CN104233963B - A kind of adjustable prestressed steel truss for reinforcing PSC Continuous Box Girder Bridge and construction method - Google Patents
A kind of adjustable prestressed steel truss for reinforcing PSC Continuous Box Girder Bridge and construction method Download PDFInfo
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- CN104233963B CN104233963B CN201410459426.3A CN201410459426A CN104233963B CN 104233963 B CN104233963 B CN 104233963B CN 201410459426 A CN201410459426 A CN 201410459426A CN 104233963 B CN104233963 B CN 104233963B
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Abstract
A kind of adjustable prestressed steel truss for reinforcing PSC Continuous Box Girder Bridge and construction method (PSC: prestressed reinforced concrete), belong to technical field of building construction.The girder case that described adjustable prestressed steel truss is arranged in PSC Continuous Box Girder Bridge is indoor; Adjustable prestressed steel truss arranges docking adjusting device on every root upper chord, adjusted the length of every root upper chord by docking adjusting device to reach the adjustment prestressed size of steel truss and distribution, thus make the adjustable prestressed steel truss of the girder case indoor being arranged in PSC Continuous Box Girder Bridge improve PSC continuous box girder bridge bearing ability by self intensity, rigidity and prestressing force.
Description
Technical field
The present invention relates to a kind of adjustable prestressed steel truss for reinforcing PSC Continuous Box Girder Bridge and construction method (PSC: prestressed reinforced concrete), the girder case of prestressed steel truss is arranged in PSC Continuous Box Girder Bridge that this is adjustable is indoor; Adjustable prestressed steel truss arranges docking adjusting device on every root upper chord, the length of every root upper chord is adjusted to reach the adjustment prestressed size of steel truss and distribution by docking adjusting device, thus make the adjustable prestressed steel truss of the girder case indoor being arranged in PSC Continuous Box Girder Bridge improve PSC continuous box girder bridge bearing ability by self intensity, rigidity and prestressing force, namely do not interrupting or adopting adjustable prestressed steel truss to reinforce existing PSC Continuous Box Girder Bridge and to make bearing power increase under reducing the situation of suspending traffic; The self structure of adjustable prestressed steel truss and the design of construction method make raising PSC continuous box girder bridge bearing ability more efficiently, simpler, safer and more economical.
Background technology
It is domestic and international at present that to carry out the main technical schemes of strengthening reconstruction to bridge as follows:
1) beam section reinforcing method is increased: when the intensity of bridge, rigidity, stability and cracking resistance are not enough, usually adopt the reinforcement means increasing member section, increase arrangement of reinforcement, improve reinforcement ratio.But its shortcoming also clearly, because increasing section unavoidably adds dead load, so it is not very applicable that the large span prestressed concrete Continuous Box Girder Bridge studied for this paper is reinforced.
2) bridge floor plate reinforcement method is thickeied: this technology is removed by original bridge deck pavement, and bridge deck are built the steel concrete strengthening course that one deck is new, and for improving the bending rigidity of bridge, this reinforcement and strengthening mode is called " thicknessing ".But this method makes bridge conduct oneself with dignity due to reinforcement and dead load moment of flexure increases more, and remains original structure lower edge stress in tensile reinforcement control design case, so reinforcement means is generally only applicable to across the less tee girder bridge in footpath or slab bridge.The method is reinforced inapplicable for large span prestressed concrete Continuous Box Girder Bridge equally.
3) beam rib reinforcement method is increased: increase beam rib reinforcement method and be usually used in T section bridge, for this part bridge, the lower edge of beam can be widened reinforcement, increasing section area, and set up muscle of being advocated in as placed concrete cross section.But increasing section unavoidably adds dead load, so it is not very applicable that the large span prestressed concrete Continuous Box Girder Bridge studied for this paper is reinforced.
4) anchor spraying concrete: anchor spraying concrete is by spraying machinery, by pipe high-pressure high velocity jet to the good steel mesh reinforcement of anchoring by spray plane, make its setting and harden form a kind of reinforced concrete structure, increase former bridge construction intensity.But this kind of reinforcement means only uses more in mortar flag stone Arch Bridges Strengthening, and solve the common disaster of stone arch bridge very well.
