier position installation.
Claims (10)
- A simply supported beam be converted to continuous beam after water latent bent cap construction, prefabricated plate-girder in factory connects the prefabricated plate-girder of its both sides again, thereby prefabricated plate-girder is converted to continuous plate-girder by cast-in-place bent cap, it is characterized in that, comprising:Operation a according to the planar dimension of the pier cap of bridge, determines the span and the weight of prefabricated plate-girder, and further according to the length and the cross-sectional sizes composite design support of cast-in-place bent cap, this sectional shelf-unit is the gate-type truss that is parallel to cast-in-place bent cap axis direction;Operation b selects the crane construction of marching into the arena for use according to the performance parameter of the least favorable condition in the weight of prefabricated plate-girder, lifting place and crane, based on pier cap, utilizes the crane indirect labor of hoisting prefabricated plate-girder to carry out the lifting and the installation of sectional shelf-unit;Operation c lays the bed die of cast-in-place bent cap and the bottom of avris mould on sectional shelf-unit;Operation d, utilize the in place and leveling of the prefabricated plate-girder of described crane lifting, one end of this prefabricated plate-girder is supported by this sectional shelf-unit, and forms the top of the avris mould of the cast-in-place bent cap between the two prefabricated plate-girders behind the aperture of shutoff precast bridge plate, thereby finishes the installation of bent cap avris mould;Operation e installs bridge pad, reinforcing bar and the presstressed reinforcing steel of cast-in-place bent cap, and connects the longitudinal reinforcement of the plate-girder beam-ends of cast-in-place bent cap both sides;Operation f, the distolateral mould of installation bent cap;Operation g, cast bent cap concrete;Operation h, the bent cap concrete strength reach design strength 80 percent after carry out the stretch-draw of bent cap presstressed reinforcing steel; AndOperation i after the bent cap concrete strength arrives a hundred per cent design strength, removes bent cap template and sectional shelf-unit.
- 2. simply supported beam as claimed in claim 1 be converted to continuous beam after water latent bent cap construction, it is characterized in that in operation b, the making part of this sectional shelf-unit is single rod member, and these single rod members are carried out assembly unit in the erecting bed.
- 3. simply supported beam as claimed in claim 2 be converted to continuous beam after water latent bent cap construction, it is characterized in that, in operation c, the template of cast-in-place bent cap adopts wooden form to construct, the panel of its bed die is for moulding face nine clamping plate, directly stupefied of the panel of supporting bed die is the lumps of wood, and what support the lumps of wood is many i iron, and distolateral mould is the Two bors d's oeuveres steel pipe.
- 4. simply supported beam as claimed in claim 3 be converted to continuous beam after water latent bent cap construction, it is characterized in that, in operation c, padding wood is to wedge between the lumps of wood of bed die and the i iron, absolute altitude and planeness in order to the bed die panel of finely tuning cast-in-place bent cap, and be convenient to realize the sequence of construction of tearing sectional shelf-unit open behind the first form removal, and the i iron of bed die is held on two shaped steel girders on sectional shelf-unit top, and shaped steel girder two is stretched out bent cap end 1.2m and is convenient to set up working platform.
- 5. simply supported beam as claimed in claim 4 be converted to continuous beam after water latent bent cap construction, it is characterized in that, in operation c, stupefied pair of steel pipe of the master of bent cap two ends side form by Screw arbor with nut at both-ends by with the welding of bent cap longitudinal reinforcement, form and firmly socket.
