CN102877596A - Steel pipe and concrete combined anti-collision column and preparation method thereof - Google Patents
Steel pipe and concrete combined anti-collision column and preparation method thereof Download PDFInfo
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- CN102877596A CN102877596A CN2012103948401A CN201210394840A CN102877596A CN 102877596 A CN102877596 A CN 102877596A CN 2012103948401 A CN2012103948401 A CN 2012103948401A CN 201210394840 A CN201210394840 A CN 201210394840A CN 102877596 A CN102877596 A CN 102877596A
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Abstract
The invention relates to a combined anti-collision column and a manufacturing technology thereof, in particular to a steel pipe and concrete combined anti-collision column and a preparation method thereof, and solves the problem of fragile damage to the conventional combined anti-collision column (steel pipe and concrete column) under sudden lateral impact. The steel pipe and concrete combined anti-collision column comprises a steel pipe, wherein the concrete is filled in the steel pipe; the steel content alpha in the section of the column body is 0.07 to 0.178; a length to thickness ratio lambda is 10 to 20; the yield strength fy of a steel material is 200 to 500 MPa; the compression strength fcu of the concrete column body is 30 to 120 MPa; and a shaft pressure ratio n is less than 2eta0, wherein eta0 is a longitudinal coordinate of a balance point A on a relevant curve N-M of the column body. The steel pipe and concrete combined anti-collision column is rational in design; various parameters of the steel pipe and concrete column achieve optimized proportions; the impact resistance of the steel pipe and concrete column body is fully researched, and the anti-collision performance is accurately estimated; and therefore, the anti-collision performance of the structural column is effectively improved.
Description
Technical field
The present invention relates to make up crashworthiness post and manufacturing technology thereof, be specially a kind of concrete filled steel tube combination crashworthiness post and preparation method thereof.
Background technology
Building at it during one's term of military service, probably can meet with lateral impact, especially along with the quickening of urbanization process, private car quantity constantly increases, the structural column of some underground garages and the bottom column of roadside buildings can suffer from suddenly the invasion and attack of impact and collision load, in order to guarantee safety of building, need to take some necessary Anticollision Measures, to reach the requirement of building safety sexual function.At present, for the measure that improves substructure post crash-worthiness in the building mainly contains two kinds of approach: 1, at the outside additional Anticollision Measures of structural column, such as at the structural column arranged outside anti-collision alarm sign that will protect or crashproof protective guard etc.; 2, improve the impact resistance of structural column itself.In fact, structural column is when meeting with the impact loads such as collision, both made anticollision device, collision-prevention device, load also unavoidably can withstand shocks, so in case impact load is during greater than the impact resistance of structural column, structural column will Sudden failure (brittle fracture), may cause the continuous collapse of building when serious, and this allows to occur in structure design anything but.In addition, although steel tube concrete structure column has applied in the building, but existing technology mainly concentrates on and in the structural column outside how anticollision device, collision-prevention device is set and how improves on the validity of anticollision device, collision-prevention device, because in the design stage, shortage is to the research of the shock resistance of steel core concrete column own and estimating of minibus, cause steel core concrete column in actual applications, brittle fracture can occur when suffering lateral impact suddenly, and then cause serious consequence.
Yet structural column is when meeting with the lateral impact load, and its mechanical property is different from bears conventional static load or seismic load, so when design concrete filled steel tube crashworthiness post, the many kinds of parameters such as its cross section steel ratio and concrete recipe ratio all are key problem in technology.
Therefore, be necessary to invent a kind of concrete filled steel tube combination crashworthiness post of superior performance.
Summary of the invention
The problem of brittle fracture occurs in order to solve existing combination crashworthiness post (being steel core concrete column) when meeting with lateral impact suddenly in the present invention easily, and a kind of concrete filled steel tube combination crashworthiness post of superior performance is provided.
The present invention adopts following technical scheme to realize:
A kind of concrete filled steel tube combination crashworthiness post comprises steel pipe, fills up concrete in the described steel pipe, and the cross section steel ratio α of cylinder is 0.07-0.178; Slenderness ratio λ is 10-20; Steel yield strength f
yBe 200MPa-500MPa; Concrete column compressive strength f
CuBe 30MPa-120MPa; Ratio of axial compressive force to axial compressive ultimate capacity of section n＜2 η
0, described η
oIt is the ordinate of equalization point A on the N-M correlation curve of cylinder.
