CN85104444A - Encased structures and application technology - Google Patents
Encased structures and application technology Download PDFInfo
- Publication number
- CN85104444A CN85104444A CN 85104444 CN85104444A CN85104444A CN 85104444 A CN85104444 A CN 85104444A CN 85104444 CN85104444 CN 85104444 CN 85104444 A CN85104444 A CN 85104444A CN 85104444 A CN85104444 A CN 85104444A
- Authority
- CN
- China
- Prior art keywords
- concrete
- steel pipe
- steel
- steel tube
- adopt
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000005516 engineering process Methods 0.000 title claims abstract description 5
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 138
- 239000010959 steel Substances 0.000 claims abstract description 138
- 239000004567 concrete Substances 0.000 claims abstract description 101
- 230000006835 compression Effects 0.000 claims abstract description 58
- 238000007906 compression Methods 0.000 claims abstract description 58
- 238000010276 construction Methods 0.000 claims description 11
- 238000013461 design Methods 0.000 claims description 10
- 239000011150 reinforced concrete Substances 0.000 claims description 6
- 239000011083 cement mortar Substances 0.000 claims description 5
- 239000003351 stiffener Substances 0.000 claims 4
- 230000010412 perfusion Effects 0.000 claims 3
- 230000002787 reinforcement Effects 0.000 claims 3
- 230000003014 reinforcing effect Effects 0.000 claims 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims 2
- 230000005540 biological transmission Effects 0.000 claims 1
- 230000015572 biosynthetic process Effects 0.000 claims 1
- -1 container Substances 0.000 claims 1
- 230000007123 defense Effects 0.000 claims 1
- 239000012530 fluid Substances 0.000 claims 1
- 238000009434 installation Methods 0.000 claims 1
- 238000012856 packing Methods 0.000 claims 1
- 230000002093 peripheral effect Effects 0.000 claims 1
- 238000007789 sealing Methods 0.000 claims 1
- 229910000679 solder Inorganic materials 0.000 claims 1
- LENZDBCJOHFCAS-UHFFFAOYSA-N tris Chemical compound OCC(N)(CO)CO LENZDBCJOHFCAS-UHFFFAOYSA-N 0.000 claims 1
- 238000003466 welding Methods 0.000 claims 1
- 238000004804 winding Methods 0.000 claims 1
- 238000004458 analytical method Methods 0.000 abstract description 12
- 238000000034 method Methods 0.000 abstract description 9
- 238000000205 computational method Methods 0.000 abstract description 3
- 230000002262 irrigation Effects 0.000 abstract 1
- 238000003973 irrigation Methods 0.000 abstract 1
- 230000000694 effects Effects 0.000 description 21
- 238000004364 calculation method Methods 0.000 description 13
- 239000000203 mixture Substances 0.000 description 10
- 230000009467 reduction Effects 0.000 description 4
- 238000010205 computational analysis Methods 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- PWHULOQIROXLJO-UHFFFAOYSA-N Manganese Chemical compound [Mn] PWHULOQIROXLJO-UHFFFAOYSA-N 0.000 description 2
- 230000006378 damage Effects 0.000 description 2
- 229910052748 manganese Inorganic materials 0.000 description 2
- 239000011572 manganese Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 230000005483 Hooke's law Effects 0.000 description 1
- 229910001374 Invar Inorganic materials 0.000 description 1
- 229910000617 Mangalloy Inorganic materials 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 239000011162 core material Substances 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 238000003306 harvesting Methods 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
Images
Landscapes
- Rod-Shaped Construction Members (AREA)
Abstract
Prior art is bigger for only limit to bearing load in its range of application of irrigation pipe with poured concrete, the compression column not too responsive to compressive strain.Now technology thinks that steel pipe obeys the VonMises yield condition; The existing analysis theories of concrete filled steel tube axial compression column working mechanism and computational methods all are that the clamping force that the supporting capacity with core concrete is existed in the steel pipe is strengthened, and the principal element that improves as concrete filled steel tube axial compression column supporting capacity is considered.
The present invention has proposed new departure with dynamic balance field method, discloses steel pipe after presenting yield deformation, and the development of compressive stress and tensile stress does not also meet the VonMises yield condition, thereby provides technical condition for the encased structures Application Expansion.
Description
The invention belongs to encased structures and application technology.
