CN103726503B - 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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- CN103726503B CN103726503B CN201410008376.7A CN201410008376A CN103726503B CN 103726503 B CN103726503 B CN 103726503B CN 201410008376 A CN201410008376 A CN 201410008376A CN 103726503 B CN103726503 B CN 103726503B
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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 anchor pile for reinforcing distortion bridge pier reinforces suspended deck structure.
Background technology
Along with the continuous prosperity of traffic, in order to reduce blocking up of traffic, urban road occurs a lot of overpass bridge, viaduct.Due to the swift and violent increase of the traffic volume, large-tonnage vehicle gets more and more, add some traffic accidents and natural cause, the bridge pier of some viaduct, overpass bridge is caused to occur damaging distortion, cause the out-of-flatness of bridge floor, thus reduce the overall ductile ability of bridge construction and bearing capacity, have a strong impact on the durability of structure, there is 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 excavated by the pile foundation support table of former bridge pier, maintenance piling is carried out to the bridge pier of fracture or damage, or play new stake around the pile foundation after excavating, in maintenance process, the pile foundation support table of bridge pier is excavated, its bearing capacity reduces, and there is potential safety hazard, pontic must be closed a road to traffic, and the program of maintenance is more loaded down with trivial details, need at substantial manpower and materials, its engineering time is long, and long road closure just can affect normal traffic.
Summary of the invention
The object of this invention is to provide a kind of anchor pile for reinforcing distortion bridge pier and reinforce suspended deck structure and construction method, this ruggedized construction is simple, convenient, can while not changing bridge pier and bridge deck structure, strengthen maintenance is carried out to the bridge pier of distortion overpass bridge, bridge floor is restored to the original state, ensures the supporting capacity of pontic.
Technical solutions according to the invention are: described a kind of anchor pile for reinforcing distortion bridge pier is reinforced suspended deck structure and comprised the reinforcing cushion cap and Duo Gen anchor rod static pressure reinforcing pile that are fixed on bridge pier bottom periphery, reinforcing cushion cap offers the piling hole identical with anchor rod static pressure reinforcing pile quantity, the bottom stake end of every root anchor rod static pressure reinforcing pile is embedded by piling hole in the soil layer reinforced below cushion cap to projected depth, top pile crown embeds to be reinforced in cushion cap, its pile crown end face is lower than the upper surface reinforcing cushion cap, envelope pilework is provided with at pile crown top, in fixed bearing platform laterally, longitudinally 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 above cylindrical cushion cap, 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 that every root radiates main muscle 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 anti-punching shear bar, stiffener and C30 microdilatancy pea gravel concreten back-up coat composition, the quantity of described stiffener is equal with the number of steel bars in anchor rod static pressure reinforcing pile, and with the bar connecting in anchor rod static pressure reinforcing pile, two envelope stake reinforcing bars intersections are fixed on the aperture in piling hole, four anti-punching shear bar are located at the end points of two envelope stake reinforcing bars respectively, and insert in reinforcing cushion cap, in piling hole, placing intensity is the microdilatancy pea gravel concreten formation C30 microdilatancy pea gravel concreten back-up coat of C30.
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 root anchor rod static pressure reinforcing pile is 4-40m, saved by many piles and be formed by connecting, pre-embedded steel slab is provided with at many pile joint links of every root anchor rod static pressure reinforcing pile, the pre-embedded steel slab of two adjacent pile sections is welded by polylith welded plate, and be surrounded by wire gauze outside connecting portion, 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 the thick C15 concrete bearing platform bed course of 80-120mm in the bottom reinforcing cushion cap.
