CN106639349A - Construction method for partial replacement of concrete column - Google Patents
Construction method for partial replacement of concrete column Download PDFInfo
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- CN106639349A CN106639349A CN201611157240.8A CN201611157240A CN106639349A CN 106639349 A CN106639349 A CN 106639349A CN 201611157240 A CN201611157240 A CN 201611157240A CN 106639349 A CN106639349 A CN 106639349A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
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- Chemical Kinetics & Catalysis (AREA)
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- On-Site Construction Work That Accompanies The Preparation And Application Of Concrete (AREA)
Abstract
The invention relates to a construction method for partial replacement of a concrete column. The construction method comprises the following steps that construction is prepared, partition paying off and numbering are conducted, a settlement observation point is set, a temporary support system is erected, a safety support system and a workbench are erected, partial concrete of the column is chiseled away, interface processing is conducted, formwork mounting is conducted, concrete casting and tamping is conducted, formwork dismantling and concrete curing are conducted, and off-load support is dismantled. Displacement and settlement of an upper structure of a replacement region can be eliminated or reduced, concrete with low strength or serious defects is chiseled away, casting is conducted by adopting expansive concrete which is one strength grade higher than original replacement region concrete and good in the self-flow property. Compared with the prior art, the method has the advantages that construction is simple, quick, and easy to grasp, and construction comprehensive cost is low; the quality and construction progress can be guaranteed, and higher application and popularization value is achieved.
Description
Technical field
The present invention relates to technical field of building construction, and in particular to a kind of concrete column local replacement construction method, it is suitable for
In xoncrete structure there is low strength or have the local route repair of major quality defect in compressive zone domain.
Background technology
Concrete column is to support the elongated member of foundation truss in concrete structure building.Concrete column is in work
Pressure is primarily subjected in journey structure, also moment of flexure is born simultaneously sometimes, to backbar, truss, floor etc..According to country, place
Etc. related specifications and documentation requirements, vertical the pouring for supporting member such as concrete walls, post should be prior to the Horizontal load-bearing component such as beam, plate
Pour.Because vertical supporting member is separately poured with Horizontal load-bearing component, therefore the concrete pouring quality at bean column node position
Directly influence the construction quality and structure safety of xoncrete structure.
According to the related specifications such as country, place and documentation requirements, post, wall construction joint can be stayed and be located at the floor structures such as beam, plate
Bottom surface, the distance of construction joint and structure lower surface is preferably 0mm～50mm.In practice of construction, due to bean column node region reinforcing bar
Staggeredly more intensive, the more low reason of workman's quality mind, bean column node region concrete vibrating poor quality causes concrete
In structure there is low strength or honeycomb, pitted skin even major quality occur in pressurized zone.
The content of the invention
The purpose of the present invention is the problem existed for prior art, there is provided one kind construction is simple, quick, be easy to grasp,
The low concrete column local replacement construction method of construction comprehensive cost, eliminates or reduces displacement zone superstructure displacement sedimentation, chisel
Except low strength or there is the concrete of major defect, and construction quality and progress is effectively ensured.
The technical scheme that the present invention takes is：A kind of concrete column local replacement construction method, comprises the following steps：
(1) preparation of construction：
Determine the specification of temporary support steel pipe by calculating, and write safe plans；
(2) subregion unwrapping wire and number：
Subregion is carried out by the treatment principle from high level → low layer, small bore → heavy in section, side column → center pillar, interval tripping simultaneously
Numbering；
(3) settlement observation point is set：
3.1 arrange monitoring rule on the last layer shaft of displacement layer post, and on other pillars of same layer reference is done
Mark, carries out absolute altitude original records, and using spirit level the sedimentation situation of upper post is monitored；
3.2 alarming values for arranging monitoring settling amount every time are 0.5mm, and total settlement values are controlled in 2.5mm；It is super when occurring
The alarming value of 0.5mm, then increase the reading of observation frequency, surveyor's observation observation station and jack；When sedimentation value is extended to 1mm
When, then jack is loaded, sedimentation is modified；When sedimentation value continues to be extended to 2.5mm, suspend at once at displacement layer and apply
Work；Take emergency preplan measure, and the reinforcing that returns back to top, it is ensured that storied building structure safety；
The expandable nail of 3.3 settlement observation points be disposed in the outdoor observation control point it is observed that position；
3.4 settlement observation points are not more than 10 meters with the distance of reference marker and monitoring rule, are joined using spirit level measurement
Sighting target remembers " relative elevation ", using spirit level survey measurements, monitors the change of settlement observation point；
3.5 tear open chisel pillar and concrete replacement during, when every pillar cuts, after the completion of cutting, pour before concrete, concrete
Pour and monitor and carry out each settlement observation record after the completion of displacement respectively, monitoring is stopped after concrete strength reaches design requirement；
