CN101581152A - Method for reinforcing concrete column by expanding section of coated concrete-filled steel tube (CFST) - Google Patents
Method for reinforcing concrete column by expanding section of coated concrete-filled steel tube (CFST) Download PDFInfo
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- CN101581152A CN101581152A CNA2009100625219A CN200910062521A CN101581152A CN 101581152 A CN101581152 A CN 101581152A CN A2009100625219 A CNA2009100625219 A CN A2009100625219A CN 200910062521 A CN200910062521 A CN 200910062521A CN 101581152 A CN101581152 A CN 101581152A
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Abstract
The invention discloses a method for reinforcing a concrete column by expanding section with coated concrete-filled steel tube (CFST), comprising the following steps: (1) preparing for construction; (2) treating the surface of the concrete column; (3) planting steel bars around the concrete column; (4) coating steel tubes outside the concrete column and welding the steel tubes and the concrete column together; (5) welding the planted steel bars and the inner wall of the coated steel tubes together; (6) casting high performance micro-expansion concrete in the gap between the planted steel bars and the coated steel tubes; (7) protecting the outside surface of the steel tubes from corrosion and performing the exterior decoration. The method has a wide application range, thus being applicable to the structural damage caused by the physical ageing of the concrete column and the like, the destroyed structure caused by striking, fire, earthquake, and other disasters, or bad bearing capacity and rigidity of the concrete column caused by story-adding and the like.
Description
Technical field
The present invention relates to a kind of method of reinforced concrete column, particularly a kind of outer steel pipe concrete strengthening concrete column that utilizes belongs to building and civil engineering structures reinforcing technique field to reach the method for former concrete column bearing capacity of effective raising and rigidity.
Background technology
Because the fast development of China's economy, the function of use of many existing buildings changes, and actual service load increases, and original structure can not satisfy requirement for bearing capacity; Along with the provide fortification against earthquakes raising of grade of some area, the existing building thing can not satisfy the requirements for fortification against earthquake of " strong column and weak beam "; Also have in addition some built and at the building of building because there are some defectives in design or construction; Owing to various disaster reasons, make concrete structure damage occur in addition, bearing capacity descends.These reasons cause the reinforcing of reinforced concrete structure and reparation problem to become more and more outstanding.Therefore, research and development economy, reliable reinforcing technique have important significance for theories and engineering practical value.
At present, several traditional reinforcement means commonly used all can improve the bearing capacity of concrete column to a certain extent, reaches the purpose of reinforcing.Though the increasing section method has also improved rigidity when improving bearing capacity, reduced the slenderness ratio of pillar, the normal co-operation of its New-old concrete is bad, and the cooperative transformation poor performance is improved less to structural plasticity; It is bigger that the template construction difficulty is set in addition.The dry type encased steel then is that encased steel and former member can not overall work, each other can only be stressed separately, and encased steel performance utilization rate is low, and globality is poor; Wet type encased steel rule is to improve the bending rigidity of post effectively, reduces the slenderness ratio of pillar, is not suitable for being applied to destroying through local surfaces such as impact damage, fire bigger especially, presses for the reinforcing of the concrete column that significantly improves rigidity.
Summary of the invention
At above-mentioned the deficiencies in the prior art, the object of the present invention is to provide a kind of technology simple possible, integrality performance of the structure good, give full play to individual material properties, the reliable concrete column reinforcement means of consolidation effect.
For realizing purpose of the present invention, the present invention adopts the method for raising performance slightly expanded concrete in outer steel pipe, the gap to realize may further comprise the steps reinforcing to original structure:
(1) preparation of construction; (2) concrete column is carried out surfacing; (3) carry out bar planting at the concrete column periphery; (4) outer steel pipe and integrally welded; (5) with the reinforcing bar and the welding of outer steel pipe inwall of implanting; (6) in reinforcing bar of implanting and the gap between the outer steel pipe, build high performance concrete; (7) outer steel pipe outside surface anticorrosion and exterior decoration are handled.
Former concrete column surfacing comprises the microscopic checks of original structure and deep layer crack be in the milk the cutter hair on injecting glue, surface and three operations of cleaning on surface.
Structure is annotated seam glue and is selected that slurry viscosity is low, hardened forming body adhesion strength height for use, the notes seam glue that hardening time is suitable.The slurry viscosity low guaranteed can irritate the density of acting charitably and being in the milk; Hardened forming body adhesion strength height can guarantee that then damaged portion has enough intensity, recovers the globality of concrete component, and when stressed once more, new crack is not developed on former section;
Carry out bar planting at former concrete column periphery, bar planting is unsuitable overstocked, and the angle between the reinforcing bar that the present invention preferably implants is 90 °, and institute plants reinforcing bar and selects bolt type dowel or self-locking anchor bar, can strengthen the anchored force of bar planting, improves the globality of New-old concrete.The bar planting anchorage length is generally selected 10d～20d (d is the bar planting diameter) for use, but should not surpass 3/8 thickness of concrete column.