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 anchor pile for reinforcing distortion bridge pier reinforces the construction method of suspended deck structure, it is characterized in that concrete steps are as follows:
(1) anchor rod static pressure reinforcing pile is prepared, 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 pressing down in process the lower lamination shoe arrival guaranteeing anchor rod static pressure reinforcing pile or the bearing stratum inserting job site, former characteristic load bearing capacity according to distortion bridge pier calculates every root anchor rod static pressure reinforcing pile characteristic load bearing capacity, and designs the maximum construction pile driving pressure of every root anchor rod static pressure reinforcing pile;
(2) absolute altitude of design reinforcement cushion cap is 80-150cm, this absolute altitude is the absolute altitude reinforcing cushion cap most significant end, specifically highly can determine according to the angle of the widest part position of cushion cap bottom surface with distortion bridge pier connecting line, ensure that angle that this connecting line and ground are formed is 30-45 ° and just can, the later stage of excavating around distortion bridge pier bankets to reinforcing cushion cap absolute altitude, and expose the former straining beam of distortion bridge pier, and by the outer field concrete chisel removal in position equal with reinforcing cushion cap absolute altitude bottom the former straining beam of distortion bridge pier and bridge pier to the reinforcing bar exposed in straining beam and bridge pier and coarse aggregate;
(3) pending be out of shape bridge pier and former straining beam well after, outside distortion bridge pier and the straining beam of removing outer concrete by many reinforcing bars laterally, longitudinal cross weld forms a reinforcing cage identical with the reinforcing pile cap shape designed, piling hole (3) is reserved in the position of corresponding skyhook static pressure reinforcing pile, the reinforcement welding exposed after described reinforcing cage and distortion bridge pier and straining beam remove outer concrete in welding process;
(4) the reinforcing cage lateral surface be welded in step (3) is installed a circle and is built baffle plate, the height of building baffle plate is equal with the reinforcing cushion cap height of design, then start to build mortar in reinforcing cage, and surface is floating, take off after mortar solidifies and build baffle plate, just formed and reinforce cushion cap, this reinforcing platform is identical with the reinforcing pile cap shape designed in step (2), multiple piling hole is reserved in the process of building mortar, 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, support force is provided by multiple static pressure reinforcing pile, guarantee that distortion bridge pier can continue to carry bridge floor, normal use, periphery in reserved piling hole longitudinally buries many anti-punching shear bar underground, be convenient to the envelope stake process in later stage, the aperture in piling hole is exposed on the top of every root anti-punching shear bar, the height generally exposed is 5-10cm, the cross section in described piling hole is equal with the cross-sectional sizes of the anchor rod static pressure reinforcing pile prepared in step (1),
(5) adopt engineering driller to press down from the position in one of them piling hole and draw hole, form the external diameter that a diameter is equal to or less than steady pressed anchor pile, the anchor rod static pressure reinforcing pile that the degree of depth arrives bearing stratum presses down hole, and anchor rod static pressure reinforcing pile can be enable to press to bearing stratum very easily;
(6) draw after hole, cleaning construction working face, piling hole and corresponding anchor rod static pressure reinforcing pile 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, it is lower proper in piling hole, then jack is used to press down hole to pressing down along anchor rod static pressure reinforcing pile, jack is made in piling process, prefabricated bolt anchorage stake and piling axially bored line overlap, must not eccentric pressurize, pading plate or gunnysack is answered during piling, piling is carried out again after putting driving cap, stake bit plane deviation must not exceed ± 20mm, the perpendicularity deviation often saving prefabricated bolt anchorage stake must not be greater than 1% of this pile section length, and pressing down in process the force value of observing jack, when force value arrives the maximum construction pile driving pressure of the single anchor rod static pressure reinforcing pile of design in step (1), and the duration is when being greater than 5 minutes, just piling is stopped, now the pile top of prefabricated bolt anchorage stake bottom should arrive design bearing stratum depth,
(7) after the piling process in step (6) completes, the top pile crown of process anchor jacked pile, it is made to 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, namely when the top pile crown of anchor rod static pressure reinforcing pile is just lower than cushion cap surface 50-100mm, sulphide mastic is poured in each reinforced hole of anchor rod static pressure reinforcing pile, insert stiffener respectively, make the bar connecting in stiffener and anchor rod static pressure reinforcing pile, and the top of every root stiffener 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, the anchor jacked pile excision of design elevation will be exceeded, and making the pile crown of its top lower than cushion cap surface 50-100mm, in excision process, retaining 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) after the top pile crown of anchor jacked pile reaches design elevation in step (7) a metallic, start to seal stake, many envelope stake reinforcing bars are set in the aperture in piling hole, the radical of envelope stake reinforcing bar is the half of the anti-punching shear bar radical buried underground in step (4), the part that aperture, piling hole is exposed with the anti-punching shear bar of wherein two symmetries respectively in the two ends of every root envelope stake reinforcing bar is welded, every root envelope stake reinforcing bar after welding all higher than the stiffener in step topmost, after welding envelope stake reinforcing bar, just to placing intensity in piling hole be the slightly expanded concrete of C30, just by the orifice sealing in piling hole after concrete setting, be coated with interfacial agents again after answering dabbing before envelope stake and scrubbing clean a top surface, envelope stake adopts prestressing force, and prestressing force is 400-500kN,
(9) repeat step (5) and press down anchor rod static pressure reinforcing pile to all piling holes that the piling process in step (8) is reserved in reinforcing cushion cap, define the bolt anchorage suspended deck structure of a bridge pier, the straining beam difference in height of this reinforcing suspended deck structure and former distortion bridge pier is few, is generally all arrange a bolt anchorage suspended deck structure outward at two bridge piers.
