CN210684429U - Bridge approach jacking system of large-span tied arch bridge - Google Patents

Bridge approach jacking system of large-span tied arch bridge Download PDF

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Publication number
CN210684429U
CN210684429U CN201921276039.0U CN201921276039U CN210684429U CN 210684429 U CN210684429 U CN 210684429U CN 201921276039 U CN201921276039 U CN 201921276039U CN 210684429 U CN210684429 U CN 210684429U
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jacking
bridge
column
pier
vertical
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赵罡颉
张记军
杜越
梁之海
李金宝
朱书洁
汪洋
严朝锋
王永丽
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No1 Engineering Corp Ltd Of Cr20g
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No1 Engineering Corp Ltd Of Cr20g
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Abstract

The utility model discloses a large-span tied arch bridge approach bridge jacking system, lay and treat that jacking approach bridge girder carries out the approach bridge girder jacking device of vertical jacking including two left and right sides symmetries, every approach bridge girder jacking device all supports under a vertical girder, and every approach bridge girder jacking device all includes a abutment side hydraulic jacking device and a pier side hydraulic jacking device and the two is approach bridge beam-ends jacking device, and approach bridge beam-ends jacking device includes horizontal distribution roof beam, a plurality of vertical jacking device and a plurality of auxiliary stay structure. The utility model has the advantages of reasonable design, the construction is simple and convenient and excellent in use effect, and the approach bridge girder jacking device that two symmetries were laid about adopting treats that the jacking approach bridge girder carries out vertical jacking, adopts vertical jacking device and supplementary bearing structure to cooperate among the approach bridge girder jacking device and carries out the jacking, and the interim bearing structure bearing effect who adopts is good and support stability is good, ensures that approach bridge girder jacking process is steady, reliable.

Description

Bridge approach jacking system of large-span tied arch bridge
Technical Field
The utility model belongs to the technical field of the bridge jacking construction, especially, relate to a tie rod arch bridge approach bridge jacking system strides across greatly.
Background
The bridge jacking construction (also called as bridge jacking technology) is characterized by that it adopts the integral hydraulic synchronous lifting scheme, i.e. utilizes the original cast-in-place pile to bear load, and does not damage the connection between original bridge deck pavement layer, handrail, sidewalk and beam slab, and firstly uses the hydraulic jacking device to integrally jack upper portion structure of bridge, then cuts off the upright columns under the piers and table cap beams, then operates the hydraulic jacking device to make the whole bridge be lifted to designed height, and finally uses the long upright column steel bars to vertically mould and pour second-stage concrete. The bridge superstructure refers to a general term of a part spanning a bridge opening above a bridge support (above a non-hinged arch camber line or a frame main beam bottom line). In recent years, with the need of economic development and the improvement of bridge jacking technology, more and more bridge jacking technology is applied to bridge modification engineering. The bridge jacking technology is a technology for jacking a bridge deck to an expected height through a hydraulic jacking system, is widely applied in domestic bridge reconstruction and support replacement, and has certain research and engineering application in hydraulic synchronous jacking of bridges.
However, at present, no design, construction and detection specifications for bridge jacking translation transformation exist in China, so that the application of the advanced technology performance of bridge jacking and translation transformation is limited to a certain degree, and most of the existing jacking projects are simple support structures and continuous beams. The technology for large-tonnage integral synchronous jacking of the large-span steel pipe concrete tied arch bridge across the canal has no precedent in China.
The large-span bridge is also called a large-span bridge or a large-span bridge, and the large-span bridge refers to a bridge with a porous span total length of more than or equal to 100 meters or a single-pore span of more than or equal to 40 meters. The bridge span is also called bridge span, generally refers to the total span of the bridge, and the total span refers to the sum of net spans of all holes in the porous bridge. The total length of the porous span refers to the total length of the bridge, namely the total length of the bridge girder. When the large-span steel pipe concrete tied arch bridge across the canal is subjected to jacking construction, the construction difficulty is very high, and the potential safety hazards are high. If the south-north trend of the extra-large bridge located at the cross of the Liyang section of the NingHang high-speed highway and the Tsucheng line canal is adopted, the bridge is built into a traffic vehicle in 2003 and is used as a part of an expressway, the building time is short, and the use condition is good. But at the present stage, according to the requirements of channel regulation planning, the current navigation scale of the grand bridge of the south river does not meet the requirement of the three-level channel navigation clear scale after regulation. The highway at the bridge position section is positioned on a circular curve with the radius of 8500m, the designed speed of the highway is 120km/h, and six lanes are arranged in two directions. The longitudinal slope of the north approach bridge is 1.570 percent of the upward slope, the longitudinal slope of the south approach bridge is 1.570 percent of the downward slope, the radius of a vertical curve at the bridge is 20000m, the road and bridge boundary filling height is about 6.5m, the bridge span is arranged to be a 10 multiplied by 25m combined box girder, a 130m steel pipe concrete tie bar arch, a 4 multiplied by 25m combined box girder and (2 multiplied by 20+18+14) cast-in-place continuous box girder and a 4 multiplied by 25m combined box girder, and the combined box girder is of a structure which is simply supported and then continuous. The total length of the bridge is 659.44m, the transverse double width arrangement is adopted, the full width of the bridge deck is 15.75m (single width) +4.5m (median strip) +15.75m (single width): 36m, and the single bridge is transversely arranged: the number of the bridge approach spans is large, and the bridge design level is high, the main bridge span is large, and the bridge approach span is large because 0.5m (guardrail) +15.25m (motor way) +1m (guardrail) is 16.75 m. The water surface width at the bridge position is 60m, and the traffic clear height is 5 m. The main pier (namely the main bridge pier) has a rectangular cross section, the cross section of the outer pier column is 3.6 multiplied by 2.4m, the cross section of the inner pier column is 3.6 multiplied by 4.6m, the pile foundation of the bored pile group is adopted, the diameter of the pile is phi 1.8m, the bottom of the pile enters strongly weathered rock, and the height of the cushion cap is 3 m; the approach bridge adopts a column type bridge pier, a pile foundation is cast in a drilled hole, the diameter of the bridge pier is phi 1.3m, and the diameter of the pile is phi 1.5 m; the abutment is a rib plate type abutment, a bored pile foundation is drilled, and the diameter of the pile is phi 1.2 m. The arch rib of the south river grand bridge adopts a dumbbell type steel pipe concrete structure, and the cross beam and the tie beam are both in a prestressed concrete structure. The bridge approach pier further comprises two single-column piers, each single-column pier adopts a single-column with the diameter of phi 1.8m, the pile group foundation is based on piles with the diameter of phi 1.2 m. The main bridge of the south river grand bridge is a steel pipe concrete tied arch bridge (also called a steel pipe concrete tied arch bridge) with the length of 130m, and the approach bridge is in a prestressed combined box girder and cast-in-place concrete box girder structure, so that the approach bridge is a concrete box girder. The clear width of the great bridge of the south river is 60m, and the clear width of a three-level channel is met; but the net height is 5m, which can not meet the requirement of three-level channel, and needs to be adjusted to 7 m. Therefore, the old bridge needs to be lifted, the old bridge is jacked and transformed, and the lifting height of the transformed bridge is 2.161 m. Because the whole jacking of bridge is raised, in order to reduce abutment fill height and coordinate with the periphery, the approach bridges on both sides need to be correspondingly prolonged, this north approach bridge increases the combination box girder that 4 holes span is 25 meters, south approach bridge increases the combination box girder that 6 holes span is 25 meters, owing to increase the bridge span, the abutment needs to be reformed transform into the pier.
Through careful comparison and selection in the aspects of safety and technology, when the south river grand bridge is jacked, a main bridge and two approach bridges of the south river grand bridge are jacked respectively. When the approach bridge is jacked, the following construction problems exist: firstly, the bridge approach has more spans and large jacking weight, risk points are scattered, and the whole jacking construction process is not easy to control; secondly, in the jacking process, the upper structure of the bridge is in a suspended state, so that great potential safety hazards exist, and effective measures must be taken to solve the risks so as to ensure the safety of the bridge and constructors; and thirdly, the jacking height is higher, the jacking height reaches 2.16m, more temporary cushion blocks and jacking circulation are needed, higher requirements are provided for the overall stability of the supporting structure, and the firmness, reliability and instability prevention of the longitudinal and transverse supporting system must be ensured.
From the above, when the large-span steel pipe concrete tied arch bridge across the canal is subjected to jacking construction, the process is complex, the difficulty is high, the safety risk is high, the jacking height is more than 2m, the construction period is short, the task is heavy, at present, successful experience reference is not available, and the technical data available for reference are few.
SUMMERY OF THE UTILITY MODEL
The technical problem to be solved by the utility model is to provide a large-span tie-arch bridge approach bridge jacking system aiming at the defects in the prior art, the structural design is reasonable, the construction is simple and convenient, the use effect is good, an approach bridge girder jacking device which is symmetrically arranged in the left and right directions is adopted to vertically jack a main girder of an approach bridge to be jacked, the approach bridge girder jacking device adopts the vertical jacking device to be matched with an auxiliary supporting structure for jacking, the auxiliary supporting structure is used for jacking the main girder of the approach bridge to be jacked actively while stably supporting the main girder of the approach bridge to be jacked, the vertical jacking device and a jack in the auxiliary supporting structure are arranged in an inverted mode, the jack does not need to be moved when a temporary supporting piece is supported below the jack after jacking is completed each time, the labor and the time are saved, and the position of the jack can; meanwhile, the adopted temporary support structure is high in support strength, good in bearing effect, good in support stability, stable and reliable in structure, and stable and reliable in the process of jacking the approach main beam.
In order to solve the technical problem, the utility model discloses a technical scheme is: the utility model provides a long-span tied arch bridge approach bridge jacking system which characterized in that: the bridge approach main beam jacking device comprises a bridge approach main beam jacking device and a bridge approach main beam jacking device, wherein the bridge approach main beam jacking device is symmetrically arranged on the left side and the right side and is used for vertically jacking a bridge approach main beam to be jacked, and the bridge approach main beam to be jacked is a bridge approach main beam of a large-span tied arch bridge; the main girder to be jacked is horizontally arranged and comprises a left longitudinal main girder and a right longitudinal main girder which are symmetrically arranged, and the two longitudinal main girders are arranged along the longitudinal bridge direction; each approach bridge girder jacking device is supported under one longitudinal girder and comprises a bridge abutment side hydraulic jacking device and a bridge pier side hydraulic jacking device, the structures of the bridge abutment side hydraulic jacking device and the bridge pier side hydraulic jacking device are the same, and the bridge abutment side hydraulic jacking device and the bridge pier side hydraulic jacking device are both approach bridge end jacking devices;
the main girder of the approach bridge to be jacked is supported on a lower structure of the approach bridge, the lower structure of the approach bridge comprises two lower support structures of the approach bridge which are symmetrically arranged at the left and the right, and each longitudinal main girder is supported on one lower support structure of the approach bridge; each approach bridge lower supporting structure comprises a bridge abutment and a vertical bridge pier; one end of the longitudinal main beam is a to-be-connected end supported on the bridge abutment, and the other end of the longitudinal main beam is a connecting end supported on the vertical bridge pier;
each bridge abutment is provided with a bridge abutment side hydraulic jacking device for vertically jacking the longitudinal main beam, and each vertical bridge abutment is provided with a bridge abutment side hydraulic jacking device for vertically jacking the longitudinal main beam; each bridge pier side hydraulic jacking device is supported below the end to be connected of one longitudinal main beam, and each bridge pier side hydraulic jacking device is supported below the connecting end of one longitudinal main beam;
each abutment side hydraulic jacking device is supported on an abutment foundation of one abutment, each pier side hydraulic jacking device is supported on a pier foundation of one vertical pier or a horizontal concrete foundation, and the horizontal concrete foundation is positioned on one side of the pier foundation and is integrally cast with the pier foundation; the bridge abutment foundation and the bridge pier foundation are both reinforced concrete foundations which are horizontally arranged; the abutment foundation, the pier foundation and the horizontal concrete foundation are all reaction foundations;
each approach bridge end jacking device comprises a transverse distribution beam supported at the bottom of the longitudinal main beam, a plurality of vertical jacking devices arranged from left to right along the transverse bridge direction and a plurality of auxiliary support structures arranged from left to right along the transverse bridge direction, the vertical jacking devices and the auxiliary support structures are arranged in the vertical direction and are the same in quantity, the vertical jacking devices and the auxiliary support structures are supported right below the transverse distribution beam, and the transverse distribution beam is arranged along the transverse bridge direction and is arranged in parallel with the bottom surface of the supported longitudinal main beam; a plurality of vertical jacking devices and a plurality of auxiliary supporting structures in each approach bridge end jacking device are uniformly distributed on the same cross section of a main beam of an approach bridge to be jacked, and the vertical jacking devices and the auxiliary supporting structures in each approach bridge end jacking device are arranged in a staggered manner;
the vertical jacking device comprises a vertical jack and a vertical supporting mechanism arranged right below the vertical jack, the auxiliary supporting structure comprises a follow-up jack and a vertical supporting structure arranged right below the follow-up jack, and the vertical supporting mechanism and the vertical supporting structure are temporary supporting structures; the vertical jack and the follow-up jack are both inverted jacks which are vertically arranged, and each inverted jack is a hydraulic jack with an upward base and a downward rigid jacking piece; the base of each inverted jack is horizontally fixed at the bottom of the transverse distribution beam positioned right above the inverted jack, and the rigid jacking piece of each inverted jack is supported on the temporary support structure positioned right below the rigid jacking piece; each temporary supporting structure is supported on the counter-force foundation below the temporary supporting structure, each temporary supporting structure is formed by splicing a plurality of temporary supporting pieces arranged from bottom to top, the structures of the temporary supporting pieces are the same, and the temporary supporting pieces are all steel pipe supporting structures arranged horizontally;
the steel pipe supporting structures are cylindrical, and all the steel pipe supporting structures in the temporary supporting structures have the same diameter and are coaxially arranged; each steel pipe supporting structure comprises a vertical supporting steel pipe, an upper connecting ring and a lower connecting ring, wherein the upper connecting ring is coaxially fixed at the upper part of the vertical supporting steel pipe, the lower connecting ring is coaxially fixed at the bottom of the vertical supporting steel pipe, the upper connecting ring and the lower connecting ring are both horizontal circular steel plates and are both fixed on the outer side wall of the vertical supporting steel pipe, and the structures and the sizes of the upper connecting ring and the lower connecting ring are the same; the upper surface of the upper connecting ring is flush with the upper surface of the vertical supporting steel pipe, and the bottom surface of the lower connecting ring is flush with the bottom surface of the vertical supporting steel pipe; the upper connecting ring and the lower connecting ring are both provided with a plurality of bolt mounting holes which are uniformly distributed along the circumferential direction;
the temporary support structure comprises a steel pipe support combination, wherein two steel pipe support structures which are adjacent up and down in the temporary support structure form the steel pipe support combination, the steel pipe support structure which is positioned above the steel pipe support combination is an upper steel pipe support structure, the steel pipe support structure which is positioned below the steel pipe support combination is a lower steel pipe support structure, a lower connecting ring of the upper steel pipe support structure and an upper connecting ring of the lower steel pipe support structure in the steel pipe support combination are fixedly connected into a whole through a plurality of connecting bolts, and the lower connecting ring and the upper connecting ring which are fixedly connected into a whole through the plurality of connecting bolts form a reinforcing ring; the connecting bolts are vertically arranged, and each connecting bolt is arranged in two bolt mounting holes which are communicated up and down in the reinforcing ring.