5) set up longeron reinforcing method: good in pier ground security performance, and when having enough bearing capacities, can set up the longeron that bearing capacity is higher and rigidity is larger, Xin Liang and Jiu Liang is connected, jointly stressed.This kind, for ensureing that new-old concrete can co-operation, must be carried out the lateral connection between new and old bridge, will suspend traffic during strengthening construction, and there is newly-increased longeron problem asynchronous with former beam stress.
6) paste steel plate reinforcement method: refer to and with adhesive, steel sheet is pasted at concrete structural surface, by the adhesion strength of cementing agent, load is delivered to steel plate, make a kind of reinforcement means of steel plate and concrete collaborative work.But exist and paste the passive stressed problem of steel plate, when pasting steel plate and playing due effect, be reinforced beam body and be often out of shape comparatively large, therefore, under larger middle span deflexion situation has occurred large span prestressed concrete Continuous Box Girder Bridge, consolidation effect has not been very desirable.
7) CFRP Sheet Strengthening Method is pasted: carbon fiber composite material reinforced technology is that carbon cloth (or plate) is sticked in concrete surface with resinae cementitious materials, utilize the high strength of carbon fiber to carry out reinforcing to concrete structure, improve its bearing capacity.Although carbon fiber has high strength, the advantages such as planform strong adaptability, when large span prestressed concrete Continuous Box Girder Bridge is reinforced, must make steel box-girder that larger distortion occurs if carbon fiber will be made to play a role.Therefore, although adopt this reinforcing wide-span prestressed concrete continuous box girder bridge can increase substantially its ultimate bearing capacity, obvious not to raising normal operating condition bearing capacity.
8) external prestressing strengthening method: external prestressing strengthening beam bridge is the reinforcement means changing the original stress of beam body.External prestressing strengthening is adopted for large span prestressed concrete Continuous Box Girder Bridge, general case indoor prestressing force being arranged on case beam, but because the deck-molding in case girder span is smaller, the layout angle of external prestressing is made to be subject to a definite limitation, the vertical force component of external prestressing is limited, and reinforcing design is improper also can cause Xiang Liang partial cross section overstressing, cause add-on security hidden danger.
Along with China's economic development, volume of transport is surged, and vehicle supporting capacity constantly rises; Meanwhile, Specification Design characteristic value of load is lower causes a large amount of bridge capacity not enough, uses between short-term and easily occurs structural failure.Be used for the technological transformation of large span prestressed concrete Continuous Box Girder Bridge for current conventional Scheme for Bridge Strengthening by Using, increase substantially its bearing capacity aspect and also there is certain defect and this situation not enough.This patent with existing large span prestressed concrete box girder bridge for research object, collect and analyze the chief destructive mechanism and defect that cause its Lack of support, design a kind of adjustable prestressed steel truss for reinforcing PSC Continuous Box Girder Bridge and construction method and construction method, make raising PSC continuous box girder bridge bearing ability more efficiently, simpler, safer and more economical.
Summary of the invention
The object of the invention is to overcome and also there is certain defect and this situation not enough in raising PSC continuous box girder bridge bearing ability face at present, designing a kind of adjustable prestressed steel truss for reinforcing PSC Continuous Box Girder Bridge and construction method;
Following structural features of the present invention:
A kind of adjustable prestressed steel truss for reinforcing PSC Continuous Box Girder Bridge and construction method, mainly utilize the prestressed variable cross-section continuous truss of adjustable set a roof beam in place in be lining in the case of PSC Continuous Box Girder Bridge indoor, form the effect improving PSC continuous box girder bridge bearing ability with the structure of adjustable prestressed steel truss, its component comprises: continuous box girder 1, in across case room 2, end bay case room 3, bridge pier 4, basis 5, midfield diaphragm 6, midfield preformed hole 7, end bay diaphragm 8, end bay preformed hole 9, adjustable prestressed steel truss 10, midfield chord member boss 11, lift-up device 12, top board 13, web 14, base plate 15, montant 16, top rail 17, scissors strut 18, lower transverse beam 19, upper chord 20, lower chord 21, docking adjusting device 22, take over a business 23, jacking bolt 24, jacking seat 25, end plate 26, high-strength bolt 27, nut 28, diagonal web member 29,