Every root prefabricated bolt anchorage stake of the anchor rod static pressure reinforcing pile described in step (1) is by concrete and the prefabricated square pile body of Duo Gen reinforced steel, its cross section is 300 × 300mm, pre-embedded steel slab is equipped with at the two ends often saving prefabricated bolt anchorage stake, every two joint stubs methods of attachment be first by four block welding blocks by the reserved Plate Welding on two stubs, then gauze wire cloth is wrapped outside, and spray M10 cement mortar, itself and gauze wire cloth are practiced be integrated, connecting portion is coated, and concrete connection connects pressing down in process.
In step (4), the anti-punching shear bar of stating inserted in each piling hole has four, is equidistantly arranged on the inwall in piling hole.
Beneficial effect of the present invention:
(1) construction method of the present invention carries out strengthen maintenance when not changing former bridge pier and bridge floor to pontic, how former bridge pier pile foundation support table is not needed to excavate in maintenance process, the bearing capacity of bridge pier can not be affected, do not need to restrict driving to pontic, the normal traffic of pontic can not be affected;
(2) pile body of the present invention adopts prefabricated anchor pile, greatly can reduce workload, saves the engineering time, reduces man power and material required in work progress, reduces construction cost;
(3) the present invention increases new cushion cap outward in bridge pier pile foundation, and increases the spud pile of many on this cushion cap, has disperseed the bearing capacity of former bridge pier, ensure that the normal supporting capacity of pontic;
(4) adopt construction method of the present invention that the pontic of distortion can be made to restore to the original state, ensure the supporting capacity of pontic.
Structure of the present invention is simple, when or else can change former bridge pier and bridge floor, strengthen maintenance is carried out to pontic, the pontic of distortion can be made to restore to the original state, ensure the supporting capacity of pontic, and easy construction, can construct when not blocking bridge floor passage, while maintenance, not affecting 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 using state schematic diagram of the present invention;
Fig. 4 is the top view of the present invention when 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-reinforce 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-anti-punching shear 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.
Detailed description of the invention
Below in conjunction with accompanying drawing, the invention will be further described.Fig. 1, in Fig. 2, described a kind of anchor pile for reinforcing distortion bridge pier is reinforced suspended deck structure and is comprised the reinforcing cushion cap 2 and Duo Gen anchor rod static pressure reinforcing pile 5 that are fixed on bridge pier 1 bottom periphery, reinforcing cushion cap 2 offers the piling hole 3 identical with anchor rod static pressure reinforcing pile 5 quantity, the bottom stake end of every root anchor rod static pressure reinforcing pile 5 is embedded by piling hole 3 in the soil layer reinforced below cushion cap 2 to projected depth, top pile crown embeds to be reinforced in cushion cap 2, its pile crown end face is lower than the upper surface reinforcing cushion cap 2, envelope pilework 6 is provided with at pile crown top, in fixed bearing platform 2 laterally, longitudinally 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 reinforcing the part interior that is connected with bridge pier 1 of cushion cap, to be also provided with many diameters be that 25mm radiates muscle, 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 by after fixing for reinforced steel 4 welding well, then concreting intensity is that C30 and P.O.42.5R Portland cement forms reinforcing cushion cap 2.