The bridge approach jacking system of the large-span tied arch bridge is characterized in that: each approach bridge main beam jacking device further comprises a plurality of jack deviation rectifying mechanisms for adjusting the positions of the inverted jacks; the number of the jack deviation rectifying mechanisms in each approach main beam jacking device is the same as that of the inverted jacks in the approach main beam jacking device, and each inverted jack in each approach main beam jacking device is provided with one jack deviation rectifying mechanism;
the jack deviation rectifying mechanism comprises a horizontal deviation rectifying mechanism for horizontally adjusting the position of the adjusted inverted jack, the horizontal deviation rectifying mechanism comprises a plurality of horizontal adjusting pieces, a lower fixing plate for mounting a base of the adjusted inverted jack and an upper fixing plate positioned above the lower fixing plate, and the plurality of horizontal adjusting pieces are identical in structure and are distributed on the outer side of the periphery of the adjusted inverted jack along the circumferential direction; the base of the adjusted inverted jack is horizontally fixed at the bottom of a lower fixed plate, the lower fixed plate is fixed above the base of the adjusted inverted jack, and the lower fixed plate is a straight steel plate and is arranged in parallel with the base of the adjusted inverted jack; the upper fixing plate is a straight steel plate;
each horizontal adjusting piece comprises a bolt rod which is vertically arranged, a limiting nut which is coaxially arranged on the bolt rod and an upper sliding piece which is coaxially arranged at the top of the bolt rod, the bolt rod is a straight rod, the limiting nut is positioned below the upper sliding piece, and the limiting nut and the bolt rod are connected in a threaded mode;
the upper fixing plate is provided with a plurality of transverse sliding grooves for the transverse sliding of the upper sliding part and a plurality of transverse insertion holes for the transverse movement of the bolt rod, the transverse sliding grooves are straight grooves and are arranged in parallel with the upper fixing plate, and the upper sliding part and the upper fixing plate are arranged in parallel; the number of the transverse sliding grooves is the same as that of the upper sliding pieces, the transverse sliding grooves are arranged in parallel and are arranged along the transverse bridge direction of the constructed bridge, and the structures and the sizes of the transverse sliding grooves are the same; the number of the transverse jacks is the same as that of the transverse sliding grooves, the plurality of transverse jacks are all elongated holes and have the same structure and size, and the plurality of transverse jacks and the transverse sliding grooves are arranged in parallel; the length of the transverse insertion hole is the same as that of the transverse sliding groove, and the width of the transverse insertion hole is larger than that of the transverse sliding groove; each transverse jack is positioned right below one transverse sliding groove and communicated with the transverse sliding groove positioned right above the transverse jack;
the lower fixing plate is provided with a plurality of longitudinal jacks for the bolt rod to longitudinally move, the longitudinal jacks are all strip-shaped holes and have the same structure and size, and the longitudinal jacks are all arranged in parallel and are all arranged perpendicular to the transverse jacks; the number of the longitudinal jacks is the same as that of the transverse jacks, each longitudinal jack is positioned below one transverse jack, and each longitudinal jack and the transverse jack positioned below the longitudinal jack form a cross-shaped adjusting hole; the cross-shaped adjusting hole is characterized in that a region where a longitudinal insertion hole and a transverse insertion hole intersect in each cross-shaped adjusting hole is a bolt mounting hole for mounting one bolt rod, and each bolt rod is mounted in one bolt mounting hole;
the upper fixing plate and the lower fixing plate in the jack deviation rectifying mechanism form a horizontal adjusting platform, each upper sliding part is uniformly distributed in one transverse sliding groove, each limit nut is supported at the bottom of the lower fixing plate, and each bolt rod is fixedly fastened on the horizontal adjusting platform through the upper sliding part and the limit nut; the lower fixing plate is fixedly connected with the upper fixing plate through a plurality of horizontal adjusting pieces.
The bridge approach jacking system of the large-span tied arch bridge is characterized in that: the jack deviation rectifying mechanism further comprises a vertical deviation rectifying mechanism for adjusting the position of the inverted jack to be adjusted on the vertical surface, the vertical deviation rectifying mechanism comprises a wedge-shaped steel plate which is cushioned between an upper fixing plate and a lower fixing plate, and the vertical deviation rectifying mechanism is tightly clamped between the upper fixing plate and the lower fixing plate.
The bridge approach jacking system of the large-span tied arch bridge is characterized in that: the steel pipe supporting structure positioned at the bottom in the temporary supporting structure is a bottom steel pipe supporting structure, a lower connecting ring of the bottom steel pipe supporting structure is a bottom supporting ring, the bottom supporting ring is fixed on the counter-force base through a plurality of lower anchor bolts, and the lower anchor bolts are vertically arranged; the bolt mounting holes on the bottom support ring are bottom mounting holes, and each lower anchor bolt is mounted in one of the bottom mounting holes.
The bridge approach jacking system of the large-span tied arch bridge is characterized in that: the approach bridge lower supporting structure further comprises a plurality of column type piers which are all located between the abutment and the vertical piers, the column type piers are arranged from front to back along the longitudinal bridge direction, the column type piers are all arranged in the vertical direction and are all supported under one longitudinal main beam;
the structure of each column type pier is the same, each column type pier comprises two vertical pier columns which are symmetrically arranged on the left and right sides and an upper cover beam which is supported above the two vertical pier columns, the vertical pier columns are reinforced concrete columns, the upper cover beam is a concrete cover beam which is arranged along the transverse bridge direction, and the two vertical pier columns are fixedly connected into a whole through the upper cover beam;
the approach bridge girder jacking device also comprises a plurality of column pier hydraulic jacking devices, the number of the column pier hydraulic jacking devices is the same as that of column piers in a support structure at the lower part of the approach bridge, and each column pier is provided with one column pier hydraulic jacking device;
a bridge abutment side hydraulic jacking device, a pier side hydraulic jacking device and a plurality of column type pier hydraulic jacking devices in each approach girder jacking device are uniformly distributed on the same vertical surface, the structures of the column type pier hydraulic jacking devices are the same, and each column type pier hydraulic jacking device is positioned under one longitudinal girder;
each column pier is provided with a lower column embracing beam and an upper column embracing beam, and the upper column embracing beam is positioned right above the lower column embracing beam; the lower column embracing beam and the upper column embracing beam are both horizontal column embracing beams, the horizontal column embracing beams are reinforced concrete beams fixed on the two vertical piers, and the horizontal column embracing beams are rectangular and are sleeved on the two vertical piers; each column pier hydraulic jacking device is supported between one lower column embracing beam and an upper column embracing beam positioned right above the lower column embracing beam, and the lower column embracing beam is the counter-force foundation;
each column pier hydraulic jacking device comprises a vertical hydraulic jacking mechanism supported between a lower column embracing beam and an upper column embracing beam, and the vertical hydraulic jacking mechanism comprises a vertical jacking device and an auxiliary support structure; the base of each inverted jack in the hydraulic jacking device of the column pier is horizontally fixed at the bottom of the upper column-embracing beam, and a rigid jacking piece of each inverted jack is supported on the temporary support structure positioned right below the rigid jacking piece; and each temporary supporting structure in the column pier hydraulic jacking device is supported on the lower column-embracing beam.
The bridge approach jacking system of the large-span tied arch bridge is characterized in that: the number of the vertical hydraulic jacking mechanisms in each column type pier hydraulic jacking device is two, and the two groups of vertical hydraulic jacking mechanisms are symmetrically supported above the left side and the right side of the lower column embracing beam; each group of vertical hydraulic jacking mechanisms comprises two vertical hydraulic jacking mechanisms symmetrically arranged on the front side and the rear side of one vertical pier stud;
every vertical hydraulic jacking mechanism all includes two vertical jacking devices and one supports in two auxiliary stay structure between the vertical jacking device, every two among the vertical hydraulic jacking mechanism vertical jacking device symmetry is laid on auxiliary stay structure's the left and right sides and three equipartition are located treat on the same cross section of jacking approach bridge girder.
The bridge approach jacking system of the large-span tied arch bridge is characterized in that: each column type pier is provided with a jacking limiting device;
the length of the lower column embracing beam is the same as that of the upper column embracing beam, and the width of the lower column embracing beam is larger than that of the upper column embracing beam;
each jacking limiting device comprises two jacking limiting mechanisms which are symmetrical above the left end and the right end of the lower column-embracing beam, and each jacking limiting mechanism comprises two jacking limiting columns which are symmetrical at the front end and the rear end of the lower column-embracing beam; the jacking limiting column is a vertical upright column, and the vertical upright column is a steel upright column formed by splicing a plurality of straight rod pieces; the number of the jacking limiting columns in the jacking limiting device is four, and the four jacking limiting columns are respectively fixed on four top angles of the lower column-holding beam;
the upper holding column beam is clamped between two jacking limiting columns in the jacking limiting mechanisms.
The bridge approach jacking system of the large-span tied arch bridge is characterized in that: the approach bridge lower part supporting structure further comprises a plurality of single-column piers which are arranged between the abutment and the vertical bridge pier from front to back along the longitudinal bridge direction, and the plurality of single-column piers are arranged in the vertical direction and are supported under one longitudinal main beam;
the bridge approach main beam jacking device also comprises a plurality of single-column pier hydraulic jacking devices, the number of the single-column pier hydraulic jacking devices is the same as that of the single-column piers in the bridge approach lower part supporting structure, and each single-column pier is provided with one single-column pier hydraulic jacking device;
all the column type piers in the support structure at the lower part of each approach bridge are divided into a front group and a rear group, and each group of column type piers comprises a plurality of column type piers which are arranged from front to back along the longitudinal bridge direction; a plurality of single-column piers in each approach bridge lower supporting structure are located between two groups of column type piers, and a plurality of single-column piers and two groups of column type piers in each approach bridge lower supporting structure are uniformly distributed on the same vertical surface;
each single-column pier comprises a vertical pier column, and the vertical pier column is positioned right below one longitudinal main beam;
each single-column pier is provided with a pier body column-holding beam, the pier body column-holding beam is a reinforced concrete beam which is fixed on the vertical pier column and horizontally arranged, and the pier body column-holding beam is square and is sleeved on the vertical pier column; each single-column pier hydraulic jacking device is supported on one pier body column holding beam, and the pier body column holding beam is the counter-force foundation;
each single-column pier hydraulic jacking device comprises a plurality of groups of pier body jacking mechanisms which are arranged on the same vertical surface from front to back along the longitudinal bridge direction, the structures of the plurality of groups of pier body jacking mechanisms are the same, and the plurality of groups of pier body jacking mechanisms are all positioned under one longitudinal main beam; each set of pier body jacking mechanisms comprises two vertical jacking devices symmetrically distributed on the left side and the right side of a vertical pier stud and two auxiliary supporting structures symmetrically distributed on the left side and the right side of the vertical pier stud, the two auxiliary supporting structures in each set of pier body jacking mechanisms are located between the two vertical jacking devices, and the two auxiliary supporting structures and the two vertical jacking devices in each set of pier body jacking mechanisms are located on the same cross section of a main girder of the approach bridge to be jacked;
the base of each inverted jack in the single-pier hydraulic jacking device is horizontally supported at the bottom of a main beam of the approach bridge to be jacked, and a rigid jacking piece of each inverted jack is supported on the temporary support structure positioned right below the rigid jacking piece; and each temporary supporting structure in the single-pier hydraulic jacking device is supported on the pier body column-embracing beam.
Compared with the prior art, the utility model has the following advantage:
1. simple structure, reasonable in design and input construction cost are lower.
2. The jacks adopted in the vertical jacking device and the auxiliary supporting structure are inverted and fixed at the bottom of the upper structure of the bridge to be jacked, the jacks do not need to be moved when the temporary supporting pieces are supported below the jacks after jacking is completed every time, labor and time are saved, and the position of the jacks can be ensured to be fixed. And moreover, construction errors caused by frequent dismounting and mounting of the jack can be avoided, the construction difficulty can be effectively reduced, and the construction period can be shortened.
3. The adopted temporary support piece is simple in structure, reasonable in design and low in investment cost, and the temporary support piece is processed in a processing plant in advance, so that the processing is simple and convenient, and the processing quality is easy to guarantee.
4. The adopted temporary supporting pieces are high in supporting strength and good in bearing effect, and the plurality of temporary supporting pieces are cylindrical and have the same outer diameters, so that the temporary supporting pieces are simply and conveniently installed on site, do not need to be aligned and installed, and only need to be coaxially fixed into a whole.
5. The temporary supporting structure consisting of the temporary supporting pieces in the vertical jacking device and the auxiliary supporting structure is stable and reliable, the using effect is good, the practical value is high, the temporary supporting pieces are fastened and connected into a whole, the integrity and firmness of the temporary supporting structure can be effectively ensured, the supporting strength can be effectively improved, the bearing requirement after the jacking of the upper part structure of the bridge is met, and the bearing problems that the jacking risk of the jack is high, the firm supporting difficulty is large and the like due to the huge weight of the upper part structure of the bridge after jacking when the jack is jacked in the jacking process can be effectively solved; simultaneously, the temporary supporting structure is fastened and fixed on the counter-force basis, and the jacking effect can be effectively ensured.
6. The power of biography that adopts in vertical jacking device and the auxiliary stay structure holds in the palm simple structure, reasonable in design and excellent in use effect, in the actual jacking process, it can be corresponding rotatory with vertical jack to pass power top support, thereby can finely tune the contained angle between vertical jack and the horizontal plane, make vertical jack be in vertical to the state all the time, thereby can fully guarantee the atress of vertical jack in vertical side, can effectively correct the weak tilting force of vertical jack production in the jacking process, the factor of safety of the whole jacking in-process of bridge has been increased.
7. The vertical jacking device is simple in structure, reasonable in design and good in using effect, the vertical jack is inverted and fixed at the bottom of the upper structure of the bridge to be jacked, the jack does not need to be moved when the temporary support is supported below the jack after jacking is completed each time, labor and time are saved, and the position of the jack can be ensured to be fixed; adopt a plurality of fastening connection temporary support piece as an organic whole to constitute interim bearing structure simultaneously, not only support intensity is big, and the bearing is effectual to support stability is good, stable in structure, reliable. And the temporary supporting structure is simple and convenient to remove, the temporary supporting pieces do not need to be removed one by one during actual removal, the temporary supporting structure is integrally removed, and the construction period can be effectively shortened.
8. The auxiliary supporting structure who adopts is good in use effect and use value is high, adopts follow-up jack to treat that jacking bridge superstructure carries out initiative jacking, and the support clearance that exists when preventing to auxiliary supporting structure carries out load transfer arouses treats that jacking bridge superstructure atress is uneven the problem emergence, and jacking process is safe, reliable to can avoid treating that jacking bridge superstructure takes place horizontal side and moves. Meanwhile, the temporary supporting structure is easy and convenient to remove, the temporary supporting pieces do not need to be removed one by one during actual removal, the temporary supporting structure is integrally removed, and the construction period can be effectively shortened.