Cross section steel ratio α=A
s/ A
c(A
sBe steel tube section area, A
cBe the concrete section area).Result of study shows, as the effect of restraint coefficient ξ of concrete filled steel tube=α f
y/ f
Cu＜1 o'clock, the destruction of steel core concrete column under the lateral impact load action shows as brittle failure mode, the destruction of this pattern is unallowed in the design of structure, so the bound term coefficient that limits concrete filled steel tube in the design of crashworthiness post must greater than 1, draw cross section steel ratio α＞0.06 thus, but, through studies show that in order to prevent better steel core concrete column generation brittle fracture, the cross section steel ratio of cylinder more preferably is chosen as α 〉=0.07; On the other hand, if when cross section steel ratio α is larger, can not demonstrate fully steel core concrete column advantage economically, thus cross section steel ratio α＜0.2, but through studies show that the cross section steel ratio of cylinder preferably is chosen as α≤0.178.Concrete experimental data is as shown in table 1:
Table 1 test specimen numbering and result of the test
In the upper table, experimental data confirms when cross section steel ratio α is 0.060, brittle fracture has occured in concrete filled steel tube crashworthiness post really, experimental data matches with theoretical calculating, shows that further cross section steel ratio α is 0.060 is that steel core concrete column is in the critical point that occurs between brittle fracture and the ductile failure.
Shown in Fig. 5,6,7, to express respectively in three groups of experiments, the impact force time-history curves when shock height is respectively 0.80m, 1.00m and 1.20m can be seen the increase along with shock height, and the peak value of impact force increases, and the time of loading increases.
As shown in Figure 5, provided DBF group test specimen (cross section steel ratio α is 0.060) at the impact force time-history curves of different height of drop drop impacts, can see that the platform phase of impact force (the of short duration 53KN of keeping) does not appear in the impact force time-history curves.In actual measurement, when the mid-span deflection of test specimen (concrete filled steel tube crashworthiness post) arrived 32.70mm, the phenomenon of span centre cracking had just occured in test specimen, so for the thinner concrete filled steel tube crashworthiness post of thickness of steel pipe, its lateral impact destroys immalleable destruction characteristic, presents brittle fracture.And, DBF group test specimen is subjected under the no axial pressure effect in the permanent set pattern behind the different height of drop drop impacts, can see the increase along with the drop impact height, its mid-span deflection constantly increases, when shock height was 1m, cracking had appearred in test specimen span centre steel pipe bottom first, and its fracture length is 17.60mm, the width of cracking the widest part is 1.48mm, can see that the unloading phase curvilinear motion is more slow in its impact force time-history curves; When shock height continued to increase, the cracking degree of test specimen span centre steel pipe strengthened, when shock height is 1.2m, and the long 20.5mm in crack, wide 3.30mm; When shock height is 1.5m, the long 19.8mm in crack, wide 3.46mm.Illustrate that the steel tube concrete structure column of this moment does not possess the toughness of good opposing lateral impact, and brittle fracture has occured.
As shown in Figure 6, provided the impact force time-history curves of DZF group test specimen (cross section steel ratio α is 0.135) at different height of drop drop impacts, can see that the impact force time-history curves obviously is divided into three phases: the rapid load phase of impact force: dropping hammer rigidly connects tactile moment, the impact force of test specimen reaches rapidly peak value, then rapidly decay; The impact force platform phase: after test specimen had experienced the vibration at initial stage, impact force was stabilized in certain value (substantially maintaining about 100kN), and the time that this stage continues is longer, and the impact force energy mainly is dissipated in this stage; The impact force unloading phase: impact force decays rapidly through a stable time after date, until impact force is reduced to zero.And, DZF group test specimen can be seen the increase along with the drop impact height in the permanent set pattern behind different height of drop drop impacts under the no axial pressure effect, its mid-span deflection constantly increases, when shock height was 7.0m, cracking had appearred in test specimen span centre steel pipe bottom first.Illustrate that the steel tube concrete structure column of this moment possesses the toughness of good opposing lateral impact.