Described reinforcing cushion cap comprises cylindrical cushion cap and is arranged on the truncated cone-shaped supporting station 7 above cylindrical cushion cap, 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 that every root radiates main muscle 8 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.Reinforcing 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 anti-punching shear bar 6-2, stiffener 6-4 and C30 microdilatancy pea gravel concreten back-up coat 6-3 forms, the quantity of described stiffener 6-4 is equal with the number of steel bars in anchor rod static pressure reinforcing pile 5, and with the bar connecting 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 anti-punching shear bar 6-2 are located at the end points of two envelope stake reinforcing bar 6-1 respectively, and insert in reinforcing cushion cap 2, in piling hole 3, placing intensity is the microdilatancy pea gravel concreten formation C30 microdilatancy pea gravel concreten back-up coat 6-3 of C30.
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 the thick C15 concrete bearing platform bed course 11 of 80-120mm in the bottom reinforcing cushion cap 2.
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 root anchor rod static pressure reinforcing pile 5 is 4-40m, as as described in Fig. 6,7, many of every root anchor rod static pressure reinforcing pile 5 prefabricated concrete pile sections are formed by connecting, the link often saving prefabricated concrete pile section is provided with pre-embedded steel slab 5-1, the pre-embedded steel slab 5-1 of two adjacent pile sections is welded by polylith welded plate 5-2, and be surrounded by wire gauze outside connecting portion, 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: for the bridge pier introduction of stake footpath 1.5-1.8m, former straining beam absolute altitude place adds circular cushion cap, cushion cap is thick is 80cm, along surrounding, every root bridge pier place arranges that 4 anchor jacked piles are partly to underpin the load in former pile foundation, around this bridge pier, earth's surface to the degree of depth of bearing stratum of ground is about 30m, 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 made up of many prefabricated reinforcing piles, entire length 30m, the stake of every root prefabricated bolt anchorage is the square pile body of 1.5-2m by concrete and the prefabricated length of Duo Gen reinforced steel, calculate every root anchor rod static pressure reinforcing pile characteristic load bearing capacity according to the former characteristic load bearing capacity of distortion bridge pier to calculate, every root anchor rod static pressure reinforcing pile characteristic load bearing capacity is 5000kN, construct maximum pile driving pressure 1000kN, needs compacting 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 block 5-2, the reserved steel plate 3-1 on two stubs is welded, then gauze wire cloth is wrapped outside, and spray M10 cement mortar, itself and gauze wire cloth are practiced be integrated, connecting portion is coated, every pile be always about 30m mouth, can connect pressing down in process, press down again after also can connecting in advance;
(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 angle that the diameter two ends of circular cushion cap arrive between the line of the position of distortion bridge pier height 80cm and circular cushion cap bottom surface is 35-45 °, the later stage of then excavating around distortion bridge pier bankets to reinforcing cushion cap absolute altitude, and expose the former straining beam of distortion bridge pier, and by the outer field concrete chisel removal in position equal with reinforcing cushion cap absolute altitude bottom the former straining beam of distortion bridge pier and bridge pier to the reinforcing bar exposed in straining beam and bridge pier and coarse aggregate;
(3) pending be out of shape bridge pier and former straining beam well after, outside distortion bridge pier and the straining beam of removing outer concrete by many reinforcing bars laterally, longitudinal cross weld forms a reinforcing cage identical with the reinforcing pile cap shape designed, piling hole (3) is reserved in the position of corresponding skyhook static pressure reinforcing pile in welding process, as shown in Figure 2, the reinforcement welding exposed after described reinforcing cage and distortion bridge pier and straining beam remove outer concrete; The reinforcing bar reinforced in cushion cap all should elongatedly be arranged, and bar connecting 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 14@400;