9. The approach bridge girder end jacking device for laying the approach bridge girder section is reasonable in design, simple and convenient to install and lay and good in using effect, all the vertical jacking devices and the auxiliary supporting structures are laid on the same cross section of the approach bridge girder along the transverse bridge direction, stress of all parts of the longitudinal girder in the jacking process can be guaranteed to be even, and meanwhile the stable jacking requirement of the longitudinal girder can be met. The counterforce foundation of the approach bridge end jacking device is an abutment foundation or a pier foundation, the support is stable and reliable, and the vertical jacking device and the auxiliary support structure are simple and convenient to install.
10. All set up a column buttress hydraulic pressure jacking device on every column buttress, ensure that a hydraulic pressure jacking device is established to the equipartition on every lower part bearing structure of approach bridge girder to carry out steady, safe jacking to the approach bridge girder. Vertical jacking device and supplementary bearing structure lay the position rationally among the vertical hydraulic jacking mechanism among the column buttress hydraulic jacking device, a vertical hydraulic jacking mechanism is constituteed with a supplementary bearing structure to two vertical jacking devices, supplementary bearing structure both sides are laid to two vertical jacking device symmetries, vertical hydraulic jacking mechanism not only takes up an area of the space for a short time, the dismouting is simple and convenient, and two synchronous jacking of vertical jacking device can satisfy the steady of the bearing position of locating, reliable bearing demand, and the supplementary bearing structure who is located between two vertical jacking devices can satisfy the supplementary bearing demand and can carry out initiative jacking, ensure jack underpinning process safety, it is reliable. And the vertical hydraulic jacking mechanism is supported between the lower column embracing beam and the upper column embracing beam which are arranged on the vertical pier stud, so that the problem that the hydraulic jacking device is arranged on the pier without the cover beam on the upper part can be effectively solved, and the jacking requirement of the upper structure of the bridge can be met. Simultaneously, the quantity of vertical hydraulic jacking mechanism and the position homoenergetic of laying of each vertical hydraulic jacking mechanism can carry out simple and convenient adjustment, and a plurality of vertical hydraulic jacking mechanism synchronization action can ensure that the jacking process is simple and convenient, go on fast simultaneously to can ensure jacking construction quality, practice thrift construction period.
11. Set up single pier hydraulic pressure jacking device on the single pier, reasonable in design, the installation is laid portably and excellent in use effect, only need set up a pier body on the single pier and embrace the capital beam and carry out steady support to vertical jacking device and auxiliary stay structure can.
12. The system has reasonable integral design, simple and convenient construction and good use effect, the approach bridge girder jacking devices which are symmetrically arranged at the left and the right are adopted to vertically jack the approach bridge girder to be jacked, the vertical jacking devices are adopted in the approach bridge girder jacking devices to be jacked in a matching way with the auxiliary supporting structures, the auxiliary supporting structures are used for jacking the approach bridge girder to be jacked actively while stably supporting the approach bridge girder to be jacked, the vertical jacking devices and jacks in the auxiliary supporting structures are arranged in an inverted way, and the jacks are not required to be moved when the temporary supporting pieces are supported below the jacks after jacking is completed each time, so that the labor and the time are saved, and the position of the jacks can be ensured to be fixed; meanwhile, the adopted temporary support structure is high in support strength, good in bearing effect, good in support stability, stable and reliable in structure, and stable and reliable in the process of jacking the approach main beam.
13. The construction method is simple, the design is reasonable, the construction process is easy to control, the construction effect is good, the large-span approach bridge can be integrally jacked, and the jacking process is safe and reliable.
The technical solution of the present invention is further described in detail by the accompanying drawings and examples.
Drawings
Fig. 1 is the utility model discloses treat the construction state schematic diagram after jacking approach bridge girder jacking targets in place.
Fig. 2 is the schematic plane layout position diagram of the abutment side hydraulic jacking device of the present invention.
Fig. 3 is a schematic view of the vertical structure of the hydraulic jacking device on the abutment side of the present invention.
Fig. 4 is the utility model discloses the position schematic diagram is laid to pier side hydraulic jacking device's plane.
Fig. 5 is the elevation structure schematic diagram of the pier side hydraulic jacking device of the utility model.
Fig. 6 is the cross bridge of the hydraulic jacking device for column pier of the present invention is in a jacking state.
Fig. 7 is the longitudinal bridge of the hydraulic jacking device for column pier of the present invention is in a jacking state.
Fig. 8 is the plan position schematic diagram of the vertical hydraulic jacking mechanism on the lower column-holding beam.
Fig. 9 is the schematic diagram of the horizontal bridge jacking state after the hydraulic jacking device for column piers jacks in place.
Fig. 10 is a schematic structural diagram of the vertical jacking device of the present invention.
Fig. 11 is a schematic structural view of the auxiliary supporting structure of the present invention.
Fig. 12 is the position schematic diagram is laid on the plane of single pier hydraulic jacking device of the utility model.
Fig. 13 is the elevation structure schematic diagram of the single-column pier hydraulic jacking device of the utility model.
Fig. 14 is a reference diagram of the use state of the jack deviation correcting device installed on the vertical jack at the bottom of the upper embracing column beam.
Fig. 15 is a schematic structural view of the upper fixing plate of the present invention.
Fig. 16 is a schematic structural view of the lower fixing plate of the present invention.
Fig. 17 is a schematic view of the upper structure of the horizontal deviation rectifying mechanism of the present invention.
Fig. 18 is a schematic bottom structure diagram of the horizontal deviation rectifying mechanism of the present invention.
Fig. 19 is a flow chart of a construction method in the case of lifting an approach bridge according to the present invention.
Fig. 20 is the structure schematic diagram of the utility model discloses connect the pier stud construction on the column pier and accomplish the back. Description of reference numerals:
1-a main girder of the approach bridge to be jacked; 1-longitudinal main beam; 2-a vertical jack;
3-a steel pipe support structure; 3-1-vertically supporting the steel pipe; 3-2-upper connecting ring;
3-lower connecting ring; 4-connecting bolts; 6, force transmission jacking;
6-1-lower support seat; 6-11-connecting seat; 6-12-upper fixed ring;
6-2-upper hinged seat; 6-3-upper hinge joint; 7-vertical supporting seats;
10-lower anchor bolt; 11-a vertical jacking device;
12-an auxiliary support structure; 13-vertical piers; 14-lower embracing column beam;
15, upper embracing of a column beam; 16-a follow-up jack; 17-jacking a limit column;
18-abutment; 18-1-a rib; 18-2-a roof capping beam;
18-3-steel-concrete bridge abutment foundation; 18-4-newly adding a foundation to the bridge abutment; 18-5-adding a rib plate;
18-6-newly adding a capping beam; 19-abutment side hydraulic jacking device;
20-pier side hydraulic jacking device; 21-horizontal concrete foundation;
22-transverse distribution beam; 23-column pier; 24-upper capping beam;
25-column pier hydraulic jacking device; 26-vertical drilled piles;
27-single column pier; 27-1-vertical pier stud; 27-2-steel reinforced concrete foundation;
28-single column pier hydraulic jacking device;
29-the pier body embraces the pillar beam; 30, newly building a main beam; 31-vertical support piers;
32-a horizontal adjustment member; 32-1-bolt shank; 32-2-a limit nut;
32-3 — an upper glide; 33, an upper fixing plate; 33-1-transverse sliding groove;
33-2-transverse insertion hole; 34-a lower fixing plate; 34-1-longitudinal insertion hole;
35-wedge shaped steel plate; 36-bar foundation; 37-vertical buttress;
37-1-vertical supporting pier stud; 37-2-pier top capping beam; 37-3-steel reinforced concrete bridge pier foundation;
38-transverse support beam; 39-connecting the pier stud.
Detailed Description
As shown in fig. 1, the utility model comprises two approach bridge girder jacking devices which are symmetrically arranged at the left and right and vertically jack an approach bridge girder 1 to be jacked; the main girder 1 of the approach bridge to be jacked is an approach bridge main girder of a large-span bowstring arch bridge; the main girder 1 to be jacked is horizontally arranged and comprises a left longitudinal main girder 1 and a right longitudinal main girder 1 which are symmetrically arranged, and the two longitudinal main girders 1-1 are arranged along the longitudinal bridge direction; each approach bridge girder jacking device is supported under one longitudinal girder 1-1 and comprises a bridge abutment side hydraulic jacking device 19 and a bridge pier side hydraulic jacking device 20 which is symmetrically arranged with the bridge abutment side hydraulic jacking device 19, the bridge abutment side hydraulic jacking device 19 and the bridge pier side hydraulic jacking device 20 have the same structure, and both the bridge abutment side hydraulic jacking device and the bridge pier side hydraulic jacking device 20 are approach bridge end jacking devices;
the main girder 1 to be jacked is supported on a lower approach bridge structure, the lower approach bridge structure comprises a left approach bridge lower supporting structure and a right approach bridge lower supporting structure which are symmetrically arranged, and each longitudinal main girder 1-1 is supported on one lower approach bridge supporting structure; each approach bridge lower supporting structure comprises an abutment 18 and a vertical pier; one end of the longitudinal main beam 1-1 is a to-be-connected end supported on the bridge abutment 18, and the other end of the longitudinal main beam 1-1 is a connecting end supported on the vertical bridge pier;
each abutment 18 is provided with an abutment side hydraulic jacking device 19 for vertically jacking the longitudinal main beam 1-1, and each vertical pier is provided with a pier side hydraulic jacking device 20 for vertically jacking the longitudinal main beam 1-1; each bridge abutment side hydraulic jacking device 19 is supported below the end to be connected of one longitudinal main beam 1-1, and each bridge abutment side hydraulic jacking device 20 is supported below the connecting end of one longitudinal main beam 1-1;
as shown in fig. 2 and 3, each of the abutment-side hydraulic jacking devices 19 is supported on an abutment foundation of one of the abutments 18, each of the pier-side hydraulic jacking devices 20 is supported on a pier foundation of one of the vertical piers or is supported on a horizontal concrete foundation 21, and the horizontal concrete foundation 21 is located on one side of the pier foundation and is integrally cast with the pier foundation; the bridge abutment foundation and the bridge pier foundation are both reinforced concrete foundations which are horizontally arranged; the abutment foundation, the pier foundation and the horizontal concrete foundation 21 are all reaction foundations;
as shown in fig. 4 and 5, each approach bridge end jacking device includes a transverse distribution beam 22 supported at the bottom of the longitudinal main beam 1-1, a plurality of vertical jacking devices 11 arranged from left to right along the transverse bridge, and a plurality of auxiliary support structures 12 arranged from left to right along the transverse bridge, the vertical jacking devices 11 and the auxiliary support structures 12 are arranged vertically and have the same number, the vertical jacking devices 11 and the auxiliary support structures 12 are both supported right below the transverse distribution beam 22, and the transverse distribution beam 22 is arranged along the transverse bridge and is arranged in parallel with the bottom surface of the supported longitudinal main beam 1-1; a plurality of vertical jacking devices 11 and a plurality of auxiliary supporting structures 12 in each approach bridge end jacking device are uniformly distributed on the same cross section of a main beam 1 of an approach bridge to be jacked, and the vertical jacking devices 11 and the auxiliary supporting structures 12 in each approach bridge end jacking device are arranged in a staggered manner;
as shown in fig. 10 and 11, the vertical jacking device 11 includes a vertical jack 2 and a vertical supporting mechanism disposed under the vertical jack 2, the auxiliary supporting structure 12 includes a follow-up jack 16 and a vertical supporting structure disposed under the follow-up jack 16, and both the vertical supporting mechanism and the vertical supporting structure are temporary supporting structures; the vertical jack 2 and the follow-up jack 16 are both inverted jacks which are vertically arranged, and the inverted jacks are hydraulic jacks with upward bases and downward rigid jacking pieces; the base of each inverted jack is horizontally fixed at the bottom of the transverse distribution beam 22 positioned right above the inverted jack, and the rigid jacking piece of each inverted jack is supported on the temporary support structure positioned right below the rigid jacking piece; each temporary supporting structure is supported on the counter-force foundation below the temporary supporting structure, each temporary supporting structure is formed by splicing a plurality of temporary supporting pieces arranged from bottom to top, the structures of the temporary supporting pieces are the same, and the temporary supporting pieces are all steel pipe supporting structures 3 arranged horizontally;
the steel pipe supporting structures 3 are cylindrical, and all the steel pipe supporting structures 3 in the temporary supporting structure have the same diameter and are coaxially arranged; each steel pipe supporting structure 3 comprises a vertical supporting steel pipe 3-1, an upper connecting ring 3-2 coaxially fixed at the upper part of the vertical supporting steel pipe 3-1 and a lower connecting ring 3-3 coaxially fixed at the bottom of the vertical supporting steel pipe 3-1, the upper connecting ring 3-2 and the lower connecting ring 3-3 are horizontal circular steel plates and are both fixed on the outer side wall of the vertical supporting steel pipe 3-1, and the structures and the sizes of the upper connecting ring 3-2 and the lower connecting ring 3-3 are the same; the upper surface of the upper connecting ring 3-2 is flush with the upper surface of the vertical supporting steel pipe 3-1, and the bottom surface of the lower connecting ring 3-3 is flush with the bottom surface of the vertical supporting steel pipe 3-1; the upper connecting ring 3-2 and the lower connecting ring 3-3 are both provided with a plurality of bolt mounting holes which are uniformly distributed along the circumferential direction;
the temporary supporting structure is characterized in that two steel pipe supporting structures 3 which are adjacent up and down in the temporary supporting structure form a steel pipe supporting combination, the steel pipe supporting structure 3 which is positioned above in the steel pipe supporting combination is an upper steel pipe supporting structure, the steel pipe supporting structure 3 which is positioned below in the steel pipe supporting combination is a lower steel pipe supporting structure, a lower connecting ring 3-3 of the upper steel pipe supporting structure and an upper connecting ring 3-2 of the lower steel pipe supporting structure in the steel pipe supporting combination are fixedly connected into a whole through a plurality of connecting bolts 4, and the lower connecting ring 3-3 and the upper connecting ring 3-2 which are fixedly connected into a whole through the plurality of connecting bolts 4 form a reinforcing ring; the connecting bolts 4 are vertically arranged, and each connecting bolt 4 is arranged in two bolt mounting holes which are communicated up and down in the reinforcing ring.
In this embodiment, the jacking height of the main beam 1 to be jacked is greater than 2 m. The main girder 1 of the approach bridge to be jacked is an approach bridge main girder of the grand bridge of the south river.
