CN101476298B - Integral bridge descending construction method and construction equipment - Google Patents
Integral bridge descending construction method and construction equipment Download PDFInfo
- Publication number
- CN101476298B CN101476298B CN 200910300339 CN200910300339A CN101476298B CN 101476298 B CN101476298 B CN 101476298B CN 200910300339 CN200910300339 CN 200910300339 CN 200910300339 A CN200910300339 A CN 200910300339A CN 101476298 B CN101476298 B CN 101476298B
- Authority
- CN
- China
- Prior art keywords
- abutment
- bridge
- pier
- sand
- bent cap
- 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.)
- Expired - Fee Related
Links
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The invention relates to a bridge integral descending construction method and construction equipment thereof. The method comprises: breaking the traffic and connecting the bridge deck and the coping by steal structure on both sides of the abutment coping and the pier coping; constructing the abutment and the pier; constructing reinforced concrete guiding tenon and guiding groove on the two abutment coping ends; constructing abutment supporting and switching bearer and abutment limiting seat on two sides of the pier on the bearing platform of the abutment; mounting a sand cylinder on the abutment supporting and switching bearer for supporting the abutment coping; mounting an anti-tilting cushion block on the abutment limiting seat; truncating the abutment pier column; transferring the vertical load of the abutment coping completely to the sand cylinder; filling to descend the sand cylinders on both sides of the bridge abutment to the designed height at the same time; and connecting the abutment and the pier column. For using a certain amount of sand cylinder to descend the bridge integrally, the invention is a new simple, economic, safe and effective method for descending and reforming old bridge.
Description
Technical field
The present invention relates to a kind of bridge and reduce job practices and the construction equipment of transforming.
Background technology
Along with the development of road traffic is perfect, some river course of opening the navigation or air flight originally no longer needs navigation.The past get very high bridge because of navigation needs frame on these river courses, and its high embankment often causes very big load to abutment, serious even entail dangers to bridge security, and two ends not only high but also long leading the way also greatly influence civic landscape and land used simultaneously.Therefore, it is imperative these bridges to be reduced transformation.A kind of simple, economical, safe and effective new method that the integral bridge decline technology that the present invention adopts proposes at this problem just.
Old bridge reduces the following two kinds of methods that mainly contain of transforming: the one, hang the top girder after removing bridge floor, and set up girder again and the bridge floor of constructing again after waiting to reduce bridge pier; The 2nd, with one section column of amputation after the bent cap firm supporting, utilize hydraulic jack with bent cap and on bridge deck drop to design elevation synchronously, connect column again.
First method since will with bent cap and on bridge deck Remove All or remove after more again the construction, its essence is exactly that the part more than the bent cap is removed reconstruction, therefore caused significant wastage, be a kind of very uneconomical and take a lot of work, effort, time-consuming conventional method.
Second method is because the large-tonnage hydraulic jack is relatively more expensive, and the bridge that descends synchronously needs to drop into simultaneously a considerable amount of hydraulic jack again, so its construction cost can be very high.
Summary of the invention
Invention provides a kind of integral bridge decline job practices and construction equipment, solve existing old bridge and reduce rebuilding construction method cost height, the technical problem of complex process.
The technical solution adopted for the present invention to solve the technical problems is:
This integral bridge decline job practices, after suspending traffic, respectively abutment and bridge pier are constructed, it is characterized in that: after suspending traffic, the two ends at each abutment bent cap and bridge pier bent cap is connected bridge floor with bent cap construct abutment and bridge pier temporarily again with steel work earlier;
The construction sequence of described abutment is as follows:
Steps A, at two abutment bent cap beam-ends construction reinforced bar concretes guiding tenons, the guiding tenon is the square reinforced concrete structure that abutment bent cap end increases, afterwards at the abutment cushion cap to construction reinforced bar concrete gathering sill between the abutment bent cap, gathering sill is the outer reinforced concrete structure that is wrapped in the guiding tenon, is planted on the abutment cushion cap;
Step B, the abutment pier stud both sides on abutment cushion cap construction abutment underpins bearing and abutment limit base, underpins to install on the bearing at abutment to be used for the sand tube of rest abutment bent cap, and the anti-dumping cushion block is installed on the abutment limit base;
Step C, block the abutment pier stud after, the vertical load of abutment bent cap is transferred on the sand tube fully; When blocking the abutment pier stud, mark earlier and cut scope end face line, end face line pier stud concrete cover is down cut,, cut off main muscle, and take out interlude post core until stripping out main muscle;
Step D, the sand tube of abutment pier stud both sides is put sand synchronously descend, when the distance between anti-dumping cushion block and the bridge pier bent cap bottom surface during, take out a cushion block, when the piston head plate of sand tube during near sand barrel end face less than 5cm, by progressively excising the outer steel cylinder of sand tube, drop to design elevation always;
Step e, connection abutment pier stud.