(4) temporary support system is set up：
Bearing capacity suffered by support system is checked and approved through designing unit's checking computations, is cut according to the beam section design that designing unit provides
Power envelope diagram, support system load are calculated and hollow circular-tube Force Calculation result, and support system adopts following way：
4.1 girder support systems are constructed：
When the construction of post concrete chisel removal is carried out, consolidation process is carried out to Vierendeel girder；Every Vierendeel girder bottom adopts open circles
Pipe is supported, and the length of hollow circular-tube cuts according to the story height of position, from basement to top, successively sets up
Support, the hollow circular-tube axle center of levels is symmetrical, enables unloaded load to be smoothly delivered to orlop supporting course；
1) preparation method of the hollow circular-tube of displacement zone and non-displacement zone is：One block of top steel of top full weld of hollow circular-tube
Plate, meanwhile, at the top of the steel plate bottom and hollow circular-tube between full weld ribbing steel plate, each other 90 ° two-by-two of ribbing steel plate；
The bottom of displacement zone and non-displacement zone hollow circular-tube arranges one block of bottom steel plate, with hollow circular-tube bottom full weld；
2) the hollow circular-tube support top method of displacement layer：Hollow circular-tube is vertically stood in side under the beam for needing to support, it is hollow
A jack is placed on pipe top, by jack by one piece of beam bottom steel plate top to the beam bottom above displacement layer, jack level
Placement, jack loading is until beam bottom steel plate can be adjacent to beam bottom；After the completion of loading, in-site measurement top steel plate and beam bottom steel plate
Highly, according to actual height, one section of I-steel is cut, is beaten with I-steel between the top steel plate and flooring backing plate of hollow circular-tube
Tightly, whole process jack is not removed, and at any time check jack fastening situation, I-steel gad when jack fails,
Play a protective role；
Non- displacement layer hollow circular-tube support top method：The length of hollow circular-tube cuts according to the story height of position, empty
Total length after the processing of heart pipe is lower to the height at beam bottom than structural slab, and square beam bottom arranges one block of beam bottom steel plate on floor, hollow
It is urgent with gad between the top steel plate and beam bottom steel plate of hollow circular-tube after pipe stands directly；
3) displacement layer hollow circular-tube reinforcement means：Connection support body is set up using steel pipe, by steel pipe and hollow circular-tube clamping, steel
Pipe forms the lattice column of statically determinate structure with hollow circular-tube.
4.2 beams being connected with column precipitator, plate support system construction：
Using steel pipe frame support system, the steel tube poles upper end of support uses jacking, jacking to beam, the plate being connected with column precipitator
On shelve the lumps of wood and be fixed on beam slab bottom, the interim steel tube frame that Vierendeel girder bottom is set up is in concrete chisel removal construction of replacing process
In do not remove, used as additional support, steel pipe frame support system is successively set up from basement to displacement layer；
Steel pipe frame support system also sets up sweep the floor bar and the bar that binds in addition to steel tube poles are set, bind bar and jacking bottom
Steel tube poles upper end is connected, and its screw rod stretches out steel tube poles top and is not more than 200mm, between outer screw diameter and steel tube poles internal diameter
Gap is not more than 3mm, ensures concentric up and down during installation；Steel tube poles spreading is connected using sleeve couple, and the sleeve couple of vertical rod is handed over
Mistake arrangement, the joint of two adjacent vertical rods can not be arranged in synchronous, it is synchronous in be separated by joint in height every two of a vertical rod
The distance that degree direction is staggered is not less than 500mm；The distance of each connector center to host node is not more than the 1/3 of step pitch；Horizon bar is adopted
With overlap joint spreading, the joint of adjacent two horizon bar is not in same advance or same transfer；When running into non-displacement layer shuttering supporting
When frame is not removed, steel pipe frame support is not set up；
Steel pipe frame support system bridging is arranged：In length and breadth direction arranges vertical bracing, and spacing is not more than 4.5 meters, level
Direction sweep the floor bar portion position arrange one horizontal cross brace, the bar that binds arrange one horizontal cross brace；The bottom of scissors strut member with
Ground holds out against, and bridging brace rotary buckle is fixed in the external part of intersecting therewith transverse horizontal bar or vertical rod, rotation
The distance of fastener center line to host node is not more than 150mm.
The thick pillar construction of 4.3 support systems：
To increase the square bar stability of hollow circular-tube, the hollow circular-tube of top support structure beam is attached with full hall frame；
(5) safety supports system and workbench are set up；
(6) post local concrete is cut：
For the underproof pillar of core boring sampling, post rejected region concrete is cut；
It is described cut post concrete and cut using total cross-section cut two kinds with non-total cross-section：
1) total cross-section cuts：
Loose concrete position below beam bottom is cut, upper end is cut to closely knit beam bottom exposes stone closely knit in concrete
Son, lower end cuts the closely knit stone exposed to the closely knit position in pillar construction joint bottom, and the upper end of pillar digs into U or V-type, is conducive to
The gas of displacement zone is discharged；
2) non-total cross-section cuts：
The loose position of laitance, pitted skin, concrete cuts post concrete at post construction joint, cuts until exposing closely knit thick bone
Material.
