CN106320192A - Beam section replacement reinforcement method for large-span concrete continuous beam bridge - Google Patents

Beam section replacement reinforcement method for large-span concrete continuous beam bridge Download PDF

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Publication number
CN106320192A
CN106320192A CN201610957575.1A CN201610957575A CN106320192A CN 106320192 A CN106320192 A CN 106320192A CN 201610957575 A CN201610957575 A CN 201610957575A CN 106320192 A CN106320192 A CN 106320192A
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China
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concrete
steel
cutting
displacement
joint
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CN106320192B (en
Inventor
何雄君
朱慈祥
张晶
杨阳
范诚
刘鑫
陈云汉
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Wuhan University of Technology WUT
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Wuhan University of Technology WUT
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D22/00Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges

Abstract

The invention discloses a beam section replacement reinforcement method for a large-span concrete continuous beam bridge. The method comprises the steps as follows: a replacement concrete beam section is cut from a to-be-reinforced span of a concrete continuous beam and hoisted; two fixed sections are formed after the to-be-reinforced span is cut, and reinforced concrete joints are arranged on cutting end surfaces of the two fixed sections; a steel beam is hoisted to the position between the two steel reinforced concrete joints and connected with the reinforced concrete joints. The steel beam substitutes for a replacement concrete beam section with diseases, and accordingly, diseases such as mid-span deflection, cracking and the like can be completely treated, the bridge deck line shape is improved, and the total bearing capacity of the concrete continuous beam bridge is also improved; the method has the advantages of being safe, reliable, good in operability and high in practicality and can be used for maintenance and reinforcement of large-span concrete continuous beam (rigid framework) bridges.