The prior art of encased structures is at pouring concrete within steel pipe, its range of application only limit to bearing load big, to compressive strain not too responsive, individual layer and low number of plies compression column or isolated works, prior art thinks that steel pipe obeys the VonMises yield condition, its analysis theories and computational methods all are that the clamping force that the supporting capacity with core concrete is existed in the steel pipe is strengthened, and the principal element that improves as concrete filled steel tube axial compression column supporting capacity is considered; Prior art is higher to the ultimate bearing capacity value of concrete filled steel tube compression member.Do not possess equal, same standard for different steel ratios and concrete filled steel tube rod member with different labels core concrete, the supporting capacity curve in the stability calculation is discontinuous; Prior art can not clearly be distinguished the stress composition of each working stage of concrete filled steel tube, and is indeterminate to the supporting capacity composition analysis; Prior art does not propose the feasible computational methods about compressive strain as yet.See 11 phase of volume of building structure journal, 31 phases of volume, 56 phases of volume for details.
The object of the present invention is to provide a kind of novel building structure,, accelerate the engineering construction progress, and obtain optimum economic benefit so that save steel in large quantities.
The invention is characterized in:
1. dynamic balance field hypothesis has been proposed:
During concrete filled steel tube axial compression column bearing load, core concrete is worked under triaxial stress state, and steel pipe is then worked under stress two.Core concrete not only produces axial crushing deformation under the axial compression effect, but also produces lateral deformation.Because concrete Poisson's ratio v '
cGrowth rate greater than the Poisson's ratio v ' of steel pipe
aGrowth rate, and as v '
c＞v '
aThe time, force steel pipe when axially producing compressive strain, also produced stretcher strain at hoop.
Distortion is the result of load effect, and distortion simultaneously also forces structure to produce corresponding drag.
Therefore constituted the equilibrium state of each internal force in inside configuration; On arbitrary section perpendicular to axial direction, constitute the equilibrium state of internal force and external force, that is constituted the equilibrium of forces field.Therefore we also can suppose to exist the dynamic balance field in each any with axially perpendicular cross section.Structural damage, the i.e. destruction of dynamic balance field.
2. the hypothesis that occurs stage by stage about main force field:
In steel core concrete column, triformed dynamic balance field (hereinafter to be referred as the field of force), the promptly axial field of force is represented with " 1 "; The hoop field of force, with " 2 " expression, and load effect field is represented with " 3 ".These three kinds of field of forces are at different stage of stress, along with the change of the Poisson ratio slope of curve, show as respectively the home court with time, forms common structure reactance, and be present in simultaneously with the axial perpendicular arbitrary section of concrete filled steel tube rod member among.
3. the present invention proposes the load effect field hypothesis:
Load effect field is promptly from the stress field of force.Externally under the pressure effect, steel pipe and core concrete are producing axial crushing deformation ε ' to concrete filled steel tube axial compression rod member
Ac-1The time, also exist ν ε '
Ac-1Lateral deformation.Therefore steel pipe produces the effect similar in appearance to compressive pre-stress in the hoop field of force, and promptly load is renderd a service the field, and has supporting capacity.This supporting capacity mainly is present in ν '
Ac≤ 0.4 and ν '
Ac＞1.0 such two supporting capacity stages.ν '
AcThe≤0.4th, the axial field of force is the stage of main force field, ν ε '
Ac-1With ε '
Ac-1Increase and increase, being in from stress of its generation harvests build phase.Therefore can form new supporting capacity in the hoop field of force.Work as ν '
Ac=0.5 o'clock, the plastic state that steel tube place shows was the result owing to the circumferential deformation influence, and this moment, the hoop field of force rose to main force field, can not form new load effect field.Work as ν '
Ac＞1.0 and axially the compressive stress and the tensile stress in the field of force and the hoop field of force all reach yield stress f
yAfter, the axial field of force of steel pipe and the hoop field of force all no longer have the supporting capacity that continues growth, and will produce bigger plastic compression deformation ε ' under the effect of original external loads
A-1, meanwhile also exist a bigger ν ε '
A-1The increment of value, and form new load effect field.The concrete filled steel tube axial compression column also just shows the supporting capacity curve of mild rising, and this supporting capacity is directly proportional with the size of steel ratio and yield stress.
