CN103726503A - Anchor rod pile reinforcing bearing platform structure used for reinforcing deformed bridge pile and construction method thereof - Google Patents
Anchor rod pile reinforcing bearing platform structure used for reinforcing deformed bridge pile and construction method thereof Download PDFInfo
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- CN103726503A CN103726503A CN201410008376.7A CN201410008376A CN103726503A CN 103726503 A CN103726503 A CN 103726503A CN 201410008376 A CN201410008376 A CN 201410008376A CN 103726503 A CN103726503 A CN 103726503A
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Abstract
The invention provides an anchor rod pile bridge pile reinforcing structure. The anchor rod pile reinforcing bearing platform structure used for reinforcing a deformed bridge pile comprises a reinforcing bearing platform fixed on the periphery of the bottom of the bridge pile and a plurality of anchor rod static-pressure reinforcing piles, wherein press pile holes are formed in the reinforcing bearing platform, the number of the press pile holes is the same with the number of the anchor rod static-pressure reinforcing piles, the bottom pile end of each anchor rod static-pressure reinforcing pile is embedded into the soil layer under the reinforcing bearing platform by a designed depth through the corresponding press pile hole, the top pile head of each anchor rod static-pressure reinforcing pile is embedded into the reinforcing bearing platform, the top surface of the pile head of each anchor rod static-pressure reinforcing pile is lower than the upper surface of the reinforcing bearing platform, a pile sealing structure is arranged on the top of each pile head, and a plurality of reinforcing rebars are arranged in a fixing bearing platform in a horizontally and longitudinally cross mode. According to the anchor rod pile reinforcing bearing platform structure used for reinforcing the deformed bridge pile, the structure is simple, a bridge can be reinforced and maintained on the premise that an original bridge pile and an original deck are not changed, the deformed bridge can be rehabilitated, the bearing capacity of the bridge is guaranteed, construction is convenient and can be conducted on the premise that a passageway on the deck is not blocked, and normal traffic on the bridge is not influenced during maintenance.
Description
Technical field
The present invention relates to bridge pier ruggedized construction, particularly a kind of for reinforcing the anchor pile reinforcing suspended deck structure of distortion bridge pier.
Background technology
Along with the continuous prosperity of traffic, in order to reduce blocking up of traffic, a lot of overpass bridges, viaduct on urban road, have been there is.Swift and violent increase due to the traffic volume, large-tonnage vehicle is more and more, add some traffic accidents and natural cause, cause the bridge pier of some viaduct, overpass bridge to occur damaging distortion, cause the out-of-flatness of bridge floor, thereby reduced the whole ductility ability of bridge construction and bearing capacity, had a strong impact on the durability of structure, had engineering accident hidden danger.For above situation, just need to keep in repair bridge pier, carry out bridge floor adjustment, existing bridge pier maintenance is generally that the pile foundation support table of former bridge pier is excavated, bridge pier to fracture or damage keeps in repair piling, or the pile foundation after excavating is played new stake around, in maintenance process, the pile foundation support table of bridge pier is excavated, its bearing capacity reduces, and has potential safety hazard, pontic must be closed a road to traffic, and the program comparision of maintenance is loaded down with trivial details, need to expend a large amount of manpower and materials, its engineering time is long, and road closure just can affect normal traffic for a long time.
Summary of the invention
The object of this invention is to provide a kind of for reinforcing anchor pile reinforcing suspended deck structure and the construction method of distortion bridge pier, this ruggedized construction is simple, convenient, can be when not changing bridge pier and bridge deck structure, bridge pier to distortion overpass bridge is reinforced maintenance, bridge floor is restored to the original state, guarantee the supporting capacity of pontic.
Technical solutions according to the invention are: described a kind of anchor pile that is out of shape bridge pier for reinforcing is reinforced suspended deck structure and comprised reinforcing cushion cap and the Duo Gen anchor rod static pressure reinforcing pile that is fixed on bridge pier bottom periphery, on reinforcing cushion cap, offer the piling hole identical with anchor rod static pressure reinforcing pile quantity, the bottom stake end of every anchor rod static pressure reinforcing pile embeds in the soil layer of reinforcing cushion cap below to projected depth by piling hole, top pile crown embeds to be reinforced in cushion cap, its pile crown end face is lower than the upper surface of reinforcing cushion cap, at pile crown top, be provided with envelope pilework, horizontal in fixed bearing platform, longitudinal many reinforced steels arranged in a crossed manner.
The further technical scheme of the present invention is: described reinforcing cushion cap comprises cylindrical cushion cap and is arranged on the truncated cone-shaped supporting station of cylindrical cushion cap top, it is highly 80-150cm, truncated cone-shaped supporting station is close to the outer wall of bridge pier, its inside is provided with the many main muscle of radiation, the upper end of the every main muscle of radiation embeds in bridge pier, and weld with the main muscle of bridge pier, lower end embeds in cylindrical cushion cap, and welds with the reinforced steel in cylindrical cushion cap.
The further technical scheme of the present invention: described envelope pilework is by two envelope stake reinforcing bars, four resistance to plucking reinforcing bars, stiffener and C30 microdilatancy pea gravel concreten back-up coat form, the quantity of described stiffener equates with the number of steel bars in anchor rod static pressure reinforcing pile, and be connected with the reinforcing bar in anchor rod static pressure reinforcing pile, two envelope stake reinforcing bars intersections are fixed on the aperture in piling hole, four resistance to plucking reinforcing bars are located at respectively the end points of two envelope stake reinforcing bars, and insert and reinforce in cushion cap, the microdilatancy pea gravel concreten that placing intensity is C30 in piling hole forms C30 microdilatancy pea gravel concreten back-up coat.
Optimal technical solution of the present invention: described anchor rod static pressure reinforcing pile, by four, is the square pile body in cross section 300 * 300, and characteristic load bearing capacity is 5000kN, the upper surface of pile crown is lower than reinforcing cushion cap upper surface 50-100mm; The length of every anchor rod static pressure reinforcing pile is 4-40m, by many pile joints, be formed by connecting, many pile joint links at every anchor rod static pressure reinforcing pile are provided with pre-embedded steel slab, the pre-embedded steel slab of two adjacent pile sections welds by polylith welded plate, and in connecting portion outside, be surrounded by wire gauze, and on wire gauze, spray the thick cement mortar iron wire stratum reticulare of M10 cement mortar formation 25-40mm.
