CN108755394A - A kind of method of presstressed reinforcing steel reinforcement bridge abnormity pier stud - Google Patents
A kind of method of presstressed reinforcing steel reinforcement bridge abnormity pier stud Download PDFInfo
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- CN108755394A CN108755394A CN201810757918.9A CN201810757918A CN108755394A CN 108755394 A CN108755394 A CN 108755394A CN 201810757918 A CN201810757918 A CN 201810757918A CN 108755394 A CN108755394 A CN 108755394A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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Abstract
The invention discloses a kind of methods of presstressed reinforcing steel reinforcement bridge abnormity pier stud, include reinforcement means of the gate-type with the overhanging region in diagonal brace pier stud, are as follows：S3, S1, preparation of construction, S2, surveying and locating take temporary rest pier and set scaffold, S4, confining surface crack, S5, jacking off-load, S6, the installation of pressure-bearing steel plate, S7, bar planting, S8, prestressing apparatus installation, S9, fabrication and installation template, S10, concreting, S11, prestressed stretch-draw, S12, grouting, sealing off and covering anchorage, S13, beam body reset, and S14, remove scaffold and temporary rest pier.The method of the present invention is by bridge synchronous jacking, section-increased method, external prestressed strengthening method, crack slip casting method is organically combined, anchorage and reinforcing bar not exposed outside pier stud after reinforcing, the landscape pier column appearance being reinforced is applicable to the Urban Landscape Bridge more demanding to appearance and reinforces operating mode substantially without influence.
Description
Technical field
The present invention relates to a kind of methods of presstressed reinforcing steel reinforcement bridge abnormity pier stud.
Background technology
Currently, China railways, with the increase of service life, there is very big with extensive performance of concrete column confined in urban road
There is different degrees of disease in a part of ordinary reinforced concrete pier stud, and the disease of some pier studs is quite serious.Shang Nengji
The continuous disease pier stud used, generally can be transferred through rational reinforcement measure and extends its service life.If using new column not only expense instead
With normal operation that is higher, and certainly will influencing traffic in replacement process, minor interruptions transport also results in economic loss.How
Disease is handled under conditions of not interrupting transport, improves the performance and durability of bridge, is one particularly significant and valuable
The research topic of value.For Landscape Bridge engineering, bridge appearance no less important, in the same of the performance and durability for improving bridge
When, do not change original bridge appearance as far as possible.Above-mentioned ask can not only be efficiently solved using external prestressing strengthening technology
Topic, and reinforcing expense is relatively low, and construction quality is easily controllable, thus this technology is to reinforce normal reinforced concrete beam ten
Divide effective method, there is vast potential for future development.
External prestressing equally exists shortcomings during reinforcing pier stud.Including：1. external prestressing is arranged in
Outside section, anti-corrosion, protection are relatively difficult, easily by ectocine.2. anchoring and turn-around zone easy to produce stress concentration, part
Stress is big, and anchoring construction requires high.3. external prestressing stretching force is smaller, the high advantage of external tendon intensity cannot be given full play to,
Requirement to anchorage and intermediate plate is very high.4. the deformation of external prestressing steels and the deformation of concrete are inconsistent, it be easy to cause pre- answer
Power is lost.5. since transfer and anchor point suffer restraints, when driving, easily causes the vibration of external tendon, prestressed cable from
It is restricted by length.
Invention content
It is an object of the invention to provide a kind of utilization deformed bar reinforcing landscape bridge to solve above-mentioned technical problem
The method of Reinforced Concrete Pier Column.This method notes bridge synchronous jacking, section-increased method, external prestressed strengthening method, crack
Slurry processes are organically combined, and anchorage and reinforcing bar not exposed outside pier stud, the landscape pier column appearance being reinforced are basic after reinforcing
Without influence, it is applicable to the Urban Landscape Bridge more demanding to appearance and reinforces operating mode.