- 6. simply supported beam as claimed in claim 5 be converted to continuous beam after water latent bent cap construction, it is characterized in that, in operation b, the gate-type truss that two of sectional shelf-unit assembly units is parallel to cast-in-place bent cap axis direction, carry out the gate-type truss with crane during assembly unit and stand up welding, the good two gate-type truss of assembly unit with crane successively, hang upright bridge pier front and back side respectively to bridge, allow the cross centre line of gate-type truss upright-column centrally aligned cushion cap pre-embedded steel slab, the welding steel muscle crown is lived these column four limits and is located on steel plate immediately, pitch formula truss upright-column verticality, rely on temporary fixed two door frames of bridge pier column, gate-type truss upright-column lower end is connected with the electric welding of cushion cap pre-embedded steel slab, level between two door frames of welded and installed links bar and oblique stabiliser bar again, finishes the sectional shelf-unit of a pier position and installs.
- The described simply supported beam of claim 6 be converted to continuous beam after water latent bent cap construction, it is characterized in that, in operation c and operation f, the bed die division system of cast-in-place bent cap is made the typing module of monoblock, the two ends side form is also made monoblock typing module respectively, put on numbering, be convenient to repeat turnover and use.
- The described simply supported beam of claim 7 be converted to continuous beam after water latent bent cap construction, it is characterized in that, in operation e, at first the bridge pad cross centre line that bullet is good on bed die is installed bridge pad, is not influencing bellows and is wearing under the condition of presstressed reinforcing steel, bottom layer of the reinforcing steel, the side cage of reinforcement of elder generation's colligation bent cap, the longitudinal reinforcement that then connects the both sides plate-girder, girder pre-stressed muscle of mounting cover and bellows connect the skeleton of the top layer reinforcing bar of bent cap at last.
- The described simply supported beam of claim 8 be converted to continuous beam after water latent bent cap construction, it is characterized in that, in operation f, the backstay of the side form of burn-oning in the termination of bent cap longitudinal reinforcement earlier, backstay utilizes Φ 12 reinforcing bars, the good bent cap end mould sideline of bullet on the bed die is aimed in the outer end of backstay during welding, and side form is close to backstay when installing, and Two bors d's oeuveres Φ 48 steel pipes are set, penetrate Screw arbor with nut at both-ends, weld mutually with the bent cap longitudinal reinforcement the inner of Screw arbor with nut at both-ends, screws nut, finishes distolateral mould and install.
- The described simply supported beam of claim 9 be converted to continuous beam after water latent bent cap construction, it is characterized in that, at operation g, before the reinforcing bar binding of bent cap, the termination of prefabricated plate-girder should be cut a hole hair and be handled, guarantee reliable with being connected of new poured concrete, before concrete was built, precast plate beam-ends concrete watered moistening, but did not have ponding in the template of assurance bent cap, when vibrating since in the bent cap reinforcing bar, prestress pipe intensive, need to strengthen vibrating quality, guarantee that concrete is closely knit, should prevent the prestress pipe spillage simultaneously, after concrete is built and finished, adopt cover film maintenance 7 days.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009100480366A CN101538831B (en) | 2009-03-23 | 2009-03-23 | Post-poured hidden coping construction method for converting simply supported beams into continuous beams |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009100480366A CN101538831B (en) | 2009-03-23 | 2009-03-23 | Post-poured hidden coping construction method for converting simply supported beams into continuous beams |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101538831A CN101538831A (en) | 2009-09-23 |
