CN202645035U - Full pre-stressing compound integrated strengthened reinforced concrete structure - Google Patents
Full pre-stressing compound integrated strengthened reinforced concrete structure Download PDFInfo
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- CN202645035U CN202645035U CN 201220197048 CN201220197048U CN202645035U CN 202645035 U CN202645035 U CN 202645035U CN 201220197048 CN201220197048 CN 201220197048 CN 201220197048 U CN201220197048 U CN 201220197048U CN 202645035 U CN202645035 U CN 202645035U
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Abstract
The utility model provides double-measure strengthening technology adopting prestressing force and bonding compositing integration to strengthen concrete beams, plates, columns and nodes, solves the fundamental problem that a new structure and a conventional structure cannot operate cooperatively in the generally known reinforced concrete structure strengthening technology, and can also avoid that the application and the appearance of a building are influenced because the cross section of a strengthening component is increased. The applying method of the prestressing force, provided by the utility model, can be controlled, the compound bonding and mechanical bonding anchoring technology is reliable, construction maneuverability is good, no special equipment is needed, common material and machine tools are adopted, the construction can be carried out more conveniently, and the cost is lower. Moreover, the strengthening method is adopted to strengthen various concrete components such as beams, columns, nodes, plates (cantilever plates) and the like, achieves wide application range, and has a satisfactory application market prospect.
Description
Technical field
The utility model relates to the concrete structure reinforcement field, particularly a kind of full prestressing composite integrated reinforced steel concrete structure.
Background technology
Reinforced concrete structure is the most various lots of form of structure in the engineering structures.All adopt in a large number in fields such as construction work, bridge engineering, port and pier, construction of tunnel.Concrete structure can be because of material degradation, and load increases, damage adds up, use changes of function, and there is initial imperfection etc. in design and construction, need to carry out strengthening reconstruction or reparation to original structure.Therefore, reinforced concrete structure strengthening reconstruction technology becomes the key content that area research is transformed in structural strengthening.
China's " concrete structure reinforcement design specifications " (GB50367-2006), proposed multiple reinforcement means and selected for the designer, such as reinforcement method of enlarging section, reinforcement by sticking of sheets, stickup fibrous composite reinforcing method, wire rope net reinforcing method, external prestressing strengthening method etc.But still there is the following problem in these reinforcement means that propose in the current specifications:
(1) reinforcement method of enlarging section: good reliability, the bearing capacity of raising, rigidity amplitude are large, but long construction period, the many and construction more complicated of situ wet operation has increased the deadweight of structure, has increased again structure height, takies headroom or impact is used.
(2) reinforcement by sticking of sheets: can improve bearing capacity, limited to the rigidity raising, and resistance to corrosion is poor, does not prevent fires, and is not suitable for the very low situation of concrete strength.And be subjected to former reinforced component quantitative limitation, the increase rate of ultimate bearing capacity is limited, and the ductility of strenthening member also can decrease.
(3) sticking fibrous composite reinforcing method: it is little to have a material deadweight, the advantage of easy construction.But not obvious to the rigidity raising, do not prevent fires.Be not suitable for the low situation of concrete strength yet, the fragility difficulties such as bond damage easily occur.Because stress and strain lag, strength of materials utilization rate is low.
(4) steel wire mesh reinforcing method: be to reinforce with the sealing of-permeability polymer mortar again by high strength stainless steel twisted wire net.Durability and refractoriness are reinforced than the steel bonding plate and are pasted fiber reinforced quite a lot ofly, but rigidity are improved also not obvious, and yet very limited to the raising of bearing capacity, its mechanism also belongs to reinforcement class reinforcement means.
(5) external prestressing strengthening method: although the method can obviously improve rigidity, bearing capacity, the construction more complicated, cost is high.Also exist anchoring difficult, expose muscle and need do the problems such as anticorrosion fire prevention durability processing, directly have influence on consolidation effect and structural safety if deal with improperly.
Common reinforcement means all can improve the bearing capacity and stiffness of structure etc. in various degree, but these reinforcing method all are single measure reinforcing method.The common problem that can not solve simultaneously is: 1. ruggedized construction is the secondary combining structure, and the old and new's structure lacks reliable formation integral body, the effectively co-operation of linking; 2. ruggedized construction is the secondary loading structure, the original structure damage etc. that under deadweight or load action, deformed, after add structural meterials and need the again strength character of stress deformation competence exertion material.Above-mentioned characteristic can say the intrinsic drawback of reinforcement means of being commonly used at present.
The utility model content
The utility model purpose is to provide a kind of efficient full prestressing composite integrated reinforced steel concrete structure and method thereof.Can solve the structure of known existing reinforced concrete and the defect problem that method exists, can effectively improve by a relatively large margin bearing capacity, rigidity, cracking load and the ductility of member, also can play the repairing and reinforcement effect for structure in damaged condition.Guarantee the co-operation of the old and new's structure.Even the original structure reinforcement ratio is higher, rigidity is larger, also can improve the performance of structure or play the wound repair effect by appropriate design.
The utility model adopts following mechanism: because initial stress strain has in various degree occured under load action original structure.After add structural meterials and need original structure again to be out of shape the intensity of competence exertion material.Sometimes may cause original structure to destroy, then add structural meterials and also do not give full play to strength of materials performance, the stress and strain lag effect is obvious.At this moment, then need adopt prestress strengthening method, after add structural meterials to apply pre-stress rear anchor solid on original structure.So that after add structural meterials immediately can the Developed fiber strength effect, the impact of the response lag effect that eliminates stress, structure the old and new's part immediately can be jointly stressed.Specifically apply compressive pre-stress to adding structural meterials behind the pressurized position, add structural meterials behind the advancing side and apply pre-tensile stress.Ruggedized construction is again stressed like this, after add structural meterials and the original structure deform in same pace just can play a role simultaneously.Solve the stress and strain lag problem of ruggedized construction secondary loading.Can give full play to the intensity of structural meterials.This damages the structural strengthening maybe can't unload and is even more important to ftractureing, stress and strain lag will have a strong impact on consolidation effect, must to after add structural meterials and apply prestressing force.
Original structure with after add structural meterials and need to form integral body by bonding surface, Transfer of Shear realizes co-operation.The simple cementing fully reliable bonding of the old and new's structure that can't guarantee of structure glue that adopts forms whole.By integrated in the interface of the old and new's structure introducing compressive stress and the compoiste adherings such as mechanical anchor and structure glue bonding.Solve the simple structure glue bonding interface strength deficiency that adopts and easily lost efficacy, the old and new's structure can not be compounded to form whole cooperative problem.Compare with increase merely reinforcement material in the tensile region, the reinforcing amplitude of this method is larger.The tension and compression district reinforces simultaneously or the two sides is symmetrical reinforces, and can give full play to again the performance of total cross-section.And the restriction that is subject to original structure sectional dimension, reinforcement ratio is less.After being brought into play preferably and reinforce, the reinforcement performance of strenthening member total cross-section also still has preferably ductility.