The invention is realized by the following technical scheme：
A kind of method of presstressed reinforcing steel reinforcement bridge abnormity pier stud, including gate-type adding with the overhanging region in diagonal brace pier stud
Solid method is as follows：
S1, preparation of construction：Finish rolling deformed bar needed for ready for reinforcing region, a series of materials of reinforcing bar, concrete；
S2, surveying and locating：Reinforcing area is measured using tool, is checked；
S3, it takes temporary rest pier and sets scaffold：It is provided with temporary rest pier on the outside of reinforcing area, is carried out after temporary rest pier installation
Scaffold building near temporary rest pier；
S4, confining surface crack：The visible crack of reinforcing area is handled, to achieve the purpose that dead-end fracture；
S5, jacking off-load：By box beam synchronization of jacking up, the off-load above reinforcing area；
S6, the installation of pressure-bearing steel plate：Pressure-bearing steel plate is individually fixed in the reinforcing area of direction across bridge left and right sides by bolt
On, it is inserted into exhaust pipe at pressure-bearing steel plate edge, pressure-bearing steel plate edge sealing adhesive closing pressure-bearing steel plate edge is then used, completes edge sealing；
S7, bar planting：Increasing section range, along bridge, both sides, the concrete at left and right sides of direction across bridge carry out dabbing, plant forwards, backwards
Muscle, bar planting use full flight screw；
S8, prestressing apparatus installation：Prestressing apparatus is set to along on the bridge forwards, backwards reinforcing area of both sides, and prestressing force fills
It sets including prestress pipe, anchor end plate, tensioning end plate and finish rolling deformed bar, anchor end plate, tensioning end plate are respectively arranged at
On the pressure-bearing steel plate of both sides, finish rolling deformed bar pass through prestress pipe respectively with anchor end plate, tensioning end plate connection；
S9, fabrication and installation template；S10, concrete pour by several times；S11, prestressed stretch-draw；S12, vacuum grouting, sealing off and covering anchorage；
S13, beam body reset；S14, scaffold and temporary rest pier are removed.
Preferably, S4 confining surfaces crack step includes using table for the crack of fracture width ω≤0.15mm
Face brushing sealing adhesive for crack is handled, and is used wall methods pressure injection glue reparation for the crack of fracture width ω > 0.15mm, is needed
It pastes the position of steel plate and crack of the width less than 0.15mm uses the method for automatic constant-pressure low-pressure injection chemical grout to mixed
Solidifying soil cracking seam is repaired, to achieve the purpose that dead-end fracture.
Preferably, the wall methods pressure injection glue reparation crack step includes：The inspection in crack and calibration → fracture faces are mixed
Coagulate solidification → coagulation of surface-closed → injection potting compound → potting compound at processing → fixation syringe pedestal → crack of soil
Native surface mill is repaiied.
Preferably, the S5 jackings off-load step includes：Removing temporary rest pier girder steel rubbish → determine that jack puts position
It sets → measures height and determine that jack branch mat thickness → installation jack and dial gauge → startup jack-up system integral jacking → are filled out
Fill in temporary support cushion block.
Preferably, the S6 pressure-bearings steel plate installation steps include：S61, removed with electric angle grinder former pier stud surface coating,
Then dross blows off concrete surface dust until being completely exposed new face with compressed air, industrial acetone is used in combination to wipe surface；
S62, by Interal fixation on bolt, and ensure the gap of steel plate and concrete surface in 3mm or more, to ensure to fill
Injecting glue layer has enough thickness；
S63, coupler is bonded on the injection hole of steel plate, exhaust pipe is inserted at steel plate edge, on expansion bolt head
Then teabowl with a cover on cover uses steel plate edge sealing adhesive closing steel plate edge, completes edge sealing；
S64, with pump by steel bonding potting compound from the gap that coupler is filled into steel plate and concrete, perfusion operation duration arrive
All exhaust pipes have glue outflow, and in filling process, it is closely knit to be confirmed whether to be perfused to beat steel plate with rubber hammer.
Preferably, the S8 installed under prestressing step includes：S81, the anchor end plate, tensioning end plate and prestress pipe
Vertically；
S82, finish rolling deformed bar are closely connect across prestress pipe with anchor end plate, tensioning end plate, after the completion of tensioning
It is tightened against on pressure-bearing steel plate using double nut, second nut needs to be welded.
Preferably, before the S9 fabrication and installation template reinforced mesh is hung in reinforcing area bar planting.
Preferably, the S10 steps include：Height is poured for the first time and arrives bent cap bottom, is covered stretching end, has been poured for the first time
Dabbing processing, installation form are carried out to contact surface in time at rear, reinforcing template carries out second of concreting, pours for the second time
Completion residue is built to pour.
Preferably, the reinforcing area top layer welds top layer reinforcing rib, using first welding arc section, then welds both sides straight line
The welding method of section.