Continuous box girder 1 acts on bridge pier 4, and bridge pier 4 acts on basis 5, and basis 5 acts on ground, and continuous box girder 1, bridge pier 4 and basis 5 form the three stride continuous box girder bridge of standard;
Continuous box girder 1 is PSC material structure, it is by top board 13, web 14, base plate 15, in across case room 2, end bay case room 3, midfield diaphragm 6, midfield preformed hole 7, end bay diaphragm 8 and end bay preformed hole 9 form, top board 13 is positioned at the top of continuous box girder 1, web 14 is positioned at the bottom that the both sides of continuous box girder 1 and base plate 15 are positioned at continuous box girder 1, midfield diaphragm 6 pushes up the diaphragm of corresponding continuous box girder 1 case indoor, top for being positioned at bridge pier 4, end bay diaphragm 8 be positioned at continuous box girder 1 dual-side across end, top board 13, web 14, base plate 15, midfield diaphragm 6 and end bay diaphragm 8 be combined to form enclosure portion be in across case room 2 and end bay case room 3,
Adjustable prestressed steel truss 10 is section steel material structure, it is connected to form by montant 16, top rail 17, scissors strut 18, lower transverse beam 19, upper chord 20, lower chord 21 and diagonal web member 29, upper chord 20 along continuous box girder 1 top board 13 lower horizontal arrange and between upper chord 20 and top board 13 preset clearance to arrange lift-up device 12, lower chord 21 become above base plate 15 curved surface of continuous box girder 1 broken line layout and lower chord 21 and base plate 15 preset clearance; Upper and lower upper chord 20 and lower chord 21 couple together by montant 16, and diagonal web member 29 is connected to the diagonally opposing corner of the quadrilateral structure of montant 16, upper chord 20 and lower chord 21 composition and strengthens quadrilateral structure rigidity and stability; Upper chord 20 about top couples together by top rail 17, and the lower chord 21 about bottom couples together by lower transverse beam 19; The quadrilateral structure that scissors strut 18 diagonal angle is connected to top rail 17, the montant 16 of lower transverse beam 19 and left and right forms, one scissors strut 18 arranged by adjustable prestressed steel truss 10 interval one place top rail 17, for increasing rigidity and the stability of adjustable prestressed steel truss 10.
By the upper chord 20 of the midfield preformed hole 7 separately through midfield diaphragm 6 and lower chord 21 by connect into entirety across the adjustable prestressed steel truss 10 of case room 2 and end bay case room 3, make the adjustable prestressed steel truss 10 in continuous box girder 1 form continuous truss and to set a roof beam in place structure; Due to the upper chord 20 between the midfield diaphragm 6 of both sides and lower chord 21 under tension maximum, upper chord 20 between the midfield diaphragm 6 of both sides and lower chord 21 adopt high-strength steel, and the upper chord 20 of midfield diaphragm 6 respectively in both sides and the upper limb of lower chord 21 and lower edge welding midfield chord member boss 11;
Lift-up device 12 is Steel material, its by taking over a business 23, jacking bolt 24 and jacking seat 25 form, take over a business 23 to be connected with jacking bolt 24, jacking seat 25 is for including the back cover cylindrical nut structure of screw thread, jacking bolt 24 can be screwed into jacking seat 25, the jacking seat 25 of lift-up device 12 is welded on each root montant 16 top of adjustable prestressed steel truss 10 both sides, to 23 jack-up be taken over a business act on the top board 13 of continuous box girder 1 with over-rotation jacking bolt 24, and make the prestressing force of adjustable prestressed steel truss 10 pass to continuous box girder 1 by the lift-up device 12 of everywhere;
Docking adjusting device 22 is high-strength steel, and it is made up of end plate 26, high-strength bolt 27 and nut 28, and docking adjusting device 22 is arranged in the middle part of each root upper chord 20 of adjustable prestressed steel truss 10; The upper chord 20 of adjustable prestressed steel truss 10 adds the gap disconnecting 30cm in the middle part of man-hour, and weld one piece of end plate 26 respectively at the both sides port disconnected, end plate 26 is reserved with bolt hole and passes for high-strength bolt 27, and nut 28 is screwed in high-strength bolt 27 two ends and acts on end plate 26; Connect the nut 28 at high-strength bolt 27 two ends of adjusting device 22 by adjustment, make upper chord 20 produce precompression to adjust the precompression size of adjustable prestressed steel truss 10.