| CN101538831B true CN101538831B (en) | 2011-02-09 |
Family
ID=41122207
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009100480366A Active CN101538831B (en) | 2009-03-23 | 2009-03-23 | Post-poured hidden coping construction method for converting simply supported beams into continuous beams |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101538831B (en) |
Families Citing this family (22)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101775783B (en) * | 2010-01-15 | 2012-05-23 | 中国建筑第六工程局有限公司 | Construction method by using sandbox as temporary support for continuous beam |
| CN102071643A (en) * | 2010-12-16 | 2011-05-25 | 上海市城市建设设计研究院 | Method for erecting bridge |
| CN102808372B (en) * | 2012-08-20 | 2016-10-05 | 杨众 | The integral precast overlapping bridge of a kind of freely-supported and construction method |
| CN102787560B (en) * | 2012-08-24 | 2014-05-28 | 杭州市市政工程集团有限公司 | Integrated construction method of support of large cantilevered capping beam and vertical column |
| CN106049259A (en) * | 2016-06-16 | 2016-10-26 | 安徽省交通规划设计研究总院股份有限公司 | Bridge integrally-assembled pier and construction method |
| CN107841952B (en) * | 2017-11-30 | 2023-03-28 | 中铁二十局集团第一工程有限公司 | Attached type high-altitude assembly support and construction method for side-span cast-in-place section of rigid frame continuous beam |
| CN108842624B (en) * | 2018-06-26 | 2020-03-17 | 核工业西南建设集团有限公司 | High pier cast-in-place cover beam composite cantilever formwork system and construction method |
| CN108867345B (en) * | 2018-09-11 | 2023-12-29 | 中建五局土木工程有限公司 | Steel bridge invisible bent cap structure capable of saving space under urban bridge and construction method thereof |
| CN109162204B (en) * | 2018-09-30 | 2020-03-31 | 北京城建道桥建设集团有限公司 | Construction method for transverse block rapid assembling of bridge substructure |
| CN110387822B (en) * | 2019-06-25 | 2024-04-26 | 浙江欣捷建设有限公司 | Cast-in-situ bent cap assembly type steel pipe support and construction method thereof |
| CN110747761B (en) | 2019-10-21 | 2021-03-23 | 宁波市政工程建设集团股份有限公司 | Dismantling construction method for temporary supporting system of small box girder type hidden cover beam prefabricated on road and bridge |
| CN113152283B (en) | 2019-10-21 | 2022-06-10 | 宁波市政工程建设集团股份有限公司 | Construction method of large-crotch-diameter supporting system of small box girder type hidden cover beam prefabricated on road and bridge |
| CN110939051A (en) * | 2019-12-12 | 2020-03-31 | 成都轨道建设管理有限公司 | Subway hidden cover beam construction method |
| CN112458915A (en) * | 2020-11-27 | 2021-03-09 | 中铁二十局集团第三工程有限公司 | Construction method of bent cap |
| CN113931057B (en) * | 2021-03-19 | 2023-01-24 | 宁波市政工程建设集团股份有限公司 | Tenon-and-mortise connected prefabricated small box girder type hidden cover beam and construction method thereof |
| CN113512932B (en) * | 2021-03-19 | 2022-11-25 | 宁波市政工程建设集团股份有限公司 | Prestressed steel beam connected prefabricated small box girder type hidden cover beam and construction method thereof |
| CN113512929B (en) * | 2021-03-19 | 2022-10-25 | 宁波市政工程建设集团股份有限公司 | Steel-concrete combined structural hidden cover beam structure system and construction method thereof |
| CN113652966B (en) * | 2021-07-13 | 2022-11-25 | 宁波市政工程建设集团股份有限公司 | Construction method of full-prefabricated assembly type concrete beam type bridge structure system |
| CN113638304B (en) * | 2021-07-13 | 2022-10-25 | 宁波市政工程建设集团股份有限公司 | Concrete beam type bridge hidden cover beam structure system and construction method thereof |
| CN113652967B (en) * | 2021-07-13 | 2022-11-25 | 宁波市政工程建设集团股份有限公司 | Fully-prefabricated assembly type concrete beam type bridge structure system and construction method thereof |
| CN114164765A (en) * | 2021-12-20 | 2022-03-11 | 中铁一局集团有限公司 | Assembly type dismounting method for temporary support of cast-in-place bent cap in narrow space |