Description

A kind of beam section replacing and reinforcing method for large span concrete continuous beam bridge
Technical field
The present invention relates to the reinforcement technique of concrete-bridge, be specifically related to a kind of for large span concrete continuous beam bridge Beam section replacing and reinforcing method.
Background technology
The domestic building-up work starting large span concrete continuous beam (firm structure) bridge the seventies in last century, because it is well fitted Answering property and economy rapidly become the bridge type of most competitiveness in the range of 60m~300m of footpath, are widely used in highway large-scale Bridge and municipal administration elevated bridge.Due to bridge structure design at that time and materials theory imperfection, the volume of transport being day by day incremented by, The limitation of maintenance management and the most severe natural conditions, caused the various problems of Partial Bridges and structural disease, Mainly showing as the problem such as (" cracking in webs ", " bottom slab crack ", " roof break ") and " middle span deflexion " that ftractures, the lighter affects knot Structure durability and attractive in appearance, severe patient will limit normally using or causing loss of structure bearing capacity of bridge.To old bridge, unsafe bridge Reinforce maintenance, cause global concern.
At present, Technology Bridge Strengthening is broadly divided into three kinds.One is to increase dead load method for strengthening, increases while improving bearing capacity The dead load of structure, mainly includes bonding steel plate method, Enlargement of Section etc., mostly is passive reinforcement method, reinforce inefficient.Two are Basic maintenance dead load method for strengthening, as changed structural system method for strengthening, external prestressing strengthening method etc., for active reinforcement means, reason In opinion, consolidation effect is preferable, but durability, reliability have to be hoisted.Three is to alleviate dead load method for strengthening, mainly includes alleviating bridge floor Mating formation, change lightweight guardrail etc., for active reinforcement method, but owing to mostly being the weight alleviating accessory structure, consolidation effect is limited.
Summary of the invention
It is an object of the invention to overcome above-mentioned technical deficiency, propose a kind of beam for large span concrete continuous beam bridge Section replacing and reinforcing method, it can actively be reinforced and alleviate dead load, can start with from the method changing structural system again, solve up hill and dale The diseases such as middle span deflexion, beam section cracking.
For reaching above-mentioned purpose, technical scheme provides a kind of beam section for large span concrete continuous beam bridge Replacing and reinforcing method, comprises the steps:
S1, by displacement Concrete Beam Segment from concrete continuous beam treat reinforcing step up cutting and handling;
Described step S1 includes:
S11, the deck paving removing displacement Concrete Beam Segment and affiliated facility thereof, carry out local and add concrete continuous beam Gu, and on two canned paragraphs, all it is correspondingly arranged support system and the Lift-on/Lift-off System being connected with support system, and by lifting be System is by fixing for displacement Concrete Beam Segment lifting;
S12, it is the cutting of splayed symmetry at the two ends of displacement Concrete Beam Segment, and uses under interim external prestressing or bridge Active force support protection end bay beam body, it is ensured that middle beam section demolishing process safety;
S13, cut after, control Lift-on/Lift-off System will cutting after displacement Concrete Beam Segment lifting transfer to corresponding Placement platform.
S2, wait reinforce across cutting after formed two canned paragraphs, the cutting end face of two canned paragraphs is respectively provided with steel concrete and connects Head;
S3, winch to girder steel be connected between two steel concrete joints and with steel concrete joint.
By such scheme, in described step S11, local stiffening includes: wait to reinforce across adjacent two to step up stretch-draw external pre- Stress, pours diaphragm plate in the box beam of canned paragraph, and punchinges in advance near the top and bottom of its cutting end face one end at canned paragraph Stress rib bundle, and Prestress tendon is carried out grouting pour.
By such scheme, described step S12 is additionally included in when being cut to set thickness, sets on the cutting end face of canned paragraph Putting protecting against shock outrigger, the front end of protecting against shock outrigger arranges hydraulic means, and hydraulic means one end abuts cutting of displacement Concrete Beam Segment Cut node face.
By such scheme, described step S13 is additionally included in lifting decentralization process monitoring displacement four angles of Concrete Beam Segment Relative altitude, makes the vertical relative altitude between displacement Concrete Beam Segment any two angle less than 10mm.
