CN2132774Y

CN2132774Y - Steel tube concret structural member with energy-storage function

Info

Publication number: CN2132774Y
Application number: CN 91208825
Authority: CN
Inventors: 钟莉; 刘滨晨
Original assignee: Individual
Current assignee: Individual
Priority date: 1991-05-24
Filing date: 1991-05-24
Publication date: 1993-05-12
Anticipated expiration: 2001-05-24

Abstract

The utility model relates to a concrete prefabricated structural member with an energy storage function for a steel tube, wherein, isolation lubricant is coated on the inner wall of a steel tube, the dehydration and the densification are immediately conducted after the steel tube is grouted with core concrete, and the concrete curing is conducted under the function of densification force. After the core concrete achieves the designed strength, both ends of the core concrete are provided with head-sealing steel cover plates. The core concrete conducts the secondary extreme pressurization through the head-sealing steel cover plates, the steel tube wall and the head-sealing steel cover plates are fixedly combined together under the action of the pressure, and then the load is discharged to form a concrete structural member with an energy storage function for the steel tube. The utility model has the characteristics of high capability, light weight and reliable weight, and has obvious economic benefit for being used in engineering, such as high buildings, long span structures, posts with high bearing capacity, piles, etc.

Description

Steel tube concret structural member with energy-storage function

The utility model belongs to the building engineering structure member, or a kind of structural meterials.

The common steel tube concrete component improves a lot than steel pipe and the independent separately supporting capacity sum of concrete with the cross section, and is therefore developed." prestressed steel tube concrete columns " (patent No. CN86106474.5) is the improvement to common steel tube concrete component force mechanism, and supporting capacity is further improved a lot, but facts have proved and still have following deficiency.

1, to the core concrete axial pressure, cause the prestressing force of steel pipe walls hoop tension after, when laying down the axial compression that is added on the core concrete, core concrete has rebound deformation, the prestress value of steel pipe walls hoop tension also will reduce thereupon, and it illustrates to the core concrete axial pressure time, is input to the energy in the member, after the pressurization loading is laid down, do not stored fully, but, very big energy loss is arranged along with the rebound deformation of core concrete.

2, will guarantee only to allow the core concrete pressurized in actual use, not allow steel pipe walls axial compression stress to occur, this is difficult to guarantee in practical engineering application, has therefore limited the application of this invention.

3, core concrete is closely knit without precompressed, and the supporting capacity of member is not given full play to.

This novel purpose is to improve above-mentioned shortcoming, produce a kind of energy storing steel tube concrete member of noenergy loss, and make this member can not be subjected to the restriction of service condition, the any position that is used for structure, or interconnecting between the member, or use as a kind of element of structural meterials and other combination of materials.

This novel energy storing steel tube concrete member is made up of core concrete, the end cap steel deck-plate of steel pipe, process precompressed.It is characterized in that: the steel pipe inwall scribbles the isolation sliding agent, core concrete dewaters after pouring and precompressed for the first time immediately, and under the densification state, carry out maintenance, after reaching intensity, install the end socket steel deck-plate in the end of core concrete again, carry out second time pressurization, it adds the hoop tensile stress that lateral expansion that compressive stress should make core concrete produce because of axial compression causes steel pipe walls to produce and reaches till the elastic limit of steel.And be consolidated at following end socket steel deck-plate of this pressurized state and steel pipe walls (connecting with welding or screw thread), off-load then, at this moment, the rebound deformation of core concrete makes steel pipe walls produce axial tension stress again the pushing tow steel deck-plate.The prestressing force that forms two-way tension of steel pipe walls and core concrete bi-directional compression is formed in the steel pipe two ends totally enclosed energy storing steel tube concrete member of steel deck-plate.