In the reinforcing of beam, post member, the hoop steel plate hoop is stayed also becomes the ingredient that member is cut on the member, so that it both can bring into play the anchorage effect to pressure zone and tensile region structural meterials, self also can bring into play rapidly the shearing resistance effect by pre-stretch-draw.Ring orientation prestress on the bean column node both can have been brought into play adding the anchorage effect of reinforcement material after vertical, can play the shearing resistance effect again, and can strengthen its shear resistance by restraint joint core space concrete.Concrete strengthening member mode is various, but all is to have followed above basic principle.
Compare with traditional prestress strengthening method.The loss of prestress that many reasons causes during the anchoring of tradition prestress strengthening method prestressed material is fairly obvious, therefore the loss of prestress of need taking measures to reduce.Also there is the local compression problem.But the concrete strength of the structure that needs reinforcement is usually all lower, and this just causes limitation.The anchorage zone also needs to reduce local pressure as far as possible.There is not this problem in we's rule, can be used for the lower situation of strength grade of concrete.In addition, the utility model ruggedized construction is all smaller on the impact of the aspects such as original structure outward appearance, size, weight.Therefore the utility model reinforcement mechanism is clear and definite, constructs comparatively simple, and the method for applying prestressing force controllability is strong, and operability is better.And do not need special Special Equipment, adopt common commercially available engineering material and facility.Practical ranges is very extensive, can satisfy the demand of engineering reality.
The basic skills that this utility model is applied in the beam is:
A kind of full prestressing composite integrated reinforced steel concrete structure, described reinforced steel concrete structure girder construction comprises treats reinforcement, the pressure zone steel plate, the tensile region steel plate, steel plate hoop, oblique pull reinforcing bar and reinforcing bar, the described reinforcement for the treatment of is furnished with vertical muscle, described pressure zone steel plate is fixed on by structure glue and fixture and treats the reinforcement top, described tensile region steel plate is fixed on by structure glue and steel plate hoop and treats the reinforcement below, described steel plate hoop is U-shaped steel plate bar, steel plate hoop is opening up to be tightened the tensile region steel plate with treating reinforcement, reinforcing bar passes the pressure zone steel plate and treats the reinforcement both sides, between reinforcing bar lower end and the steel plate hoop upper end for being welded to connect, there is pre-load nut the reinforcing bar upper end, the described reinforcement both sides fluting for the treatment of is placed the oblique pull reinforcing bar, described oblique pull reinforcing bar lower end limited location piece, there is pre-load nut oblique pull reinforcing bar upper end, describedly treats the reinforcement both sides each tiltingly has two oblique pull reinforcing bars.
During use the oblique pull reinforcing bar is placed on beam and surveys in the groove, be enclosed within the steel plate block place at the bottom of the beam.Steel plate coating brush configuration glue tightens up nut at back at the bottom of the beam, can with steel plate at the bottom of the beam, apply pre-tensile stress.When back steel plate free state, it is paved into fold-line-shaped, the brushing structure glue.Four steel plate hoops at both ends are installed in first on the beam and the nut but not exclusively tighten up screwed on.Cushion block is taken away, and both sides successively steel plate hoop are installed to the centre until all steel plate hoop installations.The back steel plate flattens gradually, and gapless between this moment steel plate hoop and the back steel plate hole is tightened up all nuts on the steel plate hoop, by the pressure pressurized so that the back steel plate has applied compressive pre-stress.Fastening nut also can apply pretension to steel plate hoop.Simultaneously, after add structural meterials in the adhesive cementation at interface, and the measures such as drawknot anchoring of steel plate hoop, play with the old and new's structure effectively connect, co-operation and bearing load, be compounded to form whole effect.
Former beam has formed back under Gravitative Loads be pressure zone, is the tensile region at the bottom of the beam.So apply prestressing force and anchoring according to top method, after add structural meterials and original structure the ess-strain degree substantially meet.Again during bearing load, solved both shared loads and jointly entered into collapse state, the problem of the separation failure of the old and new's structure can not occur.Therefore, played the effect that overcomes aforementioned said traditional ruggedized construction drawback.
The basic skills that this utility model is applied in the post is:
A kind of full prestressing composite integrated reinforced steel concrete structure described in the utility model, described reinforced steel concrete structure rod structure comprises treats reinforced column, jack, weld interim bracket and at least 2 group reinforcement assemblies, the described reinforced column for the treatment of is between basic end face and beam, described jack bottom is pressed in treats the reinforced column upper end, withstand at the bottom of the beam on jack top, welding ox pin is arranged at the jack bottom, described welding ox pin is welded on to be treated in the reinforced column top, equidistant being enclosed within of described reinforcement assembly treated on the reinforced column, described reinforcement assembly comprises 4 angle steel and 4 welding batten plates, 4 angle steel of described every group of reinforcement assembly stick on to be treated on 4 angles of reinforced column same plane, and described welding batten plate is welded on the edge of a wing of adjacent two angle steel angle steel is strained.
As a kind of improvement of the utility model, the described reinforced column for the treatment of is between basic end face and upper beam or middle girder, and this patent treats that reinforced column can be used for also can be used between the intermediate layer between the basic end face and building roof beam of bottom.
As a kind of improvement of the utility model, treat reinforced column at basic end face and between putting the beams in place when described, the described reinforced column for the treatment of passes the middle girder side, describedly treat that reinforced column passes in the middle girder side gusset part and be provided with the node stirrup, in order to strengthen bonding strength, should treat that node section increases the node stirrup between reinforced column and the middle girder side, to improve node strength and ductility.
A kind of full prestressing composite integrated reinforced steel concrete structure described in the utility model, described reinforced steel concrete rod structure comprises treats reinforced column, fixed part, junction steel plate and at least 2 group reinforcement assemblies, the described reinforced column for the treatment of is between basic end face and middle girder, between described middle girder and the upper beam supporting strut is arranged, the fixed component upper ends is connected in the middle girder bottom surface, described lower fixed part lower end is connected in basic end face upper end, described junction steel plate is connected between fixed part lower end and the lower fixed part upper end upper fixed part is linked to each other with lower fixed part, equidistant being enclosed within of described reinforcement assembly treated on the reinforced column, described reinforcement assembly comprises 2 L-type snap rings and hank knotting nut, another L-type snap ring end tail is passed in a L-type snap ring of described every group of reinforcement assembly termination, 2 L-type snap rings join end to end and will treat that reinforced column blocks, and the tension of hank knotting nut is arranged on the external part of described L-type snap ring termination.