4. the present invention has proposed 2 inferences to " experimental study of concrete stress-strain full curve " literary composition: (referring to figure-1)
1. work as ν '
Ac=0.5 o'clock, no matter weak concrete or high-grade concrete and cement mortar, core concrete (and mortar) certainly leads to the crack.Therefore the continuation of core concrete supporting capacity improves and will be restricted.
2. work as ν '
Ac=0.5 o'clock, when promptly the micro-cracks of core concrete begins to occur, the compression stress ot that partly exists at core concrete
c=0.7R
20, be equivalent to prismatic intensity level.This has also just determined deformation behaviour point ν '
Ac=0.5 o'clock, the in esse compressive stress numerical value of core concrete.
Work as ν '
Ac＜0.5 o'clock, the apparent volume of core concrete dwindled by (1-ε+2 ν ε).
Work as ν '
Ac=0.5 o'clock, the apparent volume of core concrete returned to the original state when not bearing external loads by (1-ε+2 ν ε).The variation of this volume is because the stress of core concrete has reached prismatic intensity, and has produced the result of micro-cracks.
Work as ν '
Ac＞0.5 o'clock, the apparent volume of core concrete increased by (1-ε+2 ν ε).This is the increase along with load, and the crack of core concrete own is fully developed, enlarges formed.
According to the experimental study of full curve, unconfined prism concrete is worked as ν '
c＞0.5 o'clock, supporting capacity obviously descended.But, limited the decline of core concrete supporting capacity because the existence in the steel pipe hoop field of force forms the elastic restraint to core concrete.
5. the present invention has further disclosed stress, the strain stress relation of steel pipe under two-way pressure one action of pulling stress by to the discussion of " research of concrete filled steel tube basic mechanical performance " literary composition and to the analysis of the load of contained Z-78-119 group test specimen in the literary composition, strain, Poisson ratio curve.Work as ν '
Ac=0.5 o'clock, steel pipe was axially beginning to enter the distortion yield situation, and obeyed Von Mises yield condition, but was not the yield stress condition.After this along with the growth of load, axial compression stress and hoop tensile stress can reach yield stress f y respectively.At ν '
AcIn=0.5～1.0 these stages, stress and strain is still obeyed Hooke's law.
6. the design formulas of concrete filled steel tube axial compression column:
1. the analysis of each stage supporting capacity of concrete filled steel tube axial compression column:
The typical duty load of concrete filled steel tube axial compression column, strain, Poisson ratio curve show (referring to figure-2, subordinate list), work as ν '
AcAfter＞1.0, the concrete filled steel tube axial compression column is the plasticity duty.Work as ν '
Ac=1.0 o'clock, ε '
Ac-1=2500 * 10
-6; ε
Ac-2=1400 * 10
-6Its axial compressive strain value has exceeded the steel work that we adopt in actual engineering, the compressive strain numerical value of reinforced concrete structure and masonry structure.And ν '
Ac=1.0 o'clock, σ
A-1=f '
y, σ
A-2≈ f
y, so the computational analysis of each stage supporting capacity of concrete filled steel tube axial compression column, mainly be that ν ' is discussed
AcThe supporting capacity of≤1.0 these sections.
The concrete filled steel tube axial compression column is when bearing load, and the axially field of force and the hoop field of force all exist all the time and influence each other.
Poisson ratio ν '
Ac=0.9～1.0 these sections, the concrete filled steel tube axial compression column belongs to the elastoplasticity working stage, because of its plastic strain is also not too big, in order to simplify calculating, at ν '
Ac=0.3～1.0 these sections are all by elastic working stage computational analysis supporting capacity.Only at ν '
Ac, do the adjustment of some supporting capacity evaluations at=1.0 o'clock.
It is as follows that each stage is calculated the supporting capacity formula:
N=N
A-1+ N
A-2+ N
A-3+ N
C-1
N
A-1=σ
A-1A
a
N
A-2=(σ
A-22t)/(D
0) A
c
N
A-3=(σ
A-32t)/(D
0) A
c
N
C-1=σ
C-1A
c
Work as ν '
Ac=0.5 o'clock, σ
C-1=0.7R
N
C-1=0.7RA
c
Each stage of attached concrete filled steel tube axial compression column is calculated supporting capacity N composition analysis table: (subordinate list)
Show that by above computational analysis the principal element that concrete filled steel tube axial compression column supporting capacity improves is to have opened up the hoop field of force owing in the steel pipe of core concrete, and the existence of load effect field.Thereby the combination supporting capacity of having given full play to and having utilized the two-way intensity of this even matter Materials with High Strength of steel pipe and formed.