Its feature also is the energy storing steel tube concrete member if use as pillar, its bottom bulkhead steel deck-plate is a garden shape flat board that equates with the pipe diameter size, its top end socket be one by a joint short steel pipes, the column cap prefabricated component that is welded in the bracket connector on the short steel pipes, interior cross-stiffened plate, top board, upper limit centering ring and also forms through the core concrete of twice pre-densification.

This novel advantage is:

One, this energy storing steel tube concrete is the axial compression stress that is applied in advance on the core concrete in manufacturing process, all be converted into the two-way tensile stress of steel pipe walls and the two-way compressive stress of core concrete, store with prestressed pattern, make the energy of pre-input all be converted to the interior of structure and can be stored in this new composite material, without any the waste and the loss of energy.

Quality held good security when two, the check of all having passed through limit pressurization in manufacturing process of the member of this energy storing steel tube concrete or element was used for actual engineering.And " stress-strain " curve in the uninstall process after the limit pressurization, " stress-strain " curve when being exactly actual use.Therefore, member before use, the distortion of its supporting capacity and each load stage is known, this safe handling to structure is significant.

Three, this energy storing steel tube concrete can make steel pipe walls and core concrete simultaneously stressed when reality is used.When especially pressurized was worked, as long as the axial compression stress that imposed load applied when being no more than this member of original manufacturing, steel pipe walls did not just produce the possibility of local buckling, and whole member just can not lose supporting capacity.Compare with preceding paragraph invention " prestressed steel tube concrete columns ", the supporting capacity of its axial compression can improve 10～15%.

Four, because this energy storing steel tube concrete is steel pipe and core concrete to be welded by the shutoff of steel deck-plate formed a composite monolithic under stress state, the modulus of elasticity after compound changes with thickenss of steel tubular, is about (4.0～5.0) * 10 ³Kg/cm ², be 2～2.5 times of modulus of elasticity of concrete, can reduce the distortion of structure in a large number.

Five, because this energy storing steel tube concrete can allow steel pipe and concrete simultaneously stressed, also can carry out various connections at the node place handles, bear draw, press, cut, curved various stress, guaranteed the globality of structure, can and generally steel work is the same be used for various structural systems.

Six, because the core concrete compressive strength of this energy storing steel tube concrete can reach 2000～3000kg/cm ², the intensity of compressive strength after the combination and all steel post is close, but weight has only 1/2.5th of all steel material post weight, can alleviate dead load in a large number.

Below in conjunction with drawings and Examples, to this novel being further described:

Fig. 1 is the longitudinal plan of this novel energy storing steel tube concrete element.

Fig. 2 is the a-a section of Fig. 1

1---steel pipe walls

2---through the core concrete of densification processing

3---the rear head steel deck-plate

4---first end socket steel deck-plate

5---isolate sliding agent

Fig. 3 is the vertical section of this novel energy storing steel tube concrete band column cap member

2 ¹---the column cap core concrete of handling through the secondary densification in advance

6---the column cap short steel pipes

7---interior cross-stiffened plate

8---with the I type bracket connecting piece of beam connection

9---the column cap top board

10---encircle with the upper limit centering that upper prop connects

11---the connection weld seam of shaft, column cap

2 ¹, 5,6,7,8,9, the 10 common column cap prefabricated components of forming, connect with shaft by 11.

Fig. 4 is the b-b vertical view of Fig. 3

Fig. 5 is the c-c section of Fig. 3

Fig. 6 is the d-d lateral view of Fig. 3

Fig. 7 is the trial curve of this novel standard specimen

Curve 1---be " stress-strain " curve when for the second time axial pressure hoop tensile stress that steel pipe walls is produced reaches the elastic limit of steel to core concrete.(" stress-strain " curve that is equivalent to aforementioned patent " prestressed steel tube concrete columns ")

Curve 2---be under the pressurization ultimate limit state of curve 1 with the welding of rear head steel deck-plate and steel pipe walls after, " stress-strain " curve of uninstall process.

Curve 3---be " stress-strain " curve of the energy storing steel tube concrete test specimen axial pressure made.