The construction sequence of described bridge pier is as follows:
Step a, between pier cap and bent cap, set up outside each pier stud and underpin seat;
Step b, underpining end face install under steel loop, steel loop is installed in bridge pier bent cap bottom surface, all has bolt hole on following steel loop and the last steel loop;
Step c, block the bridge pier pier stud, mark down earlier cut line and on cut line; Between upper and lower steel loop, install and underpin post (21), adopt the identical method of above-mentioned abutment pier stud to cut the bridge pier pier stud, the vertical load of bridge pier bent cap is transferred to fully underpins on the post;
Steps d, the sand tube is installed between the pier stud that blocks, and with the sand tube with block the pier stud section and fix;
Step e, at the bridge pier bent cap and underpin jack is installed between the seat, last top bridge pier bent cap underpins post with unloading, and the whole load transfers of bent cap to the sand tube, and are set up anti-dumping and limited post, anti-dumping cushion block underpining between seat and the bridge pier bent cap;
Step f, sand is put in all sand tube unifications fallen bridge, when the distance between anti-dumping cushion block and the bridge pier bent cap bottom surface during, take out a cushion block, when the piston head plate of sand tube during near sand barrel end face less than 5cm, by progressively excising the outer steel cylinder wall of sand tube, drop to design elevation always;
Step g, with the pillar that the reinforced concrete structure reparation is blocked, concrete resumes traffic after reaching intensity.
Above-mentioned bridge floor with interim connection of bridge pier bent cap can adopt steel work, and boring is buried bolt underground and is connected on the reinforced concrete structure of bridge floor and bridge pier bent cap, interim connection steel work main body is steel plate and adds the floor composition that the space between steel work steel plate and the concrete structure adopts grouting to fill.
The guiding tenon all adopts the method for bar planting to link to each other with original structure with gathering sill among the above-mentioned abutment construction sequence A, can establish the 5mm gap between guiding tenon and the gathering sill.
When above-mentioned abutment construction sequence B medium sand tube was installed, it was close to shake in the tube periphery with vibrating head behind the dress sand, and the sand in the compacting tube.
All can adopt the method for tying up the bar weldering to connect the reinforcing bar that pier stud is reserved up and down, outsourcing stirrup, mounting template, fluid concrete again in above-mentioned abutment construction sequence E, the Bridge Pier Construction step g.
The seat that underpins among the above-mentioned Bridge Pier Construction step a is reinforced concrete structure, at the pier stud outside merogenesis cofferdam tube mould is installed earlier during construction, around the pier stud vertical reinforcement is installed, and vertical reinforcement is welded in respectively up and down on the steel loop, pour concrete in the tube mould of cofferdam again.
Can be earlier in the above-mentioned Bridge Pier Construction steps d under block pier stud section center fixation one round plate, roll the method for moving in employing level on the operation platform again and transport the sand tube between the disconnected post, and fix with round plate, adopt grouting way to fix between sand tube piston-top surface and the pier stud cross section.
Can be earlier among the above-mentioned Bridge Pier Construction step e bent cap and underpin following steel loop between the seat and last steel loop on jacking post, jacking and anti-dumping post are installed respectively, between the jacking post, jack is installed again.
The construction equipment that a kind of integral bridge descends, it is characterized in that: this equipment is a kind of sand tube, and the barrel of sand tube is made by steel plate, and the top of sand tube has piston, the bottom has puts the sand mouth and is sealed by nut; Above-mentioned piston is to be made of the steel cylinder concrete filled.
Beneficial effect of the present invention is as follows:
The sand tube that the present invention uses some carries out integral body to bridge and descends, and is to solve old bridge to reduce a kind of simple, economic, the safe and effective new method of transforming.The present invention compares with above-mentioned first kind of job practices, and this method is not destroyed deck paving, and operating expenses is low, and construction operation does not need the place all under bridge; Compare with second kind of job practices, this method design has used cheap sand tube to replace expensive large-tonnage hydraulic jack, and construction cost reduces greatly.
Description of drawings
The present invention is further described below in conjunction with drawings and Examples.
Fig. 1 is the plan structure schematic diagram that the bridge pier bent cap is connected with bridge floor.