As shown in Figure 7, provided typical impact force time-history curves in the DHF group (cross section steel ratio α is 0.178), can see that the time-history curves of its impact force has experienced impact force peak value, plateau value and unloading three phases equally.The plateau value of impact force maintains about 120kN substantially, and its plateau value is all larger than the 100kN of the 53kN of DBF group and DZF group, and the duration of impact force is ever-increasing along with the increase of shock height.And, DZF group test specimen is done in the permanent set pattern of time spent behind different height of drop drop impacts at no axial pressure, can see the increase along with the drop impact height, the test specimen mid-span deflection increases, but does not observe the cracking of test specimen span centre steel pipe bottom in this test owing to the restriction of test conditions.Illustrate that the steel tube concrete structure column of this moment has possessed the toughness of goodish opposing lateral impact.
By table 1 and Fig. 5,6,7 analysis-by-synthesis as can be known, when steel ratio was 0.07-0.178, concrete filled steel tube combination crashworthiness post showed superior opposing lateral impact ability and good toughness, satisfies actual requirement.
Fig. 4 is the N-M correlation curve of steel core concrete column, namely represent moment of flexure and axle power relation curve, wherein, abscissa is the ratio of cross section moment and cross section ultimate bending moment value, and ordinate is the ratio (being ratio of axial compressive force to axial compressive ultimate capacity of section) that axial force value and cross section limit shaft power value are born in the cross section.For concrete filled steel tube combination crashworthiness post, equalization point A of the upper existence of its moment of flexure and axle power relation curve (N-M correlation curve).As the horizontal stroke, the ordinate that make A order are respectively ζ
0And η
o, then there is following relation:
ξ=α f wherein
y/ f
Cu＜1, α=A
s/ A
c(A
sBe steel tube section area, A
cBe the concrete section area).
Slenderness ratio λ refers to the calculated length of rod member and the ratio of the radius of gyration of bar cross section.Result of study shows, when the slenderness ratio λ of concrete filled steel tube combination crashworthiness post greater than 20 the time, on the correlation curve of its N-M, do not have flex point A, the existence of axial force has adverse effect to its anti-lateral impact performance.But in practice, steel core concrete column must need to bear by the dead load of floor and self generation and the axial force that the coupling of live load institute causes in-service on the one hand, for avoiding axial force on the impact of steel core concrete column, so the slenderness ratio λ of selected crashworthiness post needs less than 20; On the other hand, as shown in Figure 8, be the compressive property of steel core concrete column and the relation curve of slenderness ratio λ, wherein, abscissa is slenderness ratio λ, ordinate is compressive property.As shown in Figure 8, for slenderness ratio λ less than 10 steel core concrete column, in the certain situation of cross section geometry and the selection of material, anti-pressure ability does not change with the variation of structural column slenderness ratio λ, the structural column type belongs to short column, its distortion under lateral forces presents the characteristics of shear strain, so, when steel core concrete column meets with suddenly the lateral impact load, can produce the heavy damage to the border, and its mode of failure do not have the characteristics of bend destroying, and do not meet the designing requirement of structural column; After slenderness ratio λ is greater than 10, the axial carrying capacity of structural column constantly reduces with the increase of member slenderness ratio, this structural column is deformed into curved scissors type and flexure type under lateral forces, in order to give full play to the anti-bending strength of material, so steel core concrete column is when design, its slenderness ratio λ needs greater than 10, but slenderness ratio can not be too large, mainly contain following two reasons: 1, slenderness ratio is too large, it is very little that the bending resistance in structural column cross section will become, and the unstable properties problem may appear in structural column, and is unfavorable to the crashworthiness of structural column; 2, when the slenderness ratio λ of steel core concrete column greater than 20 the time, the correlation curve of its N-M does not have flex point A, the existence of axial force has adverse effect to its anti-lateral impact performance.So the slenderness ratio λ of concrete filled steel tube combination crashworthiness post is advisable between 10-20.
Steel yield strength f
yBe 200MPa-500 MPa, satisfy the structure design fundamental strength.
Concrete column compressive strength f
CuBe 30 MPa-120 MPa, satisfy the structure design fundamental strength.