According to the architectural feature of above invention, its construction method is as follows:
On continuous box girder 1, bridge pier 4 and basis 5 composition standard three stride continuous box girder bridge, upper limb at each midfield diaphragm 6 place and lower edge respectively Drilling form midfield preformed hole 7, and the end bay diaphragm 8 place's upper limb at two ends and lower edge respectively Drilling form end bay preformed hole 9;
The upper chord 20 of montant 16, top rail 17, scissors strut 18, lower transverse beam 19, welded end plate 26, lower chord 21 and the diagonal web member 29 case indoor at continuous box girder 1 are carried out being assemblied to form adjustable prestressed steel truss 10 from bridge pier 4 vertical position to both sides, the montant 16 of adjustable prestressed steel truss 10 being arranged, welding jacking seat 25 also arranges lift-up device 12, jacking bolt 24 is in be tightened against jacking seat 25 state and do not allow 23 with top board 13 contact; When assembled adjustable prestressed steel truss 10, at each root upper chord 20 of connection simultaneously, the end plate 26 formation docking adjusting device 22 of the both sides of welding on upper chord 20 is connected by high-strength bolt 27 and nut 28; Make to be lining in adjustable prestressed steel truss 10 in continuous box girder 1 across in the end bay case room 3 of case room 2 and both sides;
Continuous box girder 1 dual-side across two ends, the upper chord 20 of adjustable prestressed steel truss 10 and lower chord 21 are each passed through the end bay preformed hole 9 of the upper limb at end bay diaphragm 8 place and lower edge and fixing; Indoor at the case corresponding on bridge pier 4 top of continuous box girder 1, the upper limb of midfield diaphragm 6 and the midfield preformed hole 7 of lower edge is each passed through with independent upper chord 20 and lower chord 21, and with in be connected across the upper chord 20 of the adjustable prestressed steel truss 10 in case room 2 and end bay case room 3 and lower chord 21, form entirety across the adjustable prestressed steel truss 10 of case room 2 and end bay case room 3 in making; The upper chord 20 of the midfield diaphragm 6 respectively in both sides and the upper limb of lower chord 21 and lower edge welding midfield chord member boss 11;
To the direction of both sides from bridge pier 4 vertical position, adjust the nut 28 of docking facilities 22 one by one, make adjustable prestressed steel truss 10 produce prestressing force and make adjustable prestressed steel truss 10 produce camber at span centre, and adjust the jacking bolt 24 of lift-up device 12, make 23 jackings and with top board 13 contact, thus make adjustable prestressed steel truss 10 reach active force state and with the effect of continuous box girder 1 acting in conjunction bearing load, reach the effect improving PSC continuous box girder bridge bearing ability.
When arranging the continuous box girder 1 of adjustable prestressed steel truss 10, when occurring that the precompression of adjustable prestressed steel truss 10 loses and camber reduces to cause PSC continuous box girder bridge bearing ability again to occur deficiency after long-term use, can again one by one pretension each docking adjusting device 22 nut 28, reducing end plate 26 gap, both sides makes upper chord 20 precompression improve, thus again increase prestressing force and the camber of adjustable prestressed steel truss 10, PSC continuous box girder bridge bearing ability is improved again, if occur after long-term use there is deficiency in PSC continuous box girder bridge bearing ability again, and when being still not enough to produce the precompressed force value required after passing through to regulate the gap between the both sides end plate 26 of docking adjusting device 22, made up by the jacking bolt 24 adjusting whole lift-up device 12, make 23 jackings to push up coping 13 jacking bolt 24 outward turning, namely take over a business vertical pressure between 23 and top board 13 by adjustment and adjust the prestressing force size of adjustable prestressed steel truss 10, finally make adjustable prestressed steel truss 10 reach active force state and with the effect of continuous box girder 1 acting in conjunction bearing load, reach the effect improving PSC continuous box girder bridge bearing ability.