Advantageous effect of the present invention：The method of the present invention is by bridge synchronous jacking, section-increased method, external prestressed strengthening method,
Crack slip casting method is organically combined, anchorage and reinforcing bar not exposed outside pier stud after reinforcing, outside the landscape pier column being reinforced
It sees and is applicable to the Urban Landscape Bridge reinforcing operating mode more demanding to appearance substantially without influence.
Description of the drawings
Fig. 1 is that a kind of construction process using deformed bar reinforced steel concrete pier stud of the present invention implements schematic diagram；
Fig. 2 is the reinforcing area elevation for the reinforcing pier stud that the present invention applies；
Fig. 3 is that temporary rest pier and scaffold arrange elevation；
Fig. 4 is temporary rest pier and scaffold plane of arrangement figure；
Fig. 5 is temporary rest pier and scaffold side view；
Fig. 6 is to reinforce pier stud elevation；
Fig. 7 is the A-A sectional views of Fig. 6；
Fig. 8 is the B-B sectional views of Fig. 6；
Fig. 9 is the C-C sectional views of Fig. 6；
Figure 10 is Fig. 6 full-page proofs A figures；
Figure 11 is Fig. 6 full-page proofs B figures；
Figure 12 is prestressing force drawing；
Wherein, 1- reinforcing areas, 2- temporary rest piers, 3- scaffolds, 4- steel plates, 5- bolts, 6- dabbings, 7- full thread spiral shells
Bar, 8- prestress pipes, 9- anchor end plates, 10- tensioning end plates, 11- finish rolling deformed bars, 12- double nuts, 13- reinforced mesh.
Specific implementation mode
As shown in Fig. 1 to 12, below in conjunction with attached drawing and specific embodiment, the present invention will be described in detail, herein with this hair
Bright illustrative examples and explanation be used for explaining the present invention, but not as a limitation of the invention.
As shown in Figure 1, a kind of arcuate structure clear-water concrete construction of cast-in-situ box-beam method, includes the following steps：
1, preparation of construction
Ready for reinforcing uses material, and it includes fining twisted steel to reinforce the material used, the main materials such as reinforcing bar, concrete,
Reinforcement material is by examining, meeting national all standard.
2, surveying and locating
Engineers and technicians carry out checking calculation (elevation and coordinate that include reinforcing area 1), warp to strengthening construction drawing
Audit it is errorless after just carry out site operation.
Sundries before Pier Column Reinforcing construction on cleaning pier cap beam, smooth, compacting, the construction site for reinforcing pier stud surrounding,
Rational stacking material and equipment, it is ensured that large-scale lifting, concrete pump truck and Transport Machinery are parked.
Center absolute altitude, central axes, surrounding sideline and the branching standing template side in Pier Column Reinforcing region 1 are accurately made using total powerstation
Line, and add fender pile in case pier stud center resets use.According to the pier contour measured, repetition measurement pier stud bottom absolute altitude, using high grade sand
Slurry smears band in pier stud outer edge and utilizes horizon rule levelling, keeps band high consistent, with sharp formwork.
3, temporary rest pier 2 and scaffold 3 is set up
Range is set up according to the determination scaffold 3 of reinforcing area 1.This reinforcing scope is concentrated mainly on gate-type band diagonal brace pier
Overhanging region in column, as shown in Figure 2.It is circular layout outside reinforcing area 1, such as Fig. 3, Fig. 4, shown in Fig. 5, upright bar step pitch
For 90cm, vertical pole spacing 120cm, cross bar spacing 180cm, while including lower channel, safety guard net, skirting board etc..It is applying
Working hour first pours 2 basis of temporary rest pier, while setting up 3 system of adjacent scaffold, waits for installing top steel pipe after the completion of basic maintenance
And distribution beam.Temporary rest pier 2 carries out the scaffold 3 near temporary rest pier 2 and sets up after installation is complete.Effect after the completion of setting up
As shown in Figure 3.
4, confining surface crack
The visible crack of reinforcing area 1 is handled, for fracture width ω≤0.15mm and smaller tiny of depth
Crack is handled using external coating sealing adhesive for crack, and the crack of fracture width ω > 0.15mm is pressed using " wall methods "
Note is repaired, and the crack of position and width less than 0.15mm for pasting steel plate 4 is needed to use automatic constant-pressure low-pressure injection chemical grout
Method distress in concrete is repaired, to achieve the purpose that dead-end fracture.It is required to ensure that patching material is uniformly injected into
In thin and deep crack, ensure crack repairing quality.