Fig. 2 is the side-looking structural representation that the bridge pier bent cap is connected with bridge floor.
Fig. 3 is the plan structure schematic diagram that the abutment bent cap is connected with bridge floor.
Fig. 4 is the side-looking structural representation that the abutment bent cap is connected with bridge floor.
Fig. 5 is the facade structures schematic diagram that guiding tenon and gathering sill are set on abutment bent cap and the cushion cap.
Fig. 6 is the plane structure schematic diagram that guiding tenon and gathering sill are set on abutment bent cap and the cushion cap.
Fig. 7 is provided with the facade structures schematic diagram that abutment underpins bearing around the abutment pier stud.
Fig. 8 is provided with the plane structure schematic diagram that abutment underpins bearing around the abutment pier stud.
Fig. 9 is the facade structures schematic diagram that sand tube and anti-dumping cushion block are set around the abutment pier stud.
Figure 10 is the plane structure schematic diagram that sand tube and anti-dumping cushion block are set around the abutment pier stud.
Figure 11 is provided with the structural representation that underpins seat around the bridge pier pier stud.
Figure 12 is the structural representation that underpins a cross section.
Figure 13 is the structural representation installed of steel loop up and down.
Figure 14 is the structural representation of following steel loop.
Figure 15 is a structural representation of going up steel loop.
Figure 16 is the structural representation that underpins post.
Figure 17 is the structural representation of anti-dumping and limited post.
Figure 18 is the structural representation of jacking and anti-dumping post.
Figure 19 is the structural representation of jacking post.
Figure 20 is the structural representation of sand tube.
Reference numeral: 1-abutment bent cap, 2-abutment pier stud, 3-abutment cushion cap, 4-bridge pier bent cap, 5-bridge pier pier stud, 6-pier cap, 7-bridge floor, 8-steel work, 9-guiding tenon, 10-gathering sill, 11-abutment underpin bearing, 12-sand tube, 13-anti-dumping cushion block, 14-abutment limit base, 15-crossbeam, 16-cofferdam tube mould, 17-vertical reinforcement, 18-and underpin that steel loop, the last steel loop of 20-, 21-underpin post, 22-anti-dumping and limited post, 23-jacking and anti-dumping post, 24-jacking post under seat, the 19-.
The specific embodiment
Embodiment, is connected bridge deck structure with bent cap with steel work 8 in each abutment, bridge pier bent cap 4 two ends in order to guarantee the globality of bridge in the decline process referring to Fig. 1, shown in Figure 2 temporarily.Bridge deck structure is connected the employing steel work with the interim of bridge pier, and the bolt of burying M36 underground of holing on bridge floor and bent cap reinforced concrete structure connects.Interim connection steel work main body is the thick steel plate of 14mm and adds the floor composition that the space between steel work steel plate and the concrete structure adopts grouting to fill.
Shown in Fig. 3-6, in order to prevent in the bridge decline process unexpected horizontal movement even to collapse, establish steel bar concrete guiding tenon 9 and gathering sill 10 on abutment bent cap 1 and cushion cap respectively, the guiding tenon is the extra square reinforced concrete structure of coming out that increases in abutment bent cap end; Gathering sill is the outer reinforced concrete structure that is wrapped in the guiding tenon, is planted on the cushion cap of abutment.Guiding tenon and gathering sill all adopt the method for bar planting to link to each other with original structure, adopt the C50 concrete.D20 reinforcing bar, bar planting degree of depth 250mm are adopted in bar planting.Elder generation's construction guidance tenon reaches construction guidance groove after the intensity.The gap of establishing 5mm between guiding tenon and gathering sill can adopt foamed plastics to be shaped.Pay special attention to the planeness and the verticality on concrete surface during construction, to guarantee vertical freely the descending of bridge construction.
Shown in Fig. 7-10, it is the steel bar concrete bearings of building in the appropriate location of abutment cushion cap 3 that abutment underpins bearing 11, underpins sand tube 12 with placement; Abutment limit base 14 is bearings of restriction abutment bent cap decline final position; The effect of abutment anti-dumping cushion block is that the excessive inclination of abutment is provided when providing owing to the generation of fortuitous events such as sand tube unbalance stress in the process that the abutment bent cap descends, abutment underpins seat and adopts the C50 steel bar concrete to build, in join steel mesh reinforcement D8@100, net sheet spacing 100mm, hacking is handled and to be got final product on the cushion cap; The abutment limit base is a reinforced concrete structure, adopts the C50 concrete to join two-way concrete slab net D8@50, and cast-in-place the forming of net Ju @50 can be constructed simultaneously with underpining bearing; Abutment anti-dumping cushion block adopts the C50 concrete to join two-way concrete slab and makes.