2. concrete filled steel tube axial compression column calculating limit supporting capacity is definite:
By the analysis that concrete filled steel tube axial compression column supporting capacity is formed, show that the concrete filled steel tube axial compression column is in the process of bearing load, steel pipe axially and in the hoop field of force all can reach yield stress, and the load-bearing process after this will produce bigger plastic strain.Therefore should be with the appearance of yield stress feature as the calculating limit supporting capacity.Supporting capacity composition analysis table proves further that too 2 inferences that proposed for " experimental study of concrete stress-strain full curve " literary composition are correct.Therefore the calculating limit supporting capacity of concrete filled steel tube axial compression column can be asked calculation by following formula.
N
u=f
yA
a+ (f
y2t)/(D
0) A
c+ 0.7RA
c
For Z-78-119 group test specimen
f
y=8050kgf/cm
2R=510
0.7R=357 A
a=9.71cm
2
A
c=78.54cm
2T=0.3cm
D
l=10cm D=10.6cm
D
o=10.3cm D=10.6cm
N
u=3050 * 9.71+ (3050 * 2 * 0.3)/10.3 * 78.54+357 * 78.54
N
u=71.6091
Calculated value conforms to the diagram supporting capacity.
3. about the analysis of safety factor value:
The concrete filled steel tube axial compression column enters the plasticity working stage, is because the stress of steel pipe in the axial field of force and the hoop field of force all reaches the result of yield stress.The composition analysis table shows that further the hoop field of force of steel pipe and the existence of load effect field are the principal elements that its supporting capacity is improved.Therefore concrete filled steel tube axial compression rod member should belong to steel work.Its safety factor should be by the steel work value.General member K=1.4 for the ordinary steel structure.
Get the new construction COEFFICIENT K
l=1.05
Total safety coefficient K
Ac=1.4 * 1.05=1.47
4. stability calculation:
The characteristics of stability calculation of the present invention are that respectively supporting capacity to steel pipe and core concrete is by its different separately slenderness ratio λ
aWith λ
cDetermine different reduction coefficients.ψ, α and β.
Remove the effect of bearing axial compression, the effect of also bearing hoop tension for steel pipe.But hoop tension is because the lateral deformation of core concrete is caused, and constitutes uniform radial tension.This phenomenon is one group of balanced system of force in itself, therefore for the stability calculation of steel pipe, can only consider the effect in the axial field of force.
The stability calculation of core concrete then is different from the stability calculation of steel pipe.Year power N that the circumferential force place is born
A-2, reach year power N that load effect field is born
A-3, at first be to act on core concrete, just, formed elastic restraint, and improved the computed strength of core concrete to a certain extent core concrete owing to the existence of outside steel pipe.(σ
c=0.7R) for N
A-2And N
A-3This two parts external force core concrete then changes by steel pipe in the mode that strengthens lateral deformation to be born, and therefore the axial compression in the stability calculation of core concrete should comprise N
C-1, N
A-2, N
A-3Such three parts are because N
A-3Can omit and disregard, so the calculating axial compression of core concrete is by N
C-1And N
A-2Two parts are formed like this, so the suffered compressive stress of core concrete generally all is higher than the limit of proportionality of material therefor.Therefore this programme carries out stability calculation with the method that enlarges reduction coefficient, has determined different reduction coefficients for different steel ratios.
Since adopted that this programme proposed with the calculated characteristics of yield stress as ultimate bearing capacity, so that the supporting capacity curve in the stability calculation shows as is continuous, calculates supporting capacity and more approach measured value.
The design formulas of concrete filled steel tube axial compression column supporting capacity is:
| No. 3 steel | 16 manganese | |
| α | 0.82 | 0.77 |
| μ | 0.16 ～ 0.12 | 0.12 ～ 0.09 | 0.09 ～ 0.06 | 0.06 ～ 0.04 | |
| β | No. 3 steel | 1.00 | 1.06 | 1.09 | 1.12 |
| 16 manganese | 1.00 | 1.06 | 1.10 | 1.13 |
7. about the calculating of small eccentric compression column:
Because this programme provides the analytical method that various stress are formed on the cross section, so the calculating of small eccentric compression column adopted the design formulas that is similar to the steel concrete small eccentric compression column:
N(e
o+ r
o)≤m (0.7R(nA
a+ A
c)+(0.3f
y2t)/(D
0) A
c
+ 2/3 (f
y-0.7RnA
a)) r
o
The internal force in the small eccentric pressure process, born for steel pipe and core concrete of design formulas right side parenthetic the 1st, 2 wherein, the 3rd is because the effect of eccentricity pressure, the compressive stress that exists on the partial cross section of steel pipe is referring to scheming-3.The m on parantheses right side is a service factor.