Ratio of axial compressive force to axial compressive ultimate capacity of section is the ratio that pole section bears axial force value and cross section limit shaft power value, studies show that ratio of axial compressive force to axial compressive ultimate capacity of section n＜2 η
0, described η
oIt is the ordinate of equalization point A on the N-M correlation curve of cylinder.As shown in Figure 4, as ratio of axial compressive force to axial compressive ultimate capacity of section n＜2 η
0The time, the ratio (abscissa) of cross section moment and cross section ultimate bending moment value is greater than 1, show under this operating mode, the moment that the cross section can be born is greater than cross section ultimate bending moment value, illustrate that the existence of axial force this moment can improve the anti-bending strength of pole section, namely axial pressure pair cross-section anti-bending strength is favourable; As ratio of axial compressive force to axial compressive ultimate capacity of section n＞2 η
0The time, along with the increase of axial compression, the ratio that moment and cross section ultimate bending moment value can be born in the cross section constantly reduces, and illustrates that under this operating mode, axial force can reduce the bending resistance in cross section.Experimental study also shows, as the ratio of axial compressive force to axial compressive ultimate capacity of section n of concrete filled steel tube combination crashworthiness post＞2 η
0, when meeting with lateral impact load, can lose rapidly the crashworthiness supporting capacity, so, the ratio of axial compressive force to axial compressive ultimate capacity of section n of the combination crashworthiness post of concrete filled steel tube＜2 η
0
In addition, the compactness of steel pipe inner concrete will directly affect the supporting capacity of steel core concrete column, so in order to guarantee the compactness of its pipe inner concrete, concrete in the crashworthiness post easily adopts self-compacting concrete, existing result of study shows, the final destruction main manifestations of steel core concrete column under the lateral impact load effect is pipe inner concrete cracking, cross section internal force fully can not cause the cracking of outer steel pipe, so in crashworthiness post design, be the key of dealing with problems for the cracking of effectively avoiding managing inner concrete, when pouring into the concrete of following prescription in the steel pipe, the supporting capacity during the common self-compacting concrete of its impact resistant capability ratio perfusion can improve 2%-5%.
Described concrete adopts the prescription of following parts by weight proportioning: water 150-186.3; Flyash 160.2-170.1; Cement 350-454; Sand 800-838; Stone 820-888; Water reducing agent 19.2-24.9; Carbon fiber 32.5-105.0.
The elastic deformability of concrete material and cracking load reduce with the increase of concrete strength; And the elasticity of fibrous material and toughness are all fine.So in concrete, add toughness and the anti-crack ability that fibrous material can improve strong concrete.In the concrete test, the concrete material of varying strength is equipped with the fibrous material of different content, then carry out concrete crazing-resistance test, the concrete that is about to be added with carbon fiber is compared with the concrete filled steel tubular member (selecting the empty steel pipe of Φ 114mmx3.5mm) that preparation is built with the conventional self-compacting concrete of intensity, and two contrast members are carried out the lateral impact test.Result of the test shows that when pouring into the concrete of the present invention's prescription in the steel pipe, the supporting capacity during the common self-compacting concrete of its impact resistant capability ratio perfusion can improve 2%-5%, and is as shown in table 3:
Table 3
The present invention also provides the preparation method of above-mentioned concrete filled steel tube combination crashworthiness post, comprises the steps:
A, steel pipe is vertically placed on the plane;
B, according to behind the good concrete of concrete recipe configuration described above its upper end from steel pipe being poured into steel pipe, until concrete is filled steel pipe.
Based on said process, in the Building Design stage, the various parameters of steel core concrete column have reached the optimization proportioning, the shock resistance of steel core concrete column itself there has been sufficient research and minibus had accurately estimated, Effective Raise the crashworthiness of structural column, ductile failure can occur, and brittle fracture not occur when being subject to lateral impact suddenly in structural column to greatest extent that make.Because steel core concrete column is avoided building generation Progressive Collapse occuring also have stronger enabling capabilities behind the ductile failure, provide extremely valuable escape time to personnel, greatly safeguarded the security of the lives and property.
The present invention is reasonable in design, efficiently solves existing steel core concrete column when meeting with lateral impact suddenly, and the problem of brittle fracture occurs easily.
Description of drawings
Fig. 1 is the structural representation of one embodiment of the invention.
Fig. 2 is the structural representation of another embodiment of the present invention.