In the embodiment, the diameter of the vertical support steel pipe 3-1 is phi 609mm or phi 500 mm; when the diameter of the vertical support steel pipe 3-1 is phi 609mm, the wall thickness of the vertical support steel pipe 3-1 is 16mm, and the outer diameters of the lower connecting ring 3-3 and the upper connecting ring 3-2 are phi 750 mm; when the diameter of the vertical support steel pipe 3-1 is phi 500mm, the wall thickness of the vertical support steel pipe 3-1 is 12mm, and the outer diameters of the lower connecting ring 3-3 and the upper connecting ring 3-2 are phi 600 mm.
When jacking is actually carried out, when the jacking height of the main girder 1 of the approach bridge to be jacked is within 2m, the diameter of a vertical support steel pipe 3-1 adopted in the temporary support structure is phi 500 mm; when the jacking height of the main girder 1 to be jacked up exceeds 2m, the diameter of the vertical support steel pipe 3-1 adopted in the temporary support structure is phi 609 mm.
The thickness of the steel pipe supporting structure 3 is 10cm, 20cm, 50cm, 100cm or 200cm, and when the steel pipe supporting structure is actually jacked, the steel pipe supporting structure 3 with the corresponding thickness can be replaced according to specific requirements.
During actual construction, the abutment side hydraulic jacking device 19 and the pier side hydraulic jacking device 20 are used for directly jacking the main beam 1 of the approach bridge to be jacked through the transverse distribution beam 22, so that the structure of the main beam 1 of the approach bridge to be jacked is not required to be changed, the reinforced concrete foundation is used as a counter-force platform, the transverse distribution beam 22 mounted at the bottom of the main beam 1 of the approach bridge to be jacked is used as a jacking stress point, construction is simple and convenient, and the jacking process is stable and reliable. The transverse distribution beam 22 bears directly on the weight of the upper beam body and transfers the forces to the inverted jack.
In this embodiment, as shown in fig. 2, the abutment 18 includes the abutment foundation, three rib plates 18-1 arranged on the abutment foundation from left to right along the transverse bridge direction, and a coping 18-2 horizontally supported on the three rib plates 18-1, where the rib plates 18-1 and the coping 18-2 are both of a reinforced concrete structure, and the three rib plates 18-1 are all arranged in the vertical direction and all arranged along the longitudinal bridge direction. The bridge abutment foundation is a reinforced concrete bridge abutment foundation 18-3 and is a bored pile foundation, the bored pile foundation comprises a horizontal bearing platform and a plurality of vertical bored cast-in-place piles supported below the horizontal bearing platform, and the horizontal bearing platform and the vertical bored cast-in-place piles are both of reinforced concrete structures. The abutment side hydraulic jacking device 19 is supported on a horizontal bearing platform in the abutment foundation.
In order to facilitate supporting and fix the bridge abutment, a bar-shaped foundation 36 for supporting the bridge abutment side hydraulic jacking device 19 is arranged on the bridge abutment foundation, the bar-shaped foundation 36 is arranged along the transverse bridge direction and is positioned under the transverse distribution beam 22 in the supported bridge abutment side hydraulic jacking device 19, and the bar-shaped foundation 36 is a horizontally arranged cube foundation and is supported on a horizontal bearing platform in the bridge abutment foundation. In this embodiment, the strip-shaped foundation 36 is divided into four foundation sections arranged on the same vertical plane by the three rib plates 18-1.
As shown in fig. 2, in this embodiment, each of the vertical piers includes a pier capping beam 37-2, a plurality of vertical supporting piers 37-1 for supporting the pier capping beam 37-2, and two pier foundations for supporting the vertical supporting piers 37-1, and the two pier foundations are arranged on the same cross section of the main girder 1 to be jacked; vertical supporting pier columns 37-1 are uniformly distributed on each pier foundation, and the steel-concrete pier foundation 37-3 is the drilling pile foundation. The vertical supporting pier stud 37-1 and the pier top cover beam 37-2 are both of reinforced concrete structures.
And two vertical piers in the approach bridge lower structure form a transition section pier, the pier top capping beams 37-2 of the two vertical piers are cast into a whole, and the two pier top capping beams form a horizontal capping beam 37. In this embodiment, the transition section pier includes four pier foundations, and four two of the pier foundations that are located the middle part pour as an organic whole.
Because the buried depth of the steel-concrete pier foundation 37-3 is deep and the steel-concrete pier foundation 37-3 is soaked by a person for a long time, when the pier side hydraulic jacking device 20 is supported on the steel-concrete pier foundation 37-3, not only the construction difficulty is high, but also more potential safety hazards exist, and the influence on the peripheral environment after the steel-concrete pier foundation 37-3 is excavated is large. Therefore, in the present embodiment, the pier-supporting hydraulic jack device 20 is supported by the horizontal concrete foundation 21, and the horizontal concrete foundation 21 is fastened and connected to the steel-concrete pier foundation 37-3, so that the pier-supporting hydraulic jack device 20 can be stably supported while reinforcing the steel-concrete pier foundation 37-3.
During actual construction, one horizontal concrete foundation 21 is constructed on each of the two steel-concrete pier foundations 37-3 of the vertical pier. In order to stably and reliably support and meet the support requirement of supporting the pier side hydraulic jacking device 20, a transverse supporting beam 38 which is arranged along the transverse bridge direction is constructed on the two horizontal concrete foundations 21, the transverse supporting beam 38 is a reinforced concrete beam which is horizontally arranged and is integrally poured with the two horizontal concrete foundations 21, and the transverse supporting beam 38 is positioned under the transverse distribution beam 22 in the supported pier side hydraulic jacking device 20.
In this embodiment, every all include 5 among the approach bridge end jacking device vertical jacking device 11 and 5 auxiliary support structure 12, therefore can satisfy and treat 1 both ends of jacking approach bridge girder and carry out the demand of firm jacking. And the hydraulic jacks with the maximum load bearing capacity of 200 tons are respectively arranged in the vertical jacking device 11 and the auxiliary supporting structure 12.
During actual construction, the number and the layout positions of the vertical jacking devices 11 and the auxiliary supporting structures 12 included in each approach bridge end jacking device can be respectively and correspondingly adjusted according to specific requirements.
In this embodiment, the longitudinal main beam 1-1 is a cast-in-place concrete beam or a combined box beam.
In this embodiment, the steel tube supporting structure 3 at the bottom in the temporary supporting structure is a bottom steel tube supporting structure, the lower connecting ring 3-3 of the bottom steel tube supporting structure is a bottom supporting ring, the bottom supporting ring is fixed on the reaction force base through a plurality of lower anchor bolts 10, and the lower anchor bolts 10 are vertically arranged; the bolt mounting holes on the bottom support ring are bottom mounting holes, and each lower anchor bolt 10 is mounted in one of the bottom mounting holes. Therefore, the temporary supporting structure can be simply, conveniently and quickly fastened and fixed on the counter-force foundation through the plurality of lower anchor bolts 10, and the stability of the temporary supporting structure in the jacking process is ensured.
In order to ensure that the temporary supporting structure can be horizontally and stably installed on the counterforce foundation, a lower leveling layer is arranged between the bottom steel pipe supporting structure and the counterforce foundation, the upper surface of the lower leveling layer is a horizontal plane, and the upper surface of the lower leveling layer is tightly attached to the bottom steel pipe supporting structure; the lower leveling layer is a mortar leveling layer or a concrete leveling layer.
In this embodiment, as shown in fig. 10 and 11, the steel tube supporting structure 3 located at the uppermost position in the temporary supporting structure is a top steel tube supporting structure, the temporary supporting structure further includes a force transmission jacking 6 disposed on the top steel tube supporting structure, and the force transmission jacking 6 is disposed horizontally and located right above the top steel tube supporting structure;
the rigid jacking piece of the inverted jack is connected with the force transmission jacking 6 positioned below the rigid jacking piece through a spherical hinge.
In this embodiment, the force transmission jacking 6 and the inverted jack located above are coaxially arranged.
When the device is actually used, the force is uniformly transferred downwards through the force transferring jacking 6.
In this embodiment, a vertical supporting and jacking seat 7 is arranged right below the rigid jacking piece, and the vertical supporting and jacking seat 7 is fixed on the rigid jacking piece and is located right above the temporary supporting structure;
the force transmission jacking 6 comprises a lower supporting seat 6-1 and an upper hinged seat 6-2 arranged on the lower supporting seat 6-1, and the upper hinged seat 6-2 is positioned right above the lower supporting seat 6-1; the upper hinge seat 6-2 comprises a seat body and an upper hinge joint 6-3 arranged right above the seat body, the lower support seat 6-1 is positioned right above the top steel pipe support structure, and the upper hinge joint 6-3 and the seat body are both positioned right above the lower support seat 6-1;
the upper hinge joint 6-3 is positioned right below the vertical supporting seat 7, and the upper hinge joint and the vertical supporting seat form the spherical hinge.
The upper hinge joint 6-3 is arranged at the bottom of the vertical supporting seat 7 and is positioned right below the vertical supporting seat 7, and the upper surface of the upper hinge joint 6-3 is attached to the bottom surface of the vertical supporting seat 7; the vertical supporting base 7 and the upper hinge base 6-2 form the spherical hinge.
In this embodiment, as shown in fig. 10, an upper surface of the upper hinge joint 6-3 in the vertical jacking device 11 is a convex spherical surface, and a bottom surface of the vertical jacking seat 7 is a concave spherical surface. In practical use, the upper surface of the upper hinge joint 6-3 in the vertical jacking device 11 can also be a concave spherical surface, and the bottom surface of the vertical supporting seat 7 is a convex spherical surface, so that the vertical jacking device can be hinged with the vertical jack 2 only by force transmission and jacking. As shown in fig. 11, the upper surface of the upper joint 6-3 of the auxiliary supporting structure 12 is a concave spherical surface, and the bottom surface of the vertical top seat 7 is a convex spherical surface. In practical use, the upper surface of the upper hinge joint 6-3 in the auxiliary supporting structure 12 can also be a convex spherical surface, and the bottom surface of the vertical supporting seat 7 is a concave spherical surface, so that the upper hinge joint can be formed only by hinging the force-transferring jacking 6 and the vertical jack 2.
As can be seen from the above, the force-transmitting jacking 6 in the vertical jacking device 11 and the auxiliary supporting structure 12 is connected with the inverted jack in an articulated manner. In practical use, the force transmission jacking 6 and the contact surface of the inverted jack (namely the upper surface of the upper hinge joint 6-3 and the bottom surface of the vertical supporting base 7) can freely move. In the actual jacking process, the force transmission jacking 6 and the inverted jack can correspondingly rotate, so that the included angle between the inverted jack and the horizontal plane can be finely adjusted, the inverted jack is always in a vertical state, the stress of the inverted jack in the vertical direction can be fully guaranteed, the weak tilting force generated by the inverted jack in the jacking process can be effectively corrected, and the safety factor of the whole jacking process of a bridge is increased.
In this embodiment, the lower support seat 6-1 is fixed on the top steel tube support structure, the upper connection ring 3-2 of the top steel tube support structure is a lower fixing ring, and the lower support seat 6-1 is fixed on the lower fixing ring through a plurality of fixing bolts 18; the bolt mounting holes in the lower fixing ring are fixing holes, the fixing bolts 18 are vertically arranged, and each fixing bolt 18 is mounted in one fixing hole.
During actual installation, the force transmission jacking support 6 can be simply, conveniently, quickly and fixedly fastened on the temporary supporting structure through the fixing bolt 18, so that the force transmission jacking support 6 and the temporary supporting structure are integrally fastened and connected, and the force transmission jacking support 6 and the temporary supporting structure are stably and reliably connected in the jacking process.
In this embodiment, the bottom surface of the upper hinge joint 6-3 is a horizontal plane, and the base body is cylindrical and horizontally arranged;
the lower supporting seat 6-1 consists of a connecting seat 6-11 and an upper fixing ring 6-12 fixed on the outer side of the bottom of the connecting seat 6-11, the connecting seat 6-11 is in a cone frustum shape, the diameter of the upper part of the connecting seat is the same as that of the seat body, and the diameter of the bottom of the connecting seat 6-11 is the same as that of the inner diameter of the upper fixing ring 6-12; the upper fixing ring 6-12 is horizontally arranged and coaxially arranged with the connecting seat 6-11 and the upper hinge seat 6-2, and a plurality of mounting holes for mounting the fixing bolts 18 are uniformly formed in the upper fixing ring 6-12 along the circumferential direction.
In actual processing, the vertical supporting seat 7, the lower supporting seat 6-1 and the upper hinge seat 6-2 are all steel supporting seats, the vertical supporting seat 7 is cylindrical, and the lower supporting seat 6-1 and the upper hinge seat 6-2 in the force transmission jacking 6 are processed and manufactured into a whole.
In the embodiment, the upper connecting ring 3-2, the lower connecting ring 3-3 and the upper fixing ring 6-12 are all horizontal connecting rings, the structures and the sizes of all the horizontal connecting rings in the temporary supporting structure are the same, and the cross sections of all the vertical supporting steel pipes 3-1 in the temporary supporting structure are the same; the outer diameter of the vertical supporting steel pipe 3-1 is larger than the diameter of the rigid jacking piece.
In order to improve the supporting strength of the vertical supporting steel pipe 3-1, the outer diameter of the vertical supporting steel pipe 3-1 is larger than the diameter of the rigid jacking piece, and the inverted jack can be conveniently and quickly and uniformly transferred to the temporary supporting structure downwards under the action of the force transferring jacking 6.
As shown in fig. 1, the approach bridge lower support structure further includes a plurality of column piers 23 located between the abutment 18 and the vertical piers, the plurality of column piers 23 are arranged from front to back along the longitudinal bridge direction, the plurality of column piers 23 are arranged in the vertical direction and are supported under one longitudinal girder 1-1;
the structures of the plurality of column piers 23 are the same, each column pier 23 comprises two vertical piers 13 which are symmetrically arranged at the left and right sides and an upper capping beam 24 which is supported above the two vertical piers 13, each vertical pier 13 is a reinforced concrete column, each upper capping beam 24 is a concrete capping beam which is arranged along the transverse bridge direction, and the two vertical piers 13 are fixedly connected into a whole through the upper capping beam 24;
the approach bridge girder jacking device further comprises a plurality of column pier hydraulic jacking devices 25, the number of the column pier hydraulic jacking devices 25 is the same as that of the column piers 23 in the support structure at the lower part of the approach bridge, and each column pier 23 is provided with one column pier hydraulic jacking device 25;
with reference to fig. 6, 7, 8 and 9, in each approach girder jacking device, a bridge abutment side hydraulic jacking device 19, a pier side hydraulic jacking device 20 and a plurality of column pier hydraulic jacking devices 25 are uniformly distributed on the same vertical surface, the structures of the column pier hydraulic jacking devices 25 are the same, and each column pier hydraulic jacking device 25 is located right below one longitudinal girder 1-1;
each column pier 23 is provided with a lower column beam 14 and an upper column beam 15, and the upper column beam 15 is positioned right above the lower column beam 14; the lower column embracing beam 14 and the upper column embracing beam 15 are both horizontal column embracing beams, the horizontal column embracing beams are reinforced concrete beams fixed on the two vertical piers 13, and the horizontal column embracing beams are rectangular and are sleeved on the two vertical piers 13; each column pier hydraulic jacking device 25 is supported between one lower column embracing beam 14 and an upper column embracing beam 15 which is positioned right above the lower column embracing beam 14, and the lower column embracing beam 14 is the counter-force foundation;
each column pier hydraulic jacking device 25 comprises a vertical hydraulic jacking mechanism supported between the lower column embracing beam 14 and the upper column embracing beam 15, and the vertical hydraulic jacking mechanism comprises a vertical jacking device 11 and an auxiliary support structure 12; the base of each inverted jack in the hydraulic jacking device 25 of the column pier is horizontally fixed at the bottom of the upper column-holding beam 15, and a rigid jacking piece of each inverted jack is supported on the temporary support structure positioned right below the rigid jacking piece; each temporary supporting structure in the hydraulic jacking device 25 of the column pier is supported on the lower column-holding beam 14.