The abutment place descends and mainly divided for four steps carried out:
The first step: sand tube and anti-dumping cushion block are installed.Abutment is directly installed the sand tube as underpinning structure.For the process of underpining few structural disturbance of trying one's best, it is close to require will shake in the steel cylinder periphery with vibrating head behind the sand wound packages sand, and adopts the sand in the frog rammer compacting steel cylinder.The method of the horizontal skid of employing was transported to design attitude after sand wound packages sand was finished, and the mode of seal ring oxygen clay and grouting was fixed around all adopted top and bottom.Be mounted to design attitude after the anti-dumping cushion block is prefabricated.
Second step: cut abutment pier stud concrete.The position that definite need cut marks and cuts scope end face line for from cushion cap end face 1.2m scope up.With the end face line down the pier stud concrete cover of 20cm cut, until stripping out vertical main muscle, cut off main muscle (steel bar end after guarantee cutting off down has 15cm length to weld from the end face line).Get core equipment with the concrete about diameter 50mm, within the following 50cm scope of end face line, get core, in the middle of post, get core earlier, toward two side-draws, finally cut off pier stud fully symmetrically.Four pier studs of M1, M2 abutment are all got core to be blocked.Treat in the water that pier T1, T2 also finish truncated cylinder and underpin the back and use the same method by post again and block pier stud at the cushion cap end face, and take out interlude post core.
The 3rd step: decline process.All possessing under the decline condition beginning at all pier studs puts sand synchronously and descends.Open two for the sand tube of D950 and put the sand mouth, D670 sand tube is opened one and is executed the sand mouth.The decline process should guarantee that the sand tube basic synchronization of each pier stud correspondence descends, and observes the distance between anti-dumping cushion block and the bent cap bottom surface in the decline process, when apart from less than 5cm the time, takes out a cushion block.It is a stroke that piston descends with 10cm.When the piston head plate bottom surface near steel cylinder wall end face (about 5mm), stop to put sand.Cut off the joint of steel cylinder upper part 10cm with acetylene, descend so that piston can continue to put sand.So repeatedly, to reducing to design elevation to bridge, the bent cap bottom supporting is finished the decline process on limited block.
The 4th step: connect the post process.The remaining part of sand tube is removed in cleaning, connects the reinforcing bar that pier stud is reserved up and down with the method for tying up the bar weldering, and outsourcing stirrup, stirrup diameter are with former pier stud, and spacing is encrypted one times, and mounting template builds that C50 flows greatly, self-compaction, microdilatancy concrete.
Referring to Figure 11, shown in Figure 12, in order to shift bridge load to the sand tube, and in bridge decline process, prevent unexpected the generation, at the thick steel bar concrete of bridge pier pier stud 5 outsides bag 15cm to form underpinning structure.
Earlier pier stud is cut a hole hair from 1.75 meters concrete cover below the bent cap and handle, top 1m scope is greater than more than the 3cm with the interior cutter hair degree of depth, the bottom about 1cm, the water level position when cutter hair bottommost is lowest water level.Adopt the thick steel cylinder mould of 3mm, be processed into two and half sheets in advance, the place closes up welding fabrication at pier stud, vertically is mounted to pier stud cushion cap binder end face and temporary fixed along pier stud when low tide.In order to guarantee the water shutoff performance of cofferdam tube mould 16, an annulus is welded with the steel plate of 2mm in tube mould bottom.After the tube mould installation of first segment cofferdam, eight groups of vertical reinforcements 17 are installed around pier stud.Each group is made up of three D28 reinforcing bars.Length respectively is welded on the steel plate of 143 thick * 199mm of 5cm up and down about 3050mm.
Adopt in the tube mould of cofferdam that tremie method underwater casting C50 flows greatly, self-compaction, little Peng expand microlith (particle diameter is less than 5mm) concrete, thickness is about 500mm, in order to back cover.It is the pvc pipe of 8cm that conduit can adopt internal diameter.For guaranteeing the uniformity of back cover concrete, can adopt DLC, build simultaneously in the both sides that pier stud is relative.After finishing and reaching intensity, when low tide, draw water.