Optimal technical solution of the present invention: on the cylindrical cushion cap of described reinforcing cushion cap, between plane and two bridge piers, the upper plane of straining beam, at sustained height, is provided with in the bottom that reinforces cushion cap the C15 concrete bearing platform bed course that 80-120mm is thick.
Optimal technical solution of the present invention: described reinforced steel comprises the φ 14mm steel hoop of many horizontal and vertical distributions, and the tie point between horizontal and vertical steel hoop all adopts welding; The main muscle of described radiation adopts the reinforcing bar of diameter phi 14mm.
Another kind of technical scheme provided by the invention:
Described a kind of construction method of reinforcing suspended deck structure for reinforcing the anchor pile of distortion bridge pier, is characterized in that concrete steps are as follows:
(1) prepare anchor rod static pressure reinforcing pile, the prefabricated bolt anchorage stake that anchor rod static pressure reinforcing pile is 1.5-2m by many length forms, entire length is less than 40m, and in pressing down process, guarantee that the lower lamination shoe of anchor rod static pressure reinforcing pile arrives or insert the bearing stratum of job site, according to the former characteristic load bearing capacity of distortion bridge pier, calculate every anchor rod static pressure reinforcing pile characteristic load bearing capacity, and design the maximum construction pile driving pressure of every anchor rod static pressure reinforcing pile;
(2) absolute altitude of design reinforcement cushion cap is 80-150cm, this absolute altitude is for reinforcing the absolute altitude of cushion cap most significant end, specifically highly can determine according to the widest position of cushion cap bottom surface and the angle of distortion bridge pier connecting line, guarantee that angle that this connecting line and ground form is 30-45 ° and just can, excavating the distortion bridge pier later stage around bankets to reinforcing cushion cap absolute altitude, and expose the former straining beam that is out of shape bridge pier, and the outer field concrete chisel removal in position that the former straining beam of distortion bridge pier and bridge pier bottom are equated with reinforcing cushion cap absolute altitude is to the reinforcing bar and the coarse aggregate that expose in straining beam and bridge pier;
(3) pending distortion well after bridge pier and former straining beam, at the distortion bridge pier of removing outer concrete, by horizontal, the longitudinal cross weld of many reinforcing bars, form a reinforcing cage identical with the reinforcing pile cap shape of design with straining beam outside, in welding process, in the reserved piling hole (3), position of corresponding skyhook static pressure reinforcing pile, described reinforcing cage is removed the reinforcing bar welding of exposing after outer concrete with distortion bridge pier and straining beam;
(4) the reinforcing cage lateral surface being welded in step (3) is installed a circle and is built baffle plate, build the height of baffle plate and the reinforcing cushion cap height of design equates, then start to build mortar in reinforcing cage, and surface is floating, after mortar solidifies, take off and build baffle plate, just form and reinforce cushion cap, it is identical with the reinforcing pile cap shape of design in step (2) that this reinforces platform, in building the process of mortar, reserve a plurality of pilings hole, the number in piling hole determines according to the bearing capacity of cushion cap size and distortion bridge pier and anchor rod static pressure reinforcing pile, the original bearing capacity of distortion bridge pier is distributed on many anchor rod static pressure reinforcing piles, by a plurality of static pressure reinforcing piles, provide support force, guarantee to be out of shape bridge pier and can continue to carry bridge floor, normal use, at the periphery in reserved piling hole, longitudinally bury many resistance to plucking reinforcing bars underground, be convenient to the envelope stake process in later stage, the aperture in piling hole is exposed on the top of every resistance to plucking reinforcing bar, the height generally exposing is 5-10cm, the cross section in described piling hole equates with the cross-sectional sizes of the anchor rod static pressure reinforcing pile of preparing in step (1),
(5) adopt engineering driller to press down and draw hole from the position in one of them piling hole, form the external diameter that a diameter is equal to or less than static pressure anchor rod stake, the anchor rod static pressure reinforcing pile that the degree of depth arrives bearing stratum presses down hole, can make anchor rod static pressure reinforcing pile can press to very easily bearing stratum;
(6) after drawing hole, cleaning construction working face, piling hole and the anchor rod static pressure reinforcing pile of correspondence below piling hole press down hole, then start to carry out piling process, in piling process, keep anchor rod static pressure reinforcing pile to be vertical state, its lower end is over against piling hole, then use jack to press down hole to pressing down along anchor rod static pressure reinforcing pile, in piling process, make jack, prefabricated bolt anchorage stake and piling axially bored line overlap, must not eccentric pressurize, during piling, answer pading plate or gunnysack, after putting driving cap, carry out again piling, stake bit plane deviation must not surpass ± 20mm, the perpendicularity deviation of the prefabricated bolt anchorage stake of every joint must not be greater than 1% of this pile section length, and the force value of observing jack in pressing down process, the maximum of the single anchor rod static pressure reinforcing pile of design construction pile driving pressure in force value arrival step (1), and the duration is while being greater than 5 minutes, just stop piling, now the pile top of prefabricated bolt anchorage stake should arrive design bearing stratum depth bottom,
(7) after the piling process in step (6) completes, process the top pile crown of anchor jacked pile, make it reach design elevation, design elevation is that anchor jacked pile pile crown topmost embeds cushion cap 50-100mm, when stopping piling, anchor rod static pressure reinforcing pile is just pressed onto design elevation, be that the top pile crown of anchor rod static pressure reinforcing pile is during just lower than cushion cap surface 50-100mm, in each reinforced hole of anchor rod static pressure reinforcing pile, pour into sulphide mastic, insert respectively stiffener, stiffener is connected with the reinforcing bar in anchor rod static pressure reinforcing pile, and the aperture in the top of every stiffener and piling hole is concordant or higher than aperture, when anchor rod static pressure reinforcing pile is higher than design elevation when stopping piling, will exceed the anchor jacked pile excision of design elevation, make its pile crown topmost lower than cushion cap surface 50-100mm, in excision process, retain the reinforcing bar in anchor jacked pile, as stiffener, the cold hard material of a kind of thermoplastic of sulphide mastic, by cementing agent, sulphur, flexibilizer and filler, melting is according to a certain ratio stirred and is formed, conventional (1) sulphur, cement, flour sand, poly-sulphur 708 glue (44:11:44:1), (2) sulphur, quartz sand, graphite powder, polysulfide rubber (60:34.5:5:0.7) cooperation form,
(8) in step (7), the top pile crown of anchor jacked pile reaches after design elevation, start envelope stake, many envelope stake reinforcing bars are set in the aperture in piling hole, the radical of envelope stake reinforcing bar is half of the resistance to plucking reinforcing bar radical buried underground in step (4), the part welding in aperture, piling hole is exposed respectively at the two ends of every envelope stake reinforcing bar with the resistance to plucking reinforcing bar of two symmetries wherein, every envelope stake reinforcing bar after welding all higher than the stiffener in step topmost, after the good envelope stake of welding reinforcing bar, just the slightly expanded concrete that is C30 to placing intensity in piling hole, after concrete setting just by the orifice sealing in piling hole, after answering dabbing and scrub clean a top surface before envelope stake, be coated with interfacial agents, envelope stake adopts prestressing force again, and prestressing force is 400-500kN,
(9) repeating step (5) presses down anchor rod static pressure reinforcing pile to all pilings hole that the piling process in step (8) is reserved in reinforcing cushion cap, formed the bolt anchorage suspended deck structure of a bridge pier, this straining beam difference in height of reinforcing suspended deck structure and former distortion bridge pier is few, is generally, at two bridge piers, a bolt anchorage suspended deck structure is all set outward.