Surface-closed handles crack：Understand sealing surface coating, dross with wire brush, then blows sealing with compressed air
Floating dust, extrusion sealing adhesive for crack carry out crack closure, are polished after solidification.
" wall methods " pressure injection glue repairs crack：The processing of inspection and calibration → the fracture faces concrete in crack → fixation note
The solidification of surface-closed → injection potting compound → potting compound at emitter pedestal → crack → concrete surface mill is repaiied.Wherein crack
Wire brush or abrasive machine will be polished along the range of fracture strike both sides 5cm wide when the processing of surface concrete, clearly
Except bleeding cement, loose material, greasy dirt etc., expose cleaning, solid concrete surface.Fixed syringe pedestal need to be according to crack
Width and length determine the position of injection pedestal, move towards about 3 pedestals of every meter of arrangement along crack, crack turnoff should have base
Seat.Paste and fixed pedestal in the base position having had determined, and should be by the central point knot of the central point of pedestal and crack
It is combined.Then, it is sealed with fluid sealant around the seam of pedestal and concrete, so as to voltage stabilizing.It is answered when injecting potting compound
Preparation potting compound is carried out according to the requirement of supplier products specification.Potting compound is pressed into syringe.Syringe is carefully pacified
On injection pedestal.If in injection tube potting compound before curing if be finished, continuation pressure injection should be replaced as early as possible.
5, off-load is jacked
Construction process includes：2 girder steel rubbish of removing temporary rest pier → determine that jack placement position → measurement height determines
Jack branch mat thickness → installation jack and dial gauge → startup jack-up system integral jacking → filling temporary support cushion block.
Entire jacking process uses jack oil pressure cntrol, and misalignment is jacked using dial gauge monitoring beam body.Inspection in time
Look into operating oil pressure and each box beam jacking displacement error between jack, if vertical error is more than ± 0.3mm, by 1. when jacking together
When step error is higher by above-mentioned standard, raised speed governing shut-off valve will be pushed up and turn down or close, wait for low hydraulic lifting to synchronous altitude
After open it and continue to jack；2. to the jack beyond jacking position, whole speed governing shut-off valves are closed.Electric hydraulic pump stops
Only work.Reversing switch on hydraulic pump is placed in backward position, opens the speed governing shut-off valve of high-order top set, is opening total speed governing
Shut-off valve (opening amount is preferably small), Gao Dingwei is fallen after rise under heavy loads, and arrival closes total speed governing shut-off valve and distribution immediately when requiring position
Speed governing shut-off valve, to achieve the purpose that synchronization of jacking up.The entire necessary tracing and monitoring of jacking process, and record monitoring knot in detail
Fruit.Dial gauge is all positioned at box beam bottom plate jacking center.
6, pressure-bearing steel plate 4 is installed
The concrete surface treatment of steel bonding region：According to drawing requirement and the case where positioned according to field measurement on steel bonding area surface
4 full-page proof of steel plate is released, 4 layout drawing of pressure-bearing steel plate is as shown in Figure 7,8.Former pier stud surface coating is removed with electric angle grinder, dross,
Until being completely exposed new face, concrete surface dust then is blown off with compressed air, industrial acetone is used in combination to wipe surface.Steel plate 4 is consolidated
It is scheduled on bolt 5, and there are enough thickness in the gap for ensureing steel plate 4 and concrete surface in 3mm or more to ensure to be perfused glue-line
Degree.Coupler is bonded on the injection hole of steel plate 4, exhaust pipe is inserted at 4 edge of steel plate, in 5 upper cover upper covers of expansion bolt
Then bowl uses 4 edge sealing adhesive of steel plate closing steel plate, 4 edge, completes edge sealing.Steel bonding potting compound is filled into steel plate from coupler with pump
4 and concrete gap in, perfusion operation duration have glue outflow to all exhaust pipes.During concern, rubber hammer is used
It is closely knit to be confirmed whether to be perfused to beat steel plate 4.It is required that pressure testing of first ventilating before grouting, is filled steel bonding with the pressure of 0.2-0.4Mpa
Injecting glue is pressed into from coupler, stops pressurization after slurries occurs in gas vent, with 4 edge sealing adhesive plug-hole of steel plate, then is tieed up with lower pressure
It holds 10 minutes or more.