The controlled condition e of small eccentricity
o/ D≤0.3
When compression member with small eccentricity considers that vertical power bending influences, be calculated as follows:
N(e
o+ r
o)≤m (ψ
a.0.7RnA
a+ α β ψ
c(0.7RA
c+ (0.3f
y2t)/(D
0) A
c)
+ 2/3 (f
y-0.7RnA
a)) r
o
Earlier determine the load that this compression member can be born by stability calculation, and then press small eccentric pressure and calculate the 1st, 2 in the right parantheses ().
8. the working curve design section of the scope of application of the present invention, controlled condition and axial compression column and small eccentric compression column:
The scope of application of this programme, 1. No. 3 steel μ=0.04～0.16
2. 16 manganese steel μ=0.04～0.12
3. e
o/ D≤0.3
4. l/D≤20
Controlled condition: (N
u)/(K
Ac)≤0.80 * 1.12 * 0.7R((E
a)/(E
c) A
a+ A
c) m
The concrete filled steel tube axial compression column of common engineering and the load in small eccentric compression column real work stage, strain curve are corresponding to Poisson ratio curve ν '
Ac=0.3～0.7; Allow the structure ν ' of big slightly compressive strain
Ac=0.3～1.0; Allow the special structure or the isolated structure ν of big compressive strain
Ac=0.3～1.2.This is the selected working curve of designing institute.Invar pipe concrete axial compression column is relatively smaller at its axial crushing deformation of work of this curved section, its compressive strain value ε '
Ac-1Near or equal the compressive strain value ε ' of the steel work used now
aThe working curve section of therefore selected concrete filled steel tube axial compression column is very important, and this is mainly by controlled condition
(N
u)/(K
Ac)≤0.80 * 1.12 * 0.7R((E
a)/(E
c) A
a+ A
c) m
Decision.When not satisfying this condition, calculating then should reselect cross section, steel ratio and core concrete label.
Controlled condition 0.7R((E
a)/(E
c) A
a+ A
c) be that the concrete filled steel tube axial compression column is at ν '
AcThe supporting capacity that the axial force place has during=0.5 this characteristic point; According to the analysis hoop field of force to figure-2, subordinate list, the supporting capacity that load effect field had is at ν '
AcIt is (N that=0.3～0.5 stage was about as much as about 11 percent of corresponding supporting capacity sum of each stage
A-2+ N
A-3)/(N
A-1+ N
C-1)=0.11; Therefore determining ν '
AcAfter the supporting capacity in the axial field of force of=0.5 this characteristic point, multiply by 1.12 again and can think each field of force supporting capacity sum of this characteristic point; Coefficient 0.80 is that the supporting capacity with this characteristic point is reduced to ν '
AcThe supporting capacity that=0.4 o'clock concrete filled steel tube axial compression column is had, purpose is to reduce axial crushing deformation; M is a service factor.
So controlled condition also can be expressed by following formula:
(N
u)/(K
Ac)≤0.627R((E
a)/(E
c) A
a+ A
c) m
9. the calculating of concrete filled steel tube axial compression column compressive strain:
Calculate compressive strain and at first should check external force N
F≤ (N
u)/(K
Ac), when satisfying controlled condition, can carry out the calculating of compressive strain.
The calculating of compressive strain at first will be determined the compressive stress in the axial field of force.