Beneficial effect of the present invention:
A kind of adjustable prestressed steel truss for reinforcing PSC Continuous Box Girder Bridge of the present invention and construction method, the steel truss being lining in case beam in being come by the docking adjusting device on upper chord produces prestressing force and camber, make PSC Continuous Box Girder Bridge reinforcement effect, adjustable prestressed steel truss is made to reinforce the effect reaching active force, compensate for the passive stressed defect of traditional reinforcement means, effectively can improve PSC Continuous Box Girder Bridge downwarp problem, thus improve PSC continuous box girder bridge bearing ability;
Utilize the case room of PSC Continuous Box Girder Bridge original case beam to carry out arranging adjustable prestressed steel truss ruggedized construction, the traffic of work progress not in interruption of bridge deck, reduce the impact of construction on smooth traffic;
Accompanying drawing explanation
Fig. 1 tri-across PSC Continuous Box Girder Bridge along bridge to sectional structural map;
Fig. 2 is adjustable prestressed steel truss unitary construction figure;
Fig. 3 is adjustable prestressed steel truss integral lining is in PSC continuous box girder constructional drawing;
Scheme inside the continuous box girder I-I sections of Fig. 4 is adjustable prestressed steel truss;
The continuous box girder I-I sections stereogram of Fig. 5 is adjustable prestressed steel truss;
The continuous box girder II-II cross-sectional drawing of Fig. 6 is adjustable prestressed steel truss;
The continuous box girder I-I segmented interior of Fig. 7 is adjustable prestressed steel truss dissects detail drawing;
In figure: 1 is continuous box girder, 2 be in across case room, 3 is end bay case room, 4 is bridge pier, based on 5, 6 is midfield diaphragm, 7 is midfield preformed hole, 8 is end bay diaphragm, 9 is end bay preformed hole, 10 is adjustable prestressed steel truss, 11 is midfield chord member boss, 12 is lift-up device, 13 is top board, 14 is web, 15 is base plate, 16 is montant, 17 is top rail, 18 scissors struts, 19 is lower transverse beam, 20 is upper chord, 21 is lower chord, 22 is docking adjusting device, 23 for taking over a business, 24 is jacking bolt, 25 is jacking seat, 26 is end plate, 27 is high-strength bolt, 28 is nut, 29 is diagonal web member.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the present invention is further described;
A kind of adjustable prestressed steel truss for reinforcing PSC Continuous Box Girder Bridge utilizing above-mentioned design and construction method, concrete steps are as follows:
Step one: the existing PSC Continuous Box Girder Bridge case chamber interior structure of exploration Lack of support and size and middle span deflexion value and need the size of raising bearing capacity, to determine that adjustable prestressed steel truss 10 construction size and camber and each docking adjusting device 22 need regulate the precompressed force value of generation; Adjustable prestressed steel truss 10 manufacturing parameter and construction parameter is determined according to this;
Step 2: the parameter provided according to step one, starts assembled adjustable prestressed steel truss 10 from bridge pier 4 vertical position to both sides; In carry out closure construction across the adjustable prestressed steel truss 10 in case room 2 at span centre; The upper chord 20 of the adjustable prestressed steel truss 10 in end bay case room 3 and lower chord 21 are all fixed in the end bay preformed hole 9 of end bay diaphragm 8; Again by the chord member 20 arranged separately through midfield preformed hole 7 and lower chord 21 respectively with in be connected across the upper chord 20 of the adjustable prestressed steel truss 10 in case room 2 and end bay case room 3 and lower chord 21, connect into entirety across the adjustable prestressed steel truss 10 in case room 2 and end bay case room 3 in making;
Step 3: the parameter provided according to step one, the prestressing force that adjustment docking adjusting device 22 adjusts upper chord 20 makes adjustable prestressed steel truss 10 produce prestressing force and camber, and adjust lift-up device 12, make the contact pressurized between 23 and top board 13, adjustable prestressed steel truss 10 has been constructed;
Step 4: step one to step 3 completes and after using, when occurring that the precompression of adjustable prestressed steel truss 10 loses and camber reduces to cause PSC continuous box girder bridge bearing ability again to occur deficiency, can again one by one pretension each docking adjusting device 22 nut 28, reducing end plate 26 gap, both sides makes upper chord 20 precompression improve, thus again increase prestressing force and the camber of adjustable prestressed steel truss 10, PSC continuous box girder bridge bearing ability is improved again;
Step 5: when situation in step 4 and by regulate docking adjusting device 22 both sides end plate 26 between gap after be still not enough to produce require precompressed force value time, made up by the jacking bolt 24 adjusting whole lift-up device 12, make 23 jackings to push up coping 13 jacking bolt 24 outward turning, namely take over a business vertical pressure between 23 and top board 13 by adjustment and adjust the prestressing force size of adjustable prestressed steel truss 10, finally make adjustable prestressed steel truss 10 reach active force state and with the effect of continuous box girder 1 acting in conjunction bearing load, reach the effect improving PSC continuous box girder bridge bearing ability.