7, bar planting
To bridge pier side (including along bridge to and direction across bridge) thicker region concrete surface clears up, remove old concrete
Float ash, dust, oil stain, dirt in paste face, makes exposing structural body.Dabbing 6 is carried out to the region concrete surface, to ensure
New-old concrete has good bonding, general (to have paint or grease with wire brush or blasting method removing supernatant layer dirt
Gdna contamination is scrubbed with acetone).If basal plane loosens seriously, artificial chiseling method should be used, damaged concrete is chiseled out, to bonding
Face is polished, and about 1cm thickness surface layer is cut, and compressed air is used in combination to blow down powder, and base is made to expose hard, firm concrete
Face, dabbing 6 must thoroughly comprehensively, but also unsuitable depth is excessive, is not carbonized and damaged concrete in order to avoid destroying.If reinforcing bar
Corrosion is exposed, should also derust to rebar surface, and brushing reinforced steel bar rust preventing agent.Bar planting uses 16mm full flight screws 7, bar planting
Depth 16cm, exposed 15cm.Bar planting 80 × 80cm of spacing, bar planting position need to avoid deformed bar, steel in conjunction with pre-stress design
The areas such as anchor slab apply interfacial agents.
As shown in figure 9, welding top layer reinforcing rib, welding principle：Arc section is first preferably welded, then welds both sides straightway.Weldering
Seam wants full, reduces the damage to steel bar stress to the greatest extent, should be by skilled practitioner concrete operations.Straightway weld length single side
Weldering is 10d, welding by both sides 5d.It, can be logical in local location such as the unfavorable factors such as come to nothing caused by machining accuracy problem in arc section
Crossing the form of welding short steel rod ensures that firm welding is reliable.Short muscle diameter is identical as main reinforcement, weld length with it is preceding identical.
8, installed under prestressing
8 position of prestress pipe must be accurate, and 8 position of prestress pipe is as shown in Figure 10,11.Anchor end plate 9, stretching end
Plate 10 must be vertical with prestress pipe 8.The tie point of prestress pipe 8 and anchor end plate 9, tensioning end plate 10 must be close,
Spillage plugging when preventing casting concrete.To reduce prestressed stretch-draw loss to the greatest extent, tensioning is tightened using double nut 12 after the completion,
Second nut needs to be welded.Deformed bar use the high-strength finish rolling deformed bars 11 of Φ 32mm, normal intensity fpk=930Mpa,
Elastic modulus E p=2.00 × 105Mpa.Design control stress for prestressing is 0.7fpk, stretching control force 523kN.Prestressed pipe
Road 8 uses internal diameter Φ 50mm metal bellows pore-formings.
In the interface cohesion agent of one floor height adhesive property of original concrete joint surface brushing, on bridge pier side linked network (surface
Reinforced mesh 13), reinforced mesh 13 is welded with side bar planting, it is ensured that 13 position of reinforced mesh is accurate in work progress.
9, fabrication and installation template
This template uses film plate, and surface is smooth, and intensity, rigidity are met the requirements, easy to process, from heavy and light, when installation
The ancillary equipments such as crane are not needed.It is arranged template standing screw according to implanted reinforcing bar.Screw rod spacing be 20cm ×
20cm.In one section of existing pier stud of implantation of screw rod, sealed with anchoring adhesive.According to screw rod, the layout of reinforcing bar carries out trepanning in template.
Template installation is carried out after the completion of trepanning.It is protected in advance with rectangular foam in tensioning and anchored end, later stage concrete is avoided to pour
Tensioning operation can not be carried out after building.Template reinforces it with the lumps of wood and steel pipe.
10, concreting
Concreting program is planned in advance according to reinforcing area 1.This is reinforced due to only respectively widening in pier stud both sides
20cm, operating area is narrow when pouring, and entirely reinforcing height has 4.65m, therefore is poured using gradation.Before pouring to template and
Concrete surface carries out watering moistening.Height is poured for the first time and arrives bent cap bottom, and (emphasis poured for the first time is main for covering stretching end
It is vibrated using the concrete vibration bar of minor diameter 50mm for stretching end because working face is narrow, ensures vibrating for concrete
In place), dabbing processing, installation form are carried out to contact surface in time after the completion of pouring for the first time, reinforcing template carries out second and mixes
Solidifying soil pours, and pours completion residue for the second time and pours.
11, prestressed stretch-draw
It is conserved in time after the completion of concreting, intensity carries out tensioning after need to reaching 75% of design strength or more.