Because post has produced ess-strain in the cross section under dead load and service load effect.Be pressed on the interim bracket by jack and exert pressure, then can to after add material and apply and add material after compressive pre-stress can be guaranteed and play one's part to the full.Simultaneously, drawknot bolt drawknot the old and new's material form integral body, guarantee reliably anchor measure, guarantee the old and new's structure co-operation.
So like this, by two opposite side at pillar angle steel, the interim bracket of weldable steel on the angle steel are installed.Withstand on the beam on the superstructure with jack, compress the interim bracket of steel downwards, then so that produced compressive pre-stress in the angle steel.Batten plate can be welded on angle steel.When again bearing load, after add structural meterials and can play a role rapidly.The secondary loading of strenthening member is functional, and having solved stress and strain lag affects the cooperative problem of the old and new's structure.
In addition, also pillar two opposite side can be installed steel plate, the length of steel plate slightly is longer than the floor clear height, then steel plate is withstood on and connects a layer beam on the floor gap, and the below pushes down lower floor's beam, progressively tightens up to the centre with the prestressing force hoop.Steel plate is compressed tightening up on post firmly then because steel plate shortens, then after add and produced compressive stress in the structural meterials.By prestressing force hoop and structure glue it is firmly coupled together with former member again.Under many measures effect of mechanical anchor and chemical bonding power, realized the secondary combination of the old and new's structures.Concrete which kind of method that adopts can be selected accordingly according to actual conditions.
The basic skills that this utility model is applied in the node is:
A kind of full prestressing composite integrated reinforced steel concrete structure described in the utility model, described reinforced steel concrete rod structure comprises beam, post, vertical angle steel, snap ring, welding angle steel and transverse reinforcement, described beam and column intersects at node, described node is connected by vertical angle steel, the both sides stretch-draw of described node has snap ring, the up and down position of described node is welded with the welding angle steel, is equipped with the hole on the beam of described node middle part, is provided with transverse reinforcement in the hole.
If therefore the utility model is applied in position of joints, also can be by this principle.So like this, vertical angle steel connects position of joints, and pressurized has in advance then been avoided the stress and strain lag of pressurized, can transmit vertical load.By the interim snap ring of stretch-draw, so that gapless between reinforcing bar and the restrained node.At the up and down position of node, welding angle steel restraint joint.Simultaneously, the beam at the node middle part punches, and passes transverse reinforcement, again with vertical angle steel welding.Like this, then add structural meterials after laterally after the cooling to be welded and can bring into play node performance effect of contraction, so that node region becomes confined concrete, and help the node Transfer of Shear.Improve the bearing capacity and stiffness ductility of node region etc.The restricted number of rear boring reduces original structure is destroyed.
The basic skills that this utility model is applied in the plate is:
A kind of full prestressing composite integrated reinforced steel concrete structure described in the utility model, described reinforced steel concrete cantilevered plate structure comprises cantilevered plate external part to be reinforced, steel plate strip, chemical anchor bolts and securing member, cantilevered plate external part pass through wall surface described to be reinforced, cantilevered plate external part pass through wall surface described to be reinforced has the hole in the place, be stained with steel plate strip on the cantilevered plate external part described to be reinforced, cantilevered plate external part described to be reinforced outer end has chemical anchor bolts that steel plate strip outer end and cantilevered plate external part to be reinforced outer end are fixed, described steel plate strip the inner is in the metope perforate, and described steel plate strip the inner fixes by securing member and cantilevered plate external part to be reinforced the inner.
As a kind of improvement of the utility model, described steel plate strip the inner fixes by 1-3 securing member and cantilevered plate external part to be reinforced the inner, can 1-3 securing member be set according to the intensity needs and carry out pretension.
This patent is applied in plate, also can be according to said method.Concrete grammar is take cantilevered plate as example.Under deadweight or service load effect, load-bearing distortion of cantilevered plate, the initial deformation that adds structural meterials and original structure after at this moment just needing is synchronous.So like this, an end of steel plate and the termination of cantilevered plate are fixed wearing with bolt.At the root of cantilevered plate, elder generation tightens up fixing with bolt, after steel plate tentatively tightens up, tightening up a bolt near plate end difference of height position again, and then steel plate has just produced pre-tensile stress.And solved steel plate and cantilevered plate is compounded to form integral body, the problem of shared load by structure glue, bolt etc.
Concrete job practices, in simply supported beam, to be applied as example:
Comprise the steps:
1) carries out preparation of construction work;
2) treat reinforcement and steel plate and carry out surfacing;
A. according to treating reinforcement surface finish and required surface finish, the concrete binding face is repaired;
B. according to treating reinforcement adhesive surface situation and treating that reinforcement adhesive surface bonding adhesive viscosity treats reinforcement and carry out roughening and process;
C. before to the gluing of steel plate adhesive surface, the polishing that eliminates rust, roughening and flattening are processed;
D. finish in the polishing operation, after dust made a decision substantially, applicable industry acetone was with the adhesive surface wiped clean;
3) steel plate processing, oblique pull reinforcing bar positional punch;
A. the plate size by designing requirement carries out blanking, and makes the U-shaped steel plate hoop of corresponding length;
B. by the design drawing dimensioning location of ruling, determine the punch position of oblique pull reinforcing bar, the oblique pull reinforcing bar that guarantees end from thick section place, web limit distance greater than 100mm, treat that distance is controlled between 200mm～300mm between two row's oblique pull reinforcing bars of reinforcement end, treat that position, reinforcement upper surface hole subpoint presses close to treat the reinforcement web, treat that the forward projection point of reinforcement end hole should enter the web side;
C. make the location oblique line of oblique pull reinforcing bar after the punching by the design attitude requirement, and at oblique line position fluting, the cell body width should be able to hold the oblique pull reinforcing bar;
4) prepare required bonding adhesive, the bonding adhesive that mixes and stirs is scraped successively repeatedly be put on steel plate and the concrete conglutination face, bondline thickness 1mm～3mm treats that reinforcement primary coat brush scope should exceed 20mm～30mm around the stickup scope;
5) the bonding adhesive brushing is finished on inspection without behind the holiday, can upper and lower surface steel sheet is in place, and the oblique pull reinforcing bar tentatively is enclosed within treats on the reinforcement, the oblique pull reinforcing bar is imbedded in the cell body of offering in advance, and U-shaped steel plate hoop is installed;
6) adopt torque wrench to turn the termination pre-load nut of oblique pull reinforcing bar, soffit tensile region steel plate is set up pre-tensile stress;
7) tighten up U-shaped steel plate hoop and treat reinforcement soffit tensile region steel plate and apply compressive pre-stress, the tensile region steel sticking is being treated under the reinforcement;
8) unload lower support, check reinforcing rear concrete component;
9) carry out anticorrosion, encapsulation process.