The above, it is only preferred embodiment of the present invention, not any pro forma restriction is done to the present invention, anyly do not depart from technical solution of the present invention content, according to technical spirit of the present invention to any simple modification made for any of the above embodiments, equivalent variations and modification, all still belong in the scope of technical solution of the present invention.
Claims (3)
1. one kind for improving the adjustable prestressed steel truss of PSC continuous box girder bridge bearing ability, mainly utilize the prestressed variable cross-section continuous truss of adjustable set a roof beam in place in be lining in the case of PSC Continuous Box Girder Bridge indoor, form the effect improving PSC continuous box girder bridge bearing ability with the structure of adjustable prestressed steel truss, it is characterized in that: it comprises continuous box girder (1), in across case room (2), end bay case room (3), bridge pier (4), basis (5), midfield diaphragm (6), midfield preformed hole (7), end bay diaphragm (8), end bay preformed hole (9), adjustable prestressed steel truss (10), midfield chord member boss (11), lift-up device (12), top board (13), web (14), base plate (15), montant (16), top rail (17), scissors strut (18), lower transverse beam (19), upper chord (20), lower chord (21), docking adjusting device (22), take over a business (23), jacking bolt (24), jacking seat (25), end plate (26), high-strength bolt (27), nut (28), diagonal web member (29),
Continuous box girder (1) acts on bridge pier (4), bridge pier (4) acts on basis (5), basis (5) acts on ground, and continuous box girder (1), bridge pier (4) and basis (5) form the three stride continuous box girder bridge of standard;
Continuous box girder (1) is PSC material structure, it comprises top board (13), web (14), base plate (15), in across case room (2), end bay case room (3), midfield diaphragm (6), midfield preformed hole (7), end bay diaphragm (8) and end bay preformed hole (9), top board (13) is positioned at the top of continuous box girder (1), web (14) is positioned at the bottom that the both sides of continuous box girder (1) and base plate (15) are positioned at continuous box girder (1), midfield diaphragm (6) is for being positioned at the diaphragm of corresponding continuous box girder (1) case indoor, top, bridge pier (4) top, end bay diaphragm (8) be positioned at continuous box girder (1) dual-side across end, top board (13), web (14), base plate (15), midfield diaphragm (6) and end bay diaphragm (8) be combined to form enclosure portion be in across case room (2) and end bay case room (3),
Adjustable prestressed steel truss (10) is section steel material structure, it comprises montant (16), top rail (17), scissors strut (18), lower transverse beam (19), upper chord (20), lower chord (21) and diagonal web member (29), upper chord (20) along continuous box girder (1) top board (13) lower horizontal arrange and between upper chord (20) and top board (13) preset clearance to arrange lift-up device (12), lower chord (21) becomes broken line to arrange and lower chord (21) and base plate (15) preset clearance above base plate (15) curved surface of continuous box girder (1), upper chord (20) and lower chord (21) couple together by montant (16) up and down, and diagonal web member (29) is connected to the diagonally opposing corner of the quadrilateral structure that montant (16), upper chord (20) and lower chord (21) form and strengthens quadrilateral structure rigidity and stability, upper chord (20) about top couples together by top rail (17), and the lower chord (21) about bottom couples together by lower transverse beam (19), the quadrilateral structure that scissors strut (18) diagonal angle is connected to top rail (17), the montant (16) of lower transverse beam (19) and left and right forms, one scissors strut (18) is arranged at place's top rail, adjustable prestressed steel truss (10) interval one (17), for increasing rigidity and the stability of adjustable prestressed steel truss (10),
By the upper chord (20) of the midfield preformed hole (7) separately through midfield diaphragm (6) and lower chord (21) by connect into entirety across the adjustable prestressed steel truss (10) of case room (2) and end bay case room (3), make the adjustable prestressed steel truss (10) in continuous box girder (1) form continuous truss and to set a roof beam in place structure; Due to the upper chord (20) between the midfield diaphragm (6) of both sides and lower chord (21) under tension maximum, upper chord (20) between the midfield diaphragm (6) of both sides and lower chord (21) adopt WH70Q high-strength steel, and the upper chord (20) of midfield diaphragm (6) respectively in both sides and the upper limb of lower chord (21) and lower edge weld midfield chord member boss (11);
