CN1030411C - Energy storing steel tube concrete making method and the members thereof - Google Patents
Energy storing steel tube concrete making method and the members thereof Download PDFInfo
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- CN1030411C CN1030411C CN 91103472 CN91103472A CN1030411C CN 1030411 C CN1030411 C CN 1030411C CN 91103472 CN91103472 CN 91103472 CN 91103472 A CN91103472 A CN 91103472A CN 1030411 C CN1030411 C CN 1030411C
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Abstract
The present invention relates to a making method of energy storage concrete filled steel tubes. The inner walls of steel tubes are coated with isolating lubricants; the steel tubes are dehydrated and compacted instantly after core concrete is cast into the steel tubes, and the concrete maintenance is carried out under the action of compacting force; after the core concrete reaches design strength, end socket steel cover plates are arranged on both ends of each of the steel tubes; the steel cover plates are used for the secondary limit pressurization of the core concrete, and the walls of the steel tubes and the end socket steel cover plates are combined under the action of the pressure; unloading is carried out, and energy storage concrete filled steel tube parts are made. The energy storage concrete filled steel tubes have the characteristics of large bearing capacity, light dead weight, reliable quality, and obvious economic benefit when used in the engineering of tall buildings, long span structures, pillars with large bearing capacity, piles, etc.
Description
The invention 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 core concrete axle axial pressure the 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.
The objective of the invention is to propose a kind of preparation method of new energy storing steel tube concrete: at first make the core concrete precompressed closely knit, to improve the intensity of core concrete.Then after core concrete reaches design strength, two ends at core concrete add steel deck-plate, again core concrete is applied axial compression stress for the second time, make it convert the hoop tensile stress of steel pipe walls to, simultaneously, under this axial pressure state, steel tube head and steel deck-plate are fixed, make the steel deck-plate at steel pipe walls and two ends be unified into an integral body, core concrete is enclosed in wherein.At last lay down the axial compression stress that acts on the core concrete again, at this moment, the rebound deformation of core concrete makes steel pipe walls produce axial tension stress again the pushing tow steel deck-plate.Form the pre-stressed steel pipe concrete member of two-way tension of steel pipe walls and core concrete bi-directional compression.This to core concrete implementation precharge, conversion through exertin, be input to that energy in the concrete filled steel tube all is converted to the two-way pre-tensile stress of steel pipe walls and the compressive pre-stress of core concrete is stored in component inside, formed a kind of novel steel tube concrete prefabricated element of pre-energy content, it has further improved the supporting capacity of concrete filled steel tubular member, simultaneously owing to seal with steel deck-plate two terminations of steel pipe, can equally with other any conventional steel member carry out being coupled to each other of member, any position that can be used for structure has enlarged its range of application.
Energy storing steel tube concrete member of the present invention, be by steel pipe 1, core concrete 2 and end steel deck- plate 3,4 form, the inwall that it is characterized in that steel pipe scribbles one deck isolation sliding agent 5, core concrete dewaters and precompressed for the first time after cast-in-place, and under the densification state, carry out maintenance, after reaching design strength, install first end socket steel deck-plate 4 again in the end of core concrete, carry out second time pressurization, and under pressurized state, fix rear head steel deck-plate 3(and weld with steel pipe walls or connect) with screw thread.The energy storing steel tube concrete member is made in off-load then.
Its feature also is the energy storing steel tube concrete member if use as pillar, its bottom bulkhead steel deck-plate is equate with the pipe diameter size circular dull and stereotyped, 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.
The preparation method of energy storing steel tube concrete member of the present invention is:
One, isolates sliding agent at steel pipe inwall brushing one deck, reach and make between back core concrete that waters and the steel pipe walls and can fully isolate, its lubrication should reach the null effect of friction factor when making core concrete produce relative displacement in axial compression, circumferential expansion process and between the steel pipe walls simultaneously, and it can be the cold mixed liquor that is coated with of thermosol mixed liquor, pitch and the rubber of paraffin wax and machine oil.
Two, at an end of the steel pipe end socket steel deck-plate of burn-oning earlier, if use the column cap prefabricated component of to burn-on earlier as the post member.
Three, in steel pipe, pour into core concrete, with vacuum pump core concrete is dewatered immediately, the water/binder ratio in the core concrete is remained on about 0.36.
Four, before the core concrete initial set, core concrete is carried out the pressurization first time, value of compressive stress is determined by thickenss of steel tubular is different, is got 400kg/cm
2～1200kg/cm
2Between.
Five, make core concrete remain on maintenance under the pressured state with the tool-type heavy frame, maintenance is about 24 hours in the environment of temperature+15 ℃, can take out from the tool-type heavy frame and carry out natural curing.
Six, after core concrete reaches design strength, install the rear head steel deck-plate identical with pipe diameter at the end that core concrete opens wide.
Seven, on the rear head steel deck-plate of back installation core concrete is carried out the pressurization second time, core concrete produces circumferential expansion in the axial compression process, cause the prestressing force of steel pipe walls hoop tension.
Core concrete is carried out the stress value of pressurization for the second time, and the hoop tensile stress value that steel pipe walls is produced reaches the elastic strength limit of steel, begins to enter till the plastic state, and it can reach 2000～3000kg/cm with the thickenss of steel tubular difference
2Under this stress state, again rear head steel deck-plate and steel pipe walls are welded together.
Eight, shed by the rear head steel deck-plate and be added in secondary pressurization loading on the core concrete, because the resilience of core concrete with the steel deck-plate at pushing tow two ends, makes steel pipe walls produce the prestressing force of axial tension again.Finally finished the recombination process of new material, made and made the two-way tension of steel pipe walls, the energy storing steel tube concrete member of core concrete bi-directional compression.