σ '
C-1=(0.89N
F)/(nA
a+ A
c) n=(E
a)/(E
c)
σ '
A-1=n σ '
C-1
ε '
A-1=(σ
A-1)/(E
a)
N
A-2=(v ε
A-1E
a2t')/(D
0) A
c
σ
A-2=(N
A-2D
0)/(2tA
c)
ε
A-2=(σ
A-2)/(E
a)
ε
A-12=ν ε
A-2ε
A-12Be out of shape by the axial shrinkage that hoop stretcher strain causes
ε '
AcL=(ε '
A-1+ ε
A-12)
l
10. the proposition of permissible stresses method:
1. owing to the load in concrete filled steel tube axial compression column real work stage, strain curve is positioned at Poisson ratio curve ν '
AcIn=0.3～1.0 pairing sections, and N
A-1+ N
C-1=0.89 (N
u)/(K
Ac);
2. because the error of supporting capacity sum is calculated in each field of force usually can be controlled in and be less than or equal within 2% the scope;
3. because encased structures belongs to steel work;
4. because ν '
AcThe axial compression stress σ of=0.5 o'clock core concrete
C-1=0.7R;
So the present invention proposes a kind of permissible stresses method.
This method scope of application: 1. No. 3 steel or No. 2 steel
2. Ea ≮ 2.0 * 10
6
Controlled condition: 1. 0.7R (E
a)/(E
cNo. 3 steel of) 〉=1900kg
2. 0.7R (E
a)/(E
cNo. 2 steel of) 〉=1700kg
Design work state ν '
Ac=0.3～1.0
The deformation calculation state: ν '
Ac=0.3～1.0
Design formulas: N
u=0.80 * 1.12 * 0.7R(nA
a+ Ac) m
Stability calculation and small eccentric pressure calculate various reduction coefficients with front feature 6; 7; Described good effect of the present invention is:
1. can more accurately judge the residing section of concrete filled steel tube compression member working curve;
2. can clearly analyze field of force composition, stress state, and the supporting capacity in each field of force;
3. can calculate compressive strain more exactly;
4. can design compression member by permissible stress method under given conditions;
5. can be applied to tension member;
6. improve more than 8% than prior art accuracy.
7. encased structures extensively can be promoted, be replaced most of steel work of employing now, thereby can obtain the effect of saving steel about 60%.
8. can partly replace reinforced concrete structure and obtain the effect of saving whole Steel-wood forming boards.
9. can accelerate engineering construction progress (comparing) with reinforced concrete structure.
Claims (13)
1, the prior art of encased structures is at pouring concrete within steel pipe; It is bigger that its range of application only limits to bearing load, to compressive strain sensitive portions compression column not too, as bridge pier, single storey industry workshop post, furnace platform frame column, industrial workshop frame column below three layers, common building frame column below seven layers, subway station post and power transmission tower one class formation.
Feature of the present invention is: at pouring concrete within steel pipe, also can pour into high-grade cement mortar; Its range of application is the compression member and the small pieces eccentric bar that can be applied to various different structures, thereby provides technical condition for the expansion of encased structures.A kind of concrete-filled steel tube truss (roof truss) structure: have to parallel or irrelevancy is capable winds up and lower edge, its web member are brace or vertical bar.Wind up and all pressurized or part compression web member employing steel pipe and fluid concrete therein; Lower edge can adopt steel pipe also can adopt the pre-stressed steel pipe concrete rod member; Also can after finishing, whole Pin roof truss assembling apply prestressing force again.The concrete filled steel tube rod member also can be prefabricated.
2, require as described in 1 a kind of structure of topped large area space, concrete filled steel tube space truss structure that side opens wide or do not open wide of can be as claim; Be characterised in that to parallel or irrelevancy is capable winds up and lower edge that its all or part of compression member is to irritate the post concrete or high-grade cement mortar is formed in steel pipe, lower edge or part tension web member can adopt steel pipe, and are connected with the steel ball node.
3, require as described in 1 the bow member of a kind of concrete-filled steel tube arch shelf structure, fornix shape structure and suspended-cable structure and be used for the double-arch structure of special construction as claim; It is characterized in that crooked pouring concrete within steel pipe and fixed-end arch, three hinged arch of making and the two hinged arch that has pull bar, and various ring-type compression members or the like.
4, require as described in 1 as claim, a kind of tower mast structure, it is characterized in that all or part of compression member all constitutes at pouring concrete within steel pipe or cement mortar, can now make also connection can prefabricatedly be assembled then at the scene that all the other rod members can adopt angle steel, shaped steel or steel pipe.
5, require as described in 1 a kind of highway and railroad bridge and the bridge, the city pedestrian bridge that support pipeline as claim.It is characterized in that having and parallel or irrelevancy is capable winds up and lower edge, or crooked winding up arranged, it winds up and all or part of compression web member adopts steel pipe and concrete perfusion within it, lower edge can adopt steel pipe, also can adopt the pre-stressed steel pipe concrete rod member, its pier column can adopt the concrete filled steel tube rod member.