Fig. 3 is the structural representation of net sheet.
Fig. 4 is the N-M correlation curve of steel core concrete column.
Fig. 5 is the impact force time-history curves of DBF group.
Fig. 6 is the impact force time-history curves of DZF group.
Fig. 7 is the impact force time-history curves of DHF group.
Fig. 8 is the compressive property of steel core concrete column and the relation curve of slenderness ratio λ.
Among the figure: 1-steel pipe, 2-concrete, 3-crashworthiness net, 4-net sheet.
The specific embodiment
Below in conjunction with accompanying drawing specific embodiments of the invention are elaborated.
A kind of concrete filled steel tube combination crashworthiness post comprises steel pipe 1, fills up concrete 2 in the described steel pipe 1, and the cross section steel ratio α of cylinder is 0.07-0.178%; Slenderness ratio λ is 10-20; Steel yield strength f
yBe 200MPa-500MPa; Concrete column compressive strength f
CuBe 30MPa-120MPa; Ratio of axial compressive force to axial compressive ultimate capacity of section n＜2 η
0, described η
oIt is the ordinate of equalization point A on the N-M correlation curve of cylinder.
Described concrete 2 adopts the prescription of following parts by weight proportioning: water 150-186.3; Flyash 160.2-170.1; Cement 350-454; Sand 800-838; Stone 820-888; Water reducing agent 19.2-24.9; Carbon fiber 32.5-105.0.
Cross section steel ratio α=A
s/ A
c(A
sBe steel tube section area, A
cBe the concrete section area).Result of study shows, as the effect of restraint coefficient ξ of concrete filled steel tube=α f
y/ f
Cu＜1 o'clock, the destruction of steel core concrete column under the lateral impact load action shows as brittle failure mode, and the destruction of this pattern forbids to forbid in structure design, so, the bound term coefficient of concrete filled steel tube must greater than 1, draw cross section steel ratio α＞0.06 thus.On the other hand, if when the cross section steel ratio is larger, can not demonstrate fully concrete filled steel tube advantage economically, so cross section steel ratio α＜0.2%.But, after having passed through concrete filled steel tube to different steel ratios and having carried out the experimental study of lateral impact, result of study shows, steel ratio α is lower than 0.07 steel core concrete column and is suffering under the lateral impact effect, impact force is significantly not platform-type, and when the phenomenon that lateral displacement will occur ftractureing than hour steel pipe, aggregate performance is the form of brittle fracture, and this destruction form is extremely dangerous in structure; And when steel ratio α be two groups of members of 0.135 and 0.178, before its bottom steel pipe cracking, the lateral displacement of member is larger, and impact force experienced the comparatively significantly plateau value stage, shows obvious ductile failure state.
During enforcement, steel ratio α can select 0.07,0.08,0.09,0.10,0.135,0.150,0.173,0.178.
Slenderness ratio λ can select 10,12,15,17,20.
Steel yield strength f
yCan select 200MPa, 300 MPa, 400 MPa, 500 MPa, all satisfy the structure design fundamental strength.
Concrete column compressive strength f
CuCan select 30 MPa, 40 MPa, 50 MPa, 60 MPa, 70 MPa, 80 MPa, 90 MPa, 100 MPa, 110 MPa, 120 MPa, all satisfy the structure design fundamental strength.
Ratio of axial compressive force to axial compressive ultimate capacity of section n＜2 η
0, result of study shows, as the ratio of axial compressive force to axial compressive ultimate capacity of section n of steel core concrete column＞2 η
0The time, when meeting with lateral impact load, will lose rapidly the crashworthiness supporting capacity, so when concrete filled steel tube crashworthiness post designs, its ratio of axial compressive force to axial compressive ultimate capacity of section n＜2 η
0Described η
oComputational process as follows: as shown in Figure 4, it is the N-M correlation curve of steel core concrete column, namely represent moment of flexure and axle power relation curve, wherein, abscissa is the ratio of cross section moment and cross section ultimate bending moment value, and ordinate is the ratio (being ratio of axial compressive force to axial compressive ultimate capacity of section) that axial force value and cross section limit shaft power value are born in the cross section.For concrete filled steel tube combination crashworthiness post, equalization point A of the upper existence of its moment of flexure and axle power relation curve (N-M correlation curve).As the horizontal stroke, the ordinate that make A order are respectively ζ
0And η
o, then there is following relation:
ξ=α f wherein
y/ f
Cu＜1, α=A
s/ A
c(A
sBe steel tube section area, A
cBe the concrete section area).