In this embodiment, each of the vertical piers 13 in the pier 23 is supported directly above one vertical bored pile 26.
As can be seen from the above, no tie beam is provided in each pier 23.
In order to ensure that the jacking process is performed smoothly and stably, in this embodiment, as shown in fig. 8, each of the hydraulic jacking devices 25 for column pier includes two sets of the vertical hydraulic jacking mechanisms, and the two sets of the vertical hydraulic jacking mechanisms are symmetrically supported above the left side and the right side of the lower column-holding beam 14; every group vertical hydraulic jacking mechanism all includes that two symmetries lay in one both sides around the vertical pier stud 13 vertical hydraulic jacking mechanism. Thus, the number of the vertical hydraulic jacking mechanisms in each of the pier hydraulic jacking devices 25 is two.
Every vertical hydraulic jacking mechanism all includes two vertical jacking devices 11 and one supports in two auxiliary support structure 12 between the vertical jacking device 11, every two among the vertical hydraulic jacking mechanism vertical jacking device 11 symmetry is laid in auxiliary support structure 12's the left and right sides and the three equipartition is located on the same cross section of girder.
During actual construction, the number of the vertical hydraulic jacking mechanisms and the arrangement positions of the vertical hydraulic jacking mechanisms included in each column pier hydraulic jacking device 25, and the number and the arrangement positions of the vertical jacking devices 11 and the auxiliary support structures 12 in each vertical hydraulic jacking mechanism can be respectively and correspondingly adjusted according to specific requirements.
In this embodiment, each vertical pier 13 and two of the auxiliary support structures 12 located at the front and rear sides thereof are uniformly distributed on the same vertical plane.
As shown in fig. 9, each pier 23 is provided with a jacking limiting device;
the length of the lower column embracing beam 14 is the same as that of the upper column embracing beam 15, and the width of the lower column embracing beam 14 is greater than that of the upper column embracing beam 15;
each jacking limiting device comprises two jacking limiting mechanisms which are symmetrical above the left end and the right end of the lower embracing column beam 14, and each jacking limiting mechanism comprises two jacking limiting columns 17 which are symmetrical at the front end and the rear end of the lower embracing column beam 14; the jacking limiting column 17 is a vertical upright column which is a steel upright column formed by splicing a plurality of straight rod pieces; the number of the jacking limiting columns 17 in the jacking limiting device is four, and the four jacking limiting columns 17 are respectively fixed on four top corners of the lower column embracing beam 14; the height of the jacking limiting column 17 is greater than the jacking height of the approach bridge main beam 1 to be jacked;
the upper column beam 15 is clamped between two jacking limiting columns 17 in the jacking limiting mechanism.
The width of the lower column embracing beam 14 refers to the transverse bridge width of the lower column embracing beam 14, and the width of the upper column embracing beam 15 refers to the transverse bridge width of the upper column embracing beam 15.
In this embodiment, the steel stand is a cube column and includes four vertical support steel pipes that are laid vertically, and two adjacent vertical support steel pipes are as an organic whole through many connecting steel pipes fastening connections from bottom to top on same vertical face.
Four among the jacking stop device the mechanism of the spacing post 17 of jacking is all the same, every on the spacing post 17 bottom of jacking all is fixed in lower armful post roof beam 14 through a plurality of buried bolts 22, every the spacing post 17 upper portion of jacking all extends the bottom surface top of embracing post roof beam 15, ensures that jacking work progress is safe, reliable.
The four jacking limiting columns 17 are limiting columns welded and formed on the lower column embracing beam 14, welding is convenient, construction is simple and convenient, and the jacking limiting columns are fixed on the lower column embracing beam 14 only through the plurality of embedded bolts 22, so that the problems of long construction time and complex construction process existing in the traditional reinforced concrete limiting structure are solved, the construction procedures of bar planting, formwork supporting and concrete pouring on the lower column embracing beam 14 and the upper column embracing beam 15 are reduced, the equal-strength time of reinforced concrete limiting column maintenance is shortened, the construction period is successfully shortened, and meanwhile, the jacking limiting columns 17 can be integrally dismantled after jacking construction is finished, so that the dismantling is convenient, and the process of chiseling the traditional reinforced concrete limiting structure is reduced.
In this embodiment, the number of pier studs 23 included in each access bridge lower support structure is 9, and thus each access bridge main beam jacking device includes 9 pier stud hydraulic jacking devices 25.
In actual use, the number of pier hydraulic jacks 25 is determined based on the number of pier 23.
Because there is not the cushion cap that supplies vertical jacking device 11 and auxiliary stay structure 12 bottom to support on the vertical pier stud 13, and vertical pier stud 13 upper portion is provided with upper portion bent cap 24, but the roof beam body of upper portion bent cap 24 is narrower and can not evenly transmit jacking effort, therefore hold pillar roof beam 14 and last armful pillar roof beam 15 under setting up on vertical pier stud 13, and all arrange vertical jacking device 11 and auxiliary stay structure 12 between vertical jacking device 11 and auxiliary stay structure 12, hold pillar roof beam 14 as the counter-force basis down, and treat through upward jacking upper armful pillar roof beam 15 and jack up the approach bridge girder 1 in step.
Before jacking construction, a lower column embracing beam 14 and an upper column embracing beam 15 are constructed on a vertical pier stud 13, after the lower column embracing beam 14 and the upper column embracing beam 15 are constructed, two groups of vertical hydraulic jacking mechanisms are installed, and the vertical hydraulic jacking mechanisms are located between the lower column embracing beam 14 and the upper column embracing beam 15; the pier column section between the lower column embracing beam 14 and the upper column embracing beam 15 in the two vertical pier columns 13 is a section to be cut, and after the two groups of vertical hydraulic jacking mechanisms are installed, the two sections to be cut are horizontally cut, specifically, the middle parts of the two sections to be cut are horizontally cut, so that each vertical pier column 13 is divided into a lower pier column and an upper pier column which is positioned right above the lower pier column; after the two vertical pier studs 13 are cut, synchronously jacking the upper pillar beam 15, the upper cover beam 24 and the approach bridge girder 1 to be jacked by using a pillar pier hydraulic jacking device 25 until the approach bridge girder 1 to be jacked is jacked in place, as shown in detail in fig. 9.
As shown in fig. 1, the approach bridge lower support structure further includes a plurality of independent piers 27 located between the abutment 18 and the vertical pier, the plurality of independent piers 27 are arranged from front to back along the longitudinal bridge direction, the plurality of independent piers 27 are arranged in the vertical direction and are supported right below one longitudinal girder 1-1;
the bridge approach main beam jacking device further comprises a plurality of single-column pier hydraulic jacking devices 28, the number of the single-column pier hydraulic jacking devices 28 is the same as that of the single-column piers 27 in the bridge approach lower supporting structure, and each single-column pier 27 is provided with one single-column pier hydraulic jacking device 28;
as shown in fig. 12 and 13, all pier studs 23 in each approach lower supporting structure are divided into a front group and a rear group, and each pier stud 23 comprises a plurality of pier studs 23 arranged from front to rear along the longitudinal bridge direction; a plurality of single-column piers 27 in each approach bridge lower supporting structure are positioned between two groups of pier studs 23, and a plurality of single-column piers 27 and two groups of pier studs 23 in each approach bridge lower supporting structure are uniformly distributed on the same vertical surface;
each single-column pier 27 comprises a vertical pier column 27-1, and the vertical pier column 27-1 is positioned right below one longitudinal main beam 1-1;
each single pier 27 is provided with a pier body column holding beam 29, the pier body column holding beam 29 is a reinforced concrete beam which is fixed on the vertical pier 27-1 and horizontally arranged, and the pier body column holding beam 29 is square and is sleeved on the vertical pier 27-1; each single-column pier hydraulic jacking device 28 is supported on one pier body column holding beam 29, and the pier body column holding beam 29 is the counter-force foundation;
each single-column pier hydraulic jacking device 28 comprises a plurality of pier body jacking mechanisms which are arranged on the same vertical surface from front to back along the longitudinal bridge direction, the structures of the pier body jacking mechanisms are the same, and the pier body jacking mechanisms are all positioned under one longitudinal main beam 1-1; each set of pier body jacking mechanisms comprises two vertical jacking devices 11 symmetrically distributed on the left side and the right side of a vertical pier column 27-1 and two auxiliary supporting structures 12 symmetrically distributed on the left side and the right side of the vertical pier column 27-1, two auxiliary supporting structures 12 in each set of pier body jacking mechanisms are located between the two vertical jacking devices 11, and the two auxiliary supporting structures 12 and the two vertical jacking devices 11 in each set of pier body jacking mechanisms are located on the same cross section of the main girder 1 to be jacked;
the base of each inverted jack in the single-pier hydraulic jacking device 28 is horizontally supported at the bottom of the main girder 1 of the approach bridge to be jacked, and the rigid jacking piece of each inverted jack is supported on the temporary support structure positioned right below the rigid jacking piece; each temporary supporting structure in the single pier hydraulic jacking device 28 is supported on a pier body column holding beam 29.
In this embodiment, each single-column pier hydraulic jacking device 28 includes two sets of pier body jacking mechanisms symmetrically disposed on the front and rear sides of the vertical pier 27-1.
The vertical pier stud 27-1 is supported on a drilling pile foundation, and the drilling pile foundation supported by the vertical pier stud 27-1 is a steel-concrete foundation 27-2.
In this embodiment, the number of the single pier 27 included in each lower support structure of the approach bridge is two, so that each main girder jacking device of the approach bridge includes two hydraulic jacking devices 28 of the single pier.
In actual use, the number of the single-column pier hydraulic jacking devices 28 is determined according to the number of the single-column piers 27.
In this embodiment, each approach main beam jacking device further comprises a plurality of jack deviation rectifying mechanisms for adjusting the positions of the inverted jacks; the number of the jack deviation rectifying mechanisms in each approach main beam jacking device is the same as that of the inverted jacks in the approach main beam jacking device, and each inverted jack in each approach main beam jacking device is provided with one jack deviation rectifying mechanism;
as shown in fig. 14, the jack correcting mechanism includes a horizontal correcting mechanism for horizontally adjusting the position of the adjusted inverted jack; with reference to fig. 15, 16, 17 and 18, the horizontal deviation rectifying mechanism includes a plurality of horizontal adjusting members 32, a lower fixing plate 34 for mounting the base of the adjusted inverted jack, and an upper fixing plate 33 located above the lower fixing plate 34, wherein the plurality of horizontal adjusting members 32 have the same structure and are circumferentially arranged on the outer side of the periphery of the adjusted inverted jack; the base of the adjusted inverted jack is horizontally fixed at the bottom of a lower fixing plate 34, the lower fixing plate 34 is fixed above the base of the adjusted inverted jack, and the lower fixing plate 34 is a flat steel plate and is arranged in parallel with the base of the adjusted inverted jack; the upper fixing plate 33 is a straight steel plate;
each horizontal adjusting member 32 comprises a bolt rod 32-1 arranged vertically, a limit nut 32-2 coaxially arranged on the bolt rod 32-1 and an upper sliding member 32-3 coaxially arranged on the top of the bolt rod 32-1, the bolt rod 32-1 is a straight rod, the limit nut 32-2 is positioned below the upper sliding member 32-3, and the limit nut 32-2 is connected with the bolt rod 32-1 in a threaded manner;
as shown in fig. 15, the upper fixing plate 33 is provided with a plurality of transverse sliding grooves 33-1 for the transverse sliding of the upper sliding member 32-3 and a plurality of transverse insertion holes 33-2 for the transverse movement of the bolt bar 32-1, the transverse sliding grooves 33-1 are straight grooves and are arranged in parallel with the upper fixing plate 33, and the upper sliding member 32-3 is arranged in parallel with the upper fixing plate 33; the number of the transverse sliding grooves 33-1 is the same as that of the upper sliding pieces 32-3, the transverse sliding grooves 33-1 are arranged in parallel and are arranged along the transverse bridge direction of the constructed bridge, and the structures and the sizes of the transverse sliding grooves 33-1 are the same; the number of the transverse insertion holes 33-2 is the same as that of the transverse sliding grooves 33-1, the plurality of transverse insertion holes 33-2 are all elongated holes and have the same structure and size, and the plurality of transverse insertion holes 33-2 are all arranged in parallel with the transverse sliding grooves 33-1; the length of the transverse insertion hole 33-2 is the same as that of the transverse sliding groove 33-1, and the width of the transverse insertion hole 33-2 is larger than that of the transverse sliding groove 33-1; each transverse insertion hole 33-2 is positioned right below one transverse sliding groove 33-1, and each transverse insertion hole 33-2 is communicated with the transverse sliding groove 33-1 positioned right above the transverse insertion hole;
as shown in fig. 16, a plurality of longitudinal insertion holes 34-1 for allowing the bolt bar 32-1 to move longitudinally are formed in the lower fixing plate 34, the plurality of longitudinal insertion holes 34-1 are all elongated holes and have the same structure and size, and the plurality of longitudinal insertion holes 34-1 are all arranged in parallel and are all arranged perpendicular to the transverse insertion hole 33-2; the number of the longitudinal insertion holes 34-1 is the same as that of the transverse insertion holes 33-2, each longitudinal insertion hole 34-1 is positioned below one transverse insertion hole 33-2, and each longitudinal insertion hole 34-1 and the transverse insertion hole 33-2 positioned below the longitudinal insertion hole form a cross-shaped adjusting hole; the area of each cross-shaped adjusting hole, where the longitudinal insertion hole 34-1 and the transverse insertion hole 33-2 intersect, is a bolt mounting hole for mounting one bolt rod 32-1, and each bolt rod 32-1 is mounted in one bolt mounting hole;
an upper fixing plate 33 and a lower fixing plate 34 in the jack deviation rectifying mechanism form a horizontal adjusting platform, each upper sliding part 32-3 is uniformly distributed in one transverse sliding groove 33-1, each limit nut 32-2 is supported at the bottom of the lower fixing plate 34, and each bolt rod 32-1 is fixedly fastened on the horizontal adjusting platform through the upper sliding part 32-3 and the limit nut 32-2; the lower fixing plate 34 is fixedly connected to the upper fixing plate 33 by a plurality of the horizontal adjusting members 32.
Thus, one jack deviation correcting mechanism is arranged on each inverted jack.
During actual construction, the upper sliding piece 32-3 and the bolt rod 32-1 are fixedly connected in a welding mode or in a threaded mode.