After the first time, the concrete structure was finished, do not remove first segment cofferdam tube mould, second batch of vertical reinforcement and stirrup can be installed.Be connected with bolt with first segment tube mould end face when the second pitch cylinder mould is installed, template connects all with continuous thick in rubber and glass cement about 3mm seal, in case eagre and leaking in template inside after the installation.After nothing is leaked in guaranteeing mould, build C50 concrete (coarse aggregate size is less than 1.5cm), use the vibrating head vibratory compaction.
Shown in Figure 13-15, underpin after seat construct, at end face the following steel loop of internal diameter 1200mm, external diameter 1500mm, thick 50mm is installed, line screw in the M30 is offered in design on the steel loop, with the steel column that underpins in installation future.Interior line screw is one group with four, at diameter is evenly to distribute with 60 degree on the circle of 170mm.The center of circle of the circle of this 170 diameter is on the circle of 1330mm for a diameter in steel loop.The line screw degree of depth is 45mm (promptly not drilling ring flat-plate) in the M30.Install steel loop 20 at the bottom of bent cap, all with following steel loop, just the steel loop external diameter is 1700mm to other parameter of last steel loop.Steel loop is to be processed into semi-ring, is placed in to adopt behind the pier stud full section groove welding to be connected to become the domain.As Fig. 5 a), b), c) shown in the figure.The installation of steel loop will be noted combining closely with the concrete structural plane.After adopting wedge shape iron and level gauge levelling,, adopt the mode of being in the milk to guarantee the good combination of steel loop and concrete face with moulding firmly around the sealing of shape clay.
After the steel loop installation, between upper and lower steel loop, install and underpin post 21, anti-dumping steel column etc.In order to reduce steel using amount, with underpin steel column and anti-dumping steel column be designed to can be partly the form of usefulness mutually, primary structure is the D100 round steel, adds compositions such as junction plate and floor are installed up and down, the thick space of 30mm is arranged between top that underpins post 21 and last steel loop, adopt the filling of steel plate cushion block.
The bridge pier place descends and mainly divided for seven steps carried out:
The first step: unwrapping wire.On pier stud, put well earlier and will cut the position line partly, down 300mm cuts line from the bent cap bottom surface, cut the place that line up is offset 20mm last, line is also with the control seam (attention is not cut to main muscle) of the about 15mm of the neat cutting one circle degree of depth of portable grinder.Up cut line under being in the position of inclined to one side 20mm at following steel loop end face.
Second step: between the upper and lower steel loop that has installed, install and underpin post 21.One end of thin junction plate is made progress, adopt the M30 double-screw bolt to fix.Space between end face junction plate and the last steel loop adopts the movable steel plate cushion block that processes in advance to fill.7 steel columns are installed altogether, are not temporarily installed for the most inboard one, so that the back can move into the sand tube in the pier stud.
The 3rd step: cut abutment pier stud concrete.Adopt the identical method of above-mentioned abutment pier stud 2, divest concrete cover, cut off reinforcing bar, in the last downward 50mm scope in position that cuts line, get the sky concrete with the concrete corning machine.Progressively finish T1, the work that cuts of T2 two piers four posts is carried out one to two hour observation to integral bridge, and no abnormal phenomenon cuts the institute's matcoveredn that cuts pier stud within the line up and down.Cut off main muscle (reservation), adopt the concrete corning machine to get core equally and block pier stud in the position that cuts line down from cutting the long main muscle section of line 15cm down.For the interlude concrete that has separated, can adopt the broken taking-up of static(al) blasting method of holing and burying the static(al) expansion agent underground, or adopt the broken taking-up of method of pneumatic pick, and concrete plane about the finishing.
The 4th step: the sand tube is installed.Lay on following truncation surface center is 1010mm directly always, and thickness is the round plate of 20mm.For this round plate of levelling, can adopt three gad adjustment, after the levelling at round plate border seal ring oxygen clay grouted solid steel plate.Prepare the sand tube, the employing level is rolled the method for moving and is transported the sand tube to disconnected post on operation platform, and is fixed on the round plate of levelling, adopts the method and the steel plate of welding to fix.Space between sand tube piston-top surface and the pier stud truncation surface adopts the mode of grouting to fix equally.