(4) the reinforcing cage lateral surface be welded in step (3) is installed a circle and is built baffle plate, the height of building baffle plate is equal with the reinforcing cushion cap height of design, then start to build mortar in reinforcing cage, and surface is floating, take off after mortar solidifies and build baffle plate, just formed and reinforce cushion cap, this reinforcing platform is identical with the reinforcing pile cap shape designed in step (2), multiple piling hole is reserved in the process of building mortar, the number in piling hole is four, four anchor rod static pressed pile just can bear the former bearing capacity of distortion bridge pier, periphery in reserved piling hole longitudinally buries many anti-punching shear bar underground, be convenient to the envelope stake process in later stage, the aperture in piling hole is exposed on the top of every root anti-punching shear bar, the height generally exposed is 5-10cm, the cross section in described piling hole is equal with the cross-sectional sizes of the anchor rod static pressure reinforcing pile prepared in step (1), the mortar of building of cushion cap adopts intensity to be C30 concrete and P.O.42.5R Portland cement, adopts 100 thick C15 element concrete bed courses at the bottom of plate, if raising early strength, appropriate early strength admixture can be mixed, dabbing should be answered and wash away clean in old concrete surface before the new concrete of cast, being coated with neat slurry at bonding surface place together, making new and old in conjunction with better,
(5) adopt engineering driller to press down from the position in one of them piling hole and draw 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, and anchor rod static pressure reinforcing pile can be enable to press to bearing stratum very easily;
(6) draw after hole, cleaning construction working face, piling hole and corresponding anchor rod static pressure reinforcing pile 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, it is lower proper in piling hole, then jack is used to press down hole to pressing down along anchor rod static pressure reinforcing pile, jack is made in piling process, prefabricated bolt anchorage stake and piling axially bored line overlap, must not eccentric pressurize, pading plate or gunnysack is answered during piling, piling is carried out again after putting driving cap, stake bit plane deviation must not exceed ± 20mm, the perpendicularity deviation often saving prefabricated bolt anchorage stake must not be greater than 1% of this pile section length, and pressing down in process the force value of observing jack, when force value arrives the maximum construction pile driving pressure of the single anchor rod static pressure reinforcing pile of design in step (1), and the duration is when being greater than 5 minutes, just piling is stopped, now the pile top of prefabricated bolt anchorage stake bottom should arrive design bearing stratum depth,
(7) after the piling process in step (6) completes, the top pile crown of process anchor jacked pile, it is made to 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, namely when the top pile crown of anchor rod static pressure reinforcing pile is just lower than cushion cap surface 50-100mm, sulphide mastic is poured in each reinforced hole of anchor rod static pressure reinforcing pile, insert stiffener respectively, make the bar connecting in stiffener and anchor rod static pressure reinforcing pile, and the top of every root stiffener 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, the anchor jacked pile excision of design elevation will be exceeded, and making the pile crown of its top lower than cushion cap surface 50-100mm, in excision process, retaining the reinforcing bar in anchor jacked pile, as stiffener,
(8) after the top pile crown of anchor jacked pile reaches design elevation in step (7) a metallic, start to seal stake, many envelope stake reinforcing bars are set in the aperture in piling hole, the radical of envelope stake reinforcing bar is the half of the anti-punching shear bar radical buried underground in step (4), the part that aperture, piling hole is exposed with the anti-punching shear bar of wherein two symmetries respectively in the two ends of every root envelope stake reinforcing bar is welded, every root envelope stake reinforcing bar after welding all higher than the stiffener in step topmost, after welding envelope stake reinforcing bar, just to placing intensity in piling hole be the slightly expanded concrete of C30, just by the orifice sealing in piling hole after concrete setting, be coated with interfacial agents again after answering dabbing before envelope stake and scrubbing clean a top surface, envelope stake adopts prestressing force, and prestressing force is 400-500kN,
(9) repeat step (5) and press down anchor rod static pressure reinforcing pile to all piling holes that the piling process in step (8) is reserved in reinforcing cushion cap, define the bolt anchorage suspended deck structure of a bridge pier, the straining beam difference in height of this reinforcing suspended deck structure and former distortion bridge pier is few, is generally all arrange a bolt anchorage suspended deck structure outward at two bridge piers.
According to the bridge pier ruggedized construction that above construction method is formed, the pontic of distortion can well be made to recover, ensure its weight capacity.