In this embodiment, the upper sliding member 32-3 is a nut or nut mounted on the bolt shaft 32-1. And, the top surface of the upper sliding member 32-3 is not higher than the top surface of the upper fixing plate 33. Each upper sliding part 32-3 is clamped in one transverse sliding groove 33-1.
The upper sliding part 32-3 can also be other types of sliding blocks, and only needs to be capable of translating in the transverse sliding groove 33-1 and be fixed on the top interface of the bolt rod 32-1.
For the sake of simple processing, the upper fixing plate 33 and the lower fixing plate 34 are both rectangular steel plates.
In this embodiment, the upper fixing plate 33 and the lower fixing plate 34 are both rectangular steel plates and are vertically disposed.
In practice, other types of flat steel plates, such as square steel plates, round steel plates, etc., can be used as the upper fixing plate 33 and the lower fixing plate 34.
In this embodiment, the number of the horizontal adjusting members 32 is four, and four horizontal adjusting members 32 are respectively disposed at four vertices of a rectangle.
In actual processing, the number of the horizontal adjusting members 32 and the arrangement position of each horizontal adjusting member 32 can be adjusted according to specific requirements.
In this embodiment, the jack deviation rectifying mechanism further includes a vertical deviation rectifying mechanism for adjusting the position of the inverted jack on the vertical surface, the vertical deviation rectifying mechanism includes a wedge-shaped steel plate 35 cushioned between an upper fixing plate 33 and a lower fixing plate 34, and the vertical deviation rectifying mechanism is fastened and clamped between the upper fixing plate 33 and the lower fixing plate 34. And, the vertical deviation rectification mechanism is located between the plurality of horizontal adjustment members 32.
The number of the wedge-shaped steel plates 36 is one or more, and a plurality of the wedge-shaped steel plates 36 are padded between the upper fixing plate 33 and the lower fixing plate 34 from bottom to top. In actual use, the number of the wedge-shaped steel plates 36 in the vertical deviation rectifying mechanism can be correspondingly adjusted according to specific requirements.
As can be seen from the above, each inverted jack in the bridge approach end jacking device is provided with one jack deviation rectifying mechanism, the upper fixing plate 33 in the bridge approach end jacking device is fixed on the transverse distribution beam 22, and the upper fixing plate 33 is fixed at the bottom of the transverse distribution beam 22 through a plurality of fasteners, which are vertically arranged and are fastening bolts and the like.
In this embodiment, the transverse distribution beam 22 is formed by splicing two i-beams laid on the same horizontal plane, and the two i-beams are both laid along the transverse bridge direction. The transverse distribution beam 22 is arranged horizontally, so that the upper fixing plate 33 fixed thereon can be ensured to be arranged horizontally.
During actual construction, the upper fixing plate 33 in the bridge approach end jacking device can also be directly welded and fixed on the transverse distribution beam 22.
And, each inverted jack in the pier hydraulic jacking device 25 is provided with one jack deviation rectifying mechanism, and the upper fixing plate 33 in the pier hydraulic jacking device 25 is fixed to the bottom of the upper pillar beam 15. The inverted jack is fixed at the bottom of the upper column-holding beam 15 through the upper fixing plate 33, so that the position of the inverted jack is fixed in the jacking process, and the jacking process is guaranteed to be carried out smoothly. Therefore, the inverted jack is simple and convenient to install and disassemble actually, the upper fixing plate 33 and the inverted jack are reliably connected, and the upper fixing plate 33 and the inverted jack are fixedly connected into a whole.
In order to ensure that the upper fixing plate 33 at the bottom of the upper column embracing beam 15 can be horizontally and stably installed and further ensure that the inverted jacks are vertically arranged, the upper fixing plate 33 is fixedly fastened at the bottom of the upper column embracing beam 15 through a plurality of upper anchoring parts; an upper leveling layer is arranged between the upper fixing plate 33 and the bottom of the upper column beam 15, the bottom surface of the upper leveling layer is a horizontal plane, and the bottom surface of the upper leveling layer is tightly attached to the upper fixing plate 33; the upper leveling layer is a mortar leveling layer or a concrete leveling layer, and the upper anchoring pieces are all fixed in the upper leveling layer; the upper anchoring part is an anchor bolt; when actually fixed, the upper fixing plate 33 is fastened and fixed at the bottom of the upper post-embracing beam 15 through a plurality of vertical anchoring pieces.
In this embodiment, the vertical anchoring member is an anchor bolt. During actual construction, the vertical anchoring member may also be another type of anchoring member, such as a steel bar fixed to the bottom of the upper pillar beam 15.
Correspondingly, each inverted jack in the single-pier hydraulic jacking device 28 is provided with one jack deviation rectifying mechanism, and the upper fixing plate 33 in the single-pier hydraulic jacking device 28 is fixed at the bottom of the main beam 1 (namely the longitudinal main beam 1-1) of the approach bridge to be jacked.
In order to ensure that the upper fixing plate 33 at the bottom of the longitudinal main beam 1-1 can be horizontally and stably installed and further ensure that the inverted jacks are vertically arranged, the upper fixing plate 33 is fixedly fastened at the bottom of the longitudinal main beam 1-1 through a plurality of anchor bolts; an upper leveling layer is arranged between the upper fixing plate 33 and the bottom of the longitudinal main beam 1-1, the bottom surface of the upper leveling layer is a horizontal plane, and the bottom surface of the upper leveling layer is tightly attached to the upper fixing plate 33; the upper leveling layer is a mortar leveling layer or a concrete leveling layer, and the anchor bolts are all fixed in the upper leveling layer.
Therefore, the upper fixing plate 33 in the jack deviation rectifying mechanism is simple and convenient to actually install and disassemble, and after leveling is performed through the upper leveling layer, the upper fixing plate 33 can be further ensured to be horizontally arranged. The lower fixing plate 34 is reliably connected with the inverted jack, the lower fixing plate 34 is fixedly connected with the inverted jack into a whole, and the position of the inverted jack is conveniently, quickly and effectively adjusted correspondingly by adjusting the position of the lower fixing plate 34.
In actual use, the position of the upper fixing plate 33 is fixed. When the horizontal deviation rectifying mechanism is used for horizontally adjusting the position of the inverted jack, the lower fixing plate 34 or the inverted jack is horizontally pushed along the transverse bridge direction, so that the lower fixing plate 34 and the inverted jack synchronously move in the transverse bridge direction; during the transverse bridging movement of the lower fixing plate 34 and the inverted jack, each horizontal adjusting piece 32 translates along the corresponding transverse insertion hole 33-2; when the position of the inverted jack is longitudinally and horizontally adjusted by the horizontal deviation rectifying mechanism, the lower fixing plate 34 or the inverted jack is horizontally pushed along the longitudinal bridge direction, so that the lower fixing plate 34 and the inverted jack synchronously move in the longitudinal bridge direction; during the longitudinal bridging movement of the lower fixing plate 34 and the inverted jack, the horizontal adjusting members 32 are all fixed. Therefore, the position of the inverted jack can be simply, conveniently and quickly adjusted through the horizontal deviation rectifying mechanism, the positions of the inverted jack can be respectively adjusted in the longitudinal bridge direction and the transverse bridge direction, and the horizontal position of the inverted jack can be effectively adjusted in place.
When the position of the inverted jack is adjusted in the vertical direction, the position of the inverted jack is adjusted through the vertical deviation correcting mechanism, specifically, the position of the inverted jack is adjusted through a method of padding a wedge-shaped steel plate 36 between an upper fixing plate 33 and a lower fixing plate 34, so that the method is simple and convenient to actually operate and convenient to implement.
In this embodiment, all the vertical jacking devices 11 in the two approach main beam jacking devices form a hydraulic jacking device, and all the auxiliary support structures 12 in the two approach main beam jacking devices form a follow-up support device. When the jacking is actually carried out, all the vertical jacks 2 in the hydraulic jacking device act synchronously, and all the follow-up jacks 16 in the follow-up supporting device act synchronously. And the hydraulic jacking device and the follow-up supporting device alternately act to complete the jacking construction process of the approach bridge main beam 1 to be jacked. And, the alternative action of the hydraulic jacking device and the follow-up supporting device refers to: the steel pipe supporting structures 3 in the hydraulic jacking device and the follow-up supporting device are replaced alternately, the actual operation is very simple and convenient, and the replacement process is safe and reliable.
When the reaction foundation is determined, a bearing platform in the bridge lower structure is generally used as a jacking reaction foundation, and when the bearing platform is not arranged, a bearing platform or a construction column-holding beam attached to the bridge lower structure is generally used as the jacking reaction foundation; when the capping beam is arranged on the lower structure of the bridge, the capping beam can be used as a jacking stress point, and when the width range of the capping beam is not enough for installing a hydraulic jack, the column-embracing beam is used as the jacking stress point; when the cover beam is not arranged on the bridge lower structure, the main beam of the bridge upper structure is used as a stress point.
As shown in fig. 19, when the bridge approach of the tied arch bridge with a long span is used for jacking construction, the method comprises the following steps:
step one, installing a jacking device: respectively installing two approach bridge girder jacking devices, and symmetrically arranging the two approach bridge girder jacking devices below a left longitudinal girder 1-1 and a right longitudinal girder 1-1 of a approach bridge girder 1 to be jacked;
step two, jacking: synchronously vertically jacking the left longitudinal main beam 1 and the right longitudinal main beam 1-1 of the approach bridge main beam 1 to be jacked by adopting the two approach bridge main beam jacking devices in the step one until the left longitudinal main beam 1 and the right longitudinal main beam 1-1 are jacked in place;
step three, connecting the lower structure of the approach bridge: respectively heightening the lower part supporting structures of the approach bridge below the left and right longitudinal main beams 1-1, and enabling each longitudinal main beam 1-1 lifted in place in the step two to be supported on the lower part supporting structure of the approach bridge after being heightened;
step four, dismantling the jacking device: and D, respectively removing the two approach bridge girder jacking devices in the step one to finish the jacking process of the approach bridge girder 1 to be jacked.
In this embodiment, when the two approach bridge girder jacking devices are installed in the step one, the installation methods of the two approach bridge girder jacking devices are the same. Two approach bridge girder jacking devices are symmetrically arranged, so that the uniform stress and the stable support in the jacking process of the main girder 1 of the jacking approach bridge can be ensured.
To any when approach bridge girder jacking device installs, install abutment side hydraulic pressure jacking device 19 among this approach bridge girder jacking device, support pier side hydraulic pressure jacking device 20, all column pier hydraulic pressure jacking device 25 and all single-column pier hydraulic pressure jacking device 28 respectively to install abutment side hydraulic pressure jacking device 19 on abutment 18, will support pier side hydraulic pressure jacking device 20 and install vertical pier, every column pier hydraulic pressure jacking device 25 all installs on column pier 23, all installs a single-column pier hydraulic pressure jacking device 28 on every single-column pier 27 simultaneously, guarantee to treat all install a hydraulic pressure jacking device on every support pier of jacking approach bridge girder 1, so that treat that jacking approach bridge girder 1 carries out steady jacking.
Before jacking in the second step, an upper column embracing beam 15 and a lower column embracing beam 14 are constructed on each column pier 23, a pier body column embracing beam 29 is constructed on each single pier 27, and meanwhile, a horizontal concrete foundation 21, a strip foundation 36 and a transverse supporting beam 38 are constructed respectively.
The upper column embracing beam 15, the lower column embracing beam 14 and the pier body column embracing beam 29 are all reinforced concrete column embracing beams, the arrangement positions of the reinforced concrete column embracing beams are flexible, the supporting height can be effectively reduced, the reinforced concrete column embracing beams bear jacking load by means of friction force between new and old concrete structures, therefore, roughening treatment needs to be carried out on the surfaces of the old concrete structures within the range of contact surfaces of the new and old concrete structures, and the roughening depth is not less than 6mm so as to increase the friction coefficient.
In this embodiment, when the upper pillar beam 15 and the lower pillar beam 14 are constructed on the pillar pier 23, the outer side walls of the pillar pier 23 at the positions where the upper pillar beam 15 and the lower pillar beam 14 are located are roughened respectively, so that the upper pillar beam 15 and the lower pillar beam 14 are fastened and connected to the pillar pier 23 as a whole.
Correspondingly, when the pier body embracing beam 29 is constructed on the single-column pier 27, the outer side wall of the single-column pier 27 at the position of the pier body embracing beam 29 is roughened, so that the pier body embracing beam 29 and the single-column pier 27 are fixedly connected into a whole.
In this embodiment, the long-span bowstring arch bridge comprises an arch bridge main bridge and two arch bridge approach bridges respectively arranged on the front side and the rear side of the arch bridge main bridge, and the arch bridge main bridge and the two arch bridge approach bridges are arranged on the same vertical plane;
each arch bridge approach comprises a main approach beam and a lower approach structure supported below the main approach beam;
the arch bridge main bridge comprises a left arch bridge upper structure and a right arch bridge upper structure which are symmetrically arranged, the two arch bridge upper structures are arranged along the longitudinal bridge direction, and the front end and the rear end of each arch bridge upper structure are supported on one vertical bridge pier; each arch bridge upper structure comprises two symmetrically-arranged arch bridge combined structures and a plurality of cross beams which are connected between the two arch bridge combined structures from front to back along the longitudinal bridge direction, the cross beams are horizontally arranged and are arranged along the transverse bridge direction, and the cross beams are positioned on the same horizontal plane; each arch bridge combined structure is a steel pipe concrete tied arch and comprises a longitudinal bridge directional main beam which is horizontally arranged and an arch rib which is erected right above the longitudinal bridge directional main beam and is vertically arranged, wherein the arch rib is a steel pipe concrete arch rib; the longitudinal main girders and the cross girders are reinforced concrete girders, and the two longitudinal main girders in the upper structure of each arch bridge are fixedly connected into a whole through the cross girders to form a main bridge girder;
the two main bridge girders are respectively a left main bridge girder and a right main bridge girder positioned on the right side of the left main bridge girder, the two longitudinal girders 1-1 in each approach bridge girder are respectively a left longitudinal girder and a right longitudinal girder positioned on the right side of the left longitudinal girder,
the left main bridge girder and the left longitudinal girders positioned on the front side and the rear side of the left main bridge girder are uniformly distributed on the same vertical surface, the right main bridge girder and the right longitudinal girders positioned on the front side and the rear side of the right main bridge girder are uniformly distributed on the same vertical surface, the left main bridge girder and the left longitudinal girders positioned on the front side and the rear side of the left main bridge girder as well as the right main bridge girder and the right longitudinal girders positioned on the front side and the rear side of the right main bridge girder are connected through transverse expansion joints, and the transverse expansion joints are horizontally distributed;
before jacking in the second step, disconnecting the transverse expansion joints between the ends to be connected of the two longitudinal main beams 1-1 in the approach bridge main beam 1 to be jacked and the main bridge main beam, so that the two longitudinal main beams 1-1 in the approach bridge main beam 1 to be jacked are separated from the main bridge main beam, and simultaneously the two longitudinal main beams 1-1 in the approach bridge main beam 1 to be jacked are separated from the abutment 18 and the vertical bridge pier below the longitudinal main beams;
a newly-built main beam 30 is arranged on one side of a to-be-connected end of each longitudinal main beam 1-1 in the approach bridge main beam 1 to be jacked, and the newly-built main beam 30 is a concrete beam or a composite beam and is arranged along the longitudinal bridge direction; each newly-built main beam 30 is connected with a to-be-connected end of one longitudinal main beam 1-1, each newly-built main beam 30 and the connected longitudinal main beam 1-1 are arranged on the same vertical surface, a plurality of vertical support piers 31 are arranged below each newly-built main beam 30, the vertical support piers 31 are arranged from front to back along the longitudinal bridge direction, and the vertical support piers 31 are reinforced concrete piers;
and after the lower part structure of the approach bridge in the third step is connected, each vertical main beam 1-1 which is jacked in place is fixedly connected with one newly-built main beam 30 into a whole.