The every prefabricated bolt anchorage stake at anchor rod static pressure reinforcing pile step (1) Suo Shu is by concrete and the prefabricated square pile body forming of Duo Gen reinforced steel, its cross section is 300 * 300mm, two ends in the prefabricated bolt anchorage stake of every joint are equipped with pre-embedded steel slab, the method of attachment of every two joint stubs is first to pass through four block welding pieces by the reserved Plate Welding on two stubs, then wrap outside gauze wire cloth, and spray M10 cement mortar, itself and gauze wire cloth white silk are integrated, connecting portion is coated, and concrete connection is to connect in pressing down process.
The resistance to plucking reinforcing bar of stating inserting in each piling hole in step (4) has four, is equidistantly arranged on the inwall in piling hole.
Beneficial effect of the present invention:
(1) construction method of the present invention is reinforced maintenance to pontic in the situation that not changing former bridge pier and bridge floor, in maintenance process, do not need how former bridge pier pile foundation support table to excavate, can not affect the bearing capacity of bridge pier, do not need pontic to restrict driving, can not affect the normal traffic of pontic;
(2) pile body of the present invention adopts prefabricated anchor pile, can greatly reduce workload, save the engineering time, has reduced man power and material required in work progress, has reduced construction cost;
(3) the present invention increases new cushion cap outside bridge pier pile foundation, and on this cushion cap, increases the spud pile of many, has disperseed the bearing capacity of former bridge pier, has guaranteed the normal supporting capacity of pontic;
(4) adopt construction method of the present invention can make the pontic of distortion restore to the original state, guarantee the supporting capacity of pontic.
The present invention is simple in structure, can or else change in the situation of former bridge pier and bridge floor pontic is reinforced to maintenance, can make the pontic of distortion restore to the original state, guarantee the supporting capacity of pontic, and easy construction, can in the situation that not blocking bridge floor passage, construct, in maintenance, not affect the normal traffic of pontic.
Accompanying drawing explanation
Fig. 1 is structural representation of the present invention;
Fig. 2 is internal construction schematic diagram of the present invention;
Fig. 3 is that the present invention uses view;
Fig. 4 is the top view of the present invention while using;
Fig. 5 is the top view of envelope pilework,
Fig. 6 is the syndeton schematic diagram between the pile section of anchor rod static pressure reinforcing pile,
Fig. 7 is the AA ' sectional view of Fig. 6.
In figure: 1-bridge pier, 2-reinforcing cushion cap, 3-piling hole, 4-reinforced steel, 5-anchor rod static pressure reinforcing pile, 5-1-pre-embedded steel slab, 5-2-welded plate, 5-3-cement mortar iron wire stratum reticulare, 6-envelope pilework, 6-1-envelope stake reinforcing bar, 6-2-resistance to plucking reinforcing bar, 6-3-C30 microdilatancy pea gravel concreten back-up coat, 6-4-stiffener, 7-truncated cone-shaped supporting station, 8-radiate main muscle, the main muscle of 9-bridge pier, 10-binder, 11-C15 concrete bearing platform bed course.
The specific embodiment
Below in conjunction with accompanying drawing, the invention will be further described.Fig. 1, in Fig. 2, described a kind of anchor pile that is out of shape bridge pier for reinforcing is reinforced suspended deck structure and is comprised reinforcing cushion cap 2 and the Duo Gen anchor rod static pressure reinforcing pile 5 that is fixed on bridge pier 1 bottom periphery, on reinforcing cushion cap 2, offer the piling hole 3 identical with anchor rod static pressure reinforcing pile 5 quantity, the bottom stake end of every anchor rod static pressure reinforcing pile 5 embeds in the soil layer of reinforcing cushion cap 2 belows to projected depth by piling hole 3, top pile crown embeds to be reinforced in cushion cap 2, its pile crown end face is lower than the upper surface of reinforcing cushion cap 2, at pile crown top, be provided with envelope pilework 6, interior laterally in fixed bearing platform 2, longitudinal many reinforced steels 4 arranged in a crossed manner.Described reinforced steel 4 comprises the φ 14mm steel hoop of many horizontal and vertical distributions, and it is 25mm radiation muscle that the inside, position being connected with bridge pier 1 at reinforcing cushion cap is also provided with many diameters, and the tie point between horizontal and vertical steel hoop all adopts welding; The main muscle 8 of described radiation adopts the reinforcing bar of diameter phi 14mm.First reinforced steel 4 is fixed after welding well, then concreting intensity is that C30 and P.O.42.5R Portland cement form reinforcing cushion cap 2.