(7) interface processing：
After the decaying concrete of replacement areas is cut, aggregate, grit, scum silica frost that former concrete members surface loosens are removed
And dust, hacking is carried out to concrete interface；
Before casting and compacting of concrete, moistening of watering is carried out to column precipitator combination face, then brushing cement oil；
(8) model sheetinstallat：
8.1 template adopts building template；
8.2 templates extend up and down, mould according to the dimensioned of actual displacement zone casting concrete from former concrete joint surface
One layer of beam bottom is leaned in plate top, and setting trumpet type is poured smashes mouth, and template both sides adopt steel pipe fastening, fixes fixed by template and the lumps of wood
Position；
8.3 to guarantee that spillage and template flatness do not meet job specfication requirement to concrete when vibrating, in seam crossing use
Foaming double faced adhesive tape seam, then by steel pipe fastening；
8.4 at the template of displacement zone bottom, bores spilled water hole, before displacement concrete, moistening of watering, in area to be replaced
Ponding drain after, stoppered with solid wood tenon；
8.5 template angles and the tight-lipped patch of filling concrete, enable top concrete directly to pour into；
(9) disturbing concrete：
(10) form removal and concrete curing：
10.1 after the completion of concreting, not up to the time period of form removal, moistening of watering to template；
10.2 reach after dismounting side form condition, form removal；Watering maintenance after form removal；
10.3 remove pillar side forms after, first with gunnysack wrap up displacement zone, then with plastic sheeting wrap up gunnysack, water seasoning,
Guarantee that gunnysack is in all the time moisture state within curing period；
10.4 treat that the concrete strength of post displacement zone reaches design load, are mixed the element of the mouth projection that is in the milk using cutting machine
Solidifying soil cutting is smooth.
(11) remove off-load to support：
By scene with foster test block censorship measured center pressure testing, when compression strength reaches design load, then start to remove off-load support.
Removing the interlayer order of off-load support is：The off-load for first removing the superiors supports, removes again next layer of off-load
Support, by that analogy；Removing the off-load support order of each pillar is：Removed by symmetrical order；When removing support, water is used
The vertical displacement change of quasi- instrument monitoring suspension column leveling observation point, when discovery displacement is varied widely, then stops immediately form removal, opens
Dynamic emergency preplan measure.
The present invention temporary support such as is returned back to top by reasonable Arrangement displacement zone lower floor hollow circular-tube, steel pipe frame column, steel pipe, is propped up
Top displacement zone upper strata beam, hardened structure, can eliminate or reduce displacement zone superstructure displacement sedimentation, cut low strength or have tight
The concrete of weight defect, is carried out using the good expansive concrete of a strength grade higher than former displacement zone concrete, self drainage
Pour.Compared with prior art, possesses following beneficial effect：
(1) hollow circular-tube top steel plate, bottom steel plate carry out in-situ precast, make the accurate of scantling, precision and position,
Ensure that jack can return back to top to support to place, it is ensured that the displacement sedimentation of upper strata contignation.Increase steel pipe frame column etc. simultaneously to reinforce
Measure, improves the stability of hollow circular-tube.
(2) steel pipe returns back to top and supports the falsework that former floor can be utilized not remove to serve as, and improves the utilization rate of steel pipe, greatly
Material cost and human cost, environmental protection have been saved greatly.
(3) this method has that construction is simple, quick, is easy to grasp, the characteristics of construction comprehensive cost is low, it is ensured that quality and
Construction speed, there is higher application and popularization value.
Description of the drawings
Fig. 1 is the process chart of concrete column local of the present invention replacement construction method.
Fig. 2 is that settlement observation point of the present invention arranges schematic diagram.
Fig. 3 is that Vierendeel girder hollow circular-tube of the present invention supports elevational schematic view.
Fig. 4 is hollow circular-tube top braces schematic diagram of the present invention.
Fig. 5 is that hollow circular-tube bottom of the present invention supports schematic diagram.
Fig. 6 is non-displacement layer hollow circular-tube support top schematic diagram of the present invention.
Fig. 7 is that displacement layer hollow circular-tube of the present invention reinforces horizontal layout schematic diagram.
Fig. 8 is the beam being connected with column precipitator of the present invention, plate support system horizontal layout schematic diagram.
Fig. 9 is support system thick pillar horizontal layout schematic diagram of the present invention.
Specific embodiment
Below in conjunction with the accompanying drawings and example is described further to technical scheme.
Concrete column local of the present invention replacement construction method, specifically follows the steps below：
1. preparation of construction
Determine the specification of temporary support steel pipe by calculating, and write detailed safe plans.
2. subregion unwrapping wire and number
Subregion is carried out by the treatment principle from high level → low layer, small bore → heavy in section, side column → center pillar, interval tripping simultaneously
Numbering.
3. settlement observation point is set, as shown in Figure 2.
3.1., monitoring rule 1 is set on the last layer shaft of displacement layer post 3, on other pillars of same layer one is done
Reference marker, carries out absolute altitude original records, and using spirit level the sedimentation situation of upper post is monitored.
3.2. the alarming value for arranging monitoring settling amount every time is 0.5mm, and total settlement values are controlled in 2.5mm.Once go out
Now the alarming value of super 0.5mm, must increase observation frequency, and surveyor dig-ins observation station, and observes the reading of jack.Sedimentation value
When being such as extended to 1mm, to load to jack, sedimentation is modified.Sedimentation value such as continues to be extended to 2.5mm, at displacement layer
Horse back suspension of works.Emergency preplan measure is taken, and takes the reinforcing that returns back to top, it is ensured that storied building structure safety.
3.3. the set location of expandable nail according to outdoor observation control point it is observed that position, determine at the scene.
3.4. observation station is arranged on the good region of sight line, and observation station is with reference marker and the distance for monitoring rule 1 not
More than 10 meters, " relative elevation " is drawn using spirit level measurement reference marker, using spirit level survey measurements, monitor settlement observation
The change of point.
3.5. during tearing chisel pillar and concrete replacement open, when every pillar cuts 1/3 monitoring once, when cutting 2/3 again
Once, per 2 hours, monitoring once, poured and monitored again once before concrete after the completion of cutting, after the completion of concrete placings displacement every other day
Pillar of monitoring simultaneously carries out each settlement observation record, and monitoring is stopped after concrete strength reaches design requirement.