Claims (9)
1. reinforce the construction method of suspended deck structure for the anchor pile reinforcing distortion bridge pier for one kind, it is characterized in that: described suspended deck structure comprises the reinforcing cushion cap (2) and many anchor rod static pressure reinforcing piles (5) that are fixed on bridge pier (1) bottom periphery, reinforcing cushion cap (2) offers the piling hole (3) identical with anchor rod static pressure reinforcing pile (5) quantity, the soil layer that the bottom stake end of every root anchor rod static pressure reinforcing pile (5) embeds reinforcing cushion cap (2) below by piling hole (3) is interior to projected depth, top pile crown embeds to be reinforced in cushion cap (2), its pile crown end face is lower than the upper surface reinforcing cushion cap (2), envelope pilework (6) is provided with at pile crown top, in fixed bearing platform (2) laterally, longitudinally many reinforced steels (4) arranged in a crossed manner,
The Specific construction step of above-mentioned suspended deck structure is as follows:
(1) anchor rod static pressure reinforcing pile is prepared, 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 pressing down in process the lower lamination shoe arrival guaranteeing anchor rod static pressure reinforcing pile or the bearing stratum inserting job site, former characteristic load bearing capacity according to distortion bridge pier calculates every root anchor rod static pressure reinforcing pile characteristic load bearing capacity, and designs the maximum construction pile driving pressure of every root anchor rod static pressure reinforcing pile;
(2) absolute altitude of design reinforcement cushion cap is 80-150cm, the later stage of excavating around distortion bridge pier bankets to reinforcing cushion cap absolute altitude, and expose the former straining beam of distortion bridge pier, and by the outer field concrete chisel removal in position equal with reinforcing cushion cap absolute altitude bottom the former straining beam of distortion bridge pier and bridge pier to the reinforcing bar exposed in straining beam and bridge pier and coarse aggregate;
(3) pending be out of shape bridge pier and former straining beam well after, outside distortion bridge pier and the straining beam of removing outer concrete by many reinforcing bars laterally, longitudinal cross weld forms a reinforcing cage identical with the reinforcing pile cap shape designed, piling hole is reserved in the position of corresponding skyhook static pressure reinforcing pile, the reinforcement welding exposed after described reinforcing cage and distortion bridge pier and straining beam remove outer concrete in welding process;
(4) the reinforcing cage lateral surface be welded in step (3) is installed a circle and is built baffle plate, the height of building baffle plate is equal with the reinforcing cushion cap height of design, then start to build mortar in reinforcing cage, and surface is floating, take off after mortar solidifies and build baffle plate, just the reinforcing cushion cap of design is formed, multiple piling hole is reserved in the process of building mortar, and the periphery in reserved piling hole longitudinally buries many anti-punching shear bar underground, the aperture in piling hole is exposed on the top of every root anti-punching shear bar, the cross section in described piling hole is equal with the cross-sectional sizes of the anchor rod static pressure reinforcing pile prepared in step (1),
(5) adopt engineering driller to press down from the position in one of them piling hole and draw hole, form the external diameter that a diameter is equal to or less than steady pressed anchor pile, the anchor rod static pressure reinforcing pile that the degree of depth arrives bearing stratum presses down hole;
(6) draw after 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, it is lower proper in piling hole, then jack is used to press down hole to pressing down along anchor rod static pressure reinforcing pile, and pressing down in process the force value of observing jack, when force value arrives the maximum construction pile driving pressure of the single anchor rod static pressure reinforcing pile of design in step (1), and the duration is when being greater than 5 minutes, just stop piling;
(7) after the piling process in step (6) completes, the top pile crown of process anchor jacked pile, it is made to 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, namely when the top pile crown of anchor rod static pressure reinforcing pile is just lower than cushion cap surface 50-100mm, sulphide mastic is poured in each reinforced hole of anchor rod static pressure reinforcing pile, insert stiffener respectively, make the bar connecting in stiffener and anchor rod static pressure reinforcing pile, and the top of every root stiffener 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, the anchor jacked pile excision of design elevation will be exceeded, and making the pile crown of its top lower than cushion cap surface 50-100mm, in excision process, retaining the reinforcing bar in anchor jacked pile, as stiffener,
(8) after in step (7), the top pile crown of anchor jacked pile reaches design elevation, start to seal stake, many envelope stake reinforcing bars are set in the aperture in piling hole, the radical of envelope stake reinforcing bar is the half of the anti-punching shear bar radical buried underground in step, the part that aperture, piling hole is exposed with the anti-punching shear bar of wherein two symmetries respectively in the two ends of every root envelope stake reinforcing bar is welded, every root envelope stake reinforcing bar after welding all higher than the stiffener in step (7) topmost, after welding envelope stake reinforcing bar, just to placing intensity in piling hole be the slightly expanded concrete of C30, just by the orifice sealing in piling hole after concrete setting,
(9) repeat step (5) and press down anchor rod static pressure reinforcing pile to all piling holes that the piling process in step (8) is reserved in reinforcing cushion cap, define the bolt anchorage suspended deck structure of a bridge pier.