Description of drawings
Fig. 1 is that the utility model is used for the girder construction schematic diagram;
Fig. 2 is that the utility model is used for the girder construction partial sectional view;
Fig. 3 is that the utility model is used for rod structure specific embodiment 2 schematic diagrames;
Fig. 4 is that the utility model is used for rod structure specific embodiment 1 and 2 cross-sectional view;
Fig. 5 is that the utility model is used for 3 preparatory stage of rod structure specific embodiment schematic diagram;
Fig. 6 is that the utility model is used for rod structure specific embodiment 3 schematic diagrames;
Fig. 7 is that the utility model is used for rod structure specific embodiment 3 cross-sectional view;
Fig. 8 is that the utility model is used for cantilevered plate structure preparatory stage schematic diagram;
Fig. 9 is that the utility model is used for the cantilevered plate structural representation;
Figure 10 is that the utility model is used for the node lateral view;
Figure 11 is that the utility model is used for the node schematic cross-section;
The specific embodiment
Below in conjunction with drawings and Examples utility model is described in detail:
The purpose of this utility model is to provide a kind of efficient full prestressing composite integrated reinforced steel concrete structure technology and method, its anti-bending bearing capacity that can improve original concrete structure improves its deformation performance, member for stand under load damage, also can play good repairing and reinforcement effect, and can effectively solve traditional reinforcing technique and fail thoroughly to solve problems such as " response lags, interface perishable ", and the reinforcing amplitude can be determined according to requirement of engineering unrestricted, therefore practical ranges is very extensive, can satisfy the demand of engineering reality.
The tradition prestress strengthening method, the tension prestressed material inside contracts and causes loss of prestress fairly obvious, guarantee can not inside contract therefore need take measures, and the excessive pressure that also needs to manage as far as possible to reduce the anchorage zone of the stress of its anchorage zone, disperse local stress, behind this external reinforcement to the original structure outward appearance, size, the aspects such as weight need to affect as far as possible little, reach this this order and must adopt initiatively reinforcement means, to after add material and apply prestressing force, this is even more important when damaging the structural strengthening that maybe can't unload to ftractureing, otherwise after add material response lag impact have a strong impact on consolidation effect, the old and new's material can't be stressed synchronously, affect consolidation effect, and the old and new's structure can't effectively jointly to be compounded to form integral body jointly stressed.
The utility model adopts following processing mechanism for this reason:
All structures of the utility model all are by applying compressive pre-stress to adding material behind the pressure zone, and the tensile region material applies pre-tensile stress, and imposes anchoring.Thereby the response lag problem that adds material after can solving, give full play to the performance of total cross-section, with increase material in the tensile region merely and compare, not only greatly increased the increase rate of reinforcing bearing capacity, and structure still has good ductility after reinforcing, and it solves the problem of concrete interface strength deficiency by managing to introduce at the interface method of compressive stress and mechanical anchor in addition, thereby can guarantee until component damage can avoid the interface that bond damage occurs.
Therefore the utility model construction is comparatively simple, and the method for applying prestressing force controllability is strong, and operability is better.And do not need special Special Equipment, what adopt is common commercially available material, therefore construction also comparatively makes things convenient for cost lower, adopt in addition this processing mechanism to process beam, post, node and cantilevered plate, thereby range of application is very extensive, having extremely wide market prospects, below is the utility model specific embodiment.
Provide as shown in Figure 1 lateral view a kind of full prestressing composite integrated reinforced steel concrete structure as described in Figure 2 of structural representation as this patent girder construction specific embodiment the utility model, described girder construction comprises treats reinforcement 1, pressure zone steel plate 2, tensile region steel plate 3, steel plate hoop 4, oblique pull reinforcing bar 5 and reinforcing bar 6, the described reinforcement 1 for the treatment of is furnished with vertical muscle, described pressure zone steel plate 2 is fixed on by structure glue and fixture and treats reinforcement 1 top, described tensile region steel plate 3 is fixed on by structure glue and steel plate hoop and treats reinforcement 1 below, described steel plate hoop 4 is U-shaped steel plate bar, steel plate hoop 4 opening up with tensile region steel plate 3 with treat reinforcement 1 chucking, reinforcing bar 6 passes pressure zone steel plate 2 and treats reinforcement 1 both sides, between reinforcing bar 6 lower ends and steel plate hoop 4 upper ends for being welded to connect, there is pre-load nut reinforcing bar 6 upper ends, described reinforcement 1 both sides for the treatment of are beaten anchor hole and are placed oblique pull reinforcing bar 5, described oblique pull reinforcing bar 5 lower end limited location pieces, there is pre-load nut oblique pull reinforcing bar 5 upper ends.
This shows, this embodiment of the present utility model, mainly by treating reinforcement 1, pressure zone footing, tensile region footing, steel plate hoop 4 parts form jointly.
The reinforcement 1 for the treatment of described in the utility model is furnished with vertical muscle; member has been joined vertical muscle and has been positioned at and treats reinforcement 1 bottom protective layer; bear the bottom tensile stress; concrete members is born top pressure zone compressive stress; the two is in conjunction with having consisted of the section feature for the treatment of reinforcement 1; under its Gravitative Loads or under the bearing load effect, the tensile region has produced initial stretching strain, and the compressive strain that meets accident has occured pressure zone.If bearing load treats that then reinforcement may damage.
Pressure zone footing described in the utility model mainly comprises pressure zone steel plate 2, pressure zone steel plate 2 is fixedly mounted on pressure zone by the nut on structure glue and the bolt, and be urged to again with the beam surface docile by arch camber, by contraction in length it is applied compressive pre-stress, wherein the level of pre-compression stress need to reach the initial compressive strain for the treatment of that the reinforcement pressure zone has occured, and slightly surpass, can play a role immediately to guarantee pressure zone steel plate 2.So then can after reinforcing, not treat reinforcement the more former reinforcement 1 for the treatment of of bearing load again destroy, pressure zone steel plate 2 just plays a role, and has thoroughly overcome response lag.