4. temporary support system is set up
This engineering is post concrete replacement engineering, and bearing capacity suffered by support system has to pass through designing unit's checking computations and checks and approves,
Beam section design shear envelope diagram, the calculating of support system load and the hollow circular-tube Force Calculation knot provided according to designing unit
Really, support system adopts following way：
4.1. girder support system is constructed
As shown in figure 3, when the construction of post concrete chisel removal is carried out, it is necessary to carry out consolidation process to Vierendeel girder.Every framework
Beam bottom is supported using the hollow circular-tube of a Φ 180mm × 6mm specification, the building of the length of hollow circular-tube according to position
Layer height cuts, and from basement to top, successively sets up support, and hollow circular-tube distance post side 400mm is that is, maximum apart from size
Post side 400mm, the hollow circular-tube axle center of levels it is symmetrical (as upper strata post variable cross-section or pillar misplace, the distance on distance post side
Corresponding adjustment), enable unloaded load to be smoothly delivered to orlop supporting course.
(1) preparation method of the hollow circular-tube of displacement zone and non-displacement zone：As shown in figure 4, the top full weld of hollow circular-tube 4
One piece of 20mm thick top steel plate 5, meanwhile, 4 blocks of ribbing steel plates of full weld between the bottom of top steel plate 5 and the top of hollow circular-tube 1
6, each other 90 ° two-by-two of ribbing steel plate 6.
The bottom of displacement zone and non-displacement zone hollow circular-tube arranges the bottom steel plate 8 of one piece of 350mm × 350mm × 20mm,
With hollow circular-tube bottom full weld, as shown in Figure 5.
(2) the hollow circular-tube support top method of displacement layer：As shown in figure 4, the hollow circular-tube 4 of Φ 180mm × 6mm specifications is hung down
Side under the beam for needing to support is stood upright on, a jack is placed on the top of hollow circular-tube 1, by jack by one piece of thickness 20mm's
Beam bottom steel plate 7 pushes up the beam bottom to above displacement layer, and the necessary horizontal setting of jack, jack loading can be pasted up to beam bottom steel plate 7
Tight beam bottom, multiple stage jack is synchronously carried out when loading, and the support force of applying is the 30% of beam shearing, and Shear force within the beam end value is designing institute
Numerical value is provided.After the completion of loading, the height of in-site measurement beam bottom steel plate 7 and top steel plate 5, according to actual height, cuts one section
I-steel, urgent with I-steel between hollow circular-tube top steel plate and flooring backing plate, whole process jack is not removed, and at any time
The fastening situation of jack is checked, I-steel gad plays a protective role when jack fails.
Non- displacement layer hollow circular-tube support top method：As shown in fig. 6, story height of the length of hollow circular-tube according to position
Degree cuts, the total length 3cm lower than the height of structural slab to beam bottom after hollow circular-tube processing, and square beam bottom arranges one piece on floor
250 × 250 × 20 beam bottom steel plates, after hollow circular-tube is vertical straight, the bottom steel plate at the top steel plate at the top of hollow circular-tube and beam bottom it
Between it is urgent with the gad 9 of 2cm.
Displacement layer hollow circular-tube reinforcement means：As shown in fig. 7, to reduce in chisel post Concrete is beaten, the shake of generation
The dynamic impact to hollow circular-tube, limits the horizontal displacement of hollow circular-tube.Connection support body is set up using Φ 48mm × 3.5mm steel pipes,
Steel pipe and the clamping of hollow circular-tube 1, steel pipe are formed into the lattice column of statically determinate structure with hollow circular-tube 1.Displacement layer is tall and big in 4 meters, edge
Floor height direction averagely arranges 3 road steel pipe support bodys；Displacement floor height is less than 4 meters, and along floor height direction 2 road steel pipe support bodys are averagely arranged.
4.2. beam, the plate support system construction being connected with column precipitator
Beam, the plate being connected with column precipitator supports scope to choose the girder span two of column precipitator periphery using steel pipe frame support system
/ mono-, the vertical rod upper end of support uses jacking, the lumps of wood is shelved on jacking and is fixed on beam slab bottom, and it is interim that Vierendeel girder bottom is set up
Steel tube frame is not removed during concrete chisel removal construction of replacing, and used as additional support, steel pipe support system is from basement
Successively set up to displacement layer.
In addition to indicating, the steel tube poles vertical, horizontal spacing of support system is 1000mm, step pitch 1500mm, it is necessary to arrange
Sweep the floor bar, bind bar, the bar that binds should be connected with the vertical rod upper end of jacking bottom, and its screw rod stretches out steel pipe top and cannot be greater than
200mm, outer screw diameter cannot be greater than 3mm with the gap of column pipe diameter, should ensure that during installation concentric up and down；Bar of sweeping the floor is liftoff
Spacing is 150mm.Vertical rod spreading forbids overlap joint, it is necessary to connected using sleeve couple, and the sleeve couple of vertical rod answers interlaced arrangement, and two
The joint of the adjacent vertical rod of root should not be arranged in synchronization, and two in synchronization every a vertical rod are separated by joint and stagger in short transverse
Distance be preferably less than 500mm；The distance of each connector center to host node is not preferably greater than the 1/3 of step pitch；Horizon bar should be adopted and taken
Spreading, forbids docking, and the joint of adjacent two horizon bar should not be in same advance or same transfer.If meeting non-displacement layer template
Bracing frame is not removed, and can not set up steel pipe frame support.