6, require as described in 1 as claim, a kind of encased structures is applied to underground civil air defense constructions and installations, earthquake-proof construction and similar structures.It is characterized in that the compression member that bears this type load is adopted the concrete filled steel tube rod member.And adopt less slenderness ratio value and higher steel ratio.
7, require as described in 1 as claim, a kind of civilian construction and industrial premises of frame construction more than 5 layers of frame construction more than 20 layers, each layer pillar that it is characterized in that framework all adopts the rod member of placing of concrete in steel pipe to form, level to girder and secondary beam can adopt girder steel or reinforced concrete beam.Whole framework can all be a superstructure, also can be partly the lower part or all be underground frame construction on the ground.Reinforced concrete upright column also can be poured into a mould a layer concrete in its outside again by building requirements, so that it is the desired section of design.
8, require as described in 1 a kind of repairing and reinforcement technology of reinforced concrete column as claim; It is characterized by in the pillar that needs reinforcement (circle, square, rectangle, polygon) peripheral solder and be processed into a steel pipe, beam is weldering reinforcing ring and rest down, then concrete perfusion or high-grade cement mortar again in the gap of steel pipe and pillar.
9, require as described in 1 a kind of application of concrete filled steel tube pile foundation as claim: the bottom that it is characterized in that stake has one to be cone shape steel boots, and is connected with the steel pipe of its top.The top of stake has reinforcing ring, and binds with steel deck-plate and to weld.Construction stage is driven underground this hollow steel pile tube to design elevation earlier.And then cut stake by designing requirement, and put into the cushion cap connecting reinforcement, concrete perfusion is promptly finished the making of steel pipe pile again.
10, require as described in 1 a kind of stress concrete filled steel tube rod member that gives as claim; Its feature
The inside center position that is steel pipe is provided with the fine steel tube that a diameter is a bit larger tham the stretching rope diameter, and the some millimeters of main steel pipe all are longer than at its two ends; There is circular steel cover plate for sealing one end of a circular hole at the center, and some stiffeners of welding between cover plate and the outstanding fine steel tube then are down concavity so that lay packing ring and the ground tackle of cable wire in the middle of it.The other end is earlier done Y shape with round steel and is connected, with fixed center steel pipe position, treat that this operation is finished after, just can be to pouring concrete within steel pipe, this end has also that centre is porose to have a steel deck-plate that stiffener, centre are time concavity.A branch of cable wire for stretch-draw is arranged in the middle of it.Its feature
Be that the fine steel tube that passes cable wire is arranged on the inwall of steel pipe, they are positioned at the two ends that two (or some) intersect diameter.Fine steel tube is longer than the some millimeters in main steel pipe two ends, cable wire portals and is located on the steel deck-plate between adjacent two stiffeners, and concrete placing in the steel pipe, the other end also have one of identical steel deck-plate, the stretch-draw cable wire is located in the fine steel tube of steel pipe walls inboard, and the stretching rope ground tackle is located between adjacent two stiffeners.
11, require as described in 1 a kind of support or pillar of inserting concrete on-telescopic in the steel pipe that adopt as claim.
12, a kind of employing in essence as claim requires scheme as described in 1 and the structure that are combined into, as support under water, container, water conservancy project structure etc.