Bar planting hole diameter D is unsuitable excessive or too small, because of blocked up as the structure glue-line, easily causes glue-line bubble to occur, influences bonding quality; Too small then bar planting construction is difficult to carry out, and easily causes the no glue in reinforcing bar peripheral part zone, influences rebar-planting quality.When d＜12mm, D=d+4mm; During 12mm＜d＜20mm, D=d+6mm; During 20mm＜d, D=d+8mm.
Bar planting glue selects that shrinkage factor is low, adhesive strength is high for use, the construction structure glue of resistant to chemical media effect, normal temperature solidified epoxy resin.If adopt self-locking anchor bar, can adopt inorganic grouting material to fill the bar planting hole.
Select outer steel pipe according to the section form that former concrete column is different, for circular cross-section common in the engineering and square-section post, generally (the rectangle outer steel pipe then is to have two to the round jacket steel pipe by two blocks of semicircle steel plates
Type) combine by the termination welding, steel pipe thickness is advisable with 2～4mm, and the New-old concrete rate of utilization of strength is the highest.The more piece composite welds should vertically be staggeredly arranged; Every joint length is advisable with 2～4m, two joint contact site horizontal direction welding adults.
The major influence factors of outer steel pipe enlarged cross section reinforced concrete columns bearing capacity has: the ratio of thickness, back pouring concrete intensity and the original structure intensity of the thickness of outer steel pipe, back pouring concrete.These three factors are not independently to the influence of structure stress, such as along with the increase of reinforced concrete layer thickness or the raising of reinforced concrete intensity, the effect of contraction of outside steel pipe then weakens relatively, thereby the raising to the reinforced column bearing capacity has certain restriction again, so design should be taken all factors into consideration three factors the time.Reinforced concrete thickness, intensity can be calculated by relevant bearing capacity formula with the thickness of outer steel pipe, finally determine the thickness of rational reinforced concrete intensity, thickness and outer steel pipe.
Can carry out arrangement of reinforcement in outer steel pipe and the original structure gap, increase the reinforcement ratio of structure, improve bearing capacity.
Build high performance concrete in the gap and should be slightly expanded concrete, comprise high-strength concrete, self-compacting concrete or fibrous concrete.It produces volume expansion in tying hard process, expansion not only can be offset concrete because of shrinking the tensile stress that produces, and the bulbs of pressure can in concrete, have been produced certain, both can eliminate the imposed load effect that the back pouring concrete produces original structure because of contraction, again can be by the lock ring effect of outer steel pipe, make core concrete be in three pressured states, improve concrete intensity.Expansion self-stressed σ
cWhen being 0.2～0.7MPa, the maximum value of its limited expansion rate ε is 0.05%, and minimum value is 0.015%.
The reinforced concrete strength grade can be higher than former concrete column structure, finds after deliberation, improves back pouring concrete intensity, reinforces the coupled column bearing capacity and increases obviously.This with strengthen the concrete section reinforcing method in do not advise that usually the practice that adopts strong concrete to reinforce has obviously different.Reason is, strengthens reinforced concrete place hoop tension state in the concrete section reinforcing method, and reinforced concrete intensity is not fully utilized.And in the method, outer steel pipe has played good effect of contraction to reinforced concrete, and core concrete is subjected to the effect of reinforced concrete and steel pipe double constraints.When the part core concrete reaches its limit compressive stress at first, can't deactivate immediately.At this moment, reinforced concrete is not lost bearing capacity owing to serious lateral expansion also can not take place for the constraint of outside steel pipe, and its vertical compressive stress begins to increase, and the compressive strength of back pouring concrete can be not fully exerted.Last coupled column is because the crushed destruction of most of core concrete.
In addition, the reinforced concrete strength grade be higher than the situation of core concrete when identical with both strength grades the ess-strain evolution different.When newly, old concrete adopts the same intensity grade, in stressed overall process, vertical compressive stress of reinforced concrete lags behind core concrete all the time, and the reinforced concrete strength grade is when being higher than core concrete, because the reinforced concrete modulus of elasticity is bigger, stress growth is rapid, and vertical compressive stress of reinforced concrete surpasses vertical compressive stress of core concrete gradually, and its vertical compressive strain then lags behind the vertical compressive strain of core concrete all the time.