Described reinforcing cushion cap comprises cylindrical cushion cap and is arranged on the truncated cone-shaped supporting station 7 of cylindrical cushion cap top, it is highly 80-150cm, truncated cone-shaped supporting station 7 is close to the outer wall of bridge pier, its inside is provided with the many main muscle 8 of radiation, the upper end of the every main muscle 8 of radiation embeds in bridge pier 1, and weld with the main muscle 9 of bridge pier, lower end embeds in cylindrical cushion cap, and welds with the reinforced steel in cylindrical cushion cap.Making to reinforce cushion cap is connected tightr with bridge pier.
As 2, 5, described envelope pilework 6 is by two envelope stake reinforcing bar 6-1, four resistance to plucking reinforcing bar 6-2, stiffener 6-4 and C30 microdilatancy pea gravel concreten back-up coat 6-3 form, the quantity of described stiffener 6-4 equates with the number of steel bars in anchor rod static pressure reinforcing pile 5, and be connected with the reinforcing bar in anchor rod static pressure reinforcing pile 5, two envelope stake reinforcing bar 6-1 intersections are fixed on the aperture in piling hole 3, four resistance to plucking reinforcing bar 6-2 are located at respectively the end points of two envelope stake reinforcing bar 6-1, and insert and reinforce in cushion cap 2, the microdilatancy pea gravel concreten that is C30 at the interior placing intensity in piling hole 3 forms C30 microdilatancy pea gravel concreten back-up coat 6-3.
On the cylindrical cushion cap of described reinforcing cushion cap 2, between plane and two bridge piers, the upper plane of straining beam 10, at sustained height, is provided with in the bottom that reinforces cushion cap 2 the C15 concrete bearing platform bed course 11 that 80-120mm is thick.
Described anchor rod static pressure reinforcing pile 5, by four, is the square pile body in cross section 300 * 300, and characteristic load bearing capacity is 5000kN, and the upper surface of pile crown is lower than reinforcing cushion cap 2 upper surface 50-100mm; The length of every anchor rod static pressure reinforcing pile 5 is 4-40m, as described in Fig. 6,7, many of every anchor rod static pressure reinforcing pile 5 prefabricated concrete pile sections are formed by connecting, the link of the concrete pile section that every joint is prefabricated is provided with pre-embedded steel slab 5-1, the pre-embedded steel slab 5-1 of two adjacent pile sections welds by polylith welded plate 5-2, and in connecting portion outside, be surrounded by wire gauze, and on wire gauze, spray the thick cement mortar iron wire stratum reticulare 5-3 of M10 cement mortar formation 25-40mm.
Specific embodiment of the invention scheme is: the bridge pier of stake footpath 1.5-1.8m of take is example introduction, former straining beam absolute altitude place adds circular cushion cap, cushion cap is thick is 80cm, every root bridge stake place is along arranging that 4 anchor jacked piles underpin the load in former pile foundation with part around, around this bridge pier, the earth's surface of ground is 30m left and right to the degree of depth of bearing stratum, and bearing stratum is strong weathered granite;
Specific construction is as follows: (1) prepares anchor rod static pressure reinforcing pile, anchor rod static pressure reinforcing pile is comprised of many prefabricated reinforcing piles, entire length 30m, the square pile body that every prefabricated bolt anchorage stake is is 1.5-2m by concrete and the prefabricated length forming of Duo Gen reinforced steel, according to the former characteristic load bearing capacity of distortion bridge pier, calculating every anchor rod static pressure reinforcing pile characteristic load bearing capacity calculates, every anchor rod static pressure reinforcing pile characteristic load bearing capacity is 5000kN, the maximum pile driving pressure 1000kN that constructs, need to suppress four anchor rod static pressed pile altogether; The concrete connection of two prefabricated bolt anchorage stakes is as Fig. 6, first by four block welding piece 5-2, the reserved steel plate 3-1 on two stubs is welded, then wrap outside gauze wire cloth, and spray M10 cement mortar, itself and gauze wire cloth white silk are integrated, connecting portion is coated, every pile be always about 30m mouth, can in pressing down process, connect, after also can connecting in advance, press down again;
(2) absolute altitude of design reinforcement cushion cap is 80cm, comprise the circular cushion cap of bottom and the truncated cone-shaped supporting station of top, the diameter two ends of circular cushion cap arrive the line of the position that is out of shape the high 80cm of bridge pier and the angle between circular cushion cap bottom surface is 35-45 °, then excavating the distortion bridge pier later stage around bankets to reinforcing cushion cap absolute altitude, and expose the former straining beam that is out of shape bridge pier, and the outer field concrete chisel removal in position that the former straining beam of distortion bridge pier and bridge pier bottom are equated with reinforcing cushion cap absolute altitude is to the reinforcing bar and the coarse aggregate that expose in straining beam and bridge pier;
(3) pending distortion well after bridge pier and former straining beam, at the distortion bridge pier of removing outer concrete, by horizontal, the longitudinal cross weld of many reinforcing bars, form a reinforcing cage identical with the reinforcing pile cap shape of design with straining beam outside, piling hole (3) is reserved in position at corresponding skyhook static pressure reinforcing pile in welding process, as shown in Figure 2, described reinforcing cage is removed the reinforcing bar welding of exposing after outer concrete with distortion bridge pier and straining beam; The reinforcing bar of reinforcing in cushion cap all should elongatedly arrange, and reinforcing bar connects all should adopt welding, and weld length is the two-sided 5d of one side 10d(), do not mark anchorage length of steel bar and be 30d, reinforced concrete slab tension rib adopts φ 14400;