The 5th step: underpin.On the steel loop eight jacking posts 24 are being installed down, eight jackings and anti-dumping post 23 are being installed on the last steel loop.50 tons of jack are installed between jacking post 24 and jacking and anti-dumping post 23.Unclamp company's bolt of underpining between post 21 and the last steel loop (not exclusively remove, unclamp about 5mm get final product), jack is progressively reinforcing simultaneously, the jacking bent cap.Loosening when the steel cushion block that underpins between post 21 top junction plates and the last steel loop, in the time of can manually taking out, promptly extract the steel plate cushion block.Slowly jack is unloaded power synchronously, the vertical force of bent cap is underpined to the sand tube.After one by one each pier stud being underpined and observes no abnormal situation, with underpining post 21 dismountings and four diagonal position steel between the upper and lower steel loop of every pier stud anti-dumping and limited post are installed, each is changed to two anti-dumpings and limited post connects, and lay the D100 steel cushion block of six thick 5cm at end face, to form inclination prevention structure.
The 6th step: decline process.All possessing under the decline condition beginning at all pier studs puts sand synchronously and descends.Observe the distance between anti-dumping steel cushion block and the bent cap bottom surface in the decline process,, take out a cushion block when apart from the time less than 5cm.It is a stroke that piston descends with 10cm, when the piston head plate bottom surface near steel cylinder wall end face (about 5mm), stop to put sand.Cut off the joint of steel cylinder upper part 10cm with acetylene, descend so that piston can continue to put sand.When six steel cushion blocks have been taken, suspend the decline process.Remove a last joint anti-dumping and a limited post 22 of each anti-dumping post, be changed to jacking and anti-dumping post 23.And lay six steel cushion blocks.The anti-dumping that removes and limited post 22 are installed in down four positions in addition of steel loop, form position limiting structure.Continue to transfer sand, cut off steel cylinder, take out cushion block decline.When six steel cushion blocks have been taken again, suspend the decline process.Remove a last joint jacking and an anti-dumping post of each anti-dumping post.And lay six steel cushion blocks.Continue to transfer sand, cut off steel cylinder, take out cushion block decline.Last bent cap descends and finishes, and is supported on eight limited posts, finishes the decline process.
The 7th step: connect the post process.The remaining part of sand tube is removed in cleaning, connects the reinforcing bar that pier stud is reserved up and down with the method for tying up the bar weldering, outsourcing stirrup (stirrup diameter is with former pier stud, and spacing is encrypted a times).Mounting template builds that C50 flows greatly, self-compaction, microdilatancy concrete.After concrete reaches intensity, remove limited post and steel loop up and down, pier stud external application concrete is built post into diameter 1.5m, with the following same diameter of seat that underpins.Adopt the C30 concrete, join vertical muscle and stirrup.
The design of sand tube as shown in figure 20.Sand tube piston is made by filling out the C30 concrete in the steel cylinder.Steel cylinder is made by the 12mm steel plate, each sand tube bottom by two internal diameters be 30mm put the sand mouth, seal by the nut more than the diameter 50mm.2 molding sand tubes are except that diameter is different with 1 type, and other parameter is all identical.Sand in the sand tube is selected peace and quiet, dry quartz sand for use.
Finish and connect post in bridge decline and finish, after concrete reaches design strength, the backfill bridge approach, construction anti-attachment strap of end of the bridge and road surface are removed bridge floor and are connected steel work temporarily, remove gathering sill and guiding tenon, are open to traffic after inspecting for acceptance.
Claims (8)
1. integral bridge decline job practices, after suspending traffic, respectively abutment and bridge pier are constructed, it is characterized in that: above-mentioned elder generation is connected bridge floor (7) with bent cap construct abutment and bridge pier in the two ends of each abutment bent cap (1) and bridge pier bent cap (4) temporarily again with steel work (8) suspending traffic afterwards;
The construction sequence of described abutment is as follows:
Steps A, at two abutment bent caps (1) beam-ends construction reinforced bar concrete guiding tenon, the guiding tenon is the square reinforced concrete structure that abutment bent cap end increases, afterwards at abutment cushion cap (3) to construction reinforced bar concrete gathering sill (10) between the abutment bent cap (1), gathering sill is the outer reinforced concrete structure that is wrapped in the guiding tenon, is planted on the abutment cushion cap;
Step B, the construction abutment of abutment pier stud (2) both sides on abutment cushion cap (3) underpin bearing (11) and abutment limit base (14), underpin bearing (11) at abutment and go up to install and to be used for the sand tube (12) of rest abutment bent cap, and go up at abutment limit base (14) anti-dumping cushion block (13) is installed;