Lift-up device (12) is Steel material, it comprises taking over a business (23), jacking bolt (24) and jacking seat (25), take over a business (23) and jacking bolt (24) affixed, jacking seat (25) is for including the back cover cylindrical nut structure of screw thread, jacking bolt (24) can be screwed into jacking seat (25), the jacking seat (25) of lift-up device (12) is welded on each root montant (16) top of adjustable prestressed steel truss (10) both sides, the top board (13) that (23) jack-up acts on continuous box girder (1) will be taken over a business by rotating jacking bolt (24), the prestressing force of adjustable prestressed steel truss (10) is made to pass to continuous box girder (1) by the lift-up device (12) of everywhere,
Docking adjusting device (22) is WH70Q high-strength steel, it comprises end plate (26), high-strength bolt (27) and nut (28), and docking adjusting device (22) is arranged in the middle part of each root upper chord (20) of adjustable prestressed steel truss (10); The upper chord (20) of adjustable prestressed steel truss (10) adds the gap disconnecting 30cm in the middle part of man-hour, and weld one piece of end plate (26) respectively at the both sides port disconnected, end plate (26) is reserved with bolt hole and passes for high-strength bolt (27), and nut (28) is screwed in high-strength bolt (27) two ends and acts on end plate (26); By the nut (28) at high-strength bolt (27) two ends of adjustment docking adjusting device (22), upper chord (20) is made to produce precompression to adjust the precompression size of adjustable prestressed steel truss (10).
2. a kind of adjustable prestressed steel truss for improving PSC continuous box girder bridge bearing ability according to claim 1, it is characterized in that: its be applicable to standard three across and be the PSC Continuous Box Girder Bridge of single box single chamber, also be applicable to the PSC Continuous Box Girder Bridge of other general structures, comprise: two across the PSC Continuous Box Girder Bridge being combined into each class formation between the case room type of beam, three across the spanning type of beam, multispan beam and single box single chamber, single box double room, single-box multi-cell, many casees multicell.
3. the construction method of a kind of adjustable prestressed steel truss for improving PSC continuous box girder bridge bearing ability according to claim 1 or claim 2, is characterized in that: its Specific construction step is as follows:
The first step: on continuous box girder (1), bridge pier (4) and basis (5) composition standard three stride continuous box girder bridge, upper limb at each midfield diaphragm (6) place and lower edge respectively Drilling form midfield preformed hole (7), and end bay diaphragm (8) the place's upper limb at two ends and lower edge respectively Drilling form end bay preformed hole (9);
Second step: by montant (16), top rail (17), scissors strut (18), lower transverse beam (19), the upper chord (20) of welded end plate (26), lower chord (21) and diagonal web member (29) carry out being assemblied to form adjustable prestressed steel truss (10) from bridge pier (4) vertical position to both sides in the case indoor of continuous box girder (1), montant (16) in adjustable prestressed steel truss (10) is upper to be arranged welding jacking seat (25) and arranges lift-up device (12), jacking bolt (24) be in be tightened against jacking seat (25) state and do not allow (23) and top board (13) contact, when assembled adjustable prestressed steel truss (10), at each root upper chord (20) of connection simultaneously, the end plate (26) formation docking adjusting device (22) of the both sides of welding on upper chord (20) is connected by high-strength bolt (27) and nut (28), make to be lining in adjustable prestressed steel truss (10) in continuous box girder (1) across in the end bay case room (3) of case room (2) and both sides,