| CN114934425B (en) * | 2022-05-25 | 2024-04-19 | 中国铁建股份有限公司 | Road surface paving method based on road surface plate |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5655243A (en) * | 1995-07-14 | 1997-08-12 | Kim; Sun Ja | Method for connecting precast concrete beams |
| CN2477701Y (en) * | 2001-05-24 | 2002-02-20 | 周志祥 | Connecting structure of bridge having simple support varied as continuation |
| CN101368374A (en) * | 2008-09-05 | 2009-02-18 | 东南大学 | Pretensioning method for converting old simply supported beam bridge into continuous bridge |
-
2009
- 2009-03-23 CN CN2009100480366A patent/CN101538831B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5655243A (en) * | 1995-07-14 | 1997-08-12 | Kim; Sun Ja | Method for connecting precast concrete beams |
| CN2477701Y (en) * | 2001-05-24 | 2002-02-20 | 周志祥 | Connecting structure of bridge having simple support varied as continuation |
| CN101368374A (en) * | 2008-09-05 | 2009-02-18 | 东南大学 | Pretensioning method for converting old simply supported beam bridge into continuous bridge |
Non-Patent Citations (5)
| Title |
|---|
| JP特开2007-77630A 2007.03.29 |
| JP特开2009-41272A 2009.02.26 |
| 王世航,于福臣.简支梁转换为连续梁的施工工艺.《黑龙江水专学报》.2006,第33卷(第3期),全文. * |
| 许海涛,张伟.预制梁先简支后连续的优化施工.《科学之友》.2006,全文. * |
| 陆广明.预制箱梁连续施工与体系转换.《华南港工》.2008,(第1期),全文. * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101538831A (en) | 2009-09-23 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101538831B (en) | Post-poured hidden coping construction method for converting simply supported beams into continuous beams | |
| CN110331668B (en) | Construction method of bidirectional inclined V-shaped bridge tower of cable-stayed bridge without back cables | |
| CN101748681B (en) | Pretensioning method construction technology of 50m broken line reinforced concrete T-shaped beam | |
| KR20010078870A (en) | Development and construction methods of the prestressed composite truss beams | |
| CN103422672A (en) | Construction method for reinforced concrete prefabricated house | |
| CN102912900A (en) | Prefabricated assembled superposed plate type concrete shear wall and construction method thereof | |
| CN212200750U (en) | Assembled building frame structure combination braced system | |
| CN101424073A (en) | Bridge deck and steel girder second combination method for whole arch precasted steel-concrete composite continuous box girder | |
| CN201395769Y (en) | Tie bar arch type bracket used for building bridge pylon concrete upper cross beam | |
| CN111335181A (en) | Mounting support frame and mounting method for cast-in-place concrete structure template of steel-concrete composite beam flange plate | |
| CN105040594A (en) | Variable cross-section box girder bridge closure segment construction method | |
| CN103046645A (en) | Large span prefabricated monolithic casting structure and construction method | |
| CN113638304B (en) | Concrete beam type bridge hidden cover beam structure system and construction method thereof | |
| CN202925721U (en) | Prefabricated superimposed sheet-type concrete shear wall structure | |
| CN113585075A (en) | Cast-in-place bridge deck formwork for steel-concrete composite beam | |
| CN111535198B (en) | Bailey truss support construction method of cast-in-place box girder traffic bridge | |
| CN111877129B (en) | Arch ring construction method of continuous arch bridge | |
| CN107100322B (en) | Post stretching vertical prestressing cast-in-place concrete rod structure and construction method | |
| CN114214917A (en) | Steel pipe concrete tied arch bridge and construction method | |
| CN212025941U (en) | Cast-in-place concrete structure formwork mounting support frame for steel-concrete composite beam flange plate | |
| KR20080111973A (en) | Prestressed steel composite beam and a manufacturing method thereof | |
| CN219175013U (en) | Whole support that moves down of double-deck overhead bridge | |
| CN216108007U (en) | Concrete beam type bridge and cast-in-situ hidden cover beam thereof | |
| CN109610707A (en) | A kind of design and rapid constructing method of prefabricated girder steel and floor fit flush | |
| CN215164738U (en) | Tied-rod arch type fast-splicing support |
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 |