Outer steel pipe should carry out surface anticorrosion to be handled, according to the corresponding anti-corrosion measure of the different choice of environment for use and instructions for use.Comprise: galvanizing antisepsis, rustproof paint coating antiseptic method and utilize the overcoat gauze wire cloth to spray mortar pea gravel concreten antisepsis, wherein galvanizing antisepsis is applicable to the structure that outdoor environment is comparatively abominable, rustproof paint coating antiseptic method is applicable to doors structure, and utilize the overcoat gauze wire cloth to spray the mortar pea gravel concreten anticorrosion is a kind of novel aseptic technic, be applicable to Underwater Engineering, such as bridge pier etc.; Wrapping viscose fibre cloth in addition in the outside of outer steel pipe also can be anticorrosion effectively, also can improve the structure ductility performance.
The present invention has the following advantages:
1, this method applied range, because the physically aged of concrete column etc. causes the damage of structure, or suffer disasters such as bump, fire and earthquake to make structure be damaged, or, need can adopt this method to the engineering that concrete column is reinforced owing to other reasons such as storey-adding reconstruction cause concrete column bearing capacity and insufficient rigidity etc.
2, effectively solve new, old structure and had the common stressed problem of overall work.Strengthened the adhesion stress of New-old concrete by the bar planting technology of taking root in original structure, welding by bar planting and outer steel pipe inwall, the high-performance slightly expanded concrete is built in the gap, forms the novel coupled column of original structure-reinforced concrete-outer steel pipe, has strengthened the globality of structure.
3, during the creationary enlarged cross section that the concrete filled steel tube principle is applied to concrete column is reinforced.Utilize the principle enlarged cross section reinforced concrete column of concrete filled steel tube, given full play to the performance of concrete and steel, both effectively improved the bearing capacity and the rigidity of concrete column, also improved the plasticity and the toughness of structure simultaneously.Because the effect of outer steel pipe, as after fill out concrete and adopt high-strength high-performance concrete, its intensity also can be effectively played, changed the not high and lower situation of rate of utilization of strength of pouring concrete common intensity after the enlarged cross section.
4, by filling out the expansion force that expansive concrete produces in the outer steel pipe constraint, make core concrete be in three pressured states, effectively improve the compressive strength of New-old concrete, eliminate the imposed load effect of the contraction of back pouring concrete to a certain extent the original structure generation.
5, in addition, outer steel pipe can be used as the template of back pouring concrete again, can save the template cost, the reduction of erection time.This method not only consolidation effect good, reinforce the reliability height, and simple to operate when reinforcing, easy construction, engineering cost are lower, are with a wide range of applications.
Description of drawings
Fig. 1 is a process chart of the present invention.
Fig. 2 is the ruggedized construction schematic diagram of concrete column outer steel pipe concrete enlarged cross section.
Among the figure, 1-New-old concrete joint surface, 2-outer steel pipe, 3-bar planting, the former concrete column of 4-, pouring concrete behind the 5-.
Fig. 3 is an outer steel pipe soldered arrangement diagram.
Among the figure, the 1-longitudinal weld longitudinal seam 1., the 2-side seam, the 3-longitudinal weld longitudinal seam 2..
The specific embodiment
The present invention is further illustrated in conjunction with the accompanying drawings, and main working procedure is:
Preparation of construction → former concrete column surfacing → bar planting → outer steel pipe → reinforced concrete → outer steel pipe outside surface anticorrosion and exterior decoration processing are welded → built in bar planting and outer steel pipe inwall.
Details are as follows below in conjunction with schematic diagram and example:
(1) preparation of construction: the preparation of reading various materials such as getting the required steel of engineering, cement before drawing, the construction ready and construction tool.
(2) former concrete column surfacing; At first adopt structure to annotate seam glue former concrete column 4 surperficial microscopic checks and deep layer crack are in the milk, solidify the back hair is cut a hole on former concrete column 4 surfaces; Utilize clear water that the surface is thoroughly cleaned out at last,
(3) bar planting; Carry out bar planting 3 at the concrete column periphery, the angle between the reinforcing bar of implantation is 90 °.The operation of bar planting is: glue → injecting glue → joint bar → maintenance is handled → joined to boring → hole processing → rebar surface.If back pouring concrete needs arrangement of reinforcement, should after bar planting, carry out assembling reinforcement before the outer steel pipe.
(4) outer steel pipe; Select outer steel pipe 2 according to former concrete column 4 different section forms, as shown in Figure 3, steel pipe thickness is 2～4mm, and every joint length L is 2～4m, and two joint contacts site weld adult by side seam, and longitudinal weld longitudinal seam 6 is staggeredly arranged with longitudinal weld longitudinal seam 8.
(5) bar planting 3 and outer steel pipe 2 inwalls are welded; Weld in bar planting 3 and outer steel pipe 2 inwall contacts site, form the reinforced concrete coupled column of original structure-bar planting-outer steel pipe, strengthened the globality of structure.