Tensile region described in the utility model footing mainly comprises tensile region steel plate 3 and oblique pull reinforcing bar 5, described pressure zone steel plate 2 is fixedly mounted on the tensile region by structure glue and steel plate hoop 4, described oblique pull reinforcing bar 5 is fixedly mounted on the tensile region by mechanical anchor, and by the shortening of oblique pull reinforcing bar 5 fastening nuts tensile region steel plate 3 is applied pre-tensile stress, so that the level of prestretching stress need to reach the initial stretching strain for the treatment of that reinforcement 1 tensile region has occured.In order to overcome response lag, wait reinforced concrete member one bearing load just can play a role simultaneously, apply initial tension and compression stress by the steel plate at tensile region and pressure zone like this, add the problem of the response lag of reinforcement material after having solved.
Therefore in structure of the present utility model, the steel plate that applies the precompressed pre-tensile stress all with treat that reinforcement 1 axis direction is parallel, its effect is to assist to join vertical muscle to bear tensile stress, and assist the pressure zone concrete to bear compressive stress, thereby raising ultimate bearing capacity, the steel plate in simultaneously tension and compression district is equivalent to increase member height, increase the tensile region arrangement of reinforcement and can limit carrying out of crack, simultaneously, tensile region steel plate 3 applies prestressing force has certain closure effect for the crack, this patent steel plate hoop 4 is equivalent to the external prestressing tendon of stirrup in addition, apply again certain prestressing force, can bring into play the effect of stirrup, improve the anti-shear ability of flexural member, this external tensile region, the pressurized effect of steel plate hoop again can be as the anchor measures of tensile region steel plate.At pressure zone, the reinforcing bar 6 of steel plate hoop 4 passes the hole nut anchoring on the pressure zone steel plate 2, in the process of lower compression, progressively the hole wall of pressure zone steel plate 2 is close to screw rod to pressure zone steel plate 2 in arch camber simultaneously, and the shearing resistance effect of screw rod is also brought into play pressure zone steel plate anchorage effect.
The reinforcing of this patent in other various members is slightly different, but basic principle is the same, in order to adapt to the situation of the larger load of needs in the hardened system, can the arranging multiplayer steel plate, with the requirement that realizes reinforcing, the compressive stress of flexural member is by pressure zone steel plate and pressure zone concrete shared after reinforcing, and the peeling force of its median surface is mainly born by the frictional force that interfacial structure glue shear stress and the shearing resistance of reinforcing bar cross section and nut shim apply.The tensile stress of flexural member tensile region is by tension steel plate and tensile region arrangement of reinforcement shared, although the stripping damage that fragility is located to produce in sky interface, span centre crack etc. is faced in the end, but it has been subject to the operative constraint of steel plate hoop, the brittle fracture such as can not peel off before ruggedized construction normally is subjected to curved destruction.So like this, the utility model all is to adopt prestressing force and the two measure reinforcing techniques of bonding composite integrated to the reinforcing of concrete beam and board, post and node.Add the material stress response lag after having solved and the cooperative problem of effective adhesive can not be arranged.
Provide as described in Figure 3 a kind of full prestressing composite integrated reinforced steel concrete structure of sectional view as this patent rod structure specific embodiment 1 the utility model, described reinforced steel concrete structure rod structure comprises treats reinforced column 1 ', jack 2 ', weld interim bracket 3 ' and at least 2 group reinforcement assemblies, specifically need several groups of producers according to treating that reinforced column 1 ' need to design, the described reinforced column 1 ' for the treatment of is between basic end face and middle girder 4 ', between described middle girder 4 ' and the upper beam 5 ' supporting strut is arranged, described jack 2 ' bottom is pressed in treats reinforced column 1 ' upper end, withstand at the bottom of the beam on jack 2 ' top, welding ox pin 3 ' is arranged at jack 2 ' bottom, described welding ox pin 3 ' is welded on to be treated in the reinforced column 1 ' top, equidistant being enclosed within of described reinforcement assembly treated on the reinforced column 1 ', described reinforcement assembly comprises 4 angle steel 7 ' and 4 welding batten plates 8 ', 4 angle steel 7 ' of described every group of reinforcement assembly are bonded to be treated on 4 angles of reinforced column 1 ' same plane, and described welding batten plate 8 ' is welded on the edge of a wing of adjacent two angle steel 7 ' angle steel 7 ' tension.
Provide as shown in Figure 4 sectional view a kind of full prestressing composite integrated reinforced steel concrete structure as described in Figure 3 of structural representation as this patent rod structure specific embodiment 2 the utility model, described reinforced steel concrete structure rod structure comprises treats reinforced column 1 ', jack 2 ', weld interim bracket 3 ' and at least 2 group reinforcement assemblies, specifically need several groups of producers according to treating that reinforced column 1 ' need to design, the described reinforced column 1 ' for the treatment of is between basic end face and upper beam 5 ', the described reinforced column 1 ' for the treatment of passes middle girder 4 ', describedly treat that reinforced column 1 ' passes in the middle girder 4 ' node section and be provided with node stirrup 6 ', in order to guarantee the restriction ability to node, should be so that node stirrup 6 ' applies suitable prestressing force.Should treat that node section increases node stirrup 6 ' between reinforced column 1 ' and the middle girder 4 ', described node stirrup 6 ' has 2, this patent can arrange 1-3 root node stirrup 6 ' according to the intensity needs, described jack 2 ' bottom is pressed in treats reinforced column 1 ' upper end, withstand at the bottom of the beam on jack 2 ' top, welding ox pin 3 ' is arranged at jack 2 ' bottom, described welding ox pin 3 ' is welded on to be treated in the reinforced column 1 ' top, equidistant being enclosed within of described reinforcement assembly treated on the reinforced column, described reinforcement assembly comprises 4 angle steel 7 ' and 4 welding batten plates 8 ', 4 angle steel 7 ' of described every group of reinforcement assembly are bonded to be treated on 4 angles of reinforced column 1 ' same plane, and described welding batten plate 8 ' is welded on the edge of a wing of adjacent two angle steel 7 ' angle steel 7 ' tension.
Provide as shown in Figure 5 structural representation sectional view a kind of full prestressing composite integrated reinforced steel concrete structure as described in Figure 7 as shown in Figure 6 of preparatory stage schematic diagram as this patent rod structure specific embodiment 3 the utility model, described reinforced steel concrete rod structure comprises treats reinforced column 1 ', fixed part, junction steel plate 9 ' and at least 2 group reinforcement assemblies, specifically need several groups of producers according to treating that reinforced column 1 ' need to design, the described reinforced column 1 ' for the treatment of is between basic end face and middle girder 4 ', between described middle girder 4 ' and the upper beam 5 ' supporting strut is arranged, the fixed component upper ends is connected in middle girder 4 ' bottom surface, described lower fixed part lower end is connected in basic end face upper end, described junction steel plate is connected between fixed part lower end and the lower fixed part upper end upper fixed part is linked to each other with lower fixed part, equidistant being enclosed within of described reinforcement assembly treated on the reinforced column, described reinforcement assembly comprises 2 L-type snap rings 10 ' and hank knotting nut, another L-type snap ring 10 ' end tail is passed in L-type snap ring 10 ' termination of described every group of reinforcement assembly, 2 L-type snap rings 10 ' join end to end and will treat that reinforced column 1 ' blocks, the tension of hank knotting nut is arranged on described L-type snap ring 10 ' the termination external part, can apply prestressing force to the node stirrup.