(4) the reinforcing cage lateral surface being welded in step (3) is installed a circle and is built baffle plate, build the height of baffle plate and the reinforcing cushion cap height of design equates, then start to build mortar in reinforcing cage, and surface is floating, after mortar solidifies, take off and build baffle plate, just form and reinforce cushion cap, it is identical with the reinforcing pile cap shape of design in step (2) that this reinforces platform, in building the process of mortar, reserve a plurality of pilings hole, the number in piling hole is four, four anchor rod static pressed pile just can be born the former bearing capacity of distortion bridge pier, at the periphery in reserved piling hole, longitudinally bury many resistance to plucking reinforcing bars underground, be convenient to the envelope stake process in later stage, the aperture in piling hole is exposed on the top of every resistance to plucking reinforcing bar, the height generally exposing is 5-10cm, the cross section in described piling hole equates with the cross-sectional sizes of the anchor rod static pressure reinforcing pile of preparing in step (1), to adopt intensity be C30 concrete and P.O.42.5R Portland cement to the mortar of building of cushion cap, adopts the plain concrete bed courses of 100 thick C15 at the bottom of plate, if raising early strength, can mix appropriate early strength admixture, should old concrete surface before the new concrete of cast answer dabbing and wash away totally, at bonding surface place, be coated with neat slurry together, make new and old combination better,
(5) adopt engineering driller to press down and draw hole from the position in one of them piling hole, forming a diameter is 300mm, the degree of depth is that the anchor rod static pressure reinforcing pile of 25m presses down hole, and should enter residual soil and be no less than 2m, can make anchor rod static pressure reinforcing pile can press to very easily bearing stratum;
(6) after drawing hole, cleaning construction working face, piling hole and the anchor rod static pressure reinforcing pile of correspondence below piling hole press down hole, then start to carry out piling process, in piling process, keep anchor rod static pressure reinforcing pile to be vertical state, its lower end is over against piling hole, then use jack to press down hole to pressing down along anchor rod static pressure reinforcing pile, in piling process, make jack, prefabricated bolt anchorage stake and piling axially bored line overlap, must not eccentric pressurize, during piling, answer pading plate or gunnysack, after putting driving cap, carry out again piling, stake bit plane deviation must not surpass ± 20mm, the perpendicularity deviation of the prefabricated bolt anchorage stake of every joint must not be greater than 1% of this pile section length, and the force value of observing jack in pressing down process, the maximum of the single anchor rod static pressure reinforcing pile of design construction pile driving pressure in force value arrival step (1), and the duration is while being greater than 5 minutes, just stop piling, now the pile top of prefabricated bolt anchorage stake should arrive design bearing stratum depth bottom,
(7) after the piling process in step (6) completes, process the top pile crown of anchor jacked pile, make it reach design elevation, design elevation is that anchor jacked pile pile crown topmost embeds cushion cap 50-100mm, when stopping piling, anchor rod static pressure reinforcing pile is just pressed onto design elevation, be that the top pile crown of anchor rod static pressure reinforcing pile is during just lower than cushion cap surface 50-100mm, in each reinforced hole of anchor rod static pressure reinforcing pile, pour into sulphide mastic, insert respectively stiffener, stiffener is connected with the reinforcing bar in anchor rod static pressure reinforcing pile, and the aperture in the top of every stiffener and piling hole is concordant or higher than aperture, when anchor rod static pressure reinforcing pile is higher than design elevation when stopping piling, will exceed the anchor jacked pile excision of design elevation, make its pile crown topmost lower than cushion cap surface 50-100mm, in excision process, retain the reinforcing bar in anchor jacked pile, as stiffener,
(8) in step (7), the top pile crown of anchor jacked pile reaches after design elevation, start envelope stake, many envelope stake reinforcing bars are set in the aperture in piling hole, the radical of envelope stake reinforcing bar is half of the resistance to plucking reinforcing bar radical buried underground in step (4), the part welding in aperture, piling hole is exposed respectively at the two ends of every envelope stake reinforcing bar with the resistance to plucking reinforcing bar of two symmetries wherein, every envelope stake reinforcing bar after welding all higher than the stiffener in step topmost, after the good envelope stake of welding reinforcing bar, just the slightly expanded concrete that is C30 to placing intensity in piling hole, after concrete setting just by the orifice sealing in piling hole, after answering dabbing and scrub clean a top surface before envelope stake, be coated with interfacial agents, envelope stake adopts prestressing force again, and prestressing force is 400-500kN,
(9) repeating step (5) presses down anchor rod static pressure reinforcing pile to all pilings hole that the piling process in step (8) is reserved in reinforcing cushion cap, formed the bolt anchorage suspended deck structure of a bridge pier, this straining beam difference in height of reinforcing suspended deck structure and former distortion bridge pier is few, is generally, at two bridge piers, a bolt anchorage suspended deck structure is all set outward.
The bridge pier ruggedized construction forming according to above construction method, can well make the pontic of distortion recover, and guarantees its weight capacity.
Claims (10)
1. for reinforcing the anchor pile of distortion bridge pier, reinforce suspended deck structure for one kind, it is characterized in that: described suspended deck structure comprises reinforcing cushion cap (2) and the many anchor rod static pressure reinforcing piles (5) that are fixed on bridge pier (1) bottom periphery, on reinforcing cushion cap (2), offer the piling hole (3) identical with anchor rod static pressure reinforcing pile (5) quantity, the bottom stake end of every anchor rod static pressure reinforcing pile (5) embeds in the soil layer of reinforcing cushion cap (2) below to projected depth by piling hole (3), top pile crown embeds to be reinforced in cushion cap (2), its pile crown end face is lower than the upper surface of reinforcing cushion cap (2), at pile crown top, be provided with envelope pilework (6), horizontal in fixed bearing platform (2), longitudinal many reinforced steels arranged in a crossed manner (4).
2. for reinforcing the anchor pile of distortion bridge pier, reinforce suspended deck structure according to claim 1, it is characterized in that: described reinforcing cushion cap comprises cylindrical cushion cap and is arranged on the truncated cone-shaped supporting station (7) of cylindrical cushion cap top, it is highly 80-150cm, truncated cone-shaped supporting station (7) is close to the outer wall of bridge pier, its inside is provided with many radiation main muscle (8), the upper end of the every main muscle of radiation (8) embeds in bridge pier (1), and weld with the main muscle of bridge pier (9), lower end embeds in cylindrical cushion cap, and welds with the reinforced steel in cylindrical cushion cap.