In this embodiment, when jacking is performed in the second step, a trial jacking is performed first; and after the test jacking detects that all the inverted jacks work normally, performing formal jacking.
In this embodiment, before the jacking in the second step, the bridge abutment 18, the vertical pier, the columnar pier 23, and the single-column pier 27, which support the longitudinal main beam 1-1, are removed.
And before jacking in the second step, cutting all the pier pillars 23 below the main girder 1 of the approach bridge to be jacked respectively. When each pier 23 is cut, each inverted jack is cut in the pier hydraulic jack device 25 while maintaining the pressure.
And in the third step, when the bridge approach substructure is carried out, the abutment 18, the vertical pier, the columnar pier 23 and the single-column pier 27 are respectively heightened.
Wherein, when the abutment 18 is connected to be high, the abutment top cover beam 18-2 is connected to be high. A bench top is connected with a high capping beam on the bench top cover beam 18-2, the bench top connected high capping beam is a reinforced concrete capping beam and is integrally cast with the bench top cover beam 18-2, and a reinforcement cage in the bench top connected high capping beam is fixedly connected with a reinforcement cage in the bench top cover beam 18-2 into a whole. And after the construction of the bench top connection high capping beam is finished, constructing a bridge support for supporting the main beam 1 of the approach bridge to be jacked, which is jacked in place.
When the top cover beam 18-2 is connected to the high position, the method comprises the following steps:
a1, chiseling the concrete on the upper part of the table top cover beam 18-2 and exposing the reinforcement cage on the inner side of the upper part of the table top cover beam 18-2;
step A2, binding the reinforcement cage in the table top connection high-cover beam, and tightly connecting the bound reinforcement cage and the reinforcement cage in the table top cover beam 18-2 into a whole;
step A3, erecting a formwork on the outer side of the upper part of the table top cover beam 18-2, and performing concrete pouring on the table top connection high cover beam by using the erected formwork to obtain the construction and molding table top connection high cover beam.
In this embodiment, before the jacking in the second step, the retaining wall on the abutment 18 needs to be removed.
In the embodiment, before the newly-built main beam 30 is constructed, the bridge abutment 18 needs to be modified, specifically, a newly-added bridge abutment foundation 18-4 is constructed on one side, close to the newly-built main beam 30, of the steel-concrete bridge abutment foundation 18-3 in the bridge abutment 18, the newly-added bridge abutment foundation 18-4 is a bored pile foundation and is a reinforced concrete foundation, and a horizontal bearing platform in the newly-added bridge abutment foundation 18-4 and a horizontal bearing platform of the steel-concrete bridge abutment foundation 18-3 are poured into a whole; meanwhile, a newly-added rib plate 18-5 is constructed on one side, close to a newly-built main beam 30, of each rib plate 18-1 in the bridge abutment 18, the newly-added rib plate 18-5 and the rib plate 18-1 are poured into a whole, and the newly-added rib plate 18-5 is of a reinforced concrete structure; and, constructing a new capping beam 18-6 on one side of the coping beam 18-2 close to the newly-built main beam 30, wherein the new capping beam 18-6 is a reinforced concrete capping beam and is integrally cast with the coping beam 18-2, so that the abutment 18 is transformed into a pier, and one end of the newly-built main beam 30 is supported on the pier.
When the vertical pier is connected to be high, the horizontal bent cap 37 is connected to be high. When the horizontal capping beam 37 is heightened, a pier top is constructed on the horizontal capping beam 37 and connected with the high capping beam, the pier top and the high capping beam are made of reinforced concrete capping beams and cast with the horizontal capping beam 37 into a whole, and a reinforcement cage in the pier top and the high capping beam is fixedly connected with a reinforcement cage in the horizontal capping beam 37 into a whole.
And after the construction of the pier top connection high capping beam is finished, constructing a bridge support for supporting the main beam 1 of the approach bridge to be jacked in place on the pier top connection high capping beam.
When the horizontal bent cap 37 is connected to the high position, the method comprises the following steps:
step B1, chiseling the concrete on the upper part of the horizontal bent cap 37 and exposing the reinforcement cage on the inner side of the upper part of the horizontal bent cap 37;
step B2, binding the reinforcement cage in the pier top connection high cover beam, and tightly connecting the bound reinforcement cage and the reinforcement cage in the horizontal cover beam 37 into a whole;
and step B3, erecting a template on the outer side of the upper part of the horizontal bent cap 37, and performing concrete pouring on the pier top connection high bent cap by using the erected template to obtain the pier top connection high bent cap formed by construction.
As shown in fig. 20, when the pier 23 is connected to a high level, a connection pier 39 is constructed between the lower pier and the upper pier of each vertical pier 13 in the pier 23, and the connection pier 39 is a reinforced concrete column and is uniformly distributed on the same vertical line with the lower pier and the upper pier connected thereto. And the vertical stressed steel bars of the lower pier column and the upper pier column in each vertical pier column 13 are fixedly connected into a whole through the vertical stressed steel bar in the connecting pier column 39.
When the connection pier 39 is constructed between the lower pier stud and the upper pier stud of any one of the vertical pier studs 13 of the pier stud 23, the method comprises the following steps:
c1, chiseling the concrete at the lower part of the upper pier stud to expose the vertical stressed steel bars at the lower part of the inner side of the upper pier stud, wherein the exposed height of the vertical stressed steel bars is 22-28 cm; simultaneously chiseling the concrete on the upper part of the lower pier stud to expose the vertical stressed steel bars on the upper part of the inner side of the lower pier stud, wherein the exposed height of the vertical stressed steel bars is 22-28 cm;
step C2, binding the reinforcement cages in the connecting pier columns 39 on the lower column-holding beam 14, and adopting extrusion sleeves to fixedly connect each vertical stressed reinforcement in the reinforcement cages in the connecting pier columns 39 with the vertical stressed reinforcements in the lower pier columns and the upper pier columns respectively;
and step C3, erecting a template for constructing the connecting pier column 39 on the lower column-holding beam 14, and performing concrete pouring on the connecting pier column 39 by using the erected template.
In order to integrate the connecting pier 39 with the lower pier and the upper pier, the concrete contact surfaces of the lower pier and the upper pier with the connecting pier 39 need to be roughened respectively before the concrete is poured in step C3, so as to facilitate the connection of new and old concrete.
And in the step C2 and the step C3, the lower embracing column beam 14 is utilized for construction, the construction is simple and convenient, the construction cost can be effectively saved, and the construction period is shortened.
After the lower pier stud and the upper pier stud of each vertical pier stud 13 in the pier stud 23 are connected through a connecting pier stud 39, a high-connected pier stud is obtained; connect high back pier stud construction to accomplish the back, still need be in connect high back pier stud outside construction outsourcing reinforced concrete layer, the cross section on outsourcing reinforced concrete layer is ring shape and its coaxial suit in connect high back pier stud outside, through outsourcing reinforced concrete layer is right connect high back in the pier stud connect pier stud 39 and connect pier stud 39 with lower part pier stud with the junction between the upper portion pier stud is consolidated.
After the lower pier stud and the upper pier stud of the two vertical pier studs 13 in the column pier 23 are connected through the connecting pier stud 39, the upper embracing column beam 15 is detached. The upper surface of the outer reinforced concrete layer is higher than the upper surface of the upper embracing column beam 15.
In this embodiment, when the outer reinforced concrete layer is constructed, the lower column beam 14 is used for construction. When the outer-coated reinforced concrete layer is constructed, a template used for construction of the outer-coated reinforced concrete layer is erected on the lower column-holding beam 14, and the erected template is utilized to construct the outer-coated reinforced concrete layer. Moreover, the steel reinforcement cage in the outer reinforced concrete layer is fixedly connected with the lower holding column beam 14 into a whole through embedded steel bars, so that great convenience is provided for the outer reinforced concrete layer through the lower holding column beam 14, and formwork support is also facilitated. Because the lower embracing column beam 14 is a temporary structure, the construction of the outer wrapping part of the upright column is carried out before the disassembly, and the field resources are well utilized.
And after the construction of the outer reinforced concrete layer is completed, completing the height connecting process of the column pier 23 without dismantling the lower column-holding beam 14. The lower column-holding beam 14 is backfilled, so that the construction is simple and convenient, and the stability of the whole structure of the bridge is further facilitated.
When the single-column pier 27 is elevated, an elevated pier column which is a reinforced concrete pier column and is positioned right above the single-column pier 27 is constructed on the single-column pier 27.
When the single-column pier 27 is connected to be high, the method comprises the following steps:
d1, chiseling the concrete on the upper part of the single-column pier 27 to expose the vertical stressed steel bars on the upper part of the inner side of the single-column pier 27, wherein the exposed height of the vertical stressed steel bars is 22-28 cm;
step D2, binding the reinforcement cage in the elevated pier stud on the single-column pier 27, and adopting an extrusion sleeve to fixedly connect each vertical stressed reinforcement in the reinforcement cage in the elevated pier stud with the vertical stressed reinforcement in the single-column pier 27;
and D3, erecting a template for constructing the elevated pier stud on the independent pier 27, and performing concrete pouring on the elevated pier stud by using the erected template.
And after the construction of the elevated pier stud is completed, constructing a bridge support for supporting the main beam 1 to be jacked of the approach bridge lifted in place on the elevated pier stud.
The above, only be the utility model discloses a preferred embodiment, it is not right the utility model discloses do any restriction, all according to the utility model discloses the technical entity all still belongs to any simple modification, change and the equivalent structure change of doing above embodiment the utility model discloses technical scheme's within the scope of protection.

Claims (8)

1. The utility model provides a long-span tied arch bridge approach bridge jacking system which characterized in that: the bridge approach main beam jacking device comprises a bridge approach main beam jacking device which is symmetrically arranged at the left side and the right side and is used for vertically jacking a bridge approach main beam (1) to be jacked, wherein the bridge approach main beam (1) to be jacked is a bridge approach main beam of a large-span tied arch bridge; the main girder (1) to be jacked is horizontally arranged and comprises a left longitudinal main girder (1-1) and a right longitudinal main girder (1-1) which are symmetrically arranged, and the two longitudinal main girders (1-1) are arranged along the longitudinal bridge direction; each approach bridge girder jacking device is supported under one longitudinal girder (1-1), each approach bridge girder jacking device comprises a bridge abutment side hydraulic jacking device (19) and a bridge pier side hydraulic jacking device (20), the structures of the bridge abutment side hydraulic jacking device (19) and the bridge pier side hydraulic jacking device (20) are the same, and the bridge abutment side hydraulic jacking device and the bridge pier side hydraulic jacking device are both approach bridge end jacking devices;
the main girder (1) to be jacked is supported on a lower approach bridge structure, the lower approach bridge structure comprises a left approach bridge lower supporting structure and a right approach bridge lower supporting structure which are symmetrically arranged, and each longitudinal main girder (1-1) is supported on one lower approach bridge supporting structure; each approach bridge lower supporting structure comprises an abutment (18) and a vertical pier; one end of the longitudinal main beam (1-1) is an end to be connected, which is supported on the bridge abutment (18), and the other end of the longitudinal main beam (1-1) is a connecting end, which is supported on the vertical bridge pier;
each bridge abutment (18) is provided with a bridge abutment side hydraulic jacking device (19) for vertically jacking the longitudinal main beam (1-1), and each vertical bridge abutment is provided with a bridge abutment side hydraulic jacking device (20) for vertically jacking the longitudinal main beam (1-1); each bridge abutment side hydraulic jacking device (19) is supported below the end to be connected of one longitudinal main beam (1-1), and each bridge abutment side hydraulic jacking device (20) is supported below the connecting end of one longitudinal main beam (1-1);
each abutment side hydraulic jacking device (19) is supported on an abutment foundation of one abutment (18), each pier side hydraulic jacking device (20) is supported on a pier foundation of one vertical pier or a horizontal concrete foundation (21), and the horizontal concrete foundation (21) is positioned on one side of the pier foundation and is integrally cast with the pier foundation; the bridge abutment foundation and the bridge pier foundation are both reinforced concrete foundations which are horizontally arranged; the abutment foundation, the pier foundation and the horizontal concrete foundation (21) are all reaction foundations;
each approach bridge end jacking device comprises a transverse distribution beam (22) supported at the bottom of the longitudinal main beam (1-1), a plurality of vertical jacking devices (11) arranged from left to right along the transverse bridge direction and a plurality of auxiliary support structures (12) arranged from left to right along the transverse bridge direction, wherein the vertical jacking devices (11) and the auxiliary support structures (12) are arranged in the vertical direction and are the same in quantity, the vertical jacking devices (11) and the auxiliary support structures (12) are supported under the transverse distribution beam (22), and the transverse distribution beam (22) is arranged along the transverse bridge direction and is parallel to the bottom surface of the supported longitudinal main beam (1-1); a plurality of vertical jacking devices (11) and a plurality of auxiliary supporting structures (12) in each approach bridge end jacking device are uniformly distributed on the same cross section of a main beam (1) to be jacked, and the vertical jacking devices (11) and the auxiliary supporting structures (12) in each approach bridge end jacking device are arranged in a staggered manner;
the vertical jacking device (11) comprises a vertical jack (2) and a vertical supporting mechanism arranged right below the vertical jack (2), the auxiliary supporting structure (12) comprises a follow-up jack (16) and a vertical supporting structure arranged right below the follow-up jack (16), and the vertical supporting mechanism and the vertical supporting structure are temporary supporting structures; the vertical jack (2) and the follow-up jack (16) are both inverted jacks which are vertically arranged, and the inverted jacks are hydraulic jacks with upward bases and downward rigid jacking pieces; the base of each inverted jack is horizontally fixed at the bottom of a transverse distribution beam (22) positioned right above the inverted jack, and a rigid jacking piece of each inverted jack is supported on the temporary support structure positioned right below the rigid jacking piece; each temporary supporting structure is supported on the counter-force foundation below the temporary supporting structure, each temporary supporting structure is formed by splicing a plurality of temporary supporting pieces arranged from bottom to top, the structures of the temporary supporting pieces are the same, and the temporary supporting pieces are all steel pipe supporting structures (3) arranged horizontally;
the steel pipe supporting structures (3) are cylindrical, and all the steel pipe supporting structures (3) in the temporary supporting structure are the same in diameter and are coaxially arranged; each steel pipe supporting structure (3) comprises a vertical supporting steel pipe (3-1), an upper connecting ring (3-2) and a lower connecting ring (3-3), wherein the upper connecting ring (3-2) and the lower connecting ring (3-3) are coaxially fixed at the upper part of the vertical supporting steel pipe (3-1), the upper connecting ring (3-2) and the lower connecting ring (3-3) are both horizontal circular steel plates and are both fixed on the outer side wall of the vertical supporting steel pipe (3-1), and the structures and the sizes of the upper connecting ring (3-2) and the lower connecting ring (3-3) are the same; the upper surface of the upper connecting ring (3-2) is flush with the upper surface of the vertical supporting steel pipe (3-1), and the bottom surface of the lower connecting ring (3-3) is flush with the bottom surface of the vertical supporting steel pipe (3-1); the upper connecting ring (3-2) and the lower connecting ring (3-3) are respectively provided with a plurality of bolt mounting holes which are uniformly distributed along the circumferential direction;
the temporary support structure comprises two steel pipe support structures (3) which are vertically adjacent to each other and form a steel pipe support combination, the steel pipe support structure (3) which is positioned above the steel pipe support combination is an upper steel pipe support structure, the steel pipe support structure (3) which is positioned below the steel pipe support combination is a lower steel pipe support structure, a lower connecting ring (3-3) of the upper steel pipe support structure and an upper connecting ring (3-2) of the lower steel pipe support structure in the steel pipe support combination are fixedly connected into a whole through a plurality of connecting bolts (4), and the lower connecting ring (3-3) and the upper connecting ring (3-2) which are fixedly connected into a whole through the plurality of connecting bolts (4) form a reinforcing ring; the connecting bolts (4) are vertically arranged, and each connecting bolt (4) is arranged in two bolt mounting holes which are communicated up and down in the reinforcing ring.