Steel pipe support frame system bridging is arranged：As shown in figure 8, in length and breadth direction arranges vertical bracing, spacing is not more than
4.5 meters, horizontal direction sweep the floor bar portion position arrange one horizontal cross brace, the bar that binds arrange one horizontal cross brace.Scissors strut
The bottom of part should hold out against with ground, and bridging brace application rotary buckle is fixed on the external part of intersecting therewith transverse horizontal bar
Or in vertical rod, the distance of rotary buckle center line to host node not should be greater than 150mm.The beam that is connected with column precipitator, plate are supported and done
Method is as shown in Figure 8.
4.3. the thick pillar of support system is constructed
As shown in figure 9, mark 10 is pillar.To increase the square bar stability of hollow circular-tube, the Φ 180 of top support structure beam ×
6mm hollow circular-tubes are attached with full hall frame.
5. safety supports system and workbench are set up
Workbench should be also set up when construction needs, is ridden upon on full hall frame, workbench set up should according to safety,
Being suitable for, be easy to the principle of constructing operation is carried out.
6. post local concrete is cut
For the underproof pillar of core boring sampling, post rejected region concrete should be cut.Because former concrete is in stress
Relatively better than the concrete after displacement in order to ensure the integrality of former pillar, during post concrete is cut, can protect as far as possible
Stay complete and closely knit former concrete.This construction of replacing, cutting post concrete will be cut and non-total cross-section chisel using total cross-section
Except two kinds：
6.1. total cross-section cuts
Cut scope：Loose concrete position below beam bottom, upper end is cut to closely knit beam bottom (capital) exposes concrete
In closely knit stone, lower end is cut to the closely knit position in pillar construction joint bottom exposes closely knit stone, and the upper end of pillar digs into U or V
Type (the upper surface peak of pillar and the poor ＜ 100mm of minimum point), the gas for being conducive to displacement zone is discharged.
6.2. non-total cross-section cuts
According to《Concrete structure reinforcement design specification》(GB 50367-2013) 6.3.2 bars, " replacement depth of concrete,
Beam, post, during using manually pouring, no less than 60mm, the situation to the displacement of non-total length, its two ends should each extend over and be not less than
The length of 100mm." Jing core pullings detect underproof post, mainly for the position chisel such as laitance, pitted skin, concrete at post construction joint be loose
Except post concrete, cut until exposing closely knit coarse aggregate, beat chisel depth and be not less than 60+50mm.During chisel is played, displacement is found
Chisel has been played to air-free concrete floor by area, should stop playing chisel, through four directions after the assay was approved, carries out concrete replacement.
Displacement cuts area positioned at the pressurized section of post component, cuts with reference to (GB 50367-2013) 6.3.3 bar pair cross-sections
Method, this engineering post cuts region division and is：Symmetrically cut along partial width, cut along the circle of post periphery one, must not only cut and cut
The a corner in face, column section original concrete symmetrically retains.
6.3. the points for attention of concrete are cut
(1) cut concrete must in strict accordance with divide construction batch carry out, cut order according to《Post concrete replacement
Construction batch table》It is shown.Sequence of construction：Replaced loose concrete is rejected after off-load, rejects completely loose until exposing heavily fortified point
Dry concrete face.After the completion of picking chisel, dust is fully removed to faying face and particle is loosened, and rinsed well with water.
(2) carry out tearing chisel open using impact drill, forbid directly to beat pillar using sledgehammer, must retain when tearing chisel open and protect
Post longitudinal reinforcement and stirrup.
(3) in Concrete is cut, the surface treatment requirement to cutting region reinforcing bar is accomplished：To remain in
The concrete of rebar surface is removed totally, to make newly-laid concrete tightly be engaged with raw steel muscle.There is the bundle for coming loose to former stirrup
Silk will re-start colligation, it is ensured that stirrup is solid with colligation between cage bar.
(4) when chisel concrete is broken, it is to avoid the cage bar of post is injury-free, for higher depth concrete in post, impact drill without
Method beats the position for digging, and manually carries out playing chisel using iron cone.Cut concrete and cleaning rinse well after, to damage post
Stirrup is removed, and using the open stirrups of same model, re-starts colligation or weld reinforcement.
(5) position and on-site actual situations indwelling template grouting mouth and exhaust outlet are cut according to post, concrete is respectively from two
Pour in individual grouting mouth, air in displacement zone is extruded to exhaust outlet, concrete segmentation pours dense (concrete vibration bar model
For：Z1D-01-35, the vibrating head of ting model can be directly through pillar stirrup), it is ensured that the concrete for newly pouring connects with top pillar
Contacting surface energy seamless binding
(6) when perfusing hole and floor distance are less than 300mm, the floor measure that pours of getting into the cave is taken to carry out casting and compacting of concrete.
Two reinforcing concrete perfusing holes of chisel are beaten in the last layer floor of defect post, perfusing hole deviates the area such as floor encrypted area and Vierendeel girder
Domain, the chisel size of beating of perfusing hole is 150mm × 150mm, and the relevant work for meeting vibrating head is interval.Using concrete vibration bar
Model：ZF80, effectively vibration radius is 440mm, two symmetrical filling concrete mouths of chisel are beaten on floor meets grouting and want
Ask.