Advantage of the present invention 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.
Two, the member of this energy storing steel tube concrete or element have all passed through the check of limit pressurization in manufacturing process, quality holds good security when being 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, the invention will be further described:
Fig. 1 is the longitudinal plan of energy storing steel tube concrete element of the present invention.
Fig. 2 is the a-a section of Fig. 1.
The 1-steel pipe walls
The core concrete that 2-handles through densification
3-rear head steel deck-plate
4-elder generation end socket steel deck-plate
5-isolates sliding agent
Fig. 3 is the vertical section of energy storing steel tube concrete band column cap member of the present invention
2 '-the column cap core concrete handled through the secondary densification in advance
6-column cap short steel pipes
Cross-stiffened plate in the 7-
The I type bracket connecting piece that 8-and beam connect
9-column cap top board
The upper limit centering ring that 10-and upper prop connect
The connection weld seam of 11-shaft, column cap
2 ', 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 standard specimen of the present invention
Curve 1-is " 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-is " 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, reaches 2100kg/cm again 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, 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 ".
Energy storing steel tube concrete of the present invention 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 (4)
1, a kind of preparation method of energy storing steel tube concrete member is characterized in that:
A, isolate the profit agent at steel pipe inwall brushing one deck, its material can be the freezing mixture of paraffin wax, machine oil thermosol mixed liquor or asphalt rubber.
B, in core concrete pouring, carry out very fixed dehydration immediately, subsequently to as yet not the core concrete of initial set apply axial compression, make concrete reach closely knit.
C, under pressure status, carry out maintenance when the core concrete retainer shaft.
D, after core concrete reaches design strength, install the end socket steel deck-plate in the end of core concrete, by this steel deck-plate core is coagulated soil and carries out the axial pressure second time, the hoop tensile stress that steel pipe walls is produced reaches till the proof strength of steel.
E, keep steel deck-plate and steel pipe walls being fixed together, then off-load under the effect of axial compression at core concrete.In the off-load process,, make the two-way tension of steel pipe walls, the energy storing steel tube concrete member of core concrete bi-directional compression because the resilience pushing tow end socket steel deck-plate of core concrete makes steel pipe walls produce axial tension stress again.
2, the preparation method of energy storing steel tube concrete member as claimed in claim 1 is characterized in that:
A, column cap prefabricated component are by a joint short steel pipes, are welded in the bracket connecting piece on the short steel pipes, interior cross adds jugularia, top board, upper limit centering ring and form through the core concrete of the pre-densification of secondary.
B, steel pipe inwall and interior cross add and all are brushed with one deck on the jugularia and isolate sliding agent.
3, a kind of energy storing steel tube concrete member, this member have one by an end by the steel pipe of first end socket steel deck-plate (4) sealing, be brushed with at the inwall of steel pipe (1) and isolate sliding agent (5) and core concrete (2) through the densification processing is housed, it is characterized in that:
A rear head steel deck-plate (3) that is consolidated with the wall of steel pipe (1) under the external force effect of input energy is housed on the surface that the end that steel pipe walls (1) is opened wide is close to core concrete (2).
4, energy storing steel tube concrete member as claimed in claim 3 is characterized in that:
The rear head steel deck-plate (3) fixed with steel pipe walls (1) is circular, and its diameter equals the internal diameter of steel pipe walls (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 91103472 CN1030411C (en) | 1991-05-24 | 1991-05-24 | Energy storing steel tube concrete making method and the members thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 91103472 CN1030411C (en) | 1991-05-24 | 1991-05-24 | Energy storing steel tube concrete making method and the members thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1057874A CN1057874A (en) | 1992-01-15 |
| CN1030411C true CN1030411C (en) | 1995-11-29 |
Family
ID=4906107
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 91103472 Expired - Fee Related CN1030411C (en) | 1991-05-24 | 1991-05-24 | Energy storing steel tube concrete making method and the members thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN1030411C (en) |
Families Citing this family (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101793055B (en) * | 2010-03-12 | 2011-06-15 | 哈尔滨工业大学深圳研究生院 | Sea-sand concrete member and manufacturing method thereof |
| CN102809050A (en) * | 2012-08-03 | 2012-12-05 | 哈尔滨工业大学深圳研究生院 | Rubber concrete component of steel pipe |
| CN102808480A (en) * | 2012-08-03 | 2012-12-05 | 哈尔滨工业大学深圳研究生院 | Steel-tube coral concrete member |
| CN103437497B (en) * | 2013-07-18 | 2016-08-31 | 浙江中隧桥波形钢腹板有限公司 | Concrete filled steel tube complete combination post and manufacturing process |
| CN103422615B (en) * | 2013-07-18 | 2016-08-31 | 浙江中隧桥波形钢腹板有限公司 | Concrete filled steel tube complete combination beam and manufacturing process |
| CN104612330B (en) * | 2015-01-06 | 2017-06-20 | 北京工业大学 | Embedded hat type pre-stressed steel pipe concrete component and its secondary position control on-load pressure method of forming |
| CN105002995A (en) * | 2015-05-29 | 2015-10-28 | 重庆大学 | Steel bar prestressed steel pipe concrete supporter |
| CN107796579B (en) * | 2017-10-30 | 2023-10-31 | 华侨大学 | Test structure of steel tube concrete compression constitutive relation and application method thereof |
| CN115012663A (en) * | 2022-06-29 | 2022-09-06 | 中冶天工集团有限公司 | Grouting plugging piece and plugging device for prefabricated column root and construction method of grouting plugging piece and plugging device |
-
1991
- 1991-05-24 CN CN 91103472 patent/CN1030411C/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| CN1057874A (en) | 1992-01-15 |
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