By such scheme, described step S2 includes:
S21, cut canned paragraph near its cutting end face 1m in concrete, and by canned paragraph cut concrete after Beam-ends shaping, dabbing, clean, cut shearing and be good for, and original spacer bar and presstressed reinforcing steel in retaining canned paragraph;
S22, steel concrete joint is winched to installation site, and fixing with the concrete chisel removal end of canned paragraph be connected;
S23, in steel concrete joint and canned paragraph junction casting concrete maintenance, reach to set intensity posttension to concrete Draw prestressing force.
Steel concrete joint is made up of steel concrete joint Concrete Beam Segment and steel concrete joint steel box-girder section, uses after filling concrete board-like Mode, the most vertical placement steel concrete joint steel construction, pour fill concrete, then horizontal steel concrete joint, transport to bridge location by shipping, Finally top board, base plate and the web of steel box-girder end are made double ancient piece of jade, round, flat and with a hole in its centre plate, by the concrete filled and the concrete box girder of next-door neighbour Top board, base plate and the web of section is connected by PBL shear plate, deformed bar and regular reinforcement, and extends it forward with mixed Solidifying soil diaphragm plate connects, prestressing force short bundle Bar Anchorage on concrete diaphragm plate and steel case diaphragm plate, prestressing force long bundle reinforcing bar It is anchored on the tooth block of the top board of beam section after concrete diaphragm plate, base plate.
By such scheme, described step S3 includes:
The girder steel that S31, making match with two steel concrete joints, is transported to girder steel below steel concrete joint and winches to two steel Between concrete joint;
S32, girder steel one end is fixed by high-strength bolt and one of them steel concrete joint after weld, then by girder steel another Hold and weld after being fixed with another steel concrete joint by high-strength bolt.
S33, stretch-draw girder steel prestressing force.
By such scheme, in described step S33 for girder steel stretching prestressed steel bundle two ends be anchored in respectively girder steel from 10m position, its one end.
Compared with prior art, the present invention substitutes displacement Concrete Beam Segment disease occurred by girder steel, thus can Solving the disease such as middle span deflexion, cracking up hill and dale, improve Pavement linear, the entirety simultaneously also improving concrete continuous girder bridge is held Load power.There is advantage safe and reliable, that strong operability, reinforcement cost are cheap, practical.
Accompanying drawing explanation
Fig. 1 is the dismounting schematic diagram of the displacement Concrete Beam Segment of the present invention.
Fig. 2 is the scheme of installation of the steel concrete joint of the present invention.
Fig. 3 is the steel girder erection schematic diagram of the present invention.
Fig. 4 is the steel concrete joint design schematic diagram of the present invention.
Detailed description of the invention
In order to make the purpose of the present invention, technical scheme and advantage clearer, below in conjunction with drawings and Examples, right The present invention is further elaborated.Should be appreciated that specific embodiment described herein only in order to explain the present invention, and It is not used in the restriction present invention.
As shown in Figure 1, Figure 2, Figure 3 shows, embodiments of the invention with in one across as 98m, mixed as 65m of adjacent two end bays 3 As a example by solidifying soil continuous bridge, corresponding two, the centre that arranges is main pier 2, is abutment pier 1 near two, edge, between two main piers 2 In for across, be end bay 3 between abutment pier 1 and main pier 2.Wherein, middle span centre portion is impaired, and the present embodiment chooses the centre that middle span centre is impaired Beam section is displacement Concrete Beam Segment 4, and is replaced into girder steel 9.This middle beam section need to have enough self-bearing capacities, and two End is in the region that moment of flexure is less, and this beam section concrete can use whole sections to transfer dismounting, it is also possible to segmentation is removed, institute in figure It is shown as whole sections and transfers dismounting.
Refering to Fig. 1, it is the dismounting schematic diagram replacing Concrete Beam Segment 4 of the present embodiment, and its concrete displacement step is as follows:
S1, by displacement Concrete Beam Segment 4 from concrete continuous beam treat reinforcing step up cutting and handling;
It should be noted that wait described in the present embodiment reinforce across be above-mentioned in across, described displacement Concrete Beam Segment 4 is Beam section in the middle of impaired concrete.
Concrete cutting, handling step are as follows:
S11, the deck paving removing displacement Concrete Beam Segment 4 and affiliated facility thereof, carry out local to concrete continuous beam Reinforce, and on two canned paragraphs, be all correspondingly arranged support system 5 and the Lift-on/Lift-off System 6 being connected with support system 5, and by hanging Displacement Concrete Beam Segment 4 is lifted fixing by dress system 6;
Break firstly the need of by deck paving and the attached setting thereof of displacement Concrete Beam Segment 4 before cutting, such as railing Deng.After dismounting, wait to reinforce across adjacent two step up stretch-draw external prestressing, i.e. stretch-draw prestressing force on two end bays 3, specifically may be used By arranging prestressed strand 10 on two end bays 3.Simultaneously as need on canned paragraph to arrange support system 5 and Lift-on/Lift-off System 6 So that displacement Concrete Beam Segment 4 and the lifting of girder steel 9, owing to the gravity of displacement Concrete Beam Segment 4 and girder steel 9 is relatively big, Yi Hoisting process gives the pressure that canned paragraph is bigger, therefore the present embodiment is used for carrying the case of the position of support system 5 at canned paragraph Diaphragm plate 11 is poured with the bearing capacity of box beam in increase canned paragraph in beam;And, cut end face one end at canned paragraph near it Top and bottom punching to Prestress tendon, and Prestress tendon carried out grouting pour, specifically at canned paragraph near its cut end In the range of about the 5m of face, prestressed pore passage carries out segmentation and punchinges, and the presstressed reinforcing steel corrugated tube punchinging interior is carried out back-grouting Pour, strengthen prestressed pore passage grouting plumpness.
After reinforcing, can on-site consolidation support system 5 and Lift-on/Lift-off System 6, the support system 5 of the present embodiment and Lift-on/Lift-off System 6 It is existing conventional equipment, with simple, convenient, safety and disclosure satisfy that demand is preferred, after assembly completes, examination can be carried out and hang, And monitor the change of canned paragraph subjected to stress and support system 5 and the change of Lift-on/Lift-off System 6 subjected to stress, easily ensure concrete even The box-beam structure of continuous beam bridge and the safety of construction.
S12, displacement Concrete Beam Segment 4 two ends be splayed symmetry cutting;
When specifically cutting, first with two Lift-on/Lift-off Systems 6, displacement Concrete Beam Segment 4 two ends are hung, cut the most again, Splayed cutting is used during cutting.Be cut to set thickness time, typically be cut to replace Concrete Beam Segment 4 thickness two/ One to three/for the moment, and the cutting end face of canned paragraph arranges protecting against shock outrigger, the front end of protecting against shock outrigger arranges hydraulic pressure dress Putting, hydraulic means one end abuts the cutting end face of displacement Concrete Beam Segment 4, and hydraulic means can use the jack of routine, cutting Time can by jack regulation canned paragraph cutting end face and displacement Concrete Beam Segment 4 cutting end face between stress, prevent There is unexpected uneven subsidence and impact in displacement Concrete Beam Segment 4.
And, after the displacement such as Ying Xian Concrete Beam Segment 4 one end has been cut, then cut the other end.Displacement Concrete Beam Segment 4 After two ends have all been cut, impulsive force when its jacking force slowly discharges cut-out can be regulated by jack.
Wherein, when replacing Concrete Beam Segment 4 and being longer, below sectional cutting, such as can be by middle beam section displacement coagulation Soil beam section 4 first cuts the 19m at middle part, and then segmentation is symmetrical cuts to end bay, concrete segmentation can be two 3m, two 3m, two 3m, two 2m.It specifically cuts and can carry out according to actual needs, in this no limit.
S13, cut after, control Lift-on/Lift-off System 6 will cutting after displacement Concrete Beam Segment 4 lifting transfer to corresponding Placement platform 7.
In concrete lifting decentralization process, need the relative altitude at 4 four angles of Concrete Beam Segment of monitoring displacement in real time, it is ensured that put Change the vertical relative altitude between Concrete Beam Segment 4 any two angle and be less than 10mm, and this vertical relative altitude is the smaller the better, especially It is that displacement Concrete Beam Segment 4 is in level and is preferred.
As in figure 2 it is shown, the scheme of installation of the steel concrete joint 8 that it is the present embodiment, its installation steps are as follows:
S2, wait reinforce across cutting after formed two canned paragraphs, the cutting end face of two canned paragraphs is respectively provided with steel concrete and connects 8;As shown in Figure 4, steel concrete joint Steel Structural Design: joint longitudinally long 4m, the wherein long 2.5m of steel case part, interior fill concrete The long 1.5m of part 8.1, arranges the bearing plate 8.3 of one piece of 50mm at faying face, connects the employing of steel box-girder part 8.2 top board and puts more energy into Plate is corresponding with the stiffener (PBL) in concrete parts;The most vertical placement steel concrete joint steel construction, pours fill concrete, then Horizontal steel concrete joint.
The concrete installation procedure of steel concrete joint 8 is as follows
S21, cut the canned paragraph concrete near its cutting end face one section, and cut along canned paragraph length direction, cut A length of about 1m, and by canned paragraph cut concrete after beam-ends shaping, dabbing, clean, cut shearing and be good for, and retain solid Original spacer bar and presstressed reinforcing steel in the section of determining;
And before step S21, need to move a certain distance support system 5 and Lift-on/Lift-off System 6 to end bay;
S22, steel concrete joint 8 is winched to installation site, top board, base plate and the web of steel box-girder end is made double ancient piece of jade, round, flat and with a hole in its centre plate, The top board of concrete box beam section, base plate and the web of the concrete filled with next-door neighbour are passed through PBL shear plate 8.4, prestress steel Muscle and regular reinforcement etc. are connected well, then extend the most forward and it be connected with concrete diaphragm plate 8.5, the short bundle of prestressing force Bar Anchorage on concrete diaphragm plate and steel case diaphragm plate, prestressing force long bundle Bar Anchorage beam section after concrete diaphragm plate Top board, base plate tooth block on, in order to ensure the accuracy installed, need steel concrete joint 8 is accurately positioned, with solid behind location The concrete chisel removal end of the section of determining is fixing to be connected;
S23, in steel concrete joint 8 and canned paragraph junction casting concrete maintenance, after reaching to set intensity to concrete Stretch-draw prestressing force, this setting intensity is by the usual manner enforcement of this area, and therefore not to repeat here.After stretch-draw prestressing force, routinely Mode carries out protection and the application of steel concrete joint 8.
As it is shown on figure 3, the scheme of installation of the girder steel 9 that it is the present embodiment, its installation steps are as follows:
S3, winch to girder steel 9 be connected between two steel concrete joints 8 and with steel concrete joint 8.
The girder steel 9 that S31, making match with two steel concrete joints 8, is transported to girder steel 9 below steel concrete joint 8 and winches to two Between individual steel concrete joint 8;
Girder steel 9 specifically can make in factory or setting position, girder steel 9 length should according to come between a steel concrete joint 8 away from From being configured, the girder steel 9 of the present embodiment is 45m.Girder steel 9 makes under unstress state on moulding bed for always spelling in entirety, and system When making, the actual loading according to concrete continuous girder bridge carries out computational analysis, and arranges girder steel 9 according to the data of computational analysis Camber.
Before girder steel 9 handling, needing girder steel 9 the most corresponding with two steel concrete joints 8, i.e. girder steel 9 is in the position preventing platform Put 7 and need location, to ensure that girder steel 9 agrees with two steel concrete joint 8 phases after vertically hanging up.And, in hoisting process, girder steel In four angles of 9, the vertical difference in height between any two angle should be less than 10mm, specifically can be monitored in real time by monitoring system, with Ensure the smoothness in girder steel 9 hoisting process.
S32, girder steel 9 one end is fixed with one of them steel concrete joint 8 by high-strength bolt after weld, then by girder steel 9 The other end is welded after being fixed with another steel concrete joint 8 by high-strength bolt.
After girder steel 9 is lifted location, first girder steel 9 one end is fixed, then with steel concrete joint 8 by high-strength bolt temporarily Welding is permanently fixed, and is finally connected by high-strength bolt by girder steel 9 other end, adjusts position and then weld after connection Connect.
S33, stretch-draw girder steel 9 prestressing force, be anchored in girder steel 9 from it respectively for girder steel 9 stretching prestressed steel bundle two ends 10m position, one end.
After girder steel 9 prestressed stretch-draw, the installation of girder steel 9 deck paving and affiliated facility thereof can be carried out.
The detailed description of the invention of present invention described above, is not intended that limiting the scope of the present invention.Any basis Various other that the technology design of the present invention is made change and deformation accordingly, are all contained in the protection of the claims in the present invention In the range of.