(7) for the structure sheaf that beam, plate are not yet constructed, after pillar form removal, pillar concrete defect position is cut,
Again set up according to template scheme, from upper strata floor pound column concrete is poured downwards.
(8) necessary real-time tracking settlement monitoring data in Concrete is cut, once find that data exception must stop
Construction, can continue construction after ascertaining the reason and carrying out reinforcing.
7. interface processing
The quality of interface processing be directly connected to the interface between young concrete and former concrete can good combination,
Whether the structure, component after displacement has reliable cooperation performance.Therefore, the decaying concrete of replacement areas is cut
Afterwards, aggregate, grit, scum silica frost and dust that former concrete members surface loosens are removed, hacking is carried out to concrete interface；It is necessary
When, can also dig into groove.
Before casting and compacting of concrete, moistening of watering is carried out to column precipitator combination face, swabbing mud oil is then brushed with becoming mildewed, it is long
Hairbrush brush less than where, using spray gun by cement oil even application on concrete joint surface.
8. model sheetinstallat
8.1. template adopts building template, and template thickness is 15mm, and flitch adopts 50 × 80 × 2000mm.
8.2. template extends ＞ from former concrete joint surface up and down according to the dimensioned of actual displacement zone casting concrete
One layer of beam bottom is leaned in 150mm, template top, and setting trumpet type is poured smashes mouth, and template both sides adopt steel pipe fastening, by template and the lumps of wood
Stationary positioned.
8.3. to guarantee that spillage and template flatness do not meet job specfication requirement to concrete when vibrating, in seam crossing use
Foaming double faced adhesive tape seam, then by steel pipe fastening, make the wide no more than 1mm of form joint seam.
8.4. at the template of displacement zone bottom, the spilled water hole of two symmetrical 10mm is bored, before displacement concrete, is poured
Water is moistened, and after the ponding in area to be replaced is drained, is stoppered with solid wood tenon.
8.5. template angle and the tight-lipped patch of filling concrete, enable top concrete directly to pour into.
9. disturbing concrete
Using scene from mixing, strength grade of concrete is the high grade of pillar original design grade to post displacement concrete, is collapsed
Degree control is 160 to 180.The concrete measure of disturbing concrete is as follows：
(1) before concreting, template, support, reinforcing bar are checked, removes the residue in template, and by existing
The examination of supervising engineer, it is qualified after can pour.Pour before smashing, old concrete interface is processed.
(2) concrete trolley (or carrying charging basket) is manually transported to each working face and pours and smashes, and text is carried out in boundary of works area
Bright construction safeguard measure.
(3) because pillar reinforcing bar is relatively thick closeer, pouring will at any time check the aggregate of concrete during smashing, find aggregate too
Greatly, it is impossible to smoothly slip in pillar or be stuck on reinforcing bar face along template, should in time draw out coarse aggregate, it is to avoid pitted skin, hole occur
The mass defects such as hole.
(4) insert concrete vibration bar to try one's best the main reinforcement of collision free pillar, can not be placed on the template.Vibration caput
After starting to rotate, can insert in concrete, vibrating head works simultaneously in two perfusing holes of upper strata floor, vibrating head shakes
Smashing the radius of clean-up, to meet the newly-laid concrete of every nook and cranny in displacement zone all fully vibrated.Slowly vibration is proposed after having vibrated
Rod, it is impossible to extract again after too fast or stalling.
(5) concrete is vibrated and is vibrated using minor diameter poker vibrator, and the time of concrete vibrating should control, concrete vibrate to
Till there is laitance and no longer sinks in surface.The position do not entered is inserted in vibrating head, the mode on the outside of template is beaten with hand hammer and is entered
Row vibrates, and beats when pouring, it is ensured that the packing of concrete.
(6) place of pouring sets special messenger and checks concrete slump, workability and supervise the work quality of personnel of vibrating.
(7) after pillar concrete placings are complete, template is sealed at floor with opening position, then takes high grade concrete placings.
(8) concrete strength for displacement is unsuitable too high, and concrete strength is higher, easier to produce in concrete surface
Micro-cracks.In match ratio, the selection of aggregate, should strictly control.
(9) post replaces the test block placement method of concrete：Every batch post displacement concrete is poured when smashing, according to different labels concrete, point
Three groups of other indwelling supports test block with foster test block, one group of mark.
10. form removal and concrete curing
10.1. after the completion of concreting, not up to striking time section (before 48 hours), moistening that template is watered, often
Six hour watering moistenings are once.
10.2. dismounting side form condition (after concreting completes 48 hours), form removal are reached.Spill immediately after form removal
Water curing, per six hour watering maintenances once, curing time 28d carries out full age maintenance.
10.3. stay aqueous poor in view of post side, after pillar side form to be removed, first wrap up displacement zone with gunnysack, then use
Plastic sheeting wraps up gunnysack, water seasoning, it is ensured that gunnysack is in all the time moisture state within curing period.
10.4. the concrete strength for treating post displacement zone reaches design load, using cutting machine by be in the milk mouth projection element
Concrete cutting is smooth, while, it is ensured that pillar does not collapse angle, not chipping.