(6) concreting 5 in the gap; In order to strengthen Mechanics Performance of Adherence of New intensity, also can spread epoxy resin, cement paste, expanded agent cement paste etc. as cementing agent on old concrete surface 1.After-pouring concrete 5 is high-strength concrete, self-compacting concrete or fibrous concrete in the gap, and the slightly expanded concrete of 0.05% 〉=concrete limited expansion rate 〉=0.015%.
(7) preservative treatment is cleared up and done to outer steel pipe 2 external surfaces.
Claims (8)
1. the method for a reinforcing concrete column by expanding section of coated concrete-filled steel tube (CFST) is characterized in that it may further comprise the steps: (1) preparation of construction; (2) concrete column is carried out surfacing; (3) carry out bar planting at the concrete column periphery; (4) outer steel pipe and integrally welded; (5) with the reinforcing bar and the welding of outer steel pipe inwall of implanting; (6) in reinforcing bar of implanting and the gap between the outer steel pipe, build the high-performance slightly expanded concrete; (7) outer steel pipe outside surface anticorrosion and exterior decoration are handled.
2. according to the method for the described reinforcing concrete column by expanding section of coated concrete-filled steel tube (CFST) of claim 1, it is characterized in that: the concrete column surfacing comprises the microscopic checks of original structure and deep layer crack be in the milk the cutter hair on injecting glue, surface and the cleaning on surface.
3. according to the method for the described reinforcing concrete column by expanding section of coated concrete-filled steel tube (CFST) of claim 1, it is characterized in that: carry out bar planting at former concrete column periphery, described implantation reinforcing bar is bolt type dowel or self-locking anchor bar, and the angle between reinforcing bar is 90 °.
4. according to the method for claim 1 or 3 described reinforcing concrete column by expanding section of coated concrete-filled steel tube (CFST), it is characterized in that: the bar planting diameter is d, and the bar planting anchorage length is generally 10d～20d, but is no more than 3/8 thickness of concrete column.
5. according to the method for claim 1 or 3 described reinforcing concrete column by expanding section of coated concrete-filled steel tube (CFST), it is characterized in that: when bar planting diameter＜12mm, bar planting hole diameter=bar planting diameter+4mm; During 12mm＜bar planting diameter＜20mm, bar planting hole diameter=bar planting diameter+6mm; During 20mm＜bar planting diameter, bar planting hole diameter=bar planting diameter+8mm.
6. according to the method for the described reinforcing concrete column by expanding section of coated concrete-filled steel tube (CFST) of claim 1, it is characterized in that: outer steel pipe by two blocks of semicircle steel plates by the termination is welded, perhaps two blocks of spill steel plates are by being welded two ends, and steel pipe thickness is 2～4mm; Every joint steel pipe length is 2～4m, two joint steel pipe contact site horizontal direction welding adults, and the more piece composite welds vertically is staggeredly arranged.
7. according to the method for the described reinforcing concrete column by expanding section of coated concrete-filled steel tube (CFST) of claim 1, it is characterized in that: high performance concrete comprises microdilatancy high-strength concrete, self-compacting concrete or fibrous concrete, and 0.05% 〉=concrete limited expansion rate 〉=0.015%.
8. according to the method for the described reinforcing concrete column by expanding section of coated concrete-filled steel tube (CFST) of claim 1, it is characterized in that: with galvanizing antisepsis, rustproof paint coating antiseptic method with to utilize the overcoat gauze wire cloth to spray mortar pea gravel concreten antisepsis anticorrosion to the overcoat outer surface of steel tube.
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| CNA2009100625219A CN101581152A (en) | 2009-06-05 | 2009-06-05 | Method for reinforcing concrete column by expanding section of coated concrete-filled steel tube (CFST) |
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| CNA2009100625219A CN101581152A (en) | 2009-06-05 | 2009-06-05 | Method for reinforcing concrete column by expanding section of coated concrete-filled steel tube (CFST) |
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| CN102108792A (en) * | 2009-12-28 | 2011-06-29 | 贵阳铝镁设计研究院 | Method and structure for reinforcing original plant concrete corbels |
| CN103122677A (en) * | 2012-12-04 | 2013-05-29 | 北京工业大学 | Corner-reinforced steel bone-steel tube concrete composite column and manufacturing method thereof |
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| CN108756284A (en) * | 2018-06-04 | 2018-11-06 | 安徽省建筑科学研究设计院 | Postposition steel core concrete column |
| CN109457993A (en) * | 2018-11-16 | 2019-03-12 | 中铁二十三局集团第四工程有限公司 | A kind of concrete column restoring and fastening method |
| CN110080552A (en) * | 2019-04-30 | 2019-08-02 | 中国二十冶集团有限公司 | The restorative procedure of Reconstruction Project holding member |
| CN110565975A (en) * | 2019-08-29 | 2019-12-13 | 武汉大学 | Method for self-compacting concrete reinforcing column by externally sleeved thin-wall steel pipe |
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