3rd step: continuous box girder (1) dual-side across two ends, the upper chord (20) of adjustable prestressed steel truss (10) and lower chord (21) are each passed through the upper limb at end bay diaphragm (8) place and the end bay preformed hole (9) of lower edge and fixing; The case corresponding on bridge pier (4) top of continuous box girder (1) is indoor, the upper limb of midfield diaphragm (6) and the midfield preformed hole (7) of lower edge is each passed through with independent upper chord (20) and lower chord (21), and with in be connected across the upper chord (20) of the adjustable prestressed steel truss (10) in case room (2) and end bay case room (3) and lower chord (21), formed overall across the adjustable prestressed steel truss (10) of case room (2) and end bay case room (3) in making; The upper chord (20) of the midfield diaphragm (6) respectively in both sides and the upper limb of lower chord (21) and lower edge welding midfield chord member boss (11);
4th step: to the direction of both sides from bridge pier (4) vertical position, the nut (28) of adjustment docking adjusting device (22) one by one, make adjustable prestressed steel truss (10) produce prestressing force and make adjustable prestressed steel truss (10) produce camber at span centre, and adjust the jacking bolt (24) of lift-up device (12), make (23) jacking and with top board (13) contact, thus make adjustable prestressed steel truss (10) reach active force state and with the effect of continuous box girder (1) acting in conjunction bearing load, reach the effect improving PSC continuous box girder bridge bearing ability,
5th step: when arranging the continuous box girder (1) of adjustable prestressed steel truss (10), when occurring that the precompression of adjustable prestressed steel truss (10) loses and camber reduces to cause PSC continuous box girder bridge bearing ability again to occur deficiency after long-term use, can again one by one pretension each docking adjusting device (22) nut (28), reducing end plate (26) gap, both sides makes upper chord (20) precompression improve, thus again increase prestressing force and the camber of adjustable prestressed steel truss (10), PSC continuous box girder bridge bearing ability is improved again, if occur after long-term use there is deficiency in PSC continuous box girder bridge bearing ability again, and when being still not enough to produce the precompressed force value required after passing through to regulate the gap between the both sides end plate (26) of docking adjusting device (22), made up by the jacking bolt (24) of adjustment lift-up device (12), jacking bolt (24) outward turning made (23) jacking to push up coping (13), namely take over a business vertical pressure between (23) and top board (13) by adjustment and adjust the prestressing force size of adjustable prestressed steel truss (10), finally make adjustable prestressed steel truss (10) reach active force state and with the effect of continuous box girder (1) acting in conjunction bearing load, reach the effect improving PSC continuous box girder bridge bearing ability.
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| CN107100092B (en) * | 2017-05-21 | 2019-03-01 | 山西省交通科学研究院 | A kind of quick bridge widening structure and installation method of uninterrupted traffic |
| CN107938525B (en) * | 2017-12-20 | 2023-06-30 | 山西省交通规划勘察设计院有限公司 | Reinforcing structure and method for assembled continuous box girder |
| CN109057035A (en) * | 2018-03-13 | 2018-12-21 | 王维奇 | Structural unit body is set to obtain the scheme for stablizing prestressing force in order to transport and assemble |
| CN109371859A (en) * | 2018-12-10 | 2019-02-22 | 长安大学 | It is a kind of to reinforce girder-embedded arch structure and its construction method across box girder bridge greatly |
| CN109610350A (en) * | 2018-12-29 | 2019-04-12 | 北京工业大学 | A kind of ruggedized construction of prestressed concrete box girder |
| CZ309399B6 (en) * | 2019-02-12 | 2022-11-23 | DrSc. Witzany Jiří prof. Ing | Method of reconstructing a bridge with arches and embankment and equipment for this |
| CN110241974B (en) * | 2019-04-29 | 2023-11-17 | 深圳市建筑设计研究总院有限公司 | Full-bolt-connection truss type steel reinforced concrete beam and construction method |
| CN111794443A (en) * | 2020-07-30 | 2020-10-20 | 上海欧本钢结构有限公司 | Steel bar truss structure resisting downwarping through upper chord jacking device and application thereof |
| CN112878211A (en) * | 2021-03-19 | 2021-06-01 | 河南郑大工程检测咨询有限公司 | Reinforcement construction method based on wet-joint-free segment precast concrete box girder |
| CN114319066A (en) * | 2021-12-01 | 2022-04-12 | 中国建筑土木建设有限公司 | Spliced steel truss box girder and mounting method thereof |
| CN114622497B (en) * | 2022-04-08 | 2023-04-25 | 西安公路研究院有限公司 | Bridge rapid rush-repair method without increasing dead weight of main beam |
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