Provide structural representation such as a kind of full prestressing composite integrated reinforced steel concrete structure as described in Fig. 8 and 9 as this patent cantilevered plate structure specific embodiment the utility model, described reinforced steel concrete cantilevered plate structure comprises cantilevered plate 1 to be reinforced " external part; steel plate strip 2 ", chemical anchor bolts 3 " and securing member 4 ", cantilevered plate 1 described to be reinforced " external part pass through wall surface 5 ", cantilevered plate 1 described to be reinforced " external part pass through wall surface 5 " locate to have the hole, cantilevered plate 1 described to be reinforced " be stained with steel plate strip 2 on the external part ", cantilevered plate 1 described to be reinforced " there are chemical anchor bolts 3 the external part outer end " with steel plate strip 2 " outer end and cantilevered plate 1 to be reinforced " the external part outer end fixes, described steel plate strip 2 " inner at metope 5 " in the perforate, described steel plate strip 2 " inner by 2 securing members 4 " and cantilevered plate 1 to be reinforced " external part the inner fixes, the utility model can arrange 1-3 securing member 4 according to the intensity needs " carry out pretension.
Provide structural representation such as a kind of full prestressing composite integrated reinforced steel concrete structure as described in Figure 10 and 11 as this patent node structure specific embodiment the utility model, described reinforced steel concrete rod structure comprises beam 1 ' ' ', post 2 ' ' ', vertical angle steel 3 ' ' ', snap ring 4 ' ' ', welding angle steel 5 ' ' ' and transverse reinforcement 6 ' ' ', described beam and column intersects at node, described node is by vertical angle steel 3 ' ' ' connect, the both sides stretch-draw of described node has snap ring 4 ' ' ', the up and down position of described node is welded with welding angle steel 5 ' ' ', be equipped with the hole on the beam of described node middle part, be provided with transverse reinforcement 6 ' in the hole ' '.
This patent specific embodiment is as follows;
1) carries out preparation of construction work;
This patent preparation of construction work at first should read over design working drawing, and carry out working drawing with the designer and tell somebody what one's real intentions are; Secondly should formulate detailed constructure scheme and Design of Construction Organization according to job site and the actual state that is reinforced concrete structure member; After determining constructure scheme and Design of Construction Organization, again check quantity and the operating mode of materials such as reinforcing required steel plate, reinforcing bar, bonding adhesive and other construction equipment, avoid construction to interrupt, affect strengthening quality.
2) treat reinforcement and steel plate and carry out surfacing;
When carrying out reinforcing, treat that the reinforcement surface appearance is considered to affect the most important factor of adhesive property, therefore, before steel-bonded reinforcement, should treat the reinforcement adhesive surface and process, make it to form firm, complete, cleaning, surface that appropriateness is coarse, to obtain preferably adhesive property.
A. according to treating reinforcement surface finish and required surface finish, the concrete binding face is repaired;
When carrying out reinforcing, the clay that needs the honeycomb on the adhesive surface, hole, depression position to be used bonding adhesive water mixing mud or quartz sand configuration is repaired, repairing rear surface planeness deviation should be greater than 1.5mm/m, can adopt the guiding ruler tool detection to control, for defective larger on the adhesive surface, unit in charge of construction should formulate special reclamation activities, implements after appraising and deciding through designing unit.
B. according to treating that reinforcement adhesive surface newness degree and solid degree treat that reinforcement adhesive surface bonding adhesive viscosity treats reinforcement and carry out roughening and process;
(a) in actual stabilization works, for treating the reinforcement adhesive surface, should be according to the newness degree of component surface, solid degree, respectively to pending: to the adhesive surface of very old very dirty concrete component, should be stained with high-duty detergent with scrub-brush first, brush surperficial grease dirt, then use cold water flush, again adhesive surface is polished, remove the thick top layer of 2～3mm, until expose new face fully; To not being the adhesive surface of very dirty very old concrete component, can directly polish, remove the thick top layer of 1～2mm; Large or length of time was treated reinforcement in three months for humidity, and adhesive strength can decrease in the basic unit of humidity because of general resinae bonding adhesive, therefore except satisfying above-mentioned requirements, need carry out the artificial seasoning processing.
(b) roughening for the treatment of the reinforcement adhesive surface can improve adhesion strength, and different roughness depends on the character of bonding adhesive on the impact of bonding.If the consistency ratio of bonding adhesive is larger, cohesive strength is larger, adopts the larger adhesive surface of roughness ratio, easily obtains larger adhesion strength; If the denseness of bonding adhesive is smaller, adopt the smaller adhesive surface of roughness, easily obtain larger adhesion strength.Treat that the roughening of reinforcement adhesive surface generally adopts grinder buffing or blasting treatment, the bight should be polished into circular-arc, and the lines of roughening or polishing should be even, and be subjected to force direction perpendicular to steel plate as far as possible.
C. before to the gluing of steel plate adhesive surface, the polishing that eliminates rust, roughening and flattening are processed;
Before the gluing of steel plate adhesive surface, polishing, roughening and flattening processing should eliminate rust, so that the surface after the polishing manifests metallic luster, the lines of roughening should be subjected to force direction perpendicular to steel plate as far as possible in addition, steel plate after the flattening and concrete surface should be smooth docile, and overall size should be substantially identical with line.
D. finish in the polishing operation, after dust made a decision substantially, applicable industry acetone was with the adhesive surface wiped clean;
After said method was processed, treat reinforcement and metal component surface through polish can produce the impurity such as dust, stick to component surface until reinforcement and steel plate adhesive surface, if clean untotally, will directly affect the quality that bonds.Therefore, finish in the polishing operation, after dust made a decision substantially, applicable industry acetone was with the adhesive surface wiped clean.Should in time carry out next procedure construction after the cleaning, in order to avoid pollute once again water stain, oil stain and dust etc. on the adhesive surface, thus affect bond effect.