11. remove off-load supports
11.1. scene with foster test block when maintenance 7d age is reached, censorship measured center pressure testing, if compression strength reaches design
Value, then start to remove off-load support；If being not up to design load with pressure testing intensity of the foster test block when 7d ages are conserved, will should try
Block censorship again when with foster 14d ages, if compression strength reaches design load, starts to remove off-load support；If pressure testing intensity is still
Not up to design load, then should be by with the censorship again when 28d ages are conserved of foster test block and mark curing test block, if compression strength reaches setting
Evaluation, then start to remove off-load support.
11.2. removing the interlayer order of off-load support is：The off-load for first removing the superiors supports, remove next layer again unloads
Lotus supports, by that analogy；Removing the off-load support order of each pillar is：Removed by symmetrical order.When removing support,
The vertical displacement change of suspension column leveling observation point is monitored with spirit level, displacement is varied widely if finding, should stop immediately tearing open
Mould, starts emergency preplan measure.
Claims (7)
1. a kind of concrete column local replacement construction method, it is characterised in that comprise the following steps：
(1) preparation of construction：
Determine the specification of temporary support steel pipe by calculating, and write safe plans；
(2) subregion unwrapping wire and number：
Carried out subregion and compiled by the treatment principle from high level → low layer, small bore → heavy in section, side column → center pillar, interval tripping
Number；
(3) settlement observation point is set：
3.1 arrange monitoring rule on the last layer shaft of displacement layer post, and on other pillars of same layer reference marker is done,
Absolute altitude original records are carried out, the sedimentation situation of upper post is monitored using spirit level；
The expandable nail of 3.2 settlement observation points be disposed in the outdoor observation control point it is observed that position；
3.3 settlement observation points are not more than 10 meters with the distance of reference marker and monitoring rule, using spirit level measurement with reference to mark
Remember " relative elevation ", using spirit level survey measurements, monitor the change of settlement observation point；
3.4 tear open chisel pillar and concrete replacement during, when every pillar cuts, after the completion of cutting, pour before concrete, concrete placings
Monitor and carry out each settlement observation record after the completion of displacement respectively, monitoring is stopped after concrete strength reaches design requirement；
(4) temporary support system is set up：
Bearing capacity suffered by support system is checked and approved through designing unit's checking computations, according to the beam section design shear bag that designing unit provides
Network figure, support system load are calculated and hollow circular-tube Force Calculation result, and support system adopts following way：
4.1 girder support systems are constructed：
When the construction of post concrete chisel removal is carried out, consolidation process is carried out to Vierendeel girder；Every Vierendeel girder bottom is entered using hollow circular-tube
Row is supported, and the length of hollow circular-tube cuts according to the story height of position, from basement to top, is successively set up and is propped up
Support, the hollow circular-tube axle center of levels is symmetrical, enables unloaded load to be smoothly delivered to orlop supporting course；
4.2 beams being connected with column precipitator, plate support system construction：
Using steel pipe frame support system, the steel tube poles upper end of support uses jacking, puts on jacking beam, the plate being connected with column precipitator
Put the lumps of wood and be fixed on beam slab bottom, the interim steel tube frame that Vierendeel girder bottom is set up during concrete chisel removal construction of replacing not
Remove, used as additional support, steel pipe frame support system is successively set up from basement to displacement layer；
The thick pillar construction of 4.3 support systems：
To increase the square bar stability of hollow circular-tube, the hollow circular-tube of top support structure beam is attached with full hall frame；
(5) safety supports system and workbench are set up；
(6) post local concrete is cut：For the underproof pillar of core boring sampling, post rejected region concrete is cut；
(7) interface processing：
After the decaying concrete of replacement areas is cut, aggregate, grit, scum silica frost and powder that former concrete members surface loosens are removed
Dirt, to concrete interface hacking is carried out；
Before casting and compacting of concrete, moistening of watering is carried out to column precipitator combination face, then brushing cement oil；
(8) model sheetinstallat：
8.1 templates adopt building template；
8.2 templates extend up and down, in template according to the dimensioned of actual displacement zone casting concrete from former concrete joint surface
One layer of beam bottom is leaned on by side, and setting trumpet type is poured smashes mouth, and template both sides adopt steel pipe fastening, by template and lumps of wood stationary positioned；
8.3 to guarantee that spillage and template flatness do not meet job specfication requirement to concrete when vibrating, in seam crossing foaming
Double faced adhesive tape is stitched, then by steel pipe fastening；
8.4 at the template of displacement zone bottom, bores spilled water hole, before displacement concrete, moistening of watering, and the product in area to be replaced
After water is drained, stoppered with solid wood tenon；
8.5 template angles and the tight-lipped patch of filling concrete, enable top concrete directly to pour into；
(9) disturbing concrete；
(10) form removal and concrete curing；
(11) remove off-load to support：By scene with foster test block censorship measured center pressure testing, when compression strength reaches design load, then start
Remove off-load to support.