2. A large-span bowstring arch bridge approach bridge jacking system according to claim 1, wherein: each approach bridge main beam jacking device further comprises a plurality of jack deviation rectifying mechanisms for adjusting the positions of the inverted jacks; the number of the jack deviation rectifying mechanisms in each approach main beam jacking device is the same as that of the inverted jacks in the approach main beam jacking device, and each inverted jack in each approach main beam jacking device is provided with one jack deviation rectifying mechanism;
the jack deviation rectifying mechanism comprises a horizontal deviation rectifying mechanism for horizontally adjusting the position of the adjusted inverted jack, the horizontal deviation rectifying mechanism comprises a plurality of horizontal adjusting pieces (32), a lower fixing plate (34) for installing a base of the adjusted inverted jack and an upper fixing plate (33) positioned above the lower fixing plate (34), and the horizontal adjusting pieces (32) are identical in structure and are arranged on the outer side of the periphery of the adjusted inverted jack in the circumferential direction; the base of the adjusted inverted jack is horizontally fixed at the bottom of a lower fixing plate (34), the lower fixing plate (34) is fixed above the base of the adjusted inverted jack, and the lower fixing plate (34) is a flat steel plate and is arranged in parallel with the base of the adjusted inverted jack; the upper fixing plate (33) is a straight steel plate;
each horizontal adjusting piece (32) comprises a bolt rod (32-1) arranged vertically, a limiting nut (32-2) coaxially arranged on the bolt rod (32-1) and an upper sliding piece (32-3) coaxially arranged at the top of the bolt rod (32-1), the bolt rod (32-1) is a straight rod, the limiting nut (32-2) is positioned below the upper sliding piece (32-3), and the limiting nut (32-2) is connected with the bolt rod (32-1) in a threaded mode;
the upper fixing plate (33) is provided with a plurality of transverse sliding grooves (33-1) for the transverse sliding of the upper sliding parts (32-3) and a plurality of transverse insertion holes (33-2) for the transverse movement of the bolt rods (32-1), the transverse sliding grooves (33-1) are straight grooves and are arranged in parallel with the upper fixing plate (33), and the upper sliding parts (32-3) are arranged in parallel with the upper fixing plate (33); the number of the transverse sliding grooves (33-1) is the same as that of the upper sliding pieces (32-3), the transverse sliding grooves (33-1) are arranged in parallel and are arranged along the transverse bridge direction of a constructed bridge, and the structures and the sizes of the transverse sliding grooves (33-1) are the same; the number of the transverse insertion holes (33-2) is the same as that of the transverse sliding grooves (33-1), a plurality of the transverse insertion holes (33-2) are all elongated holes and are the same in structure and size, and a plurality of the transverse insertion holes (33-2) are all arranged in parallel with the transverse sliding grooves (33-1); the length of the transverse insertion hole (33-2) is the same as that of the transverse sliding groove (33-1), and the width of the transverse insertion hole (33-2) is larger than that of the transverse sliding groove (33-1); each transverse insertion hole (33-2) is positioned right below one transverse sliding groove (33-1), and each transverse insertion hole (33-2) is communicated with the transverse sliding groove (33-1) positioned right above the transverse insertion hole;
the lower fixing plate (34) is provided with a plurality of longitudinal insertion holes (34-1) for the bolt rods (32-1) to move longitudinally, the longitudinal insertion holes (34-1) are all strip-shaped holes and have the same structure and size, and the longitudinal insertion holes (34-1) are all arranged in parallel and are all arranged perpendicular to the transverse insertion holes (33-2); the number of the longitudinal jacks (34-1) is the same as that of the transverse jacks (33-2), each longitudinal jack (34-1) is positioned below one transverse jack (33-2), and each longitudinal jack (34-1) and the transverse jack (33-2) positioned below the longitudinal jack form a cross-shaped adjusting hole; the area of the cross-shaped adjusting hole, where the longitudinal insertion hole (34-1) and the transverse insertion hole (33-2) intersect, is a bolt mounting hole for mounting one bolt rod (32-1), and each bolt rod (32-1) is mounted in one bolt mounting hole;
an upper fixing plate (33) and a lower fixing plate (34) in the jack deviation rectifying mechanism form a horizontal adjusting platform, each upper sliding part (32-3) is uniformly distributed in one transverse sliding groove (33-1), each limiting nut (32-2) is supported at the bottom of the lower fixing plate (34), and each bolt rod (32-1) is fixedly fastened on the horizontal adjusting platform through the upper sliding part (32-3) and the limiting nut (32-2); the lower fixing plate (34) is fixedly connected with the upper fixing plate (33) through a plurality of horizontal adjusting pieces (32).
3. A large-span bowstring arch bridge approach bridge jacking system according to claim 2, wherein: the jack deviation rectifying mechanism further comprises a vertical deviation rectifying mechanism for adjusting the position of the inverted jack to be adjusted on the vertical surface, the vertical deviation rectifying mechanism comprises a wedge-shaped steel plate (35) which is cushioned between an upper fixing plate (33) and a lower fixing plate (34), and the vertical deviation rectifying mechanism is fastened and clamped between the upper fixing plate (33) and the lower fixing plate (34).
4. A large-span bowstring arch bridge approach bridge jacking system according to claim 1, wherein: the steel pipe supporting structure (3) positioned at the bottom in the temporary supporting structure is a bottom steel pipe supporting structure, a lower connecting ring (3-3) of the bottom steel pipe supporting structure is a bottom supporting ring, the bottom supporting ring is fixed on the counter-force base through a plurality of lower anchor bolts (10), and the lower anchor bolts (10) are vertically arranged; the bolt mounting holes on the bottom support ring are bottom mounting holes, and each lower anchor bolt (10) is mounted in one of the bottom mounting holes.
5. A large-span bowstring arch bridge approach bridge jacking system according to claim 1, wherein: the approach bridge lower supporting structure further comprises a plurality of column type piers (23) which are all located between the abutment (18) and the vertical piers, the column type piers (23) are arranged from front to back along the longitudinal bridge direction, the column type piers (23) are arranged in the vertical direction and are all supported under one longitudinal main beam (1-1);
the structures of the plurality of column type piers (23) are the same, each column type pier (23) comprises two vertical piers which are symmetrically arranged at the left and right sides and an upper cover beam (24) which is supported above the two vertical piers, the vertical piers are reinforced concrete columns, the upper cover beam (24) is a concrete cover beam which is arranged along the transverse bridge direction, and the two vertical piers are fixedly connected into a whole through the upper cover beam (24);
the approach bridge girder jacking device also comprises a plurality of column pier hydraulic jacking devices (25), the number of the column pier hydraulic jacking devices (25) is the same as that of the column piers (23) in the support structure at the lower part of the approach bridge, and each column pier (23) is provided with one column pier hydraulic jacking device (25);
a bridge abutment side hydraulic jacking device (19), a pier side hydraulic jacking device (20) and a plurality of column type pier hydraulic jacking devices (25) in each approach girder jacking device are uniformly distributed on the same vertical surface, the structures of the column type pier hydraulic jacking devices (25) are the same, and each column type pier hydraulic jacking device (25) is positioned under one longitudinal girder (1-1);
each column pier (23) is provided with a lower column embracing beam (14) and an upper column embracing beam (15), and the upper column embracing beam (15) is positioned right above the lower column embracing beam (14); the lower column embracing beam (14) and the upper column embracing beam (15) are both horizontal column embracing beams, the horizontal column embracing beams are reinforced concrete beams fixed on the two vertical piers, and the horizontal column embracing beams are rectangular and are sleeved on the two vertical piers; each column pier hydraulic jacking device (25) is supported between one lower column embracing beam (14) and an upper column embracing beam (15) positioned right above the lower column embracing beam (14), and the lower column embracing beam (14) is used as the counter-force foundation;
each column pier hydraulic jacking device (25) comprises a vertical hydraulic jacking mechanism supported between a lower column embracing beam (14) and an upper column embracing beam (15), and the vertical hydraulic jacking mechanism comprises a vertical jacking device (11) and an auxiliary support structure (12); the base of each inverted jack in the hydraulic jacking device (25) of the column pier is horizontally fixed at the bottom of the upper column-holding beam (15), and a rigid jacking piece of each inverted jack is supported on the temporary support structure positioned right below the rigid jacking piece; and each temporary supporting structure in the column pier hydraulic jacking device (25) is supported on the lower column-holding beam (14).
6. A large-span bowstring arch bridge approach bridge jacking system according to claim 5, wherein: the number of the vertical hydraulic jacking mechanisms in each column type pier hydraulic jacking device (25) is two, and the two groups of vertical hydraulic jacking mechanisms are symmetrically supported above the left side and the right side of the lower column embracing beam (14); each group of vertical hydraulic jacking mechanisms comprises two vertical hydraulic jacking mechanisms symmetrically arranged on the front side and the rear side of one vertical pier stud;
every vertical hydraulic jacking mechanism all includes two vertical jacking devices (11) and one and supports in two auxiliary support structure (12) between vertical jacking device (11), every two among the vertical hydraulic jacking mechanism vertical jacking device (11) symmetry lay in the left and right sides of auxiliary support structure (12) and the three equipartition is located and is waited to jack up on the same cross section of approach bridge girder (1).
7. A large-span bowstring arch bridge approach bridge jacking system according to claim 5, wherein: each column pier (23) is provided with a jacking limiting device;
the length of the lower column embracing beam (14) is the same as that of the upper column embracing beam (15), and the width of the lower column embracing beam (14) is greater than that of the upper column embracing beam (15);
each jacking limiting device comprises two jacking limiting mechanisms which are symmetrical above the left end and the right end of the lower embracing column beam (14), and each jacking limiting mechanism comprises two jacking limiting columns (17) which are symmetrical at the front end and the rear end of the lower embracing column beam (14); the jacking limiting column (17) is a vertical upright column which is a steel upright column formed by splicing a plurality of straight rod pieces; the number of jacking limiting columns (17) in the jacking limiting device is four, and the four jacking limiting columns (17) are respectively fixed on four top corners of the lower column-embracing beam (14);
the upper column-holding beam (15) is clamped between the two jacking limiting columns (17) in the jacking limiting mechanism.
8. A large-span bowstring arch bridge approach bridge jacking system according to claim 5, wherein: the approach bridge lower supporting structure further comprises a plurality of single-column piers (27) which are all located between the abutment (18) and the vertical pier, the single-column piers (27) are arranged from front to back along the longitudinal bridge direction, the single-column piers (27) are arranged in the vertical direction and are all supported under one longitudinal main beam (1-1);
the bridge approach main beam jacking device further comprises a plurality of single-column pier hydraulic jacking devices (28), the number of the single-column pier hydraulic jacking devices (28) is the same as that of the single-column piers (27) in the bridge approach lower supporting structure, and each single-column pier (27) is provided with one single-column pier hydraulic jacking device (28);
all the column type piers (23) in the support structure at the lower part of each approach bridge are divided into a front group and a rear group, and each group of column type piers (23) comprises a plurality of column type piers (23) which are arranged from front to back along the longitudinal bridge direction; a plurality of single-column piers (27) in each approach bridge lower supporting structure are positioned between two groups of column piers (23), and a plurality of single-column piers (27) and two groups of column piers (23) in each approach bridge lower supporting structure are uniformly distributed on the same vertical surface;
each single-column pier (27) comprises a vertical pier column which is positioned right below one longitudinal main beam (1-1);
each single-column pier (27) is provided with a pier body column holding beam (29), the pier body column holding beams (29) are reinforced concrete beams which are fixed on the vertical pier columns and are horizontally arranged, and the pier body column holding beams (29) are square and are sleeved on the vertical pier columns; each single-column pier hydraulic jacking device (28) is supported on one pier body column holding beam (29), and the pier body column holding beam (29) is the counter force foundation;
each single-column pier hydraulic jacking device (28) comprises a plurality of groups of pier body jacking mechanisms which are arranged on the same vertical surface from front to back along the longitudinal bridge direction, the structures of the plurality of groups of pier body jacking mechanisms are the same, and the plurality of groups of pier body jacking mechanisms are all positioned under one longitudinal main beam (1-1); each set of pier body jacking mechanisms comprises two vertical jacking devices (11) symmetrically arranged on the left side and the right side of a vertical pier column and two auxiliary supporting structures (12) symmetrically arranged on the left side and the right side of the vertical pier column, two auxiliary supporting structures (12) in each set of pier body jacking mechanisms are located between the two vertical jacking devices (11), and the two auxiliary supporting structures (12) and the two vertical jacking devices (11) in each set of pier body jacking mechanisms are located on the same cross section of a main girder (1) of an approach bridge to be jacked;
the base of each inverted jack in the single-pier hydraulic jacking device (28) is horizontally supported at the bottom of the main girder (1) of the approach bridge to be jacked, and the rigid jacking piece of each inverted jack is supported on the temporary support structure positioned right below the rigid jacking piece; and each temporary supporting structure in the single-pier hydraulic jacking device (28) is supported on a pier body column holding beam (29).
CN201921276039.0U 2019-08-08 2019-08-08 Bridge approach jacking system of large-span tied arch bridge Active CN210684429U (en)

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CN201921276039.0U CN210684429U (en) 2019-08-08 2019-08-08 Bridge approach jacking system of large-span tied arch bridge

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Application Number Priority Date Filing Date Title
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