Claims (7)

1. the beam section replacing and reinforcing method for large span concrete continuous beam bridge, it is characterised in that comprise the steps:
S1, by displacement Concrete Beam Segment from concrete continuous beam treat reinforcing step up cutting and handling;Specifically include:
S11, the deck paving removing displacement Concrete Beam Segment and affiliated facility thereof, carry out local stiffening to concrete continuous beam, And on two canned paragraphs, be all correspondingly arranged support system and the Lift-on/Lift-off System being connected with support system, and incited somebody to action by Lift-on/Lift-off System Displacement Concrete Beam Segment lifting is fixing;
S12, it is the cutting of splayed symmetry at the two ends of displacement Concrete Beam Segment, and uses under interim external prestressing or bridge actively Stress support protection end bay beam body, it is ensured that middle beam section demolishing process safety;
S13, cut after, control Lift-on/Lift-off System will cutting after displacement Concrete Beam Segment lifting transfer to corresponding placement Platform.
S2, wait reinforce across cutting after formed two canned paragraphs, the cutting end face of two canned paragraphs is respectively provided with steel concrete joint;
S3, winch to girder steel be connected between two steel concrete joints and with steel concrete joint.
Beam section replacing and reinforcing method the most according to claim 1, it is characterised in that local stiffening bag in described step S11 Include: wait to reinforce across adjacent two step up stretch-draw external prestressing, in the box beam of canned paragraph, pour diaphragm plate, and at canned paragraph Punching to Prestress tendon near top and bottom of its cutting end face one end, and Prestress tendon is carried out grouting pour.
Beam section replacing and reinforcing method the most according to claim 1 and 2, it is characterised in that described step S12 is additionally included in cuts Cutting to when setting thickness, arrange protecting against shock outrigger on the cutting end face of canned paragraph, the front end of protecting against shock outrigger arranges hydraulic pressure dress Putting, hydraulic means one end abuts the cutting end face of displacement Concrete Beam Segment.
Beam section replacing and reinforcing method the most according to claim 3, it is characterised in that described step S13 is additionally included in lifting The relative altitude at decentralization process monitoring displacement four angles of Concrete Beam Segment, makes erecting between displacement Concrete Beam Segment any two angle Straight relative altitude is less than 10mm.
Beam section replacing and reinforcing method the most according to claim 4, it is characterised in that described step S2 includes:
S21, cut canned paragraph concrete in the 1m of its cutting end face, and by the beam-ends cut after concrete of canned paragraph Shaping, dabbing, clean, cut shearing and be good for, and original spacer bar and presstressed reinforcing steel in retaining canned paragraph;
S22, steel concrete joint is winched to installation site, and fixing with the concrete chisel removal end of canned paragraph be connected;
S23, in steel concrete joint and canned paragraph junction casting concrete maintenance, reach to set intensity post-stretching to concrete pre- Stress.
Steel concrete joint is made up of steel concrete joint Concrete Beam Segment and steel concrete joint steel box-girder section, uses side board-like after filling concrete Formula, the most vertical placement steel concrete joint steel construction, pour fill concrete, then horizontal steel concrete joint, transport to bridge location by shipping, After top board, base plate and the web of steel box-girder end made double ancient piece of jade, round, flat and with a hole in its centre plate, by the concrete box beam section of the concrete filled with next-door neighbour Top board, negative and web connect by PBL shear plate, deformed bar and regular reinforcement, and extend itself and coagulation forward Soil diaphragm plate connect, prestressing force short bundle Bar Anchorage on concrete diaphragm plate and steel case diaphragm plate, prestressing force long bundle reinforcing bar anchor Gu after concrete diaphragm plate on the tooth block of the top board of beam section, base plate.
Beam section replacing and reinforcing method the most according to claim 5, it is characterised in that described step S3 includes:
The girder steel that S31, making match with two steel concrete joints, is transported to girder steel below steel concrete joint and winches to two steel concretes and connect Between Tou;
S32, girder steel one end is fixed by high-strength bolt and one of them steel concrete joint after weld, then the girder steel other end is led to Cross after high-strength bolt is fixed with another steel concrete joint and weld.
S33, stretch-draw girder steel prestressing force.
Beam section replacing and reinforcing method the most according to claim 6, it is characterised in that open for girder steel in described step S33 Prestressed steel bundle two ends are drawn to be anchored in girder steel respectively from 10m position, its one end.
CN201610957575.1A 2016-10-27 2016-10-27 A kind of beam section replacing and reinforcing method for large span concrete continuous beam bridge Active CN106320192B (en)

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CN110761202A (en) * 2018-07-25 2020-02-07 江苏省科佳工程设计有限公司 Prestress applying method in pre-pressing construction process

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CN110761202A (en) * 2018-07-25 2020-02-07 江苏省科佳工程设计有限公司 Prestress applying method in pre-pressing construction process

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