3) steel plate processing, oblique pull reinforcing bar positional punch;
A. the plate size by designing requirement carries out blanking, and makes the U-shaped steel plate hoop of corresponding length;
(a) steel plate cutting.After component surface finishing, the cleaning, should rule by the design drawing requirement and determine the steel sticking position, and carry out blanking by the plate size of designing requirement, should adopt machine cuts.Install block in upper and lower surface design position, and firm with Plate Welding.
(b) carry out the making of U-shaped steel plate hoop.Carry out blanking and the bending of steel plate hoop by designing requirement, should adopt machine cuts blanking and mechanical deflection, when carrying out the blanking of reinforcing bar and mantle fiber, its length should meet design requirement, and the steel bar welding of making is connected on the steel plate strip, and fusion length should satisfy corresponding requirement.
B. by the design drawing dimensioning location of ruling, determine the punch position of oblique pull reinforcing bar, and still should survey first reinforcing bar in punching place punching is had or not impact, if there is larger variation the anchor hole position, should after designing unit is agreed, adjust.
The oblique pull reinforcing bar that guarantees end from thick section place, web limit distance greater than 100mm, treat that distance is controlled between 200mm～300mm between two row's oblique pull reinforcing bars of reinforcement end, treat that position, reinforcement upper surface hole subpoint presses close to treat the reinforcement web, can docilely treat the reinforcement side surface to guarantee to treat when tightening up reinforcement side reinforcing bar, should adopt orientation tool in the punching process, in case train off, the punching angle meets design requirement, and treats that the forward projection point of reinforcement end hole should slightly enter the web side;
C. make the location oblique line of oblique pull reinforcing bar after the punching by the design attitude requirement, and at oblique line position fluting, the cell body width should be able to hold the oblique pull reinforcing bar;
4) prepare required bonding adhesive, the bonding adhesive that mixes and stirs scraped successively repeatedly be put on steel plate and the concrete conglutination face, it all is A, B bicomponent epoxy resin class that the at present comparatively ideal structural strengthening of performance both at home and abroad sticks with glue the agent major part, in use on-the-spot interim preparation, SJK also belongs to this type of bonding adhesive, difference according to construction environment condition and construction technology, suggestion is conscientiously read manual before using, and carry out on-the-spot trial test, hardener dose is appropriately adjusted according to construction technology, temperature condition, action required time etc., with the control adhesive solidification time.
A. join the front preparation of glue
Join be ready to counter scale before the glue, join clean container (generally using plastic tub) that glue uses, acetone, dried cotton yarn, spatula, mixing tool etc.Reply A, B two components stir up and down respectively fully before the weighing, guarantee well-balanced.
B. weighing
According to the trial test result, join all necessary weighings of glue at every turn, be used while allocating, joining the glue amount should not too much (generally be no more than 5 kilograms), otherwise is difficult to stir and might cause unnecessary waste.The glue for preparing needs to use within working life.
C. stir
In selected glue ratio respectively weighing A, B two components of joining, pour clean container into, adopt artificial or the sizing material agitator stirs by same direction, mix to color and luster evenly till.
D. paste
After Adhesive is good, with spatula spread upon simultaneously handled well treat reinforcement adhesive surface and steel plate adhesive surface, for making glue can fully infiltrate, permeate, spread, adhere to adhesive surface, should scrape back and forth on adhesive surface with a small amount of glue first and smear several times, add again and smear to desired thickness, thick middle, thin edge, all operations should be finished within the working life of glue, and leaves the regular hour in order to contraposition installation and prestress application.
Join the bonding adhesive that will mix and stir after glue is finished and repeatedly scrape successively and be put on steel plate and treating on the reinforcement adhesive surface, bondline thickness 1mm～3mm treats that reinforcement primary coat brush scope should exceed 20mm～30mm around the stickup scope.The soffit steel plate is faced upward when pasting, and the sag of glue should be greater than 3mm.The bonding adhesive brushing is finished on inspection without behind the holiday, can upper and lower surface steel sheet is in place, and the oblique pull reinforcing bar tentatively is enclosed within on the member, reinforcing bar is imbedded in the cell body of offering in advance.
5) the bonding adhesive brushing is finished on inspection without behind the holiday, can upper and lower surface steel sheet is in place, and the oblique pull reinforcing bar tentatively is enclosed within treats on the reinforcement, the oblique pull reinforcing bar is imbedded in the cell body of offering in advance, and U-shaped steel plate hoop is installed;
6) adopt torque wrench to turn the termination pre-load nut of oblique pull reinforcing bar, soffit tensile region steel plate is set up pre-tensile stress, adopt the circulation stretch-draw method during stretching construction, tighten first inboard reinforcing bar nut, tighten again the reinforcing bar nut in the outside, when tightening at every turn all so that the moment of torsion indicating value on the torque wrench about equally, circulation stretch-draw successively in this order, need tighten simultaneously two nuts of symmetric position when tightening in addition, until the moment of torsion indicating value reaches till the designing requirement at every turn.
7) tighten up U-shaped steel plate hoop and treat reinforcement soffit tensile region steel plate and apply compressive pre-stress, the tensile region steel sticking is being treated under the reinforcement;
The concrete order of tightening up is: tighten up first first three steel plate hoop of end, then tighten up the middle part steel plate hoop, begin successively simultaneously symmetry by both sides again and tighten up to the centre.In the process of tightening up, the reinforcing bar on the steel plate hoop is close to hole wall gradually, and the pressure zone steel plate is squeezed on the reinforcing bar, and Rebar is treated on the reinforcement hole wall at concrete, thereby can effectively be applied compressive pre-stress.
The screw-down torque that adopts torque wrench to control each steel plate hoop during concrete operations reaches designing requirement.The steel plate hoop nut should be tightened several times, progressively applies, and has a small amount of glue to extrude with the steel plate periphery and is advisable.Because the pressure zone steel plate encircles in advance, when tightening up steel plate hoop, encircles in advance steel plate and is progressively flattened, namely treat reinforcing back steel plate and applied compressive pre-stress.
8) unload lower support, check reinforcing rear concrete component;
9) carry out anticorrosion, encapsulation process.
The above; it only is preferred embodiment of the present utility model; be not to be the restriction of the utility model being made any other form, and according to any modification or equivalent variations that technical spirit of the present utility model is done, still belong to the utility model scope required for protection.