Side form is removed before tensioning.Prestressing force tensioning at twice.Since vertical prestressing bar is shorter, it should be specifically noted that tensioning, it must be using special
Jack, and tighten nut after tensioning reaches tonnage.The tensioning of deformed bar, using " dual control ", based on stretching force,
Supplemented by the amount of extending, by design stretching force progress tensioning, the difference of practical elongation and theoretical elongation is not more than 6%.Finish rolling screw thread
Reinforcing bar 11：0 → initial stress, 10% σ k (scribing line marking) → σ k (holding lotus 5 minutes) → measurement elongation and amount of recovery → anchoring →
Big small oil tank back to zero.The concrete technology of prestressed stretch-draw and grouting, sealing off and covering anchorage should strictly press related operating instruction and《Highway bridge and culvert is applied
Work technical specification》It executes.
12, grouting, sealing off and covering anchorage
In order to ensure pre-stress construction quality, prestress pipe 8 uses metal bellows.Prestressed strand tensioning finishes,
It must timely vacuum grouting.Grouting uses vacuum aid grouting technology, is removed in pipeline with compressed air or pressure water before mud jacking
Impurity, duct and both ends must seal, and cement mortar is supported 28 days by 70mm cube specimen marks, compression strength >=50MPa, the ratio of mud
0.3~0.35, and mix suitable micro-expanding agent by testing.Slurry bleeding is less than 2%, four time of cement mortar initial volume
The result average value of follow-on test be less than 1%, companion and after the bleeding of cement mortar for 24 hours should be able to absorb, 3~4h of slurry presetting period,
Water-reducing agent must not be mixed, dosage is determined by experiment.
13, beam body resets
After Pier Column Reinforcing is constructed, you can carry out beam body and reset operation.The operating method of jack-up system when beam slab resets
It is opposite with the step of when jacking.
14, scaffold 3 and temporary rest pier 2 are removed
The principle for removing scaffold 3 is first to take to tear open afterwards, after take and first tear open；The fastener connection of scaffold 3 is checked comprehensively, connects wall
Whether part, support system etc. meet detailing requiments；It should be supplemented according to inspection result and improve tearing open in 3 Demolition Construction scheme of scaffold
Except sequence and measure, can implement after Party A project management department ratifies；Sundries on scaffold 3 must be first removed before removing scaffold 3
And ground obstacle.Dismounting for temporary rest pier 2, need first by the jack on 2 top of temporary rest pier etc. other machinery, sundries into
Row is removed.It is removed from top to bottom again.It need to be closed when dismounting and remove region, it can only be by professional dismounting personnel operation on the scene.
The technical solution provided above inventive embodiments is described in detail, specific case pair used herein
The principle and embodiment of the embodiment of the present invention are expounded, and the explanation of above example is only applicable to help to understand this hair
The principle of bright embodiment；Meanwhile for those of ordinary skill in the art, embodiment according to the present invention, in specific implementation mode
And there will be changes in application range, in conclusion the content of the present specification should not be construed as the limitation to invention.
Claims (9)
1. a kind of method of presstressed reinforcing steel reinforcement bridge abnormity pier stud includes reinforcing of the gate-type with the overhanging region in diagonal brace pier stud
Method is as follows：
S1, preparation of construction：Finish rolling deformed bar needed for ready for reinforcing region, a series of materials of reinforcing bar, concrete；
S2, surveying and locating：Reinforcing area is measured using tool, is checked；
S3, it takes temporary rest pier and sets scaffold：It is provided with temporary rest pier on the outside of reinforcing area, is carried out after temporary rest pier installation interim
Scaffold building near buttress；
S4, confining surface crack：The visible crack of reinforcing area is handled, to achieve the purpose that dead-end fracture；
S5, jacking off-load：By box beam synchronization of jacking up, the off-load above reinforcing area；
S6, the installation of pressure-bearing steel plate：Pressure-bearing steel plate is individually fixed in by bolt on the reinforcing area of direction across bridge left and right sides,
Pressure-bearing steel plate edge is inserted into exhaust pipe, then uses pressure-bearing steel plate edge sealing adhesive closing pressure-bearing steel plate edge, completes edge sealing；
S7, bar planting：Increasing section range, along bridge, both sides, the concrete at left and right sides of direction across bridge carry out dabbing, bar planting forwards, backwards,
Bar planting uses full flight screw；
S8, prestressing apparatus installation：Prestressing apparatus is set to along bridge forwards, backwards on the reinforcing area of both sides, prestressing apparatus packet
Prestress pipe, anchor end plate, tensioning end plate and finish rolling deformed bar are included, anchor end plate, tensioning end plate are respectively arranged at both sides
Pressure-bearing steel plate on, finish rolling deformed bar pass through prestress pipe respectively with anchor end plate, tensioning end plate connection；
S9, fabrication and installation template；S10, concrete pour by several times；S11, prestressed stretch-draw；S12, vacuum grouting, sealing off and covering anchorage；S13,
Beam body resets；S14, scaffold and temporary rest pier are removed.