13, a kind of employing in essence as claim requires scheme as described in 1 and the works that constitutes, for example the structure by prefabricated rod member assembly unit of grid structure with bolt-sphere joints and various dismantled and assembled, transportation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 85104444 CN85104444A (en) | 1985-06-13 | 1985-06-13 | Encased structures and application technology |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 85104444 CN85104444A (en) | 1985-06-13 | 1985-06-13 | Encased structures and application technology |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN85104444A true CN85104444A (en) | 1985-11-10 |
Family
ID=4793846
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 85104444 Pending CN85104444A (en) | 1985-06-13 | 1985-06-13 | Encased structures and application technology |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN85104444A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101122159B (en) * | 2007-08-31 | 2011-04-27 | 广东省建筑设计研究院 | Steel pipe integral girders for constructing prestressing force and construction method thereof |
| CN102561508A (en) * | 2012-02-09 | 2012-07-11 | 清华大学 | Steel tube concrete poling type truss mixed structure for high-rise and super high-rise buildings |
| CN103628403A (en) * | 2013-09-16 | 2014-03-12 | 安徽省交通规划设计研究院有限公司 | Tubular concrete bridge pier |
| CN105780639A (en) * | 2014-12-15 | 2016-07-20 | 任丘市永基建筑安装工程有限公司 | Connection method for deck supporting parts of urban steel arc bridge |
| CN113403935A (en) * | 2021-08-03 | 2021-09-17 | 四川省公路规划勘察设计研究院有限公司 | Steel pipe concrete truss structure bridge chord member and web member connected node structure |
-
1985
- 1985-06-13 CN CN 85104444 patent/CN85104444A/en active Pending
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101122159B (en) * | 2007-08-31 | 2011-04-27 | 广东省建筑设计研究院 | Steel pipe integral girders for constructing prestressing force and construction method thereof |
| CN102561508A (en) * | 2012-02-09 | 2012-07-11 | 清华大学 | Steel tube concrete poling type truss mixed structure for high-rise and super high-rise buildings |
| CN102561508B (en) * | 2012-02-09 | 2014-09-24 | 清华大学 | Steel tube concrete poling type truss mixed structure for high-rise and super high-rise buildings |
| CN103628403A (en) * | 2013-09-16 | 2014-03-12 | 安徽省交通规划设计研究院有限公司 | Tubular concrete bridge pier |
| CN103628403B (en) * | 2013-09-16 | 2015-08-05 | 安徽省交通规划设计研究总院股份有限公司 | Tubular concrete bridge pier |
| CN105780639A (en) * | 2014-12-15 | 2016-07-20 | 任丘市永基建筑安装工程有限公司 | Connection method for deck supporting parts of urban steel arc bridge |
| CN113403935A (en) * | 2021-08-03 | 2021-09-17 | 四川省公路规划勘察设计研究院有限公司 | Steel pipe concrete truss structure bridge chord member and web member connected node structure |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101298770B (en) | Bottom enlarging prestress conical pipe pile and construction method thereof | |
| CN201972237U (en) | Section prefabricated rectangular steel pipe concrete truss | |
| CN101831875A (en) | Precast assembly process of prestressed concrete cylindrical hollow pier | |
| CN103867019B (en) | Assembling external prestressing RPC wind power tower | |
| CN106758786A (en) | A kind of prefabricated assembled concrete-filled double skin steel tube lattice bridge pier | |
| CN104963336A (en) | Anti-seismic prefabricated concrete solid square pile and production method thereof | |
| CN203755778U (en) | Assembly external pre-stress reactive powder concrete wind power tower | |
| CN109440634B (en) | Prefabricated high-strength concrete hollow bent cap structure with removable internal mold | |
| CN202000251U (en) | Cylindrical hollow prefabricated prestressed concrete pier structure | |
| CN105926775A (en) | Novel concrete-filled steel tube beam column joint | |
| CN105839784B (en) | Assembled jacking type construction techniques | |
| CN112482573A (en) | Partially-assembled concrete-filled steel tube composite column-steel beam combined node | |
| CN109098201A (en) | A kind of super plane area portions prestressed concrete well foundation and its construction method | |
| CN106638957A (en) | Cold-formed thin-walled steel-structure house outer wall structure system | |
| CN205875394U (en) | Antidetonation concrete beam column that dry process is connected | |
| CN108894328A (en) | A kind of novel combined column and assemble method | |
| CN85104444A (en) | Encased structures and application technology | |
| CN206529892U (en) | A kind of architectural structure system applied to high-level structure | |
| CN1737288A (en) | Fixing device and building method for outer decorative stone curtain wall of steel pipe truss tower | |
| CN109457868B (en) | Steel pipe concrete column base joint and construction method thereof | |
| CN116150844A (en) | Transmission line assembled rock anchor rod foundation series typical design drawing and design method | |
| CN109972657A (en) | Overall assembled steel reinforced concrete pipe gallery is contained in stake | |
| CN212025899U (en) | Concrete pipe and pier structure | |
| CN211898510U (en) | Multidirectional prestress prefabricated assembled beam slab foundation of wind power generation tower | |
| CN203160237U (en) | Anti-floating anchor rod structure of raft |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| C10 | Entry into substantive examination | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| WD01 | Invention patent application deemed withdrawn after publication |