The compactness of steel pipe inner concrete will directly affect the supporting capacity of steel core concrete column, so in order to guarantee the compactness of its pipe inner concrete, concrete in the crashworthiness post easily adopts self-compacting concrete, existing result of study shows, the final destruction main manifestations of steel core concrete column under the lateral impact load effect is pipe inner concrete cracking, cross section internal force fully can not cause the cracking of outer steel pipe, so in crashworthiness post design, be the key of dealing with problems for the cracking of effectively avoiding managing inner concrete, when pouring into the concrete of filling a prescription such as following table 2 in the pipe, the supporting capacity during the common self-compacting concrete of its impact resistant capability ratio perfusion can improve 2%-5%.Table 2 prescription is following, and (unit is kg/m
3):
Table 2
During implementation, the cross section of described steel pipe 1 is circle or polygon.Also comprise crashworthiness net 3 in the steel core concrete column, described crashworthiness net 3 comprises that described net sheet 4 is converted into cylindric rear formation crashworthiness net 3 by the net sheet 4 of metal wire knitted one-tenth, and described crashworthiness net 3 places in the steel pipe 1, the dead in line of the axis of described crashworthiness net 3 and steel pipe 1.The good diameter of described net sheet 4 employing ductility is that mild steel wire, stainless steel wire or the aluminum-alloy wire braiding of 0.8mm forms, and the specification of net sheet 4 interior mesh is squares of 3 * 3mm.Described crashworthiness net 3 is greater than or equal to 2 times of concrete 2 interior coarse aggregate sizes apart from the beeline of steel pipe 1 inwall, purpose is: concrete evenly is poured between the inwall of crashworthiness net 3 and steel pipe 1, the coarse aggregate of avoiding occuring in the concrete is stuck between the inwall of crashworthiness net 3 and steel pipe 1, affects the compactness of concrete 2 in steel pipe 1.Studies show that when adding anti-collision net in steel core concrete column, the crashworthiness supporting capacity of steel core concrete column is than the high 8%-15% of crashworthiness bearing capacity of the steel core concrete column that does not add anti-collision net.
The preparation method of above-mentioned concrete filled steel tube combination crashworthiness post comprises the steps:
A, steel pipe 1 is vertically placed the uniform circular hole that to have four diameters be 10mm at the place, ring section of the bottom of distance steel pipe 1 50mm; Crashworthiness net 3 is placed in the described steel pipe 1, the dead in line of crashworthiness net 3 and steel pipe 1, and crashworthiness net 3 is greater than or equal to 2 times of concrete 2 interior coarse aggregate sizes apart from the beeline of steel pipe 1 inwall;
B, its upper end from steel pipe 1 is poured into steel pipe 1 after configuring concrete 2 according to corresponding concrete formulation (as shown in table 2), after having concrete 2 to flow out in the circular hole of steel pipe 1 lower end, continue concrete perfusion 2 until fill steel pipe 1.
Opening round-meshed purpose in the lower end of described steel pipe 1 is: whether when having concrete flow out to judge at pouring concrete within steel pipe by observing in the circular hole, whether concrete has arrived the bottom of steel pipe.When (namely having certain pressure), have concrete to flow out if filling concrete reach a certain height in steel pipe in the circular hole, show that then filling concrete has arrived the bottom of steel pipe, concrete does not have the space in steel pipe, be closely knit.
Annotate: in concrete formulation, coarse aggregate is stone, and fines is sand.
The concrete filled steel tube of making by above-mentioned steps makes up the crashworthiness post, the various parameters of steel core concrete column have reached the optimization proportioning, improve the shock resistance of steel core concrete column itself, after having added the crashworthiness net, further strengthened again the shock resistance of cylinder itself.Simultaneously, the minibus of cylinder had accurately estimated, when meeting with lateral impact suddenly, ductile failure can occur to greatest extent, and brittle fracture does not occur.