2. a kind of method of presstressed reinforcing steel reinforcement bridge abnormity pier stud according to claim 1, it is characterised in that：The S4
Confining surface crack step includes that the crack of fracture width ω≤0.15mm is used at external coating sealing adhesive for crack
Reason uses wall methods pressure injection glue reparation for the crack of fracture width ω > 0.15mm, needs the position and the width that paste steel plate
Distress in concrete is repaired using the method for automatic constant-pressure low-pressure injection chemical grout in crack less than 0.15mm, to reach
The purpose of dead-end fracture.
3. a kind of method of presstressed reinforcing steel reinforcement bridge abnormity pier stud according to claim 2, it is characterised in that：The wall
Can method pressure injection glue repair crack step include：Processing → fixation syringe of inspection and calibration → the fracture faces concrete in crack
The solidification of surface-closed → injection potting compound → potting compound at pedestal → crack → concrete surface mill is repaiied.
4. a kind of method of presstressed reinforcing steel reinforcement bridge abnormity pier stud according to claim 1, it is characterised in that：The S5
Jacking off-load step includes：Removing temporary rest pier girder steel rubbish → determine that jack placement position → measurement height determines jack
Branch mat thickness → installation jack and dial gauge → startup jack-up system integral jacking → filling temporary support cushion block.
5. a kind of method of presstressed reinforcing steel reinforcement bridge abnormity pier stud according to claim 1, it is characterised in that：The S6
Pressure-bearing steel plate installation steps include：S61, former pier stud surface coating, dross are removed with electric angle grinder, until being completely exposed new
Then face blows off concrete surface dust with compressed air, industrial acetone is used in combination to wipe surface；
S62, by Interal fixation on bolt, and ensure the gap of steel plate and concrete surface in 3mm or more, to ensure potting compound
Layer has enough thickness；
S63, coupler is bonded on the injection hole of steel plate, exhaust pipe is inserted at steel plate edge, in expansion bolt head upper cover
Then teabowl with a cover uses steel plate edge sealing adhesive closing steel plate edge, completes edge sealing；
S64, with pump by steel bonding potting compound from the gap that coupler is filled into steel plate and concrete, perfusion operation duration to own
Exhaust pipe has glue outflow, and in filling process, it is closely knit to be confirmed whether to be perfused to beat steel plate with rubber hammer.
6. a kind of method of presstressed reinforcing steel reinforcement bridge abnormity pier stud according to claim 1, it is characterised in that：The S8
Installed under prestressing step includes：S81, the anchor end plate, tensioning end plate are vertical with prestress pipe；
S82, finish rolling deformed bar are closely connect across prestress pipe with anchor end plate, tensioning end plate, are used after the completion of tensioning
Double nut is tightened against on pressure-bearing steel plate, and second nut needs to be welded.
7. a kind of method of presstressed reinforcing steel reinforcement bridge abnormity pier stud according to claim 1, it is characterised in that：The S9
Before fabrication and installation template reinforced mesh is hung in reinforcing area bar planting.
8. a kind of method of presstressed reinforcing steel reinforcement bridge abnormity pier stud according to claim 1, it is characterised in that：It is described
S10 steps include：For the first time pour height arrive bent cap bottom, cover stretching end, pour for the first time after the completion of in time to contact surface into
The processing of row dabbing, installation form, reinforcing template carry out second of concreting, pour completion residue for the second time and pour.
9. a kind of method of presstressed reinforcing steel reinforcement bridge abnormity pier stud according to claim 1, it is characterised in that：It is described to add
Gu region top layer welds top layer reinforcing rib, using first welding arc section, then the welding method of both sides straightway is welded.