3. according to reinforcing suspended deck structure for reinforcing the anchor pile of distortion bridge pier described in claim 1 or 2, it is characterized in that: described envelope pilework (6) is by two envelope stake reinforcing bars (6-1), four resistance to plucking reinforcing bars (6-2), stiffener (6-4) and C30 microdilatancy pea gravel concreten back-up coat (6-3) form, the quantity of described stiffener (6-4) equates with the number of steel bars in anchor rod static pressure reinforcing pile (5), and be connected with the reinforcing bar in anchor rod static pressure reinforcing pile (5), two envelope stake reinforcing bars (6-1) intersections are fixed on the aperture of piling hole (3), four resistance to plucking reinforcing bars (6-2) are located at respectively the end points of two envelope stake reinforcing bars (6-1), and insert and reinforce in cushion cap (2), the microdilatancy pea gravel concreten that placing intensity is C30 in piling hole (3) forms C30 microdilatancy pea gravel concreten back-up coat (6-3).
4. according to claim 1 and 2 for reinforcing the anchor pile reinforcing suspended deck structure of distortion bridge pier, it is characterized in that: described anchor rod static pressure reinforcing pile (5) is by four, be the square pile body in cross section 300 * 300, characteristic load bearing capacity is 5000kN, and the upper surface of pile crown is lower than reinforcing cushion cap (2) upper surface 50-100mm; The length of every anchor rod static pressure reinforcing pile (5) is 4-40m, by many pile joints, be formed by connecting, many pile joint links at every anchor rod static pressure reinforcing pile (5) are provided with pre-embedded steel slab (5-1), the pre-embedded steel slab of two adjacent pile sections (5-1) is by polylith welded plate (5-2) welding, and in connecting portion outside, be surrounded by wire gauze, and on wire gauze, spray the thick cement mortar iron wire stratum reticulare (5-3) of M10 cement mortar formation 25-40mm.
5. for reinforcing the anchor pile of distortion bridge pier, reinforce suspended deck structure according to claim 2, it is characterized in that: on the cylindrical cushion cap of described reinforcing cushion cap (2), between plane and two bridge piers, the upper plane of straining beam (10), at sustained height, is provided with in the bottom that reinforces cushion cap (2) the C15 concrete bearing platform bed course (11) that 80-120mm is thick.
6. according to claim 2 for reinforcing the anchor pile reinforcing suspended deck structure of distortion bridge pier, it is characterized in that: described reinforced steel (4) comprises the φ 14mm steel hoop of many horizontal and vertical distributions, and the tie point between horizontal and vertical steel hoop all adopts welding; The main muscle of described radiation (8) adopts the reinforcing bar of diameter phi 14mm.
7. a construction method of reinforcing suspended deck structure for reinforcing the anchor pile of distortion bridge pier, is characterized in that concrete steps are as follows:
(1) prepare anchor rod static pressure reinforcing pile, the prefabricated bolt anchorage stake that anchor rod static pressure reinforcing pile is 1.5-2m by many length forms, entire length is less than 40m, and in pressing down process, guarantee that the lower lamination shoe of anchor rod static pressure reinforcing pile arrives or insert the bearing stratum of job site, according to the former characteristic load bearing capacity of distortion bridge pier, calculate every anchor rod static pressure reinforcing pile characteristic load bearing capacity, and design the maximum construction pile driving pressure of every anchor rod static pressure reinforcing pile;
(2) absolute altitude of design reinforcement cushion cap is 80-150cm, excavating the distortion bridge pier later stage around bankets to reinforcing cushion cap absolute altitude, and expose the former straining beam (10) that is out of shape bridge pier, and the outer field concrete chisel removal in position that the former straining beam of distortion bridge pier and bridge pier bottom are equated with reinforcing cushion cap absolute altitude is to the reinforcing bar and the coarse aggregate that expose in straining beam and bridge pier;
(3) pending distortion well after bridge pier and former straining beam, at the distortion bridge pier of removing outer concrete, by horizontal, the longitudinal cross weld of many reinforcing bars, form a reinforcing cage identical with the reinforcing pile cap shape of design with straining beam outside, in welding process, in the reserved piling hole (3), position of corresponding skyhook static pressure reinforcing pile, described reinforcing cage is removed the reinforcing bar welding of exposing after outer concrete with distortion bridge pier and straining beam;
(4) the reinforcing cage lateral surface being welded in step (3) is installed a circle and is built baffle plate, build the height of baffle plate and the reinforcing cushion cap height of design equates, then start to build mortar in reinforcing cage, and surface is floating, after mortar solidifies, take off and build baffle plate, just form the reinforcing cushion cap of design, in building the process of mortar, reserve a plurality of pilings hole (3), and longitudinally bury many resistance to plucking reinforcing bars (6-2) underground at the periphery in reserved piling hole (3), the aperture in piling hole is exposed on the top of every resistance to plucking reinforcing bar (6-2), the cross section in described piling hole (3) equates with the cross-sectional sizes of the anchor rod static pressure reinforcing pile of preparing in step (1),
(5) adopt engineering driller to press down and draw hole from the position in one of them piling hole (3), forms the external diameter that a diameter is equal to or less than static pressure anchor rod stake, the anchor rod static pressure reinforcing pile of degree of depth arrival bearing stratum presses down hole;
(6) after drawing hole, cleaning construction working face, piling hole (3) and the anchor rod static pressure reinforcing pile of correspondence below piling hole press down hole, then start to carry out piling process, in piling process, keep anchor rod static pressure reinforcing pile to be vertical state, its lower end is over against piling hole, then use jack to press down hole to pressing down along anchor rod static pressure reinforcing pile, and the force value of observing jack in pressing down process, the maximum of the single anchor rod static pressure reinforcing pile of design construction pile driving pressure in force value arrival step (1), and duration while being greater than 5 minutes, just stop piling;
(7) after the piling process in step (6) completes, process the top pile crown of anchor jacked pile, make it reach design elevation, design elevation is that anchor jacked pile pile crown topmost embeds cushion cap 50-100mm, when stopping piling, anchor rod static pressure reinforcing pile is just pressed onto design elevation, be that the top pile crown of anchor rod static pressure reinforcing pile is during just lower than cushion cap surface 50-100mm, in each reinforced hole of anchor rod static pressure reinforcing pile, pour into sulphide mastic, insert respectively stiffener (6-4), stiffener (6-4) is connected with the reinforcing bar in anchor rod static pressure reinforcing pile, and the top of every stiffener (6-4) is concordant with the aperture in piling hole or higher than aperture, when anchor rod static pressure reinforcing pile is higher than design elevation when stopping piling, will exceed the anchor jacked pile excision of design elevation, make its pile crown topmost lower than cushion cap surface 50-100mm, in excision process, retain the reinforcing bar in anchor jacked pile, as stiffener,
(8) in step (7), the top pile crown of anchor jacked pile reaches after design elevation, start envelope stake, many envelope stake reinforcing bars (6-1) are set in the aperture of piling hole (3), the radical of envelope stake reinforcing bar is half of resistance to plucking reinforcing bar (6-2) radical buried underground in step (4), the part welding in aperture, piling hole (3) is exposed respectively at the two ends of every envelope stake reinforcing bar (6-1) with the resistance to plucking reinforcing bar (6-2) of two symmetries wherein, every envelope stake reinforcing bar (6-1) after welding all higher than the stiffener in step (7) topmost, after the good envelope stake of welding reinforcing bar, just the slightly expanded concrete that is C30 to the interior placing intensity in piling hole (3), after concrete setting just by the orifice sealing of piling hole (3),
(9) repeating step (5) presses down anchor rod static pressure reinforcing pile to all pilings hole that the piling process in step (8) is reserved in reinforcing cushion cap, has formed the bolt anchorage suspended deck structure of a bridge pier.