Present embodiment is a standard specimen.

Test specimen is high 290 millimeters, 83 millimeters of outer diameter of steel pipes, 5 millimeters of wall thickness, core concrete 300#.

1, isolates sliding agent 5 in steel pipe 1 inwall brushing;

2, at an end of the steel pipe 1 end socket steel deck-plate 4 of burn-oning earlier, thickness of slab 8mm;

3, pouring core concrete 2 in steel pipe;

4, in cast-in-place core concrete, insert the vacuum dehydration plug, carry out concrete vacuum dehydration, make concrete water/binder ratio be reduced to 0.36, extract the dehydration plug then out.

5, before the core concrete initial set, core concrete is carried out axial pressure, make the core concrete height closely knit, value of compressive stress is 600kg/cm ²（25T）。

6, with the tool-type heavy frame core concrete is remained on and carry out maintenance under this pressure, in the environment of 15 ℃ of temperature about 20 hours (being mixed with early strength admixture), dismantle heavy frame then and carry out natural curing.

7, after core concrete reaches design strength, set up rear head steel deck-plate 3(thickness of slab 8mm, edge cut 4mm) at the open end of core concrete.

8, outside the rear head steel deck-plate, core concrete is applied axial compression stress for the second time, make core concrete produce circumferential expansion because of axial compression, till when causing the hoop of steel pipe walls to be subjected to tensile stress to reach the elastic limit of steel, this moment, the compressive stress of core concrete reached 2150kg/cm ²Concrete enters the plasticity duty already, and total deformation is 8.09 millimeters.After laying down axial compression, the core concrete rebound deformation is 2.31 millimeters, has 5.78 millimeters permanent set not recover.

9, the axial pressure of then once more core concrete being carried out repetition, then " stress-strain " curve of test specimen is elastic state, shown in the curve 1 of Fig. 7.Again reach 2100kg/cm when adding compressive stress ²The time, remain under this stress state, rear head steel deck-plate 3 and steel pipe walls 1 are welded together.

10, progressively lay down axial compression, " stress-strain " curve during off-load is the direct proportion curve of a standard, and shown in the curve among Fig. 72, make and in steel pipe walls again produce axial tension stress because pushing tow steel deck-

plate

3,4 is wanted in the resilience of core concrete 2 this moment.Finally made the energy storing steel tube concrete test specimen.

11, the energy storing steel tube concrete test specimen of finally making is carried out the test of full face axial pressure, its " stress-strain " curve is a direct proportion curve substantially parallel with curve 2 shown in the curve among Fig. 73.The supporting capacity of its axial compression exceeds the supporting capacity about 13% of aforementioned patent " prestressed steel tube concrete columns ".

This novel energy storing steel tube concrete has the intensity height, from heavy and light, the advantages such as reliable product quality, be used for skyscraper, large-span structure, big loading post, stake, the time, can obtain significant economic benefit.

Claims

1, a kind of energy storing steel tube concrete member, it is characterized in that: have the steel pipe walls of two-way tensile stress and have between the core concrete of two-way compressive stress and scribble the isolation sliding agent, the two ends of steel pipe steel deck-plate end socket forms by the totally enclosed energy storing steel tube concrete member of steel.

2, energy storing steel tube concrete member as claimed in claim 1, it is characterized in that: the steel pipe front end welds a column cap, column cap is by a joint short steel pipes, be welded in the bracket connecting piece on the short steel pipes, the core concrete of interior cross-stiffened plate, top board, upper limit centering ring and the precompressed of process secondary is formed, and also all scribbles one deck on short steel pipes inwall and the interior cross-stiffened plate and isolates sliding agent.

3, energy storing steel tube concrete member as claimed in claim 1 is characterized in that: the isolation sliding agent that is coated with on the steel pipe inwall is the hot mixed liquor of paraffin wax and machine oil, or the cold mixed liquor that is coated with of pitch and rubber.