Claims (10)
1. a concrete filled steel tube combination crashworthiness post comprises steel pipe (1), fills up concrete (2) in the described steel pipe (1), and it is characterized in that: the cross section steel ratio α of cylinder is 0.07-0.178; Slenderness ratio λ is 10-20; Steel yield strength f
yBe 200MPa-500MPa; Concrete column compressive strength f
CuBe 30MPa-120MPa; Ratio of axial compressive force to axial compressive ultimate capacity of section n＜2 η
0, described η
oIt is the ordinate of equalization point A on the N-M correlation curve of cylinder.
2. concrete filled steel tube combination crashworthiness post according to claim 1 is characterized in that: the prescription of the following parts by weight proportioning of described concrete (2) employing: water 150-186.3; Flyash 160.2-170.1; Cement 350-454; Sand 800-838; Stone 820-888; Water reducing agent 19.2-24.9; Carbon fiber 32.5-105.0.
3. concrete filled steel tube according to claim 2 makes up the crashworthiness post, and it is characterized in that: described concrete (2) is self-compacting concrete.
4. according to claim 1 and 2 or 3 described concrete filled steel tubes combination crashworthiness posts, it is characterized in that: also comprise crashworthiness net (3), described crashworthiness net (3) comprises the net sheet (4) by metal wire knitted one-tenth, described net sheet (4) is converted into cylindric rear formation crashworthiness net (3), and described crashworthiness net (3) places in the steel pipe (1) and the dead in line of its axis and steel pipe (1).
5. concrete filled steel tube according to claim 4 combination crashworthiness post is characterized in that: described net sheet (4) is that mild steel wire, stainless steel wire or the aluminum-alloy wire braiding of 0.8mm forms by diameter, and the specification of the interior mesh of net sheet (4) is the square of 3 * 3mm.
6. concrete filled steel tube according to claim 4 makes up the crashworthiness post, and it is characterized in that: described crashworthiness net (3) is greater than or equal to 2 times of the interior coarse aggregate size of concrete (2) apart from the beeline of steel pipe (1) inwall.
7. concrete filled steel tube according to claim 5 makes up the crashworthiness post, and it is characterized in that: described crashworthiness net (3) is greater than or equal to 2 times of the interior coarse aggregate size of concrete (2) apart from the beeline of steel pipe (1) inwall.
8. concrete filled steel tube according to claim 6 makes up the crashworthiness post, and it is characterized in that: the cross section of described steel pipe (1) is circle or polygon.
9. the preparation method of a concrete filled steel tube combination crashworthiness post is characterized in that: comprise the steps:
A, steel pipe (1) is vertically placed on the plane;
B, according to behind the good concrete of recipe configuration (2) of concrete claimed in claim 2 (2) its upper end from steel pipe (1) being poured into steel pipe (1), until concrete (2) is filled steel pipe (1).
10. the preparation method of concrete filled steel tube according to claim 9 combination crashworthiness post is characterized in that: in step a, and the uniform circular hole that to have four diameters be 10mm at the place, ring section of the bottom 50mm of the described steel pipe of distance (1); Crashworthiness net (3) is placed in the described steel pipe (1), the dead in line of crashworthiness net (3) and steel pipe (1), and crashworthiness net (3) is greater than or equal to 2 times of the interior coarse aggregate size of concrete (2) apart from the beeline of steel pipe (1) inwall; In step b, the concrete after configuring (2) is poured into steel pipe (1) from the upper end of steel pipe (1), after having concrete (2) to flow out in the circular hole of steel pipe (1) lower end, continue concrete perfusion (2) until fill steel pipe (1).
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| CN109162478A (en) * | 2018-10-23 | 2019-01-08 | 洛阳理工学院 | A kind of pair of ancient building unrest joining seam formula rafter span centre position carries out the method for reinforcing repairerment |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109162478A (en) * | 2018-10-23 | 2019-01-08 | 洛阳理工学院 | A kind of pair of ancient building unrest joining seam formula rafter span centre position carries out the method for reinforcing repairerment |
| CN109162478B (en) * | 2018-10-23 | 2020-09-08 | 洛阳理工学院 | Method for reinforcing and repairing midspan part of irregular lap type rafter of ancient building |
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| CN102877596B (en) | 2014-12-17 |
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