8. according to claim 7 a kind of for reinforcing the construction method of the anchor pile reinforcing suspended deck structure of distortion bridge pier, it is characterized in that: the reinforcing cushion cap described in step (2) is comprised of the cylindrical cushion cap of below and the truncated cone-shaped supporting station of top, in truncated cone-shaped supporting station, be furnished with many radial steel reinforcements, every radial steel reinforcement all welds with the reinforcing bar being out of shape in bridge pier.
9. according to claim 7 a kind of for reinforcing the construction method of the anchor pile reinforcing suspended deck structure of distortion bridge pier, it is characterized in that concrete steps are as follows: the every prefabricated bolt anchorage stake at anchor rod static pressure reinforcing pile step (1) Suo Shu is by concrete and the prefabricated square pile body forming of Duo Gen reinforced steel, its cross section is 300 * 300mm, two ends in the prefabricated bolt anchorage stake of every joint are equipped with pre-embedded steel slab, the method of attachment of every two joint stubs is first to pass through four block welding pieces by the reserved Plate Welding on two stubs, then wrap outside gauze wire cloth, and spray M10 cement mortar, itself and gauze wire cloth white silk are integrated, connecting portion is coated, concrete connection is to connect in pressing down process.
10. according to claim 7 a kind of for reinforcing the construction method of the anchor pile reinforcing suspended deck structure of distortion bridge pier, it is characterized in that concrete steps are as follows: the resistance to plucking reinforcing bar (6-2) of stating inserting in each piling hole (3) has four, is equidistantly arranged on the inwall of piling hole (3) in step (4).
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108133112A (en) * | 2018-01-09 | 2018-06-08 | 上海外高桥造船有限公司 | Leg based on AutoCAD calculates and mask method |
| CN109881723A (en) * | 2019-03-20 | 2019-06-14 | 上海华铸地基技术有限公司 | A kind of comprehensive controllable method for correcting error of anchor jacked pile |
| CN110130384A (en) * | 2019-05-10 | 2019-08-16 | 中国建筑西南勘察设计研究院有限公司 | Existing super high-rise building scattering pile reinforcement means |
| CN110144922A (en) * | 2019-05-10 | 2019-08-20 | 中国建筑西南勘察设计研究院有限公司 | Existing super high-rise building dredges pile composite foundation reinforcing method |
| CN110258362A (en) * | 2019-05-21 | 2019-09-20 | 大连理工大学 | A kind of city underground engineering passes through the deformation control method of existing bridge |
| CN111139815A (en) * | 2020-01-20 | 2020-05-12 | 广东华科大建筑技术开发有限公司 | Foundation reinforcement pressure-bearing and anti-pulling composite anchoring structure and anchoring method thereof |
| CN112281686A (en) * | 2020-10-13 | 2021-01-29 | 南京建交历保工程有限公司 | Systematic method for bridge underpinning construction |
| CN113123233A (en) * | 2021-03-03 | 2021-07-16 | 中交二航局第二工程有限公司 | Anchorage design and construction method |
| CN113718865A (en) * | 2021-08-05 | 2021-11-30 | 上海建工七建集团有限公司 | Reserved pile hole structure suitable for static pressure anchor rod pile foundation reinforcement |
Citations (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1492562A (en) * | 1975-01-30 | 1977-11-23 | Offshore Concrete Bv | Semi-submergible submergible or sinkable structures |
| CN1113282A (en) * | 1995-05-17 | 1995-12-13 | 广州市鲁班建筑防水补强专业公司 | Method for connecting anchor-rod type supporting table |
| JPH10299005A (en) * | 1997-04-24 | 1998-11-10 | Tone Chika Gijutsu Kk | Footing equipped with sloped pile bundled and method of construction work |
| JP2001182077A (en) * | 1999-12-27 | 2001-07-03 | Tokyo Tekko Co Ltd | Method for connecting pile and anchor reinforcement |
| CN201162224Y (en) * | 2007-11-27 | 2008-12-10 | 贵阳铝镁设计研究院 | Steel pile top anchoring structure |
| CN101397796A (en) * | 2008-09-12 | 2009-04-01 | 葛培中 | Construction method of prestressed anchor rod static pressure pile |
| CN101550705A (en) * | 2008-03-31 | 2009-10-07 | 贵阳铝镁设计研究院 | Reinforcement processing method of pile foundation |
| CN201826323U (en) * | 2010-08-11 | 2011-05-11 | 霍宏斌 | Pile-anchor rod foundation structure |
| CN202831003U (en) * | 2012-10-16 | 2013-03-27 | 沈阳铁道勘察设计院有限公司 | Reinforced structure of circular-shaped pile foundation of railway shallow foundation bridge |
| CN202899176U (en) * | 2012-09-17 | 2013-04-24 | 浙江咏合市政建设工程有限公司 | Existing bridge pile foundation cross section increasing reinforced structure |