Step C, block the abutment pier stud after, the vertical load of abutment bent cap is transferred on the sand tube fully; When blocking the abutment pier stud, mark earlier and cut scope end face line, end face line pier stud concrete cover is down cut,, cut off main muscle, and take out interlude post core until stripping out main muscle;
Step D, the sand tube of abutment pier stud both sides is put sand synchronously descend, when the distance between anti-dumping cushion block and the abutment bent cap bottom surface during, take out a cushion block, when the piston head plate of sand tube during near sand barrel end face less than 5cm, by progressively excising the outer steel cylinder of sand tube, drop to design elevation always; The barrel of described sand tube is made by steel plate, and the top of sand tube has piston, and the bottom has puts the sand mouth and sealed by nut; Above-mentioned piston is to be made of the steel cylinder concrete filled;
Step e, connection abutment pier stud;
The construction sequence of described bridge pier is as follows:
Step a, between pier cap and bridge pier bent cap (4), set up outside each bridge pier pier stud underpin the seat (18);
Step b, underpining end face install under steel loop (19), steel loop (20) is installed in bridge pier bent cap bottom surface, all has bolt hole on following steel loop and the last steel loop;
Step c, block the bridge pier pier stud; Mark down earlier cut line and on cut line, between upper and lower steel loop, install and underpin post (21), adopt the identical method of above-mentioned abutment pier stud to cut the bridge pier pier stud, the vertical load of bridge pier bent cap be transferred to fully underpin on the post;
Steps d, sand tube (12) is installed between the bridge pier pier stud that blocks, and with the sand tube with block the pier stud section and fix;
Step e, at the bridge pier bent cap and underpin jack is installed between the seat, last top bridge pier bent cap underpins post (21) with unloading, the whole load transfers of bent cap to the sand tube, and are set up anti-dumping and limited post (22), anti-dumping cushion block underpining between seat (18) and the bridge pier bent cap (4);
Step f, sand is put in all sand tube unifications fallen bridge, when the distance between anti-dumping cushion block and the bridge pier bent cap bottom surface during, take out a cushion block, when the piston head plate of sand tube during near sand barrel end face less than 5cm, by progressively excising the outer steel cylinder wall of sand tube, drop to design elevation always;
Step g, with the pillar that the reinforced concrete structure reparation is blocked, concrete resumes traffic after reaching intensity.
2. integral bridge decline job practices according to claim 1, it is characterized in that: the interim connection of above-mentioned bridge floor and bridge pier bent cap adopted steel work, and boring is buried bolt underground and is connected on the reinforced concrete structure of bridge floor and bridge pier bent cap, interim connection steel work main body is steel plate and adds the floor composition that the space between steel work steel plate and the concrete structure adopts grouting to fill.
3. integral bridge decline job practices according to claim 1 is characterized in that: the guiding tenon all adopts the method for bar planting to link to each other with original structure with gathering sill among the above-mentioned abutment construction sequence A, establishes the 5mm gap between guiding tenon and the gathering sill.
4. integral bridge decline job practices according to claim 1 is characterized in that: when above-mentioned abutment construction sequence B medium sand tube was installed, it was close to shake in the tube periphery with vibrating head behind the dress sand, and the sand in the compacting tube.
5. integral bridge decline job practices according to claim 1, it is characterized in that: all adopt the method for tying up the bar weldering to connect the reinforcing bar that pier stud is reserved up and down in above-mentioned abutment construction sequence E, the Bridge Pier Construction step g, the outsourcing stirrup, mounting template, fluid concrete again.
6. integral bridge decline job practices according to claim 1, it is characterized in that: the seat (18) that underpins among the above-mentioned Bridge Pier Construction step a is reinforced concrete structure, at the bridge pier pier stud outside merogenesis cofferdam tube mould (16) is installed earlier during construction, vertical reinforcement (17) is installed around the bridge pier pier stud, vertical reinforcement is welded in respectively up and down on the steel plate, again pour concrete in the tube mould of cofferdam.
7. integral bridge decline job practices according to claim 1, it is characterized in that: in the above-mentioned Bridge Pier Construction steps d earlier under block pier stud section center fixation one round plate, roll the method for moving in employing level on the operation platform again and transport the sand tube between the disconnected post, and fix with round plate, adopt grouting way to fix between sand tube piston-top surface and the bridge pier pier stud cross section.