Priority Applications (1)
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114382019A (en) * | 2021-12-30 | 2022-04-22 | 浙江正方交通建设有限公司 | Active service T-beam bridge comprehensive reinforcement structure and construction method |
| CN114720039A (en) * | 2022-06-02 | 2022-07-08 | 四川升拓检测技术股份有限公司 | Method for measuring effective prestress under anchor of finish rolling deformed steel bar |
| CN115025933A (en) * | 2022-06-21 | 2022-09-09 | 中国工程物理研究院化工材料研究所 | Brittle material damage closing repair device and repair method |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100970230B1 (en) * | 2009-12-16 | 2010-07-16 | (주)동우구조기술단 | The pier safety structure of ground subsidence by flowing water |
| CN101929131A (en) * | 2010-09-08 | 2010-12-29 | 哈尔滨工业大学 | Method for reinforcing bonded prestressing force of transversely tensioning epoxy coating reinforcing steel bar of concrete beam slab |
| KR20110113895A (en) * | 2010-04-12 | 2011-10-19 | 금오공과대학교 산학협력단 | Anti-seismic of bridge pier by helical bar |
| CN102392415A (en) * | 2011-10-26 | 2012-03-28 | 柳州欧维姆机械股份有限公司 | Vertical prestressed anchorage system and construction method thereof |
| CN102561199A (en) * | 2012-01-19 | 2012-07-11 | 浙江大学 | Method of vertical crack resistance of hogging moment tension zone of single-column concrete bridge pier |
| CN102561212A (en) * | 2012-01-19 | 2012-07-11 | 浙江大学 | Method for strengthening vertical crack of single-pillar concrete pier |
| CN102383379B (en) * | 2011-09-14 | 2013-07-10 | 广东省公路勘察规划设计院股份有限公司 | Process for reinforcing adjustable and controllable capping beam of piers |
| CN107893418A (en) * | 2017-12-05 | 2018-04-10 | 中国电建集团贵阳勘测设计研究院有限公司 | Method and structure for reinforcing embedded prestressed anchor cable |
-
2018
- 2018-07-11 CN CN201810757918.9A patent/CN108755394B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100970230B1 (en) * | 2009-12-16 | 2010-07-16 | (주)동우구조기술단 | The pier safety structure of ground subsidence by flowing water |
| KR20110113895A (en) * | 2010-04-12 | 2011-10-19 | 금오공과대학교 산학협력단 | Anti-seismic of bridge pier by helical bar |
| CN101929131A (en) * | 2010-09-08 | 2010-12-29 | 哈尔滨工业大学 | Method for reinforcing bonded prestressing force of transversely tensioning epoxy coating reinforcing steel bar of concrete beam slab |
| CN102383379B (en) * | 2011-09-14 | 2013-07-10 | 广东省公路勘察规划设计院股份有限公司 | Process for reinforcing adjustable and controllable capping beam of piers |
| CN102392415A (en) * | 2011-10-26 | 2012-03-28 | 柳州欧维姆机械股份有限公司 | Vertical prestressed anchorage system and construction method thereof |
| CN102561199A (en) * | 2012-01-19 | 2012-07-11 | 浙江大学 | Method of vertical crack resistance of hogging moment tension zone of single-column concrete bridge pier |
| CN102561212A (en) * | 2012-01-19 | 2012-07-11 | 浙江大学 | Method for strengthening vertical crack of single-pillar concrete pier |
| CN107893418A (en) * | 2017-12-05 | 2018-04-10 | 中国电建集团贵阳勘测设计研究院有限公司 | Method and structure for reinforcing embedded prestressed anchor cable |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114382019A (en) * | 2021-12-30 | 2022-04-22 | 浙江正方交通建设有限公司 | Active service T-beam bridge comprehensive reinforcement structure and construction method |
| CN114382019B (en) * | 2021-12-30 | 2024-05-24 | 浙江正方交通建设有限公司 | Active T-beam bridge comprehensive reinforcement structure and construction method |
| CN114720039A (en) * | 2022-06-02 | 2022-07-08 | 四川升拓检测技术股份有限公司 | Method for measuring effective prestress under anchor of finish rolling deformed steel bar |
| CN114720039B (en) * | 2022-06-02 | 2022-08-26 | 四川升拓检测技术股份有限公司 | Method for measuring effective prestress under anchor of finish rolling deformed steel bar |
| CN115025933A (en) * | 2022-06-21 | 2022-09-09 | 中国工程物理研究院化工材料研究所 | Brittle material damage closing repair device and repair method |
| CN115025933B (en) * | 2022-06-21 | 2023-09-29 | 中国工程物理研究院化工材料研究所 | Brittle material damage bridging repair method |
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