| CN203222809U (en) * | 2013-03-25 | 2013-10-02 | 中国能源建设集团安徽省电力设计院 | Pre-stressed concrete pipe pile foundation for pole and tower of power transmission line |
| CN103352484A (en) * | 2013-07-31 | 2013-10-16 | 核工业西南建设集团有限公司 | Construction method of shallow bridge foundation of sedan lifting type reinforced bridge pier |
| CN203361182U (en) * | 2013-07-31 | 2013-12-25 | 山东电力工程咨询院有限公司 | Unequal-length bottom-expanded rock anchor pile of power transmission pole tower |
| CN203654308U (en) * | 2014-01-08 | 2014-06-18 | 中铁十一局集团有限公司 | Anchor jacked pile reinforced bearing platform structure for reinforcing deformed bridge pile |
-
2014
- 2014-01-08 CN CN201410008376.7A patent/CN103726503B/en active Active
Patent Citations (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1492562A (en) * | 1975-01-30 | 1977-11-23 | Offshore Concrete Bv | Semi-submergible submergible or sinkable structures |
| CN1113282A (en) * | 1995-05-17 | 1995-12-13 | 广州市鲁班建筑防水补强专业公司 | Method for connecting anchor-rod type supporting table |
| JPH10299005A (en) * | 1997-04-24 | 1998-11-10 | Tone Chika Gijutsu Kk | Footing equipped with sloped pile bundled and method of construction work |
| JP2001182077A (en) * | 1999-12-27 | 2001-07-03 | Tokyo Tekko Co Ltd | Method for connecting pile and anchor reinforcement |
| CN201162224Y (en) * | 2007-11-27 | 2008-12-10 | 贵阳铝镁设计研究院 | Steel pile top anchoring structure |
| CN101550705A (en) * | 2008-03-31 | 2009-10-07 | 贵阳铝镁设计研究院 | Reinforcement processing method of pile foundation |
| CN101397796A (en) * | 2008-09-12 | 2009-04-01 | 葛培中 | Construction method of prestressed anchor rod static pressure pile |
| CN201826323U (en) * | 2010-08-11 | 2011-05-11 | 霍宏斌 | Pile-anchor rod foundation structure |
| CN202899176U (en) * | 2012-09-17 | 2013-04-24 | 浙江咏合市政建设工程有限公司 | Existing bridge pile foundation cross section increasing reinforced structure |
| CN202831003U (en) * | 2012-10-16 | 2013-03-27 | 沈阳铁道勘察设计院有限公司 | Reinforced structure of circular-shaped pile foundation of railway shallow foundation bridge |
| CN203222809U (en) * | 2013-03-25 | 2013-10-02 | 中国能源建设集团安徽省电力设计院 | Pre-stressed concrete pipe pile foundation for pole and tower of power transmission line |
| CN103352484A (en) * | 2013-07-31 | 2013-10-16 | 核工业西南建设集团有限公司 | Construction method of shallow bridge foundation of sedan lifting type reinforced bridge pier |
| CN203361182U (en) * | 2013-07-31 | 2013-12-25 | 山东电力工程咨询院有限公司 | Unequal-length bottom-expanded rock anchor pile of power transmission pole tower |
| CN203654308U (en) * | 2014-01-08 | 2014-06-18 | 中铁十一局集团有限公司 | Anchor jacked pile reinforced bearing platform structure for reinforcing deformed bridge pile |
Non-Patent Citations (2)
| Title |
|---|
| 张荣: ""锚杆静压粧在公路桥梁粧基加固补强中的应用"", 《科技情报开发与经济》 * |
| 祝毅: ""锚杆静压桩在旅客天桥基础加固中的应用"", 《铁道建筑》 * |
Cited By (11)
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|---|---|---|---|---|
| CN108133112A (en) * | 2018-01-09 | 2018-06-08 | 上海外高桥造船有限公司 | Leg based on AutoCAD calculates and mask method |
| CN109881723A (en) * | 2019-03-20 | 2019-06-14 | 上海华铸地基技术有限公司 | A kind of comprehensive controllable method for correcting error of anchor jacked pile |
| CN110130384A (en) * | 2019-05-10 | 2019-08-16 | 中国建筑西南勘察设计研究院有限公司 | Existing super high-rise building scattering pile reinforcement means |
| CN110144922A (en) * | 2019-05-10 | 2019-08-20 | 中国建筑西南勘察设计研究院有限公司 | Existing super high-rise building dredges pile composite foundation reinforcing method |
| CN110258362A (en) * | 2019-05-21 | 2019-09-20 | 大连理工大学 | A kind of city underground engineering passes through the deformation control method of existing bridge |
| CN111139815A (en) * | 2020-01-20 | 2020-05-12 | 广东华科大建筑技术开发有限公司 | Foundation reinforcement pressure-bearing and anti-pulling composite anchoring structure and anchoring method thereof |
| CN112281686A (en) * | 2020-10-13 | 2021-01-29 | 南京建交历保工程有限公司 | Systematic method for bridge underpinning construction |
| CN112281686B (en) * | 2020-10-13 | 2022-02-18 | 南京建交历保工程有限公司 | Construction method for bridge underpinning construction |
| CN113123233A (en) * | 2021-03-03 | 2021-07-16 | 中交二航局第二工程有限公司 | Anchorage design and construction method |
| CN113123233B (en) * | 2021-03-03 | 2022-11-25 | 中交二航局第二工程有限公司 | Anchorage design and construction method |
| CN113718865A (en) * | 2021-08-05 | 2021-11-30 | 上海建工七建集团有限公司 | Reserved pile hole structure suitable for static pressure anchor rod pile foundation reinforcement |
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