2. concrete column local according to claim 1 replacement construction method, it is characterised in that in described step 4.1,
(1) preparation method of the hollow circular-tube of displacement zone and non-displacement zone is：One block of top steel plate of top full weld of hollow circular-tube,
Meanwhile, at the top of the steel plate bottom and hollow circular-tube between full weld ribbing steel plate, each other 90 ° two-by-two of ribbing steel plate；
The bottom of displacement zone and non-displacement zone hollow circular-tube arranges one block of bottom steel plate, with hollow circular-tube bottom full weld；
(2) the hollow circular-tube support top method of displacement layer：Hollow circular-tube is vertically stood in side, hollow circular-tube under the beam for needing to support
A jack is placed on top, by jack by one piece of beam bottom steel plate top to the beam bottom above displacement layer, jack horizontal setting,
Jack loading is until beam bottom steel plate can be adjacent to beam bottom；After the completion of loading, the height of in-site measurement top steel plate and beam bottom steel plate,
According to actual height, one section of I-steel is cut, it is urgent with I-steel between the top steel plate and flooring backing plate of hollow circular-tube, entirely
Process jack is not removed, and checks the fastening situation of jack at any time, and I-steel gad plays protection when jack fails
Effect；
Non- displacement layer hollow circular-tube support top method：The length of hollow circular-tube cuts according to the story height of position, open circles
Total length after pipe processing is lower to the height at beam bottom than structural slab, and square beam bottom arranges one block of beam bottom steel plate, hollow circular-tube on floor
It is urgent with gad between the top steel plate and beam bottom steel plate of hollow circular-tube after standing directly；
(3) displacement layer hollow circular-tube reinforcement means：Connection support body is set up using steel pipe, by steel pipe and hollow circular-tube clamping, steel pipe
With the lattice column that hollow circular-tube forms statically determinate structure.
3. concrete column local according to claim 1 replacement construction method, it is characterised in that in described step 4.2,
Steel pipe frame support system also sets up sweep the floor bar and the bar that binds in addition to steel tube poles are set, and bind bar and the steel tube poles of jacking bottom
Upper end is connected, and its screw rod stretches out steel tube poles top and is not more than 200mm, and outer screw diameter is not more than with the gap of steel tube poles internal diameter
3mm, ensures concentric up and down during installation；Steel tube poles spreading is connected using sleeve couple, the sleeve couple interlaced arrangement of vertical rod, and two
The joint of the adjacent vertical rod of root can not be arranged in synchronization, and two in synchronization every a vertical rod are separated by joint and stagger in short transverse
Distance be not less than 500mm；The distance of each connector center to host node is not more than the 1/3 of step pitch；Horizon bar adopts overlap joint spreading,
The joint of adjacent two horizon bar is not in same advance or same transfer；When running into non-displacement layer formwork-support and not removing,
Steel pipe frame support is not set up；
Steel pipe frame support system bridging is arranged：In length and breadth direction arranges vertical bracing, and spacing is not more than 4.5 meters, horizontal direction
Bar portion of sweeping the floor position arranges one horizontal cross brace, and the bar that binds arranges one horizontal cross brace；The bottom and ground of scissors strut member
Hold out against, bridging brace rotary buckle is fixed in the external part of intersecting therewith transverse horizontal bar or vertical rod, rotary buckle
The distance of center line to host node is not more than 150mm.
4. concrete column local according to claim 1 replacement construction method, it is characterised in that in described step (6),
It is described cut post concrete and cut using total cross-section cut two kinds with non-total cross-section：
(1) total cross-section cuts：
Loose concrete position below beam bottom is cut, upper end is cut to closely knit beam bottom exposes stone closely knit in concrete, under
End cuts the closely knit stone exposed to the closely knit position in pillar construction joint bottom, and the upper end of pillar digs into U or V-type, is conducive to displacement
The gas in area is discharged；
(2) non-total cross-section cuts：
The loose position of laitance, pitted skin, concrete cuts post concrete at post construction joint, cuts until exposing closely knit coarse aggregate.
5. concrete column local according to claim 1 replacement construction method, it is characterised in that described step (10)
In, form removal and concrete curing are concretely comprised the following steps：
(1) after the completion of concreting, not up to time period of form removal, moistening that template is watered；
(2) after reaching dismounting side form condition, form removal；Watering maintenance after form removal；
(3) remove after pillar side form, first wrap up displacement zone with gunnysack, then gunnysack, water seasoning are wrapped up with plastic sheeting, it is ensured that
Gunnysack is in all the time moisture state in curing period；
(4) concrete strength for treating post displacement zone reaches design load, using cutting machine by be in the milk mouth projection plain concrete
Cutting is smooth.
6. concrete column local according to claim 1 replacement construction method, it is characterised in that described step (11)
In, removing the interlayer order of off-load support is：The off-load for first removing the superiors supports, removes again next layer of off-load to support, with
This analogizes；Removing the off-load support order of each pillar is：Removed by symmetrical order；When removing support, spirit level is used
The vertical displacement change of monitoring suspension column leveling observation point, when discovery displacement is varied widely, then stops immediately form removal, and starting should
Anxious prediction scheme measure.
7. concrete column local according to claim 1 replacement construction method, it is characterised in that in described step (3),
The concrete grammar of monitoring is：Every time the alarming value of monitoring settling amount is 0.5mm, and total settlement values are controlled in 2.5mm；Work as appearance
The alarming value of super 0.5mm, then increase the reading of observation frequency, surveyor's observation observation station and jack；When sedimentation value is extended to
During 1mm, then jack is loaded, sedimentation is modified；When sedimentation value continues to be extended to 2.5mm, suspend at once at displacement layer
Construction；Take emergency preplan measure, and the reinforcing that returns back to top, it is ensured that storied building structure safety.
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| CN108005403A (en) * | 2017-12-07 | 2018-05-08 | 上海住总集团建设发展有限公司 | The restorative procedure and reparation structure of the pin of historical building |
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