Claims (9)
1. full prestressing composite integrated reinforced steel concrete structure, described reinforced steel concrete structure girder construction comprises treats reinforcement, the pressure zone steel plate, the tensile region steel plate, steel plate hoop, oblique pull reinforcing bar and screw rod, the described reinforcement for the treatment of is furnished with vertical muscle, it is characterized in that: described pressure zone steel plate is fixed on by structure glue and fixture and treats the reinforcement top, described tensile region steel plate is fixed on by structure glue and steel plate hoop and treats the reinforcement below, described steel plate hoop is U-shaped steel plate bar, steel plate hoop is opening up to be tightened the tensile region steel plate with treating reinforcement, screw rod passes the pressure zone steel plate and treats the reinforcement both sides, between screw rod lower end and the steel plate hoop upper end for being welded to connect, there is pre-load nut the screw rod upper end, the described reinforcement both sides fluting for the treatment of is placed the oblique pull reinforcing bar, described oblique pull reinforcing bar lower end limited location piece, there is pre-load nut oblique pull reinforcing bar upper end.
2. a kind of full prestressing composite integrated reinforced steel concrete structure according to claim 1 is characterized in that, describedly treats the reinforcement both sides each tiltingly has two oblique pull reinforcing bars.
3. full prestressing composite integrated reinforced steel concrete structure, described reinforced steel concrete structure rod structure comprises treats reinforced column, jack, weld interim bracket and at least 2 group reinforcement assemblies, it is characterized in that: the described reinforced column for the treatment of is between basic end face and beam, described jack bottom is pressed in treats the reinforced column upper end, withstand at the bottom of the beam on jack top, welding ox pin is arranged at the jack bottom, described welding ox pin is welded on to be treated in the reinforced column top, equidistant being enclosed within of described reinforcement assembly treated on the reinforced column, described reinforcement assembly comprises 4 angle steel and 4 welding batten plates, 4 angle steel of described every group of reinforcement assembly stick on to be treated on 4 angles of reinforced column same plane, and described welding batten plate is welded on the edge of a wing of adjacent two angle steel angle steel is strained.
4. a kind of full prestressing composite integrated reinforced steel concrete structure according to claim 3 is characterized in that, the described reinforced column for the treatment of is between basic end face and upper beam or middle girder.
5. a kind of full prestressing composite integrated reinforced steel concrete structure according to claim 3, it is characterized in that, treat reinforced column at basic end face and between putting the beams in place when described, the described reinforced column for the treatment of passes the middle girder side, describedly treats that reinforced column passes and is provided with the node stirrup in the middle girder node section.
6. full prestressing composite integrated reinforced steel concrete structure, described reinforced steel concrete rod structure comprises treats reinforced column, fixed part, junction steel plate and at least 2 group reinforcement assemblies, it is characterized in that: the described reinforced column for the treatment of is between basic end face and middle girder, between described middle girder and the upper beam supporting strut is arranged, the fixed component upper ends is connected in the middle girder bottom surface, described lower fixed part lower end is connected in basic end face upper end, described junction steel plate is connected between fixed part lower end and the lower fixed part upper end upper fixed part is linked to each other with lower fixed part, equidistant being enclosed within of described reinforcement assembly treated on the reinforced column, described reinforcement assembly comprises 2 L-type snap rings and hank knotting nut, another L-type snap ring end tail is passed in a L-type snap ring of described every group of reinforcement assembly termination, 2 L-type snap rings join end to end and will treat that reinforced column blocks, and the tension of hank knotting nut is arranged on the external part of described L-type snap ring termination.
7. full prestressing composite integrated reinforced steel concrete structure, described reinforced steel concrete rod structure comprises beam, post, vertical angle steel, snap ring, welding angle steel and transverse reinforcement, it is characterized in that: described beam and column intersects at node, described node is connected by vertical angle steel, the both sides stretch-draw of described node has snap ring, the up and down position of described node is welded with the welding angle steel, is equipped with the hole on the beam of described node middle part, is provided with transverse reinforcement in the hole.
8. full prestressing composite integrated reinforced steel concrete structure, described reinforced steel concrete cantilevered plate structure comprises cantilevered plate external part to be reinforced, steel plate strip, chemical anchor bolts and securing member, it is characterized in that: cantilevered plate external part pass through wall surface described to be reinforced, cantilevered plate external part pass through wall surface described to be reinforced has the hole in the place, be stained with steel plate strip on the cantilevered plate external part described to be reinforced, cantilevered plate external part described to be reinforced outer end has chemical anchor bolts that steel plate strip outer end and cantilevered plate external part to be reinforced outer end are fixed, described steel plate strip the inner is in the metope perforate, and described steel plate strip the inner is stretched out the inner by securing member and cantilevered plate to be reinforced and fixed.
9. a kind of full prestressing composite integrated reinforced steel concrete structure according to claim 8 is characterized in that, described steel plate strip the inner is stretched out the inner by 1-3 securing member and cantilevered plate to be reinforced and fixed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220197048 CN202645035U (en) | 2012-05-04 | 2012-05-04 | Full pre-stressing compound integrated strengthened reinforced concrete structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220197048 CN202645035U (en) | 2012-05-04 | 2012-05-04 | Full pre-stressing compound integrated strengthened reinforced concrete structure |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102704698A (en) * | 2012-05-04 | 2012-10-03 | 南京盛圆土木工程高科技有限公司 | Fully prestressed and compositely integrally reinforced concrete structure |
| CN107386683A (en) * | 2017-09-07 | 2017-11-24 | 苏州中固建筑科技股份有限公司 | A kind of frame structure flooring super large amplitude carries the reinforcement means and ruggedized construction of load |
| CN112854793A (en) * | 2019-11-28 | 2021-05-28 | 杭州固力建筑工程有限公司 | Construction scheme for additionally arranging hanging columns at end parts of pure cantilever beams |
| CN115450314A (en) * | 2022-11-11 | 2022-12-09 | 中国建筑设计研究院有限公司 | Hollow cantilever structure |
-
2012
- 2012-05-04 CN CN 201220197048 patent/CN202645035U/en not_active Withdrawn - After Issue
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102704698A (en) * | 2012-05-04 | 2012-10-03 | 南京盛圆土木工程高科技有限公司 | Fully prestressed and compositely integrally reinforced concrete structure |
| CN102704698B (en) * | 2012-05-04 | 2015-10-28 | 南京盛圆土木工程高科技有限公司 | A kind of full prestressing composite integrated reinforced steel concrete structure |
| CN107386683A (en) * | 2017-09-07 | 2017-11-24 | 苏州中固建筑科技股份有限公司 | A kind of frame structure flooring super large amplitude carries the reinforcement means and ruggedized construction of load |
| CN112854793A (en) * | 2019-11-28 | 2021-05-28 | 杭州固力建筑工程有限公司 | Construction scheme for additionally arranging hanging columns at end parts of pure cantilever beams |
| CN115450314A (en) * | 2022-11-11 | 2022-12-09 | 中国建筑设计研究院有限公司 | Hollow cantilever structure |
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