8. integral bridge decline job practices according to claim 1, it is characterized in that: earlier jacking post (24), jacking and anti-dumping post (23) are installed with underpining on a following steel loop (19) between (18) and the last steel loop (20) respectively among the above-mentioned Bridge Pier Construction step e, between the jacking post, jack are installed again at bridge pier bent cap (4).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200910300339 CN101476298B (en) | 2009-01-24 | 2009-01-24 | Integral bridge descending construction method and construction equipment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200910300339 CN101476298B (en) | 2009-01-24 | 2009-01-24 | Integral bridge descending construction method and construction equipment |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101476298A CN101476298A (en) | 2009-07-08 |
| CN101476298B true CN101476298B (en) | 2010-06-09 |
Family
ID=40837072
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 200910300339 Expired - Fee Related CN101476298B (en) | 2009-01-24 | 2009-01-24 | Integral bridge descending construction method and construction equipment |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101476298B (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103075020B (en) * | 2013-02-04 | 2016-01-13 | 广州市胜特建筑科技开发有限公司 | A kind of steel tray supports actuating system |
| CN103866788B (en) * | 2014-04-02 | 2016-01-20 | 李煜科 | A kind of method of pillar abutment scarp slope barricadeization transformation |
| CN106758865A (en) * | 2016-12-23 | 2017-05-31 | 武汉海润工程设备有限公司 | A kind of steel sand barrel for being applied to real-time display bearing capacity in bridge rotating |
| CN112024020B (en) * | 2020-09-04 | 2021-07-06 | 枫林环保科技股份有限公司 | Construction waste treatment method |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4301565A (en) * | 1980-03-19 | 1981-11-24 | Irwin Weinbaum | Method and system for the removal and replacement of a bridge |
| CN1262373A (en) * | 2000-02-23 | 2000-08-09 | 阮蔚文 | Method for correcting obliqueness of high building and exchanging bridge abutment with adjustable equipment |
| KR100580225B1 (en) * | 2004-12-13 | 2006-05-16 | 노윤근 | Upper structure raising method using bridge upper structure support and lift equipment and this |
| CN201087322Y (en) * | 2007-07-26 | 2008-07-16 | 中铁二局股份有限公司 | Large tonnage box beam construction temporary support saddle |
-
2009
- 2009-01-24 CN CN 200910300339 patent/CN101476298B/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| CN101476298A (en) | 2009-07-08 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109778721A (en) | Synchronization of jacking up bridge top and the bottom structure carries out the method that bridge increases transformation | |
| CN108589737B (en) | Construction method for co-building underground express way and rail intersection under urban main road | |
| CN112982181B (en) | Construction method for steel-concrete combined section of through-type steel box continuous arch bridge | |
| CN109295982B (en) | Construction method of steel sleeve box for underwater girder tying | |
| CN111119059B (en) | Ultrahigh composite support system for high-pier cast-in-place box girder and construction method | |
| CN112575670B (en) | T-shaped rigid frame bridge suitable for tunnel to pass through giant karst cave and construction technology thereof | |
| CN112376589A (en) | Landslide belt pile plate type comprehensive protection construction system and construction method | |
| CN109629576B (en) | Suspension protection system for water supply pipe crossing foundation pit and construction method | |
| CN107059920A (en) | Loess formation piping lane construction technology | |
| CN108004925A (en) | Prestress reinforced concrete circular arch tower construction method | |
| CN101476298B (en) | Integral bridge descending construction method and construction equipment | |
| CN201943086U (en) | Underground building wall body | |
| CN111809569B (en) | Dyke ecological protection structure and construction method | |
| CN107354953A (en) | Concrete rib band and the reinforced Retaining wall structure of intensive aspect and construction method | |
| CN113494055A (en) | Double-locking structure for closure section of long-span bridge and construction method | |
| CN206902741U (en) | Concrete rib band and the reinforced Retaining wall structure of intensive aspect | |
| CN213203831U (en) | Construction support combining suspended casting method 0# block cast-in-place support and temporary consolidation | |
| CN109083184A (en) | A kind of prefabricated cushion cap of land sectional type and its production and installation method | |
| CN110184957B (en) | Construction method of shed tunnel and steel corrugated plate combined type wind and snow prevention system | |
| CN112176879A (en) | Bridge pier foundation underpinning structure and construction method | |
| CN104695315B (en) | Frame structure of deep foundation pit under existing railway and layered jacking method for construction of frame structure | |
| CN110004959A (en) | Concrete cofferdam rapid constructing method and template under circumstance of flowing water | |
| CN113818352B (en) | Soft foundation high pier curve cast-in-situ box girder bridge and construction method thereof | |
| CN105821891B (en) | For the construction method of prestress anchoraging side slope armored concrete panel and the template molding structure of concrete slab | |
| CN112627002B (en) | Continuous beam bridge suitable for tunnel to pass through giant karst cave and construction technical method thereof |
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 | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20100609 Termination date: 20140124 |