2. the anchor pile according to claim 1 for reinforcing distortion bridge pier reinforces the construction method of suspended deck structure, it is characterized in that: described reinforcing cushion cap comprises cylindrical cushion cap and is arranged on the truncated cone-shaped supporting station (7) above cylindrical cushion cap, 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 of radiation (8), the upper end that every root radiates main muscle (8) embeds in bridge pier (1), and weld with the main muscle of bridge pier (9), lower end embeds in cylindrical cushion cap, and weld with the reinforced steel in cylindrical cushion cap.
3. the anchor pile for reinforcing distortion bridge pier according to claim 1 or 2 reinforces the construction method of suspended deck structure, it is characterized in that: described envelope pilework (6) is by two envelope stake reinforcing bars (6-1), four anti-punching shear bar (6-2), stiffener (6-4) and C30 microdilatancy pea gravel concreten back-up coat (6-3) composition, the quantity of described stiffener (6-4) is equal with the number of steel bars in anchor rod static pressure reinforcing pile (5), and with the bar connecting 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 anti-punching shear bar (6-2) are located at the end points of two envelope stake reinforcing bars (6-1) respectively, and insert in reinforcing cushion cap (2), in piling hole (3), placing intensity is microdilatancy pea gravel concreten formation C30 microdilatancy pea gravel concreten back-up coat (6-3) of C30.
4. the anchor pile for reinforcing distortion bridge pier according to claim 1 and 2 reinforces the construction method of suspended deck structure, it is characterized in that: described anchor rod static pressure reinforcing pile (5) has four, be the square pile body of cross section 300 × 300mm, 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 root anchor rod static pressure reinforcing pile (5) is 4-40m, saved by many piles and be formed by connecting, pre-embedded steel slab (5-1) is provided with at many pile joint links of every root anchor rod static pressure reinforcing pile (5), the pre-embedded steel slab (5-1) of two adjacent pile sections is welded by polylith welded plate (5-2), and be surrounded by wire gauze outside connecting portion, and on wire gauze, spray the thick cement mortar iron wire stratum reticulare (5-3) of M10 cement mortar formation 25-40mm.
5. the anchor pile according to claim 2 for reinforcing distortion bridge pier reinforces the construction method of suspended deck structure, 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 the thick C15 concrete bearing platform bed course (11) of 80-120mm in the bottom reinforcing cushion cap (2).
6. the anchor pile for reinforcing distortion bridge pier according to claim 2 reinforces the construction method of suspended deck structure, 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 kind of anchor pile for reinforcing distortion bridge pier according to claim 1 reinforces the construction method of suspended deck structure, it is characterized in that: the reinforcing cushion cap described in step (2) is made up of the cylindrical cushion cap of below and the truncated cone-shaped supporting station of top, be furnished with many radial steel reinforcements in truncated cone-shaped supporting station, every root radial steel reinforcement all with distortion bridge pier in reinforcement welding.
8. a kind of anchor pile for reinforcing distortion bridge pier according to claim 1 reinforces the construction method of suspended deck structure, it is characterized in that concrete steps are as follows: every root prefabricated bolt anchorage stake of the anchor rod static pressure reinforcing pile described in step (1) is by concrete and the prefabricated square pile body of Duo Gen reinforced steel, its cross section is 300 × 300mm, pre-embedded steel slab is equipped with at the two ends often saving prefabricated bolt anchorage stake, every two joint stubs methods of attachment be first by four block welding blocks by the reserved Plate Welding on two stubs, then gauze wire cloth is wrapped outside, and spray M10 cement mortar, itself and gauze wire cloth are practiced be integrated, connecting portion is coated, concrete connection connects pressing down in process.
9. a kind of anchor pile for reinforcing distortion bridge pier according to claim 1 reinforces the construction method of suspended deck structure, it is characterized in that concrete steps are as follows: the anti-punching shear bar (6-2) of stating inserted in each piling hole (3) has four in step (4), is equidistantly arranged on the inwall of piling hole (3).
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| CN110258362B (en) * | 2019-05-21 | 2020-11-06 | 大连理工大学 | Deformation control method for urban underground engineering to pass through existing bridge |
